file_name
stringlengths 5
111
| text
stringlengths 316
425k
|
|---|---|
459.pdf
|
IS 459 : 1992
( RfafIiiecll997 )
m&f rTFr%
Indian Standard
CORRUGATEDANDSEMI-CORRUGATED
ASBESTOSCEMENTSHEETS-SPECIFICATION
( Third Revision >
Second Reprint NOVEMBER 1998
UDC 691.328.5415
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1992 Price Groap 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering
Division Council.
This standard was originally published in 1955 and subsequently revised in 1962 and 1970. The present
revision has been taken up in the light of experience gained with the use of this standard. The major
changes in this revision include deletion of acid resistance and water absorption test, and inclusion of
density test as an optional requirement in line with the international practices. Impermeability test has
been made optional in this revision. In the composition of such sheets, addition of some other suitable
fibres and pozzolanic material have also been permitted.
In the formulation of this standard, due weightage has also been given to the international coordination
among the standards and practices in different countries in addition to relating it to the practices in the
field in this country.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test shall be rounded 00 ilr accordance with
IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places retained
in the rounded off value should be the same as that of the specified value in this standard.f$ rss I 1992
Indian Standard
CORRUGATBDANDSEMI-CORRUGATED
ASBESTOS CEMENTSHEETS- SPECIFICATION
(T hird Revision )
1
SCOPE Portland pozzolana cement conforming to IS 1489
( Parts 1 and 2 ) : 1991 or 43 grade ordinary
This standard covers corrugated and semi-corru.
Portland cement conforming to IS 8112 : 1989.
gated asbestos cement sheets, designed to provide
Pozzolanic materials, pigments and fillers which
structural weather exposed surfaces of roofs and
are compatible with abestos cement may be
building walls of industrial, residential, agricul-
added.
tural, commercial and institutional types of
buildings and for decorative and other purposes. NOTE - In case of Portland pozzolana cement and
Portland slag cement, addition of pozzolanic materials
2 REFERENCES shall not be permitted.
The following Indian Standards are necessary 4 COLOURING MATTER
adjuncts to this standard:
4.1 Pigments which are embodied in asbestos for
IS No. Title
colouriny: purposes shall be of permanent colour
269 : 1989 33 grade ordinary Portland and shall conform to the relevant Indian Stand-
cement (fourth revision ) ards. For guidance in ascertaining the colour and
staining power of the pigments see IS 5913 : 1989.
455 : 1989 Portland slag cement (fiurth
revision ) 4.2 The sheets may be left in their natural colour
or colouringmatter may be added in the composi-
1489 Portland pozzolana cement:
tion. They may receive coloured or uncoloured
( Part 1 ) : 1991 Flyash based
coatings on their surfaces.
; Part 2 ) : 1991 Calcined clay based
5 DIMENSIONS AND TOLERANCES
5913 : 1989 Methods of test for asbestos
cement products (first revision ) 5.1 The sheets shall conform to the dimensions
and tolerances given in Table 1 and Fig. 1 and 2.
Soil : 1990 Rapid hardening Portland
cement ( second revision )
5.1.1 For the purpose of measuring the thic!:ness,
8112 : 1989 43 grade ordinary Portland a dial thickness gauge having a flat anvil of not
cement ( jirst revision ) less than 9 mm diameter accurate to measure
0 1 mm shall be used. The thickness measurement
11769 Guidelines for safe use of
shall be made along the width on each end of
( Part 1 ) : 1987 products containing asbestos;
the sheet. For corrugated sheets, measure at least
Part 1 Asbestos cement pro-
three corrugations at each end of the sheet exclud-
ducts
ing side laps. For semi-corrugated sheets, measure
12081 Recommendations for pictorial at least three spots at each end of the sheet in
( Part 2 ) : 1987 warning signs and precau- which extreme flat portions shall be included.
tionary notice for asbestos and Thickness shall be measured at a distance not
products containing asbestos: less than 20 mm from the edge. Each individual
Part 2 Asbestos and its pro- measurement shall be not less than the minimum
ducts value specified in Table 1.
3 COMPOSITION 5.1.2 The depth of corrugation shall be measured
with the help of a depth gauge as follows:
The products shall be composed of an inert
aggregate consisting of clean asbestos fibre, a) In the case of corrugated sheets, the depth
including other suitable fibres, cemented together of each of the six corrugations shall be
either by 33 grade ordinary Portland cement con- measured on the smooth side and the
forming to IS 269 : 1989, rapid hardening maximum deviation in any of the cases
Portland cement conforming to IS 8041 : 1990, mesured shall not exceed the limits speci-
Portland slag cement conforming to IS 455 : 1989, fied in Table 1.IS 459 : 1992
b) In the case of semi-corrugated sheets, the 6.2 Impetimeability ( Optional Test )
depths of two central corrugations shall be
The specimens shall not show during 24 hours of
measured on the rough side and the maxi-
test any formation of drops of water except traces
mum deviation in any of the two cases
of moisture on the lower surface, when tested in
measured shall not exceed the limits speci- accordance with IS 5913 : 1989.
tied in Table 1.
6.3 Frost Cracking ( Optional Test )
5.1.3 The pitch of corrugation shall be measured This test may be performed by mutual agreement
as foilows:
between the purchaser and the manufacturer for
a) In the case of corrugated sheets, the total sheets to be used in special situations likely to be
length over six pitches shall be measured affected by frost. Visual examination of the
and rhe length measured over these six specimens when tested for frost cracking in accor-
pitches shall not vary from six times the dance with IS 5913 : 1989, shall not show any
specified pitch by the tolerance given ( see cracking, surface alteration or delamination.
foot note in Table I ). 6.4 Density ( Optional Test )
bj In the case of semi-corrugated sheets, the Density of the specimens shall be not less than
total length over three pitches shall be 1.40 g/cm3, when tested in accordance with
measured and the length measured over IS 5913 : 1989.
these three pitches shall not vary from
7 GENERAL APPEARANCE AND FINISH
three times the specified pitch by the
tolerancrs given (see foot note in Table 1 ). 7.1 The surface of the sheets intended to be ex-
posed to the weather shall be generally of smooth
6 PHYSICAL AND FvIECHANICAL finish and the finish should permit any minor
CHARACTERISTICS variation of surface appearance due to method of
manufacture which does not impair the strength
6.1 Load Bearing Capacity
or performance of the sheets.
The load bearing capacity of corrugated and 7.2 The finished products when delivered shal
semi-corrugated sheets shall be not less than have a rectangular shape. The corrugations shall
5 N/nun width of specimen tested, when tested be true and regular. The edges of the sheets shall
in accordance with IS 5913 : 1989. be straight, clean and square.
Table 1 Dimensions and Tolerances of Corrugated and Semi-Corrugated Sheets
( Cfaus~s 5.1, 5.1.1, 5.1.2 and 5.1.3)
All dimensions in millimetres.
Sl Type of Depth of Pitch of Overall Effective Nominal Length of
NO. Sheet Corrugation Corrugation Width Width Thickness Sheets)
__-_-h__, ___.h-_, ---.A--, ,_.h__., #--.-_7 r--A-_-
‘D Tale-’ ’ P Tale- ’ B Tale-‘ ’ C Tole- ’ ‘T Tole- d Tole-
ran-x rance’) rance rance rance rance
(1) (‘4 (3) (4) 15) (6) (7) (8) (9) (‘0) (11) (12) (13) (14)
i) Corrugated 48 t3 146 +6 I 050 6 + free 1 500 + 5
-5 -2 “-‘,” 1 01° +-5 lo - 0’5 1 750 - 10
2 000
2 250
2 500
2 750
3 000
ii Semi- 45 +3 338 + 6 1 100 + 10 1014 -I- 10 6 + free I 500 + 5
corrugated -5 -2 -5 -5 - 0.5 I 750 - 10
2 000
2 250
2 500
2 750
3 000
1) Tolerance given in this table for pitch of corruqatien relates to measurement over six pitches for corrugated
sheets and three pitches for semi-corrugated sheets. _
2) Nominal lengths other than those specified in co1 13 may also be manufactured by mutual agreement between
the manulacturer and purchaser.
2IS 459 : 1992
under similar conditions of prddaction shall be
grouped together to constitute a lot.
8.1.1.1 The conformity of a lot to the require-
ments of this specification shall be ascertained on
the basis of tests on the sheets selected from it.
8.1.2 The number of sheets to be selected at
random from the lot shall be in accordance with
Table 2.
Table 2 Sample Size
( Clause 8.1.2 )
Lot Size Sample Size
(1) (2)
up to 500 3
501 to 1 000 5
100 1 to 1 500 7
1 501 and above IO
VP1
8.2 Number of Test
8.2.1 All the sheets selected as in 8.1.2 shr” be
measured for dimensions and examined f# .. visual
defects.
8.2.2 On each selected sheet, the tests shall be
FIG. 1 CORRUGATED SHEETS performed as indicated in 6.
9 CRITERIA FOR CONFORMITY
r-----l-l
9.1 The lot shall be considered as conforming to
the requirements of the specification if the condi-
tions given under 9.2 and 9.3 are satisfied.
9.2 Dimensions, Visual Defects Impermea-
bility, Frost Cracking and Density
The selected sheets shall conform to the require-
ments specified in 5 and 7. For impermeability,
frost cracking and density test the sheets shall
conform lo the requirements specified in 6.
9.3 Load Bearing Capacity
From the test results of the characteristic, the
average (3) and the range (R) ( difference be-
tween the maximum and minimum test result )
shall be calculated. The requirement of the
characteristic shall be considered to have satisfied
if X - 0.2 R is greater than or equal to corres-
ponding limit.
10 INSPECTION AND MANUFACTURER’S
TEST CERTIFICATE
FIG. 2 SBMI-CORRUGATBD SHEETS
10.1 The purchaser or his representative shall
8 SAMPLING AND NUMBER OF TESTS
have access at all reasonable times to the manu-
8.1 Scale of Sampling facturer’s stock area for the purpose of inspecting
the materials and products, and selecting and
8.1.1 Lot testing the sheets, which shall be so conducted as
In any consignment all the sheets of the same not to interfere unnecessarily with the loading in
type and of the same thickness and manufactured the carriers.
3IS 459 t 1992
10.2 The manufacturer shall, upon request, fur- by any suitable method with the following
nish the purchaser or his representative with a information:
certificate that the finished products comply with
a} Indication of source of manufacture,
this specification in all respects.
b) Year and date of manufacture, and
11 TESTING FACILITIES
c) Pictorial warning signs as given in IS 12081
The manufacturer shall, in all cases and at his ( Part 2 ) : 1987.
own expense, supply labour and appliances for
such tests as may be carried out in his premises in 13 SAFETY RULES SHEET
accordance with this specification.
All deliveries of asbestos cement sheets by the
12 MARKING
manufacturer shall be accompanied by safety rules
Each sheet shall be indelibly stamped or marked sheet as given in IS 11769 ( Part 1 ) : 1987.IS 459 : 1992
Cement and Concrete Sectional Committee, CED 2
Ckairtnan Rqbsrnting
DR H. C. VISVESVARAYA In personal capacity ( Unimarsip of Roorktm, Roorker 247 667 )
Memkrs
Sgar B. R. BHAR~II~AR B. G. Shirke 8s Co, Pune
SHRI U. N. RATHI ( Altenrols )
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. I-I. SUBRAXANIAN ( Alternate )
CHIEE ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDINQ ENQINEER
( S&S 1 ( Altsrnatc)
CHIEF EX~INEER, NAVA~AIU DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERINTENDINO ENOINEER, QCC ( Aksmatc 1
CHIEF ENOINEER ( RESEARCH-CUM-DIBECTOB) Irrigation and Power Research Institute, Amritsar
RESEALBCHO FFICER ( CONCRETE-
TECHNOLOGY ) ( Altcmats )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DZRECTOR( Al#crnute )
DIRECTOR ( CMDD ) ( N & W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CMDD) (N W & S )
: Altemats 1
SHHI K. H. GAN~~AL Hyderabad Industries Limited, Hyderabad
SHRI V. PATTABEI ( Altarnats )
SHRI V. K. GHANEXAR Structural Engineering Research Centre ( CSIR ), Ghaziabad
SHRI S. GOPINATH The India Cements Ltd, Madras
Sam R. TAMILAKARAN ( Altmnat~ )
SERI S. K. GUHA THAKURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. P. SANJIARANARAYAN~
( Ahmats )
DR IRSHAD MASOOD Central Buildiog Research Institute ( CSiR ), Roorkee
DR MD KHALID ( Altcrnnts )
JOINT DIRECTOR, STANDARDS ( B & S ) ( CB-I ) Rese;:cchk;l~signs L Standards Organization ( Ministry of Railways ),
JOINT DIRECTORS TANDARDS ( B & S )
( CB-II ) ( Alternate )
Sam N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. KELKAR ( Altcrnuts )
SHRI D. K. KANUN~O National Test House, Calcutta
SHRI B. R. MEENA ( Alternate )
SHRI P. KRISHNAXURTHY Larsen and Tourbo Limited, Bombay
SHRI S. CRAKRAVARTHY ( Abmutr )
SHE1 G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
SERI S. 0. RAN~ARI ( Altnnate )
Saw M. K. MUKHERJEE Ministry of Transport, Department of Surface Transport ( Roads
Wing ), New Delhi
SHRI M. K. GHOSH ( Altsrnota )
Sam P. N. MEETA Geological Survey of India, Calcutta
~;HRIJ . S. SAN~ANERIA ( d~tsrnatc)
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( CIVIL ) ( Alternats )
SHRI NIRXAL SIN~H Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MIQLANI ( Altsrnut~ )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
COL R. K. SIN~H ( Altcrnstr)
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SERI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI R. H. SHARMA ( Altcrnat# )
SERI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI R. C. SEARMA ( Altsmate )
DR C. RAJEUXAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLU~ALIA ( Altnnatr )
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ), Madras
DR A. G. MADHAVA RAO ( Altcrnota )
REPRESENTATIVE Builders Association of India, Bombay
SHRI ‘4. U. RIJHSIN~HANI Cement Corporation of India, New Delhi
SHRI c. s. SHARXA ( Altemzts )
SHRI J. SEN GZPTA National Buildings Organization, New Delhi
SHRI A. 1~. LAL ( AIternats )
SHRI T. M. SUBBA RAO . Gammon India Limited, Bombay
SHRI S. A. RRDDI ( Ahmztd )
( Continued on page 6 )
,53s 459 : 1992
( Continuedf rom page 5 )
Members Representing
Sn~r EX’QINEER ( DEEI~NS ) Public Works Department, Government of Tamilnadu
EXECUTIVE ENGINEER ( S. M. R. DXVISION )
( ‘&ternnte)
SERI S. B. SIJRI Central Soil and Materials Research Station, New Delhi
Sum N. CHANDRASEKABAN (Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SRRI D. C. CEATTURYEDI ( Alternate )
SHRI G. RAMAN Director General, BIS ( Ex-oficio Member )
Director ( Civil Engg )
SHRI N. C. BANDYOPADEYAY
Joint Director ( Civil Engg ), BIS
Fibre Reinforced Cement Products Subcommittee, CED 2 : 3
Convener
DR C. S~JIVJMAR National Council for Cement and Building Materials, New Delhi
Members
SHRI S. K. BANERJEE National Test House, Calcutta
Sn~r N. G. BASAK Directorate General of Technical Development, New Delhi
SHRI P. K. JAIN ( Altcrnatc )
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi
SERI T. N. UBOVEJA ( Alfernate )
SHXI S. R. BRANDARI Shri Digvijay Cement Co Ltd, Bombay
SHRI D. N. SrNoE ( Altsrnats )
SHRI S. GANAPATEY Ramco Industries Ltd, Madras
Saab S:S. GOENKA Sarbamangala Industries, Calcutta
SHRI I. P. GOENKA ( Altrrnate )
San1 MOTWANI GURBUX All India Small Scale A. C. Pressure Pipe Manufacturer’s Association,
Hyderabad
SHRI H. R. Oza ( Alternat )
SHRI SRINIVASAN N, IYER Eternit Everest Ltd, BoTbay
DR V. G. UPADEYAYA ( Alternate )
JOINT DIRECTOR STANDARDS ( B & S )/CB-I Research, Designs & Standards Organization, Lucknow
JOINT DIRECTOR STANDARDS ( B & S )/
CB-II ( Alfernots)
SHHI P. S. RALANI Kalani Asbestos Cement Pvt Ltd, Indore
SHRI SAURABH KALANI ( Alternafa )
DR KALYAN DAS Central Building Research Institute ( CSIR ), Roorkee
SHRI K. D. DHARIYAL ( Alternate )
LT-COL KAMLESH PRARAS~ Engineer-in-Chief’s Branch, Army Headquarters
LT-COL A. K. BAN~IA ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI V. K. KASLIWAL ( Alternate )
SHRI V. PATTABHI The Hyderabad Industries Ltd, Hyderabad
SARI A. K. GIJPTA ( Alternate )
SHRI S. PRAKASE Municipal Corporation, Delhi
DR N. RAOHAVENDRA National Council for Cement and Building Materials, New Delhi
SHRI RAJ KUMAR Development Commissioner, Small Scale Industries, New Delhi
SHRI S. C. KUMAR ( Altar&r )
SHI~IJ . SEN GUPTA Na\t ional Buildings Organization, New Delhi
ASSISTANT DIRECTOR ( PLASTIC ) ( Alternara )
SCPTD SURVEYOR OB WOEKS ( CZ ) Central Public Works Department. New Delhi
SURVEYOR OF WORKS ( CZ ) ( Alkrnate )
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureull ofIndian Stmdurds.ilct, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publi’cations. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed: if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 2 ( 4766 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STAtiDAFtDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg .,. 323 76 17
NEW DELHI 110002 323 3843
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 3378499,3378561
CALCUTTA 700054 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 603843
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 I 27502 16,2350442
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 I 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Pnnted at New India F’nnting Press, Khurja, IndiaAMENDMENT NO. 1 MAY 2002
TO
IS 459:1992 CORRUGATED AND
SEMI-CORRUGATED ASBESTOS CEMENT
SHEETS — SPECIFICATION
(ThirdReviswn) ~
(Page1,clause 2)—Insertthefollowing reference attheend:
‘12269:1987 Specification for53 gradeordinary Portland Cement’
(Page 1,clause 3, fine 10)— ‘Insert ‘or53 grade ordinary Portland cement
conforming toIS 12269:1987’ after ‘IS 8112:1989’.
(CED 53)
ReprographyUnitjBIS,NewDelhi,India
|
14268.pdf
|
IS14268:1995
Indian Standard
UNCOATEDSTRESSRELIEVEDLOW
RELAXATIONSEVEN-PLYSTRANDFOR
PRESTRESSEDCONCRETE-
SPECIFICATION
UDC 666.982-426
0 BIS 1995
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1995 Price Group 3Concrete Reinforcement Sectional Committee, CED 54
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Concrete Reinforcement Sectional Committee had been approved by the Civil Engineering Division
Council.
With the development of prestressed concrete technology and its successful application in the field of
construction, it became necessary to use prestressing tendons capable of developing and retaining large
concentrated prestressing forces. This led to the development of stress relieved strand. Low relaxation
strand is further improvement in this field.
The low relaxation property is achieved by a process called ‘stabilising’. This is essentially a hot stretching
process, in which prestressing strand is subjected to a pre-determined tension during stress-relieving heat
treatment. This results in linear hardening of the steel which substantially increases the resistance to creep
and thereby reduces the relaxation losses.
The composition of the Committee responsible for the formulation of this standard is given at Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance
with IS 2 : 1960 ‘Rules for rounding off numerical values (rev&d)‘. The number of significant places
retained in the rounded off value should be the same as that of the specified value in this standard.IS 14268 : 1995
Indian Standard
UNCOATEDSTRESSRELIEVEDLOW
RELAXATIONSEVEN-PLYS?XANDFOR
PRESTRESSEDCONCRETE-
SPECIFICATION
1 SCOPE 3.2 Breaking Load
This stan~dard covers the requirements for The maximum load reached in a tensile test of the
manufacture, sunnly and testing of uncoated, strand.
stress relieved ‘low relaxation’ seven-ply steel
3.3 Coil or Reel
strands for prestressed concrete.
2 REFERENCES One continuous length of strand in the form of a
coil or reel.
The Indian Standards listed below are necessary
adjuncts to this standard: 3.4 Elongation
IS No. Title The increase in length of a tensile test piece under
228 Methods of chemical analysis of stress. In case of strands, the elongation is measured
(Part 3) : 1987 steel: Part 3 Determination of immediately prior to fracture of any of the com-
phosphorus by alkalimetric ponent-wires and is expressed at the percentage of
method (third revision) the original gauge length of a strand test piece.
228 Methods of chemical analysis of
3.5 Length of Lay
(Part 9) : 1989 steel : Part 9 Determination of sul-
phur in plain carbon steel by It is the distance (measured along a straight line
evaluation method (third revision) parallel to the strand) in which a wire forms one
1521 : 1972 Method of tensile testing of steel complete helix.
wire (@t revision)
3.6 Parcel
1956 Glossary of terms relating to iron
(Part 1) : 1976 and steel: Part 1 General metallur- Any quantity of finished strand presented for
gy, heat treatment and testing examination and test at any one time.
(first revision)
3.7 Production Length
1956 Glossary of terms relating to iron
(Part 2) : 1976 and steel: Part 2 Steel making The maximum length of strand which can be
(/irst revision) manufactured, with or without welds, being made
1956 Glossary of terms relating to iron after drawing, in any of its component wire.
(Part 3) : 1975 and steel : Part 3 Hot rolled steel
3.8 Proof Load
products (excluding sheet and
strip) The load which produces a residual strain of 0.2
1956 - Glossaryof terms relating to iron percentage of the original gauge length (non-
(Part 5) : 1976 and steel: Part 5 Bright steel bar proportional elongation).
and steel wire
4 MANUFACTURE
3 TERMINOLOGY
4.1 Wire
3.0 For the purpose of this standard the definitions
given in IS 1956 (Part 1) : 1976, IS 1956 (Part 2) : 4.1.1 The base metal shall be carbon steel of such
1976, IS 1956 (Part 3) : 1975 and IS 1956 (Part 5) : quality that when drawn to wire, fabricated into
1976 and the following shall apply. strand and then thermally treated, shall have the
properties and characteristics prescribed in this
3.1 Seven Wire Strand
specification.
Any length of finished material which comprises six
wires formed together in helical form around a 4.1.2 The’element wire to be used for strand shall
centre line. be cold-drawn from plain carbon steel (see 4.1.1)IS 14268 : I995
and shall contain not more than 0.050 percent 5 CLASS
sulphur and not more than 0.050 percent of phos-
The strand shall be either Class I or Class II depend-
phorus, when tested in accordance withIS
ing on the breaking strength of the strand given in
(Part 3) : 1987 and IS 228 (Part 9) : 1989, respec-
Table 1.
tively.
6 DIMENSION, TOLERANCE AND UNIT
4.1.3 The wire used in the manufacture of the
WRIGIIT
strand shall be well and cleanly drawn to the
specified dimensions and shall be’ sound and free 6.1 The nominal diameter, tolerance, nominal
from splits, surface flaws, piping and any other cross sectional area and nominal mass per unit
defects likely to impair its use in the manufacture length of the strand shall be as given in Table 2.
of the strand and the performance of the strand in
6.2 Physical Requirements or Mechanical
prestressed concrete.
Properties
4.2 Strand
6.2.1 The breaking strength,and 0.2 percent proof
The seven wires strand shall have a centre wire at-
load of the strand shall be determined in accord-
least 1.5 percent greater in diameter than the sur-
ance with IS 1521: 1972 and shall be not less than
rounding wires enclosed tightly by six helically the values specified in Table 1.
placed outer wires with a uniform length of lay
6.2.2 Alternatively by mutual agreement between
of atleast 12 times but not more than 16 times
the purchaser and the manufacturer, the load at 1.0
of the nominal diameter of the strand. The wire in
percent extension may be determined. In this test,
the strand shall be so formed that they shall not
an initial load equivalent to 10 percent of
fly out of position when the strand is cut without
specified minimum breaking strength shall be ap-
seizing.
plied to the test piece and a sensitive extensometer
4.3 ‘Joints then attached. The dial of the latter shall be ad-
justed to read 0.001 mm/mm of the gauge length to
4.3.1 There shall be no strand joints or strand
represent the extension due to the initial load. In
splices in any length of the completed strand, unless
case of dispute, 0.2 percent proof stress shall apply.
specifically permitted by the purchaser.
The load shall be increased until the extensometer
4.3.2 During process of manufacture of individual shows an extension corresponding to 1.0 percent.
wires for stranding, welding is permitted only prior The load at this extension shall not be less than
to or at the time of last heat treatment. the minimum 0.2 percent proof load specified in
Table 1.
4.3.3 During fabrication of the seven wire strand,
buttwelded joints may be made in the individual 6.3 Elongation
wires, provided there is not more than one such
6.3.1 The total elongation under load shall not be
joint in any 45 msection of the completed strand.
less than 3.5 percent on a minimum gauge length of
4.4 Treatment of Strand 600 mm. The total elongation shall be measured by
4.4.1 After stranding, all strands shall be subjected a suitable extensometer which is attached to the test
to a continuous thermal-mechanical treatment to piece, after an initial load equivalent to 10 percent
produce the prescribed mechanical properties. of the required minimum breaking load as specified
in Table 1 has been applied.
4.4.2 Temper colours that may result from the
Following an extension of 1 percent, the exten-
thermal operation are considered normal for the
someter may be removed and loading continued
finished appearance of this strand.
to ultimate failure. The elongation value is then
determined by the movement between the jaw
4.4.3 After thermo-mechanical treatment, the
gripping the test piece on the new base length of jaw
strand shall be reformed into coils or wound on to
to jaw distance to which will be added the value
reels, having core diameter of sufficient size and in
of 1 percent determined by the extensometer.
any case not less than 600 mm to ensure that the
strand will lay out straight. 6.4 Relaxation Properties
4.5 Workmanship and Finish
6.4.1 Low relaxation strand, when initially loaded
The finished strand shall be uniform in diameter to 70 percent of specified minimum breaking
and shall be free from injuries, flaws and imperfec- strength of the strand shall have relaxation losses
tions. Slight rusting, provided it is not sufficient to of not more than 1.8 percent after 100 h and not
cause pits visible to the naked eye, shall not be a more than 2.5 percent after 1 000 h when tested
cause for rejection. under the conditions given in 6.4.2 to 6.4.8.
2IS 14268:1995
Table 1 Physical Properties
(Clauses 5,6.2.1,6.2.2 and 6.3)
Class Nominal Dia Breakhg Sirength 0.2 96 Proof Load
of Strand of Strand (90% of Breaking
1 S~~n%h)
f
mm kgs ’ fkN W’
(1) (2) ti (4) (5) (6)
I 9.5 89.0 9 078 80.1 8 170
11.1 120.1 12 250 108.1 11026
12.7 160.1 16 330 144.1 14 698
15.2 240.2 2a500 216.2 22 052
II 9.5 102.3 10 434 92.1 9 394
11.1 137.9 14 065 124.1 12 658
12.7 183.7 18 737 165.3 16860
15.2 260.7 26592 234.6 23929
Table 2 Dimensions, Tolerances and Mass of Wire Strands
(Clause 6.1)
Class Nominal Dia Tolerance Nominal Nominal
of Strand Area of Mass of
Strand
(1) (2) (3) (4) (5)
mm mm mm2 kgflun
I 9.5 kO.40 51.6 405
11.1 LO.40 69.7 548
12.7 kO.40 92.9 730
15.2 kO.40 139.4 1094
II 9.5 +0.66 54.8 432
-0.15
11.1 +0.66 74.2 582
-0.15
12.7 +0.66 98.7 775
-0.15
15.2 +0.66 140.0 1102
-0.15
6.4.2 If required, the manufacturer shall provide 6.4.7 The duration of the test shall be 1000 h or a
relaxation evidence from the manufacturer’s short computed period, extrapolated to 1 OtXl h,
records of tests on similarly dimensioned strand of which can be shown by records to provide similar
the same grade. relaxation values.
6.4.3 The temperature of the test piece shall be
6.4.8 The test gauge length should be atleast 40
maintained at 20 +- 2°C.
times the nominal strand diameter.
6.4.4 The test piece shall not be subjected to load-
ing prior to the relaxation test. 7 SAMPLING AND CRITERIA FOR
CONFORMITY
6.4.5 The initial load shall be applied uniformly
over a period of not less than 3 minutes and not
7.1 Selection of Test Samples
more than 5 days and the gauge length shall be
maintained constant. Load relaxation readings
Test samples of sufficient length to permit the tests
shall commence 1 minute after application of the
for breaking load, 0.2 percent proof load and
total load.
elongation shall be cut from one end of a coil
6.4.6 Over-stressing of the test sample during the selected at random from a group of every 5 numbers
loading operations shall not be permitted. of coils.
37.1.1 The test piece shall not be detached from the Lengths on reels or reelless packs shall be as per
coil or length of strand, except in’ the presence of agreement between the manufacturer and the
purchaser or his author&d representative. purchaser.
7.1.2 Before test pieces are selected, the manufac-
8.1.2 The coil shall be securely strapped to prevent
turer or supplier shall furnish the purchaser or his
distortion of the coil in transit and unless otherwise
author&d representative with copies of the mill
specified the coil shall be protected against damage
records giving number of coils in each cast with
in transit by wrapping with hessian.
sizes as ,well as the identification marks, whereby
each coil can be identified.
8.1.3 By mutual agreement between the purchaser
7.2 Criteria for Conformity and the manufacturer, water soluble oil may be
applied on strands.
7.2.1 Should any sample fail any of the tests, by
agreement between the manufacturer and the pur-
9 MARKING
chaser, two additional test samples from the same
end of the same coil shall be taken and subjected 9.1 Each reel or reelless pack shall carry a label
to the test or tests in which the original sample giving the following details:
failed. Should both additional samples pass the test
a) Indication of the source of manufacture,
or tests, the coil from which they were taken shall
b) Coil number,
be deemed to comply with the requirements of this
c) Nominal diameter of strand, and
standard. Shot&d either of them fail, the coil shall
be deemed not to comply. d) Class, where applicable.
7.3 Should 10 percent or more of the selected coils 9.2 BIS Certification Marking
fail to fulfil the requirement of this standard, the
parcel from which they were taken shall be deemed 9.2.1 Each coil containing the strands may also be
not to comply with this standard. suitably marked with the standard mark
8 PACKING 9.2.2 The use of Standard Mark is governed by the
provisions of Bureatf ofIndian Standards Act, 19%
8.1 Unless otherwise agreed to between the
and the Rules and Regulations made thereunder.
purchaser and the supplier the strands shall be
The details of conditions under which the licence
supplied as indicated in 8.1.1 or 8.1.2.
for the use of Standard Mark may be granted to
8.1.1 Strand shall be supplied in reels or in reelless manufacturers or producers may be obtained from
packs having a minimum core diameter of 600 mm. the Bureau of Indian Standards.
4IS 14268 : 1995
ANNEX A
( Foreword )
COMMI’ITEE COMPOSITION
Concrete Reinforcement Sectional Committee, CED 54
Chairman Representing
SHRIK K. MADAN Central Public Works Department, New Delhi
&mbers
SHR~C r, R. AL~MCHANDA~~~ Stup Consultants Ltd, Bombay
SH~S. G. JOGLEKAR( Alternate)
DRK.K.AF!XHANA Central Building Research Institute, Roorkee
SHRIK . G. BALRAM Multiweld Wire Co Pvt Ltd, Bombay
SHRIV . NARAVAN~~WAM(YA lternate)
SHRI P. BHADRA Bhilai Steel Plant, Bhilai
SHRI S. K JAIN (Alternate)
SHRIS . K CHELLANI Usha Martin Industries Ltd, Calcutta
SHRIR AMESHK OHLI( Alternate)
CHIEF ENGINEER( DESIGN) Central public Works Department, New Delhi
SLJ~TDGE NGINEER( CDO) (Alternate)
CHIEF ENGINEER( KAD) Irrigation Department, Government of Punjab
DIR!XTOR (PP-III) (Alternate)
SHRI D. I. DESAI Gammon India Ltd, Bombay
SHRIA . L. BHATIA( Alternate)
SHRIR . R. DFSA~ Tensile Steels Ltd, Bombay
SHRI M. S. PATHAK( Alternate)
SHRIS . D. DHIMAN Engineer-in-Chief’s Branch, Army Headquarter, New Delhi
SHRIP . P: S. GUMBER( Alternate)
DIRECTOR( HCD-NW&S) Central Water Commission, New Delhi
DIRECTOR( N&W) (Alternate)
SHRIM.R.DQCT& Special Steels Ltd, Bombay
SHRIV . C. TRICHUR( Alternate)
SHRIB . K DUTTA Steel Re-rolling Mills Association of India, Calcutta
SHRIV . K. GHANEKAR Structural Engineering Research Centre, Ghaziabad
SHRID . S. PRAKA~HR AO (Alternate)
SHRIP . K. GLUTA National Metallurgical Laboratory (CSIR), Jamshedpur
SHRIJ . N. JAMBUSERIA Killick Nixon Ltd, Bombay
SHRIP . S. VENKATS U~%AMANIAN(A lternate)
SHRIM . P. JA~UJA Reasearch and Development Centre for Iron and Steel (Steel
Authority of India), Ranchi
JOINTD IRECTORS TANDARD(SB &S) CB-II Research Designs and Standards Organizaton, Lucknow
ASSISTANTD EFXGNE NGINEER
(B&S) (CS-I) (Alternate)
SHRIP RUFULLAK UMAR Ministry of Transport, Roads Wing, New Delhi
SHRIN . K SINHA( Alternate)
SHRI H. N. KRISHNAM URTHY Tor Steel Research Foundation in India, Calcutta
DR P. C. CHOWDHURY(A lternate)
SHR~B .M. MADGE Hindustan Construction Co Ltd, Bombay
SHRIS . B. MALE&U (Alternate)
DR S. C. Mow The Tata Iron & Steel Co Ltd, Jamshedpur
D&R. JHA (Alternate)
SHRIR . K MATHUR Public Works Department, Government of UP, Lucknow
SHRI S. N. PAL M. N. Dastur SKC o Pvt Ltd, Calcutta
SHRI SALILR OY (Alternate)
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR ANIL KUMAR( Alternate)
DR N. S. RANGA~WAMY Central Electrochemical Research Institute, Tamil Nadu
SHRI S. SRINIVASAN(A lternate)
SHRIS . C. SARKAR Metallurgical & Engineering Consultants (India) Ltd, Ranchi
SHRI S. DU?TA (AZtemate)
SHRI T. SEN IRC Steelsltd, Calcutta
SHFUH . G. SREENATH Structural Engineering Research Centre, Madras
SHFUR . JAY-N (Alternate)
DR C. N. SRINIVA~AN C. R. Narayana Rao, Madras
SHR~C . R. AR~IND (Alternate)
SHRIJ . VENKATARAMAN, Director General (Ex-officio Member, BIS)
Director (Civ Engg)
Member Secretary
SHRIJ . K PRA~AD
Joint Director (Civ Engg), BISBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed, if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 54 ( 53% ).
Amendments Isshed Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 3310131,33113 75 (Common to all offices)
Regional Oftices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI llfKKl2 33113 75
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 378499,378561
CALCUTTA 700054 378626,378662
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 632 92 95,632 78 58
BOMBAY 400093 6327891,6327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA THIRUVANANTHAPURAM.
Printed at Printograph, New Delhi-5 (INDIA)AMENDMENT NO. 1 JUNE 1997
TO
IS 14268 : 1995 UNCOATED STRESS RELIEVED LOW
RELAXATION SEVEN-PLY STRAND FOR
PREZSTRESSEDC ONCRETE - SPECIFICATION
(Page 1, clause 3.1, fine 3 ) - Substitute ‘central wire’ for ‘centre line’.
( Page 1, clause 4.1.1, line 3 ) - Substitute ‘thermomechanically’ for
‘thermally’.
( Page 2, clause 6.2.2, lines 9 and 10 ) - Delete the following from ninth
and tenth line and insert at the end:
‘In case of dispute, 0.2 percent proof-stress shall apply.’
(Puge 3, Table 1) -Insert the following Note below the table:
‘NOTE -The modulus of elasticity is to be taken as 195 * 10 W/mm*, unless otherwise
indicated by the manufacture.’
(Puge 3, Table 2) - Insert the following Note below the table:
‘NOTE -The nominal cross-sectional area and the nominal mass of strand are given for
information only.’
(Page 3, clause 6.4.5, line 3 ) - Substitute ‘5 minutes’ for ‘ 5 days’.
(CED 54)
Reprography Unit, BIS, New Delhi,I ndia
|
3308.pdf
|
IS :3308- 1981
Indian Standard
SPECIFICATION FOR
WOOD WOOL BUILDING SLABS
(First Revision)
Wood Products Sectional Committee, BDC 20
Chairman
SHRI A. C. SEKHAR
26 S. B. H. Colony, Srinagar P. O.,
Hyderabad 500873
Members Representing
AST DIRECTOR( SPECIFICATIO)N Ministry of Railways ( Railway Board )
RDSO, LUCKNOW
SHRI J. BAIN Indian Tea Association, Calcutta
SHRI P. R. CHANDRASEKHAR Directorate General of Civil Aviation, New Delhi
CHIEF CONSERVATORO F FORESTS Forest Department, Government of Assam, Dispur
DIRECTOR Indian Plvwood Industries Research Institute,
Bangafore
DR V. J. VICTOR ( Alternate )
SHRI L. N. DOKANIA Federation of Indian Plywood and Panel Industry,
New Delhi
SHRI M. R. MOTAYED ( Alternate )
SHRI A. K. KADERKUTTY The Western India Plywoods Ltd, Baliapatam
SHRI J. S. MATHARU Directorate General of Technical Development,
New Delhi
SHRI P. V. MEHTA ( Alternate )
SHRI M. R. MOTAYED Plywood Manufacturers’ Association of West Bengal,
Calcutta
SHRI S. K. DUTTA ( Alternate )
DR A. N. NAYER In personal capacity (C-59 Inderpui, New Delhi )
DR R. S. RATRA National Buildings Organization, New Delhi
SHRI A. K. RAMACHANDRA The South Indian Plywood Manufacturers’ Associa-
tion, Calicut
SECRETARY( Alternate )
SHRI G. V. RAO \ Ministry of Defence ( R & D ), New Delhi
SHRI U. B. KANCHAN( Alternate )
REPRESENTATIVE Ministry of Defence ( DGI ), New Delhi
SHRI NIRMAL SINGH ( Alternate )
( Continued on page 2 )
6 Cofiyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cojyright Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 3398 - 1981
(Continued from page 1 )
Members Representing
SHRI P. R. RIJH~INGHANI Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MAJ V. S. RAO f Alternate )
SHRI S. K. SANGANARIA Assam Plywood Manufacturers’ Association, Mar-
gherita
SHRI S. N. SANYAL Forest Research Institute & Colleges (Timber
Merhanics Branch ), Dehra Dun
SHRISHARAN SINGH DiregeE: General of Supplies and Disposals, New
DR S. M. SINGH Central Building Research Institute ( CSIR ),
Roorkee
SHRI ARJUND AS ( Alternate )
SUPERINTENDINGS URVEYOR OF Central Public Works Department, New Delhi
WORKs ( NZ )
SURVEYOR WORKS ( ) ( )
H. THOMSON Sitapur Plywood Ltd, Sitapur
G. W. WHITTLE,( )
G. RAMAN, General, IS1 Ex-o@cio Member
Director ( Engg )
SHRI R. MEHTA
Director ( Engg ),
Buildings Boards 20 : 6
Convener
SHRI J. S. MATHARU Directorate General of Technical Development,
New Delhi
Members
SHRI P. V. MEHTA ( Alternate to
Shri J. S. Matharu )
DEPUTY DIRECTOR STANDARDS Ministry of Railways (Railway Board )
( CARRIAGEI II ), RDSO
ASSISTANTD IRECTORS TANDARD
DIREoTo~~~~ III ), RDSO ( Altern+ )
Indian Plywood Industries Research Institute,
Bangalore
SHRI K. DAMODARAN( Alternate )
SHRI G.R. .~OLLY Anil Hardboards Ltd, Bombay
SHRI K. P. KAMALUDDIN The Western India Plywood Ltd, Baliapatam
SHRI K. R. BIRJE ( Alternate )
SHRI A. K. MEHROTRA Assam Hardboards Ltd, Calcutta
SHRI S. L. BAHETI ( Alternate )
SHRI S. A. NAQUI Novopan India Ltd, Pateucheru
SHRI K. R. SREEDHARA( Alternate )
( Continucd on page 11 )IS : 3308 - 1981
Indian Standard
SPECIFICATION FOR
WOOD WOOL BUILDING SLABS
(First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 October 1981, after the draft finalized by the
Wood Products Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Wood wool building slabs consist essentially of wood wool chemically
treated and bonded by pressing together with an inorganic cementing
filler and adequately matured. Wood wool building slabs are being manu-
factured in the country and such slabs are in actual use in a number of
constructions. This standard lays down the essential requirements of wood
wool building slabs for use in constructions and provides the necessary
guidance for manufacture of wood wool building slabs in the country.
0.2.1 This standard was first published in 1969 and this is the first revision
of the standard. In this revision modifications have been made in the
provisions relating to sound absorption, weight stipulation, sizes permissible,
etc. Since wood wool slabs of 25 mm thickness only are most commonly
used for accoustical purposes, requirements for sound absorption coefficient
are included for 25 mm thick slabs only; there being no data available
with regard to sound absorption coefficient relevant to other thicknesses
( see 10.1).
0.3 In the formulation of this standard, due weightage has been given
to international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
*Rules for rounding off numerical values ( revised ) .
3IS : 3308 - 1981
1. SCOPE
1.1 This standard lays down the requirements, such as dimensions, weight
and strength for wood wool building slabs.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions given in IS : 707-1976*
shall apply.
3. TYPES
3.1 The wood-wool building slabs shall be of two types designated as given
below:
a) Tyfie 1 Light Weight Slabs-These slabs are intended primarily
for non-load bearing partitions, ceilings, wall linings, permanent
shuttering and roof insulation.
b) Ty@e 2 Heavy Duty Slabs-These slabs are intended for load
bearing situations and for use in roof construction. These are also
suitable for purposes indicated in Type 1 slabs.
4. MATERIGL
4.1 General - The slabs shall consist essentially of wood wool and an
inorganic cementing material mechanically pressed together and ade-
quately matured.
4.2 Timber - Almost any species of timber which satisfies the require-
ment of density and quality of wood wool slabs may be used for magnesium-
oxy-chloride cement bonded wood wool slabs.
4.2.1 For manufacturing Portland cement slab, Fir ( Abies spp. other
than Abies densa ) shall be used. Other species with the addition of suitable
additives may be used provided the requirements are met with.
5. FORM AND TEXTURE
5.1 The slabs shall be of uniform thickness with rectangular parallel faces
and shall have clean reasonably square edges and shall be of uniform
texture. The deviation from rectangular shape shall be not more than 5 mm
measured along the edge of the slab.
*Glossary of terms applicable to timber technology and utilization ( second revision ).
4IS : 3398 - 1981
6. DIMENSIONS AND TOLERANCES
6.1 The dimensions of the slab shall be as specified in Table 1 unless other-
wise agreed to between the purchaser and the manufacturer. The thickness
shall be measured in accordance with the procedure given in Appendix A
and shall be within the tolerance given in 6.2.
TABLE 1 DIMENSIONS AND WEIGHT OF SLAB
LENGTH WIDTH TYPE WEIGHT OF THE SLAB, Max
mm mm kg
2 000 500 1 5
11
12’5
:2: 7.5
2 000 500 25.0
30.0
75 40.0
1220 610
1220 610 2
6.2 Tolerances - The permissible tolerances shall be + 6 mm in length.
+ 4 mm in width and &2 mm in thickness.
7. WEIGHT
7.1 The weight of each of the slabs shaIl not be greater than the values
shown in Table 1 for the appropriate thickness.
8. DEFLECTION
8.1 When tested for deflection in accordance with the method given in
Appendix B with loads shown in Table 2, the deflection of slabs of different
thicknesses shall not exceed the values specified in Table 2.IS : 3308 - 1981
9. THERMAL CONDUCTMTY
9.1 The thermal conductivity of test specimens of the wood wool building
slabs tested according to guarded hot plate method prescribed in IS : 3346-
1966* and maintaining the temperature of the hot plate and cold plate
respectively at 30°C and 25°C shall be not more than 0.08 W/m.k.
TABLE 2 DEFLECTION UNDER TEST LOAD
( Clauses 8.1 and B-3.1 )
TYPE SlZE THICKNESS TEST LOAD TEST SPAN DEFLECTION
mmXmm mm kg cm (Mm)
1 2 000x500 25 100 45
1220x610 25 165 27.5
6
21 202000x 6x1500 0 4500 % :: 6
75 120
100 150 :z z
6
2 21020200xx560100 48 112600 ;z 6
75 240 75 5
10. SOUND ABSORPTION
10.1 The sound absorption coefficient as determined by the reverberation
chamber method, as per IS : 8225-19767 shall be as follows:
Minimum Sound Absorption
Coefficient for 25 mm
Thickness with Rigid Backing
125 O-1
250 0.2
500 o-2
1000 o-3
2 000 0.5
4000 0.5
10.1.1 Sound absorption coefficient for other thicknesses shall be subject
to the agreement between the supplier and the purchaser.
*Method for the determination of thermal conductivity of thermal insulation materials
( two slab, guarded hot-plate method ).
TMethod of measurement of absorption coefficient in a reverberation room.
6IS : 3308 - 1981
11. SAMPLING AND CRITERIA FOR CONFORMITY
11.1 Lot -All the slabs of the same thickness manufactured by the same
manufacturer with similar raw materials shall constitute a lot.
11.2 Each lot shall be considered separately for determining its conformity
to the requirements of this specification. For this purpose a number of
samples shall be taken at random from the lot.
11.2.1 For ensuring the randomness of selection of the samples from
the lot, the procedures given in IS : 4905-1968* are recommended.
11.2.2 The number of samples to be selected at random from the lot
shall be in accordance with columns 1 and 2 of Table 3.
TABLE 3 NUMBER OF SAMPLE SLABS TO BE SELECTED FROM THE LOT
LOT SIZE No. OF SLABS ACCEPTANCE No. OF SLABS IN
INTHESAMPLE NUMBER SUB-SAMPLE
(1) (2) (3) (4)
up to 100 5 x 2
101 to 300 8
301 to 500 0 :
501 and above 1 5
11.3 The samples selected from the lot in accordance with columns 1 and 2
of Table 3 and in 11.2.2 shall be inspected for visual dimensional and
weight requirements.
11.3.1 The lot shall be considered to be conforming to these requirements
if the number of samples failing to meet any one or more of these require-
ments does not exceed the acceptance number given in column 3 of Table 3.
11.4 From among the samples which have been found satisfactory in respect
of visual, dimensional and weight requirements in 11.3, a sub-sample of
size given in column 4 of Table 3 shall be taken at random. The slabs in
the sub-sample shall be tested for the remaining requirements such as
deflection, thermal conductivity and sound absorption.
11.4.1 The lot shall be considered to conform to these requirements if
none of the samples in the sub-sample fails in respect of any of these require-
ments.
*Methods for random sampling.IS : 3308 - 1981
12. MARRING
12.1 Each wood wool slab shall be legibly and indelibly marked with the
following :
a) Name of manufacturer or trade-mark, if any;
b) Date of manufacture; and
c) Thickness of slab.
12.1.1 Each slab may also be marked with the IS1 Certification Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Instituticn ( Certification Marks) Act and the Rules and
Regulations made thereunder. The IS1 mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the IS1 Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
APPENDIX A
(Clause 6.1 )
METHODS OF MEASURING THICKNESS OF SLABS
A-l. PROCEDURE
A-l.1 Make the measurements at the points of apparent maximum and
minimum thickness of the slabs at a distance of not less than 10 cm from
the edge.
A-l.2 Place 5 cm x 5 cm x 10 mm thick steel plates on the top and bottom
surfaces of the slabs at the point to be measured and measure the thickness
by means of calipers placed over the centre of the steel plates, that is, the
thickness measured is that of the slab plus that of the two steel plates.
Obtain the thickness of the slab by subtracting the measured total thickness
of the steel plates from the measured thickness of slab and plates.
8IS : 3308 - 1981
APPENDIX B
(Clause 8.1 )
LOADING AND DEFLECTION TEST
B-l. PROCEDURE
B-l.1 The test rigs are shown in Fig. 1 and 2. The length of the spreaders
and bearers is at least equal to the width of the slab being tested, and the
supporting surfaces of the bearers are 12 mm wide, levelled flat and parallel
with each other. The spreaders are parallel with and symmetrically placed
between the bearers.
-STEEL BEARERS
EQUAL TO WIDTH
OF THE SLAB
UNDER TEST
All dimensions in millimetres.
FIG. 1 TEST RIG FOR LOADINGA ND DEFLECTION
TEST ON 40, 50, 75 AND 100 mm
B-2. PLACING OF SLABS
B-2.1 When testing 40, 50, 75 and 100 mm slabs, test each slab three times
on 75 cm spans ( seeF ig. 1 ), with the same face uppermost as follows:
4 With the bearers placed symmetrically about the centre of the slab;
b) With the left hand bearer 7-5 cm from the left hand end of the slab;
and
cl With the right hand bearer 7.5 cm from the right hand end of
the slab.
9IS : 3308 - 1981
TIMBER SPREADER
I I GEARERS I I
NOTE- When 1220 mm length slabs are tested on steel bearers separated by 27.5 cm,
the distance between spreaders shall be 168 mm (see Table 2 for weight and deflection).
All dimensions in millimetres.
FIG. 2 TEST RIG FOR LOADING AND DEFLECTION TEST
ON 25 mm SLABS AND FOR LENGTH 2 000 mm
B-2.2 When testing 25 mm slabs, test each slab by laying it on four bearers
( see Fig. 2 ), giving three 45 cm spans for 2 000 mm length of slabs and
27.5 cm span for 1220 mm length of slabs and apply the load in the centre
of each span in succession without moving the slab.
B-3. LOADING
B-3.1 Apply the load W to the loading platform starting at zero and
increasing steadily and uniformly at a rate not exceeding 110 kg/min up to
the test load specified in Table 2. Maintain the test load for at least one
minute and then measure the maximum deflection to the nearest 0.5 mm
by means of a deflectometer located on a 5 cm diameter plane metal plate,
3 mm thick on the surface of the slab. Record the deflections separately
for each test.
10IS :3308- 1981
(
Continued from page 2 )
Members RejWesenting
SHRI NIRMALS INGH Ministry of Defence ( DGI )
SHRI GULAM ALAM ( Alternate)
SHRI G. V. RAO Ministry of Defence ( R & D )
SHRI RAVINDRAK UMAR ( Alternate )
DR R. S. RATRA National Buildings Organization, New Delhi
SHRI T. R. BHAT~A( Alternate )
LT-COL G. B. SINGH ( RTD ) Indian Plywood Manufacturing Co Ltd, Bombay
DR S. M. SINGH Central Building Research Institute ( CSIR ),
Roorkee
SHRI ARJUN DAS ( Alternate )
DR S. P. SINGH Forest Research Institute and Colleges ( Composite
Wood Branch ), Dehra Dun
SHRI H. THOMSON Sitapur Plywood Manufacturers’ Ltd, Sitapur
SHRI PURSHOTHAMD AYAL ( Alternate )
11INDIAN STANDARDS
ON
BOARDS
IS:
1658-1977 Fibre hardboards ( second revision )
1659-1979 Block boards ( second revision )
2380 ( Parts I to XXI )-I977 Methods of test for wood particle boards and boards from
other lignocellulosic materials (j%st revision )
3087-1965 Wood particle boards ( medium density ) for general purposes
3097-1980 Veneered particle boards (first revGon )
3129-1965 Particle board for insulation purposes
3308-1981 Wood wool building slabs (first revision )
3348-1965 Fibre insulation boards
3478-1966 High density wood particle boardsAMENDMENT NO. 1 JULY 2000
TO
IS 3308 : 1981 SPECIFICATION FOR WOOD WOOL
BUILDING SLABS
( First Revision )
( Page 3, clause 0.3 ) - Insert the following clause after 0.2.1 and
renumber the subsequent clauses:
‘0.3 A scheme of labelling environment friendly products to be known as EC0
Mark has been introduced at the instance of the Ministry of Environment and
Forests (MEF), Government of India. The EC0 Mark shall be administered by
the Bureau of Indian Standards (BIS) under the BIS Act, 1986 as per the
Resolution No. 71 dated 21 February 1991 and Resolution No. 425 dated
28 October 1992 published in the Gazette of the Government of India. For a
product to be eligible for EC0 Mark, it shall also carry thestandard Mark of the
BIS besides meeting additional environment friendly requirements. For this
purpose, the Standard Mark of BIS would be a single mark being a combination
of the IS1 Mark and the EC0 logo. Requirements to be satisfied for a product to
qualify for the BIS Standard Mark for Eco friendliness, will be included in the
relevant published Indian Standards through an amendment. These requirements
will be optional; manufacturing units will be free to opt for IS1 Mark alone also.
The amendment pertaining to Eco criteria is based on the Gazette Notification
No. 170 dated 18 May 1996 for Wood Substitutes as Environment Friendly
Products published in the Gazette of the Government of India India.’
(Page 4, clause 4.2 ) - Insert the following matterat the end of the clause:
‘For EC0 Mark, only species of wood from sources other than natural forests
such as wood from rubber, coconut, cashew, industrial and social forestry
plantations etc and shade trees from tea and coffee estates, wood residues shall
be used for the manufacture of wood wool building slabs.’
(Page 6, clause 9.1) -Substitute ‘IS 3346 : 1980’for ‘IS : 3346 : 966’.
(Page 6, clause 10.1) - Substitute ‘IS 8225 : 1987’for ‘IS : 8225 - 1976’.
( Puge 6, footnotes marked with ‘*’ and ‘7’ marks ) - Substitute the
following for the existing footnotes:
‘*Method for the determination of thermal conductivity of thermal insulation materials (two slab
guarded hot-plate method) (first revision ).
1tMeasurcmcnr of sound absorplion in a reverberation room (jrsr revision ).’
( Page 7, flrrrrse 11.4.1 ) - Insert the following new clau:.es after 11.4.1 and
renumber the subsequent clauses:
‘12 OPTIONAL REQIJIRISMENTS FOR EC0 MARK
12.1 -Gened Requirements
13.1.1 Wood wool building slabs shall conform to the requirements of-quality
arid performance as specified in this standard.
12.1.2 The manufacturer shall produce to BIS environmental consent clearance
from the conccrncd State Pollution Control Board as per the provisions of the
Water (Prevention and Control of Pollution) Act, 1974 and Air (Prevention and
Control of Pollution) Act, 1981 and Water (Prevention and Control of Pollution)
Cess Act, 1977 along with the authorization, if required under the Environrncnt
(Protection) Act, 1986, while applying for EC0 Mark appropl iate with enforced
rules and regulations of Forest Department.
12.2 Specific Requirements
The wood wool building slabs shall conform to the specific requirements given
for EC0 Mark under relevant clause of the standard.
NOTE -The manufacturer shall provide documentary evidence by way of certificate or
declaration to 13ureau of Indian Standards white applying for EC0 M.trk.’
c,du:ePage 8, rcnctmDercd clause 13.1 ) --bet? the following matter under the
, . .
‘d) The criteria for which the particle board has been labelled as EC0 Mark.’
(CED20)
Reprography Unit, BIS, New Delhi, India
2
|
2110.pdf
|
IS:2110-1980
Indian Standard
CODE OF PRACTICE FOR
IN SITU CONSTRUCTION OF WALLS IN
BUILDINGS WITH SOIL-CEMENT
( .First Revision )
First Reprint AUGUST 1991
UDC 69.022:693.5:69.001.3
@ Copyright 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, PBAHADUR SHAH ZAFAR MARG
NEW DELHI llCOD2
Gr4 March 1981IS :2110 - 1980
Indian Standard
CODE OF PRACTlCE FOR
IN SITU CONSTRUCTiON OF WALLS IN
BUILDINGS WITH SOIL-CEMENT
First Revision )
(
-
Building Construction Practices Sectional Committee, BDC 13
Cluzirman
Shri C. P. Malik
C-,$,38, Safdarjtmg Dc&pment Arca
Nrw Dcslhi
1!&116cr~ Represenling
SHRI SURhJ s. J. n.%IrAnUn Housing & ‘Urban Development Corporation,
zI1.w Delhi
SHIII A. N. BAJAJ Forest Research Institute & Collvgcs, Dchra Dun
SHHI D. R. BATLIVAI;A Ilhabha .4tomic Rvscarch Centrr, llomba)
SHRI J. R. BHALLA Indian Institute of Architrcts, New Delhi
SHRI ik’f. G. BliARQAVA Public Works Dcpartmcnt. Governmf,nt of Uttar
Pradesh, Lucknow
SHRI R. K. MATH~R ( Aflrrnafr )
CHIEF ENQIXEIXR ( Bums ), PWD, Public Works Department, Government of ‘l‘anlil
MADI~AS Nadu, hfadras
SUPEHINTENDINI~ ENOINEE:R,
( SPF:CIAL BUILDINQ CIRCLE , ,
PWD, MAUURAI ( Alternate )
C II I E F ENGINEER-c u M-A D D L I’llblic Works Department, Govrrnm*:nt of
SECRETARY To THE GOVRRW- Rajasthan, Jaiptlr
31ENT ( B & R )
EXECUTIVE ENGINEER
( DESIGN & SPECIFICATION ) ( nlternnte )
CHIEF ENGINEER ( ND2 ) Cwtral Public Works Department, New Delhi
SUPERINTENDIN@ Sunvs~o~.
OF WORKS ( NDZ ) ( Alternate)
DIRREDCSTOO H LucK;;;CHITECTuRE )t Railway Board ( 1linistry of Railwavs ‘i
JOIN;’ DIRECTOR ( ARCHITEC-
TURI.: ), RDSO, Lt-CKSOW ( Al~cmatc )
( Confiwrd onp qc 2 )
Q Copyright 1981
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyri,oht Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2110 - 1980
Metnbers Rqwsenting
SHR~ H. S. DUGAL Builders Association of India, New Delhi
13~la HA~ISH Ctr.m~~ra ( .-1kmalc )
Srrnr R. s. C.IWWAL Public Works Dcpartmcnr, Governmc nt of
Punjab, Chandigarh
SHIU II. I,. JiUMAK Institution of Surveyors, Nrw Drll~i
SICW K. S. Klrar.~ (.4lfrmafc)
SHRI Fvl.7 ..I iUIIIIZN Tata Consulting Engineers, Uon~ba!
SHW G. K. MAJVMJ).\K Hindustan Prefab Limited, New Drlhi
Sxr~r H. S. Pas~ircri.\ ( Altcrnafc )
Smr R. C. MANFAL Cvntrnl Building Rrwarrh Institute ( CSIR ),
Roorkw
SHRI M. I’. J.WIW:H ( Altarn& )
SHRI R. K. I’~wl)alrX I,ife lnslwnnce Corporation of India, Bombay
Deprj~p CIIIEF ENOINI<ER
( No~rwi j ( Alfrrnatc )
SRRI G. M. R,\N.~I>,: Public \\‘orks Sr Housing Department, Bombay
SHRI T. K. SARAX Bureau of Public Enterprises i Ministry of
I’inancc ), New Delhi
SHRI s. s. KATblAlr ( .4lfrrtfale )
Srncr R. 13. SrNGH Engineer-in-Chief’s Branch, Arm) Headqttartrrs,
Nvw Delhi
Sl:xl M. C. t.ll<x.~h’l ( Alfert2atc)
Suar S. R. Srva~wa~rr Gammon India Ltd, Bombay
SHRI H.D. M.~TANGK ( Af~mmfr )
Srrnr K. S. SRIN~VASAN National Buildings Organization, New Delhi
DEPUTY DIRECTOR ( Akmafr )
SHRI SUSJIIL KUMATI National Buildings Construction Corporation Ltd,
New Delhi
SHRI 1%.' r. UNWAZLA The Concrete Association of India, Bombay; and
Institution of Engineers ( India ), Calcutta
s1rr<1 Y. K. MEHT.4 ( Altrrnafc ) The Concrete Association of India, Bombay
SHHI JIVAN DATT ( .I/lerrmtI~) , Institution of Engineers ( India j, Calcutta
Srrnr G: RLWAN, Dircrtor General, IS1 ( E.v-qfirio Alember)
Director c Civ Engg )
Secretary
Srra~ S. SFS GUPTA
Assistant Dirwtnr ( Civ Engg ), IS1
Floor and Roof Construction Subcommittee, BDC 13 : 11
Bl~~bh~ Atomic Research Centre? Ihmbn!
Public \Yo*-ks Department, Government of
Rajasthan, .Jaipur
2
?IS:2110-1980
Indian Standard
CODE OF PRACTICE FOR
IN SITU CONSTRUCTION OF WALLS IN
BUILDINGS WITH SOILCEMENT
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 31 October 1980, after the draft finalized by the
Building Construction Practices Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Stabilized soil ( soil-cement in particular ) has been considered a
satisfactory material for construction of permanent buildings. Its main
use is in load-bearing and partition walls of single-storeyed buildings with
a wall height not exceeding 3.2 m and with a minimum wall thickness
of 300 mm for load bearing and 200 mm for non-load bearing walls.
0.2.1 Generally stabilized-soil construction is recommended in super-
structure which is above the level of plinth. The wall below the level of
plinth is usually built with conventional materials like bricks, lean
concrete, etc. However, stabilized soil with a richer proportion of cement
may be used advantageously for this type of construction also wherever
such material is economical, provided the usual damp-proofing courses
are inserted to prevent access for moisture, and also precautions are taken
against attack by termites.
0.3 This standard which was first published in 1962 is intended to
provide guidance with respect to the construction of walls in single
storeyed buildings with soil cement and other stabilized soil. The present
revision has been taken up to incorporate the improvements found
necessary in the light of the usage of the standard and the suggestions
made by various bodies implementing it. In this revision the minimum
thickness and shuttering arrangement for non-load bearing, partition
walls have been specified. The syringe test specified in the earlier version
as a preliminary quick test for determination of plastic limit of soils has
been deleted.
0.4 This standard is intended chiefly to cover the technical provisions
relating to in si/zl construction of walls in buildings with soil cement
and it does not include all the necessary provisions of a contract.
:,
3
‘!IS:2110 - 1980
0.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places
retained in the rounded off value should be the same as that bf the
specified value in this standard.
1. SCOPE
1.1 This standard covers in situ construction of walls in Jluildings with
soil-cement or other stabilized soil.
1.1.1 This type of construction is recommended for single-storeyed
buildings with a wall height not exceedin, u 3.2 m and with a minimum
wall thickness of 300 mm for load bearing and 200 mm for non-load
bearing walls.
1.2 The same procedure as recommended in the standard may be
adopted for rammed in situ wall, construction with unstabilized soil,
provided the surfaces of the wall.,are protected with a waterproof mud
plaster, a typical specification for which is given in Appendix A.
2. TERMINOLOGY
2.1 For the purpose of this standard, the following definitions shall apply,
2.2 BHUSd4 - Wheat stralz-.
2.3 Rorrhwed - Procured by excavation.
2.4 Soil-Cekent - Soil, the strength and engineering properties of
which have been improved by addition of cement.
3. MATERIALS
3.1 Raw Soil
3.1.1 The soil used in soil-cement mixture for construction of walls
shall be free from deleterious contents, such as organic matter of vegetable
origin, mica, schists, and saline impurities. Its grading shall be such as
to require the least amount of admixture to make it suitable for stabiliza-
tion with cement. Black cotton soils and similar soils which are
uneconomical to stabilize shall be excluded.
*Rules for rounding off numerical values ( r&cd).
4ES : 2IlB - l!m
3.1.2 The soil used to prepare soil.-cement mixtw shall conform to the
following requirements:
Sl Characteristics Rcqrriwmrtrts
NO.
i) Sand content, percent by mass 35, &fin
ii) Plasticity index, percent 5.3 LO 10’5
iii) Total soluble salts, percent by mass 1, Max
iv) Sodium salts, percent by mass 0.1 ) nfa.Y
v) Liquid limit, percent 27, Afffx
NOTE 1 -Soils other than high plastic clays and black @ttrm soil can Ix.
stabilized with cement, but from considerations of economy only soil of the* abovc
composition is recommended.
Now 2 - ‘ Sand content ’ is the fraction of the soil that passes T15-mirrun
IS Sieve and is retained on 75-micron IS Sieve.
3.2 cement - This shall conform to either IS : 269-1976* or IS : 4%
19767 or IS : 1489-1976:.
3.3 Water -The water used shall be free from harmful salts like
sodium sulphate so that the total salts in the mixture do not exceed 1
percent.
3.4 Admixture
3.4.1 Sand- It is the fraction of the soil that passes 425-micron
IS Sie1.e and is retained on 75-micron IS Sieve.
3.4.2 Clay -An aggregate of microscopic and sub-microscopic particles
derived from the chemical decomposition and disintegration of rock
constituents. Zt is plastic within a moderate to wide range of water
content. In these soils, more than half of the material is smaller
than 75 micron by mass.
4. PREPARATION OF STABILIZED SOIL
4.1 Selection of Borrow Fit
4.1.1 The area from which raw soil is to be borrowed, shall be within
an economical distance from the site of work, ancl such economical
distance shall be judged with respect to the type of conveyance available
for transport of the material.
*SpeciIication for orclinary and low heat Portland cement ( third w&ion ).
tSpecification for Portland slag cement ( third revision ).
:Specitication for Portland pozzolana cement (third reutiim).
5IS : 2110 - 1980
4.1.2 The area for borrowing shall be reconnoitred visually for soil
of required specification. Having selected the area, it shall be divided
into 30 x 30 m squares. Preliminary quick tests to determine the texture
and plasticity index for soil shall be applied to soil samples taken from the
centre of each square and the results recorded on a chart. Prom this
chart the most suitable squares shall be selected. As far as possible, the
soil strata in the borrow pit shall be homogeneous in nature. The selected
squares &tll he further subdivided into 15 x 15 m square for digging the
pits.
4.2 Procur,exxmnt of Raw Soil
4.2.1 The soil may be dug out from one or more borrow pits as
necessary, the size of the pits being 15 x 15 m. The top loose soil shall be
rejected, and the excavation may go further down to a depth of 300 mm
for procuring the soil, or more up to required depth.
4.3 Sampling and Analyzing the Soil - Samples shall be taken from
the borrow pit from five points along its diagonals and mixed properly.
‘~11~ representative sample shall be analyzed-according to the relevant
Tndian Standards for soil analysis. On the basis of gradation and plasticity
index, the quantity of admixtures, such as sand or clay required for
bringing it in conformity with the provisions of 3.1.2, as the case may be,
sh:~ll be worked out.
4.4 Pulverising
4.4.1 The soil shall be pulverised to such fineness that all nodules and
clods, as judged visually, pass through 8-mm screen. Soils of plasticity
index up ,to IO percent generally admit of very easy pulverisation.
NWN -- Actual screrning is not essential as it is expensive.
4.4.2 The admixture for soil that is required to be added shall also be
ptilverised in the same manner.
4.5 Stacking and Mixing
4.5.1 The pulverisetl soil shall be stacked to size 15 x 15 m with a
uniform height of 300 mm. The required quantity of admixture shall
then be spread over the stack in an even layer and then mixing done by
manual labour starting from the edges. This operation shall be repeated
twice or thrice to ensure uniform mixing of the ingredients. The stack
+;tIl then be again formed to a uniform height of 300 mm.
4.5.2 Samples shall be taken once more from five points along the
diagonal and analysed to see if the soil conforms to the specified require-
ments. -Any further ad.justment necessary as a result of this test shall be
6IS:2110- 1980
carried out and the mixture finally brought in conformity with the
requirements of 3.1.2.
4.5.3 The optimum moisture content for compaction of the soil and the
moisture present in the soil shall be determined by tests on the samples
performed in accordance with relevant Indian Standards on soil testing.
4.6 Addition of Water
4.6.1 The top of the stack finally prepared as in 4.5 shall be levelled,
and the top surface divided into a number of equal compartments of
convenient size by bunding for the purposes of adding water.
4.6.2 The amount of fvater to be added shall be such as to make up
for the difference between the optimum moisture content required for
compaction and the moisture already present in the stacked soil.
Allowance shall be made for evaporation and other losses of water during
processing of soil prior to compaction. The quantity of water thus Lvorked
out shall be kept stored in convenient containers so as to be readily
available for use.
4.6.3 The water shall be added by distributing it equally IO the
compartments mentioned in 4.6.1. Ir? each compartment, its portion oi
water shall be added evenly over the surface. Suitable means may tJe
adopted for this purpose. Care shall be taken that water thlls added
spreads and distributes itself equally over the compartment. \\‘orkerc
shall not be allowed to walk on the dry stack before watering, as this w,il:
create pockets of loose and unequal compaction, and water from rile
surface [vi11 distribute itself unevenly into the soil.
4.6.4 The water shall be allowed to get dispersed for a period not IFS:
than twelve hours, preferably overnight.
4.7 Wet Mixing - After the water added has got dispersed in ii!?
stacked soil as mentioned in 4.6.3, slightly dry soil from the side slopei oi
the stack shall be taken and spread even!y over the moist top surface oi
the stack. The whole stack shall be then worked with spade, starting
from the sides, so as to get a uniformly moistened soil.
4.8 Addition of Cement
4.8.1 After the stack of moist soil is prepared ( see 4.7 ), cement shi.1
be mixed as and when necessary to convenient portions of the stack 2s
explained in 4.8.2, to obtain the required quantity of stabilized soil. -rhE
soil-cement shall be prepared only in such quantities at a time as ~ou:d
be used in the work within half an hour.4.8.2 The spec&ed quantity of cement ( see 4.8.3 ) shall be spread over
the portion of the top surface of the stack, which is conveniently chosen so
as to contain a volume of soil required for the work. The soil in this
portion shall then be worked with spade starting from one side of the
stack, and the cement and soil mixed thoroughly. The spading shall he
repeated twice or thrice to ensure a uniform mixture.
C8.3 The cement content of the mix when determined according to the
procedure given in IS : ,4332 ( Part VII )-1973* shall be such as to satisfy
the requirem.ents given in 4.9 but shall not be less than the quantities
$veu hclolv:
aI For construction of walls, 2.5 to 3.5 percent by mass of the
<:cWXa11g dry soil, depending upon the
density possible to attain in
the field
1, ) For c.onstruction of IvaIl :i to 7.5 percent by mass of the
I~elow plinth level and dry soil so that the crushing
for construction 0 I strength of standard test blocks
copings made of this soil-cement mix
shall not be less than
1.4 _X/mn? i 14 kgf!cnl* ) for
the dry condition
4.8.3.1 For calculation purposes, the unit weigh1 of dry soil mav be
[aken as 1300 kg /ms, and that of cement as 1440 kg/m3. The net weight
of cement per bag will be 50 kg, and the volume of dry soil which would
require a bag of cement for stabilization when the rate of addition is 2.5
percent, will be about 1.5 m’.
4.9 Requirements for !hiLCesnent for Use in Wall Construction
.- The cement stabilized soil shall conform to the requirements specified
in 4.9.1 to 4.9.4.49.2 Compressive Strength - The compressive strength of soil
cement shall not be less than 1.4 N/mm” ( 14 kgf/cm2) in dry
condition, and not less than 0.7 N/mm% ( 7 kgf/cma ) for the saturated
condition when determined in accordance with the requirements given in
IS :-4332 (Part V)-1970*.
4.9.3 Weather Resistance - The weather resistance shall be determined
in accordance with the requirements given in IS : 4332 ( Part IV )-1968t.
The loss of strength in the test shall not exceed 5 percent.
4.9.4 Samples of the soil-cement shall be procured periodically and
tested for the requirements given in 4.9.1 to 4.9.4 before use in the
construction. It will be advantageous to have a field laboratory for
testing ptirposes.
5. SHUTTERING
5.1 Construction of Shuttering
5.1.1 Any timber found suitable in local practice may be used for
shuttering. The planks shall be not less than 200 mm in width and
50 mm in thickness. A typical arrangement of shuttering properly
assembled both for straight wall lengths and for corners is given in Fig. 1.
NOYE- Figure 1 shows the shuttering arrangement required for load bearing
walls. The same shuttering arrangement shall hold good for internal non-load
bc>aring walls also.
5.1.2 The shuttering shall generally be in lengths ranging from I.8
to 3.3 m depending upon the length of the wall to be compacted.
5.1.3 The height of shuttering for one lift shall be about 600 mm clear
for casting the wall plus 200 mm for holding on to the portion of the wall
below compacted in the previous lift.
5.2 Lifting - The shuttering may be lifted immediately after first .lifr is
Ivet compacted. For liftin, u the formwork to the next height the operations
as given in 5.1.1 and 5.1.2 shall be followed.
5.2.1 The bolts holding the lowest planks shall be withdrawn slowly
after carefully unscrelvmg them. When the bolts are withdrawn the
vertical angle iron pieces release the lower three planks which shall be
I-enloved carefully. The angle iron pieces shall be turned about the top
*;llc*thods of test for stabilized soils: Part V Determination of unconfined compressive
.,rength of stabilized soils.
+l\Ierhotls of test for stabilized soils: Part IV M’elt ing and drying, and frewing and
thawing trsts for compactrd soil-cement mixture.
: .
9
tMS ANGLES
4Ox40x6mm -
50min., A I& 1
L
-i--
200
-
t
200
-
t
200
I--
200’
Ml6 BOLT-/ L MS ANGLE AT CO
NOTE - If thr thickness of \vall is greater than 300 mm the shuttering details will have to be suitably modified.
Alld imensions in millimetres.
FIG. 1 TYPICAL DETAILS OF SHIJTTERINCF OR 300 mm THICK WALL
,. ,..IS : 2110 - 1980
bolts after slackening the bolts, if necessary, ‘so that they point vertically
up above the bolts. The top bolts shall then be tightened back so that the
plank holds to the wall firmly. The three lower planks shall then be
placed on top of the plank now held in position by the bolts, and the
shuttering shall once more be assembled as shown in Fig. 1 and brought
in plumb.
5.2.2 The lifting process shall be repeated till the construction reaches
the top of the wall.
6. WALL CONSTRUCTION
6.1 Pouring of Soil in Shuttering- After the shuttering is erected,
the moist stabilized soil shall be poured into the shuttering in layers of
75 mm at a time. The layer shall be uniform in depth. To control this
depth, suitable templates may be used which may be placed cross-wise at
intervals of about one metre.
6.2 Compaction - Compaction shall be done by workers standing inside
the shuttering by means of iron rammers with about 80 x 80 mm base
and of about 7 kg weight. Compaction shall be started at the side and
worked inwards. Ramming on the sides shall be evenly distributed to
avoid tilting of the shuttering. Verticality of the shuttering shall be
carefully checked periodically as compaction proceeds.
6.2.1 Samples of the compacted soil shall be taken and tested for dry
bulk density. The minimum number of samples shall be at the rate of
one for every 3 metres of wall length. The dry bulk density of the soil
in the wall shall be not less than 1.8 g/ems at the completion of
compaction.
6.2.2 All the holes left after taking cores for the .purpose of testing
density shall be carefully filled up and rammed before the next layer is
spread.
6.3 Curing - The walls shall be cured for 15 days after removal of the
shuttering. Curing shall be done by light sprinkling of water at short and
regular intervals with rose cans.
6.4 Provision of Joints
6.4.1 Vertical joints in the wall shall be provided at a spacing not more
than 2 m apart. These shall be done by means of a tongued and grooved
dowel (see Fig. 2 ). The vertical joints shall also be staggered.
6.4.2 Horizontal joints shall be formed by finishing smooth the rammed
surface at the end of each lift.
112A Section of Plank Used 28 Plan of Vertical Tongue
for Making Vertical Joint and Groove Joint
All dimensions in millimc~twc.
FIG. 2 TYPICAL DETAILS OF CONSTRUCTION JOIKT IN I?1 Sirrl SOIL-
CEMEXT \\‘AI.LS OF 300 mm THICKNESS
6.5 Fixing Frames - Frames for doors, windows and other openings
shall be fixed in the wall by means of iron hold-fasts inserted in the wall
beforehand. For fixing hold-fasts in the wall, a circular hole of diameter
sufficiently large to accommodate the hold-fast ( generally 50 mm and
300 mm deep) shall be bored with an auger in the constructed wall, and
the forked end of ;he hold-fast shall be inserted and the hole plugged
with a rich mix of cement concrete. The frames shall then be fised to
the hold-fasts by means of bolts.
6.6 Bearing of Roof
6.6.1 Where a light roof-framework is resting on the wall, thr portion
of the wall directly below it shall be built for a depth not less than
150 mm below the batten level, with either burnt clay bricks laid in
cement mortar mix 1 : 6 ( cement : sand ), or with soil having 7.5 percent
cement content.
6.6.2 Beams shall rest over cement concrete bed-plates embedded in
the stabilized soil wall with truly horizontal bedding sllrfaces.
6.6.3 Trussed or flat roofs resting on the wall shall also be given a
bearing course of brickwork of depth not less than 130 mm laid in cement
mortar mix 1 : 6.
6.7 Fixing of Lintels
6.7.1 Precast reinforced brick or reinforced cement concrete lintels may
be used to span door, window or-other openings in the soil-cement wall.
12IS : 2110 - 1980
The lintels shall bear at least 300 mm on the wall. The space above the
lintel shall be filled either with soil-cement rammed in situ or precast
soil-cement blocks laid in cement mortar mix 1 : 10 ( cement : sand ).
6.8 Parapet - The parapet shall be of brickwork laid in cement mortar
mix 1 : 6 ( cement : sand ). A drip course shall be provided to drain rain-
water from the parapet and away from the lower portions of the walls on
to the roof s1lrface. The plaster finish of the roof shall be continued from
the roof surface right up to the drip-course in the parapet. Suitable
water-proofing treatment shall be given over the roof finish as further
protection to the \\.a11a gainst moisture seepage.
6.9 Fixing Wooden Gutties ( Plugs )
6.9.1 Wooden gutties would be required to be fixed into the kvall for
purposes of fixing electric wiring, fixing curtain brackets and hanging
pictures, etc. A hole shall be drilled into the wall as for fixing hold-fasts,
but smaller in size and scrapped round to make it wider at the farther
end. After removing loose material, a cement wash consisting of one part
of cement and four parts of water shall be given. The back of rhe hole
shall then be painted with sodium silicate ( water glass ). The wooden
gutties about 40 mm diameter and slightly wider at the farther end shall
then be struck on to the sodium silicate painted back of the hole. This
hole shall be about 20 mm or so wider than the guttie. The space round!
the gutties shall then be filled in with cement mortar of mix 1 : 5
( cement : sand ). The guttie will set hard in about a week’s time, after
which it will be ready for fixing screws into it.
7. PLASTERING THE WALLS
7.1 The stabilized soil wall shall be plastered with cement-plaster of mix
not leaner than 1 : 5 ( cement : sand ). The plaster shall be in a single
coat of thickness not less than 12 mm and it shall be done in accordance
\vith IS: 1661-197’)”- .
7.1.1 The plaster shall be applied only after drying the wall for a
period of not less than four weeks. The wall surface shall be given a
wash Gth neat cement mixed with water before application of cement
plaster.
*Code of practice for cement and cement lime plaster finishes on walls and ceilings.
13IS : 2110- 1980
APPENDIX A
( CZause 1.2 )
TYPICAL SPECIFICATION OF WATERPROOF
MUD PLASTER
A-I. PREPARATION OF CUT-BACK BITUMEN
A-I.1 The cut-back bitumen shall be of grade 80/100 conforming to
IS: 217-1958*. Melt the cut-back on gentle fire. To this add the
proportions of kerosene oil and of paraffin wax as specified in A-I.2 and
mix well to obtain a homogeneous mixture.
A-I.2 The proportions of ingredients in the preparation shall be 80 parts
of bitumen, 20 parts of kerosene and one part of paraffin wax by mass.
A-2. PREPARATION OF MUD
A-2.1 The soil used shall have a sand content of about 45 to 50 percent
by inass. Mix 64 kg of BHUSA for every cubic metre of dry soil; add
water and mix well. Allow the BHUSA to rot for a week.
A-3. PREPARATION OF WATERPROOF PLASTER
A-3.1 Add the cut-back bitumen prepared as in A-l to the mud mortar
prepared as in A-2 at the rate of38 kg/m3 of soil used. Mix thoroughly
with feet and spades till the whole mixture is of uniform colour.
A-4. APPLICATION OF THE PLASTER
A-4.1 Moisten the surface to be plastered and then apply the plaster
prepared as in A-3 over the surface to thickness not less than 10 mm.
A-5. GOBR I-L EEP
A-5.1 The GOBRI-LEEP shall consist of one part of cow-dung and five
parts of soil by weight and shall be made to a thin paste by addition of
water. After the plaster applied as in A-4 has almost dried, the GOBRI-
LEEP shall be applied over the surface to fill up the cracks and to give
smooth appearances.
NOTE -For greater water resistance of the plaster during the preparation of
GOBRI-LEEP, 80/100 cut-back bitumen may be added to the GOBRI-SOIL mixture
in the proportion five percent by mass of the latter before water is added to obtain a
paste.
*Specification for cut-back bitumen.
14MADRAS
SHlll Y. K. KHrnwaoKhK Intlian Inslitute of Architects, Ilombay
SllRI H. v. B. PAI
SHKI N. C. I~JCGAL ( Ahxc~le)
SHRI R. Ka.rA~ru ‘rata Consulting Enginwrs, Bombay
DK M. 1tAXAIAH Strlwtural Engineering Rescnrch Crntre ( CSIR ),
Roorkce
Public Works Drpartmcmt, Government of Tamil
Nadu, Madras
National Buildicgr. Organization, New Delhi
Public Works Department, Government of
Andhra Pradesh, Hyderabad
Public Works Department, Government of Tamil
Nadu, Madras
15BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Off ices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1376
!
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 2499
Maniktoia, CALCUTTA’ 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 3 16 41
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
( 41 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
6-8-56C L. N. Gupta Marg ( Nampally Station Road ), 2; ci 83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ : ;; ;:
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Urliversitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 1621 17
Inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 5171
Shankar Nagar Square. NAGPUR 440010
Institution of Engineers ( India ) Building,.l332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 ChowringheeA pproach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay4 00007
$Sales Office in Bangalorei s at Unity Building. NarasimherajaS quare, 22 36 71
Bangalore5 60002
Reprography Unit, BIS, New Delhi, India
-,
|
12592_1.pdf
|
7
,d
IS: 12592 (Part 1) - 1988
Indian Standard
I
SPECIFICATION FOR
PRECAST CONCRETE MANHOLE COVERS
AND FRAMES
PART 1 COVERS
(First Reprint JULY 1992)
UDC 628’253’1 [ 666’972 ]
.
II
@ Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr 3 AugwJt 1989IS : 12592( Part 1 ) - 1988
SPECIFICATION FOR
PRECAST CONCRETE MANHOLE COVERS
AND FRAMES
PART 1 COVERS
0. FOR EWORD
0.1 This Indian Standard ( Part 1 ) was adopted facture of precast reinforced cement concrete
by the Bureau of Indian Standards on manhole covers and frames. This standard
23 December 1988, after the draft finalized by (Part 1 ) covers the requirements of precast
the Cement and Concrete Sectional Committee conct c’tc manhole covers using reinforced cement
had been approved by the Civil Engineering concrete. Part 2 of this standard will cover
Division Council. precast concrete manhole frames.
0.2 The cost of cast iron is increasing day by 0.3.1 The manufacturing process of precast
day and cast iron manhole covers are prone to concrete manhole covers and frames is simple
pilferage and misuse since they possess a high and requires only ordinary locally available
resale value. This may result in financial loss machinery, such as concrete mixers, vibrators,
due to the need for replacement of stolen steel moulds, hydraulic jacks, etc. These
covers, accidents due to the open manholes, products can be produced in existing factories
and other environmental problems. Precast Producing precast concrete products.
concrete manhole covers and frames are found
0.4 For the purpose of deciding whether a
to satisfy the general recluirements specified in particular rcquirctnent of this standard is
IS : 1726 (Part 1 )-1974*. They have also been
complied with, the. fina_l value, observed or
found to be economical substitute to cast non
calculated, expressing the result of a test or
manhole covers and frames and, as such, use of
analysis, shall be rounded off in accordance
such covers and frames is increasing day by day. with IS : 2-1960*. The number of significant.
0.3 This standard has been prepared with a places retained in the rounded off value should
be the same as that of the specified value in this
view to introducing and guiding the manu-
standard.
+Kules for rouncling off nunrcrical values ( reuiscd ).
1. SCOPE IS : 455-1976 Specification for Portland
1.1 This standard ( Part 1 ) covers the require- slag cement ( third rezhion )
ments for precast reinforced cement concrete IS : 1489-1976 Specification for Portland
manhole covers intended for use in sewerage pozzolana cement ( second
and water works. revision )
IS ; 6909-1973 Specification for super-
2. TYPES
sulphated cement
2.1 Heavy duty, denoted by the Icttcrs ‘III)‘, IS : 8041-1978 Specification for rapid hard-
for use in heavy velricular trallic conditions. Portland cement
2.2 Medium duty, denoted by the lett,ers ‘MD’, (e;lf~:tgiwision )
for use under light trallic: collditions, such as, IS : 8043-1978 Specification for IlytllX-
footpaths and cycle tracks. phobic Portland cemeut
2.3 Light duty, denoted by the lette1.s ‘LI)‘, (Jirst revisior~ )
for use in domestic premises or uther places IS : 11112-197G Specification for 43 grade
where they are not subjected to wheeled trafhc ordinary Portland cement
loads.
3.2 Aggregates - The aggt-cgates used shall
* . 1 c
3. MATERIAL IX c:r(~nn and rtcc from dclctcrious m;rttr:r ;ru(l
shall conform to the requirements of IS : 383-
3.1 Cement - Cement complying willi any of
197il*. The aggregates shall be well gr,rtlt~l
ttre following Indian Standards may Ijo used at
and the nominal maximum size of’ coarse aggl’c-
the discretion of the manufacturer:
gate shall not exceed 20 mm.
IS : 269-1976 Specification I’or ordinary
--- --.- -
and low heat Portland
*Specification fur CODI'S~ ant1 fin,: agjirt’gal<V+f r,,n1
cement ( tlrird rcx%f ) n;ccural ~UU~CCfu~r CVIICIC~C ( 5e~d ~~~Z’U)N.
1IS : 12592 ( Part 1) - 1988
3.3 Water-The water used shall be free from Where no Indian Standards apply, the addi-
matter harmful to concrete or reinforcement, tives or admixtures shall be shown by test or
or matter likely to cause efflorescence in the experience to be not detrimental to the dura-
units and shall conform to the requirements bility of the concrete.
of IS : 456-1978*.
4. SHAPES AND DIMENSIONS
3.4 Concrete -The mix proportions of conc-
rete shall be determined by the manufacturer 4.1 Shapes - The shapes of precast concrete
and shall be such as will produce a dense manhole covers shall be square, rectangular or
concrete without voids, honey combing, etc circular similar to the shapes of cast iron man-
(see IS : 456-1978* ). The maximum cement hole covers given in IS : 1726*.
content in the cencrete shall be 360 kg/m3 with
a maximum water cement ratio of 0’45. 4.2 Dimensions and Tolerances - Length,
Concrete weaker than grade M 30 shall not be breadth and diameter of precast concrete man-
used. Compaction of concrete shall be done by hole covers shall be such that the maximum
machine vibration. clearance at top between the frame and the
cover shall be 5 mm. The minimum thickness
3.5 Reinforcement - The reinforcement steel of heavy duty, medium duty and light duty
shall conform to IS : 226-1975t or IS : 432 precast concrete manhole covers shall be 70, 50
( Part 1 )-1982: or IS : 432 (Part 2)-1982$ or and 35 mm, respectively. Placing of precast
IS : 1566-198211 or IS : 1786-19857, as appro- concrete manhole cover in a cast iron frame is
priate. shown in Fig. 1 for guidance. For facility of
removing from the frame, suitable downward
3.5.1 Reinforcement shall be clean and taper not more than 5a may be provided to the
free from loose mill scale, loose rust, mud, oil, periphery of the cover,
grease or any other coating which may reduce
or destroy the bond between the concrete and 5. DESIGN
steel. A slight film of rust may not be regarded
as harmful but steel shall not be visibly pitted 5.1 The design of the reinforced concrete
by rust. manhole cover shall be done according to
IS : 456-19787.
3.6 Additives or Admixtures - Additives or
admixtures may be added either as additives to 6. MANUFACTURE
the cement during manufacture, or as admix-
6.1 Mixing-Concrete shall be mixed in a
tures to the concrete mix. Additives or admix-
mechanical mixer. Mixing shall be continued
tures used in the manufacture of covers may be:
until there is a uniform distribution of the
a) accelerating, water-reducing and air- materials and the mass is uniform in colour and
entraining admixtures conforming to consistency.
IS : 9103-1979**;
6.2 Placing and Compaction -- The reinfor-
b) colouring pigments, cement and lifting device (see Fig. 2 for guid-
4 fly ash conforming to IS : 3812-1981tt, ance ) shall be placed in proper position in a
steel mould properly greased and concrete shall
and
be filled up to a height above the mould appro-
d) Waterproofing agents conforming to priate to the machine used, vibrated and struck
IS : 2645-1975::. off level with a trowel.
6.2.1 After demoulding, the covers shall he
protected until they are sufliciently hardened to
permit handling without damage.
6.3 Curing
6.3.1 ‘I’hc: h;wz.t~:ned concrete: marthule cowrs
shall IJC plxed in a curing waler tarrk or taken
to t11c curing yard ( bee Note ) where these shall
be kept continuously moist for ;tt least 28 days. .
CUVCIS may 1~ waler c;ur~ecI by imrncl-sing in
\vatcr, coverirlg wit 11 water s;ltltratecl material
or I)y n system of perfol~atrtl pipes, mechanical
spl-rnklcrs or by :my utlrer apl)r~~ved methc~tl
2IS : 12592 ( Part 1 ) - 1988
1 CASTIR ON
FRAME
FIO. 1 PRECAST CONCRETE MANHOLE COVER WITH Gwr IRON FRAME
SECTION-XX
---
FIG. 2 TYPICAL ILLUSTRATIONO F A CIK~XJLAR PKECM~ CON(:KETE M,\NIIOI.I; COVER
that will keep the covers moist during the speci- 6.4 Finishing and Coating ‘1’0 Ixcvcnt any
fied curing period. possible damage Tl-orn corrosion of steel, the
underside of the covcrs shall he treated bith
NOTE-The curing yard is a paved yar-tl s~~lxlivitletl
anticorrosive paint. The top surface 01 the
by shallow drains in 4 to 5 m square platltr~nu wlli(~h
arc provided with water fountains in the crntre. ‘l-he covers shall be given a chcquered finish.
manhole covers arc stacked on platfmms around the
fountains which work rontinuollsly. The fmmtainu nr’rs In order to protect thr ctlg~ of the covers
connected to an elevated water storage tank. from possil)lc tlamngc at the lime of lifting ;incl
handling, it is necessary that the manllole covers
6.3.2 Steam curing of the manhole covers A111 Ix cast with a protective mild steel sheet
may be adopted instead of the method specified of minimum 2 mm thickness :~rounci the prri-
in 6.3.1 provided the requirements of lxessure ~‘IlWy of the* CUVCI s.
or non-pressure steam curing arc fulfillrd and
7. PHYSICAL REQUIREMENTS
the manhole covers meet the rcquircments
specified in the standard. 7.1 General - All units shall l)e sound ;tncl free
3IS : 12592 ( Part 1) - 1988
from cracks and other defects which interfere 10. CRITERIA FOR CONFORMITY
with the proper placing of the unit or impair
the strength or performance of the units. Minor 10.1 The lot shall be considered as conforming
chipping resulting from the customary methods to the requirements of the specification if the
of handling during delivery shall not be deemed conditions mentioned in 10.2 and 10.3 arc
grounds for rejection. satisfied.
7.2 Dimensions - The overall dimensions of
10.2 The number of covers with dimensions
the units when measured as given in Appen-
outside the tolerance limit and/or with visual
dix A shall be in accordance with 4.
defects among those inspected shall be less than
7.3 Load Test -The breaking load of indi- or equal to the corresponding acceptance
number given in column 3 of Table 2.
vidual units when tested in accordance with the
method described in Appendix B, shall be not
less than the values specified in Table 1. 10.3 For load test no value shall be less than the
load specified in Table 1.
8. TESTS
8.1 Tests shall be conducted on samples of
11. MANUFACTURER’S CERTIFICATE
covers selected according to the sampling
procedure given in 9 to ensure conformity with
the physical requirements laid down in 7. 11.1 The manufacturer shall satisfy himself that
the manho!e covers conform to the requirements
9. SAMPLING AND INSPECTION of this specification a.nd, if requested, shall
supply a certificate to this effect to the purchaser
9.1 Scale of Sampling or h:s representative.
9.1.1 Lot - In any consignment, 500 precast
concrete manhole covers or a part thereofof the 12. MARKING
same dimensions and b&longing to the same
batch of manufacture, shall be grouped together 12.1 The following information shall be clearly
to constitute a lot. and permanently cast on top of each manhole
cover:
9.1.2 For ascertaining the conformity of the
materials in the lot to tho requirements of this
a) Manufacturer’s name or trade-mark;
specification, samples shall be tested from each
lot separately.
b) Grade denoted by the abbreviation given
9.1.3 The number of covers to be selected in 2;
from the lot shall depend on the size of the lot
and shall be according to Table 2. c) The words ‘SWD’ or ‘SEWER’ to denote
‘Storm water drain’ and ‘sewer’ respecti-
9.2 Sampling Covers in Motion - Whenever vely, if required by the purchaser;
practicable, samples of covers shall be taken
when the units are being moved as in the case d) An identification mark as required by the
of loading, unloading, etc. The batch from purchaser; and
where the samples are to be drawn shall be
divided into a number of convenient portions
e) Date of manufacture.
such that when one sample is drawn from each
of these portions, the minimum number of units
specified under 9.1.3 is provided. 12.1.1 Each manhole cover conforming to
this standard may also be marked with the
9.3 Sampling Covers from a Stack -The Standard Mark.
number of covers required for the test shall be
taken at random from across the top of the
stacks, the sides accessible and from the interior
of the stacks by opening trenches from the top.
9.4 Number of Tests
9.4.1 All the covers selected iicrorcling to 9.1.3
hall be checked for dimension? ( see 7.2 ) and
Inspected for visual defects ( see 7.1 ).
9.4.2 The number of covers to be sul?jrct to
lo:rd test shall be according to column 4 of
‘Fable 2.
4IS : 12592 ( Part 1) - 198E
TABLE 1 TEST LOAD AND DIAMETER OF BLOCK
( Clausri 7.3 and 10.3)
GRAQE OI COVlrR TYPE Loan IN DIAMETZROE
TONNES BLOOX IN
mm
(1) (2) (3) (4)
HD Circular 35 300
MD Circular or rectangular 5 300
LD Rectangular or square 1 300
TABLE 2 SCALE OF SAMPLING AND PERMISSIBLE NUMBER OF DEFECTIVE6
( c&zuccs 9.1.3, 9.4.2 and 10.2 )
No. OrCOVERS DIMEN.SIONAL REqoInEMBxrs NU~RER or SAMPLES
INTEll LOT ~--__--*_---_-~ FOB LOADTEET
Sample Size Acceptance
Number
(1) (2) (3) (4)
up to 100 10 1 2
101 to 200 15 1 3
201 to 300 20 2 4
301 to 500 30 3 5
NOTE - If the number of covers in the lot is 2U or less, the number of samples for load test shall be decided
by mutual agreement between the purchaser and the manufacturer.
APPENDIX A
( Clause 7.2 )
t
MEASUREMENT OF DIMENSIONS
A-l. PROCEDURE of square or rectangular manhole covers across
the top and bottom bearing surfaces at
A-l.1 Individual measurements of the dimen- midlength, and thickness on both faces at
sions of each unit shall be made with a steel midlength.
scale graduated in 1 mm divisions and shall be
read to the nearest division of scale and the A-2. REPORT
average recorded.
A-2.1 The report shall show the averagelength,
A-l.2 Length or diameter shall be measured on width, or diameter and thickness of each
the longitudinal centr-e lint of each face, width specimen.
APPENDIX B
( Clause 7.3 )
METHOD FOR LOAD TEST
B-1. PROCEDURE nol-mal conditions of use. The specified load
as given in Table 1 shall be applied without
B-l.1 A suitable testing arrangement is shown shock through the medium of a bearing block
in Fig. 3. The cover shall be supported In a faced with hard rubber or other resilient mate-
frame which may be standard cover frame or a rial. The bearing block shall be of the size
specially made testing appliance simulating specified in Table 1 and shall bear centrally on
5IS : 12592 ( Part 1) - 1988
the cover. The block shall be sufficiently rigid B-2. REPORT
to ensure that the load on the cover is uniformly
distributed over the full area of the block. The B-2.1 Tile maximum load which the manhole
specified load shall bc applied for a minimum cover MTithstands without fracture for a mini-
period of 30 s and then increased gradually mum period of 30 s shall be reported as the
till the cover breaks. breaking load.
BLOCK,
“C-J I
FACING-,~
I, _ /COVER
FIG. 3 fiRR/\NGEhlEN’I’ FOR ~l%STING hIf\NHOLB COVERSBureau of Iodiaa Standards
BTS is a statutory institution established under th:: Bureau of Indian Standards Art, 19815 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. BDC 2 (3977)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T, Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
PARIDABAD. GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, SRlNAGAR. THIRUVANANTHAPURAM.
Prinred at Dee Kay Prinrers. New Gelhi, India*
-NO.1NO-1990 -
To
IS 12592 (Part 1):1988S PECIFICATIONP OQ
PUCASTCONCXETElUhMiO~CO~~~
(Page 2, clause 3.4, line 5) - Substitut,
'minimum' for 'maximum'. -
(CED 2)
Printed at Dee Kay Printen. New Delhi, IndiaAMENDMENT NO. 2 AUGUST 1991
TO
IS 12592 ( Part 1) : 1988 SPECIFICATION FOR
PRECAST CONCRETE MANHOLE COVERS
AND FRAMES
PART 1 COVERS
( Page 2, clause 35.1 ) - Insert the following new clause after 353. and
renumber the existing 3.6 as 3.7 :
‘3.6 Steel Fibres - The diameter/equivalent diameter of steel Ebres shall not
be greater than 0.75 mm. The aspect ratio of the fibres ( ratio of length of the
fibte to its diameter/equivalent diameter ) shall be in the range of 50 to 80. The
minimum volume of fibres, where used, shall be 0.5 percent of the volume of
concrete. ’
(Page 3, clause 6.4 ) - Insert the following at the end:
‘Exposed surface of mild steel sheet shall be given suitable treatment with
anticorrosive paint or coating. The lifting device shall be protected from
corrosion by hot dip galvanizing or epoxy coating or any other suitable means
approved by the purchaser.’
(CEDZ)
Printed at Dee Kay Printen, New Whi, IndiaAMENDMENT NO. 3 MAY 1995
TO
IS 12592 ( Part 1) : 1988 SPECIFICATION FOR
PRECAST CONCRETE MANHOLE COVERS AND
FRAMEIS
PART 1 COVERS
( Page 1, clauses 2 to 23 ) - Substitute the following for the existing
clauses:
‘2 GRADES AND TYPES
2.1 Manhole cover shall be of the following four grades and types:
Grades Grade Type/Shape of Cover Frame
Designation
Light Duty LD-2.5 Rectangular, square and circular
I%~uiiilXii~~~~ -7vID - 10~--~RK%mgu!ar and circular
Heavy Duty M-20 Circular, lamphole; square and rectangular
( scrapper manhole )
ExtfBDW EHD-35 Circular, square and rectangular
( scrapper manhole )’
(Page 2, clause 4.1) - Substitute the following for the existing clause:
‘4.1 Shapes - The shapes of precast concrete manhole covers shall be of any
shape as mentioned in 2.1.’
( Page 2, clause 4.2, first sentence ) - Substitute the following for the
existing sentence:
“Length, breadth and diameter of precast concrete manhole covers shall be such
that the maximum clearance ( along the periphery ) at top between the cover and
the frame of corresponding grade and shape [ see IS 12592 ( Part 2 ) : 1991** ]
shall be 5 mm.”
(Page 2, fcFor+w) t-eA dd the following foot-note at the end:
‘+*Prcmst concrete manhole oovcrs and frames - Spocificatioo: Part 2 Frames,’Amend No. 3 to IS 12592 ( Part 1) : 1988
(Page 5, Table 1) - Substitute the following for the existing table:
TABLE 1 TJ!ST LOAD AND DIAMEZXR OF BLOCK
( claurcr 7.3a d 10.3)
GRADEO F TYPE hA0 IN DIAMETEROF
COVER TONNFS BLOCK
mm
m-2.5 Rectangular, square and circular 2.5 300
MD-10 Rectangular and circular tci 300
HD-20 Circular, lamphole, square and 20 300
rectangular ( scrapper manhole )
Em-35 Circular, square and redangular 35 300
( scrapper manhole )
(CED53)
Reprography Unit, BIS, New Delhi, India
2
|
9417.pdf
|
IS 9417 : 1989
ZndianS tandard
WELDING-COLD-WORKEDSTEELBARSFOR
yr\ REINFORCEDCONCRETECONSTRUCTION-
I
Cd RECOMMENDATIONSFORWELDING
( First Revision)
UDC 669’14-422-131’2 : 621’791 : 693’55
@ BIS l&O
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
> NEW DELHI 110002
January 1990 Price Group 4Welding Application Sectional Committee, SMDC 15
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards on
13 February 1989, after the draft finalized by the Welding Application Sectional Committee had
been approved by the Structural and Metals Division Council.
This standard was first published in 1977, deriving assistance from DIN 4099 ( Part 1 )-1972
‘Welding of reinforcing steel - Requirements and tests’, issued by the Deutsches Institut
fur Normung and keeping in view the practices prevailing in the conutry at that time.
In view of the experience gained over the years in the welding of cold-worked steel bars, the
Committee has revised this standard by effecting the following major modifications:
a) Resistance but welding of cold-worked bars has been deleted since it is no longer in use.
b) A reference to gas pressure welding of cold-worked bars has been made. This technique
although being extensively used in some foreign countries, is relatively new and yet to be
commercially used in India.
This standard incorporates the provisions for the welding of cold-worked steel bars conforming to
Grade Fe 415 and Fe 500 of IS 1786 : 1985. For welding micro alloyed steel bars, a reference
may be made to IS 9595 : 1980 in regard to the provisions relating to carbon equivalent establish-
ing welding procedures and other relevant details.
For the welding of thermo-mechanically treated bars, the provisions would be covered at a later
date on necessary experience and data becoming available.
Provisions for welding of mild steel bars for reinforced concrete construction have been covered in
IS 2751 : 1979.IS 9417 : 1989
Indian Standard
WELDING - COLD-WORKED STEEL BARS FOR
REINFORCED CONCRETE CONS‘TRUCTION -
RECOMMENDATIONS FOR WELDING
( First Revision )
1 SCOPE 9 ELECTRODES
9.1 Electrodes used shall conform to 1S 814
1.1 This standard lays down recommendations
(Part 1 ) : 1974.
for welding cold-worked steel bars conforming
to Grade Fe 415 and Fe 500 of IS 1786 : 1985
‘Specification for high strength deformed steel 10 WELDING PROCESSES AND
bars and wires for concrete reinforcements PROCEDURES
( rhird retision )’ by flash butt welding, shielded
10.1 General
metal arc welding and gas pressure welding
processes.
10.1.1 Cold-worked steel bars shall be either
butt welded or lap welded. Butt welding may
2 REFERENCES be carried out either by flash butt, gas pressure
2.1 The lndian Standards listed in Annex A are or by shielded metal arc welding process. Lap
welding may be carried out by shielded metal
necessary adjuncts to this standard.
arc welding process.
10.1.2 Bars of unequal diameter may be welded.
3 TERMINOLOGY
However, in case of butt welding, the difference
3.1 For the purpose of this standard, definitions in, diameter of bars shall not exceed 5 mm.
given in 1s 812 : 1957 shall apply. Where unequal diameter bars are welded, the
dimension ‘Ct’ mentioned in this standard refers
to the diameter of the smaller bar.
4 PLANS AND DRAWING
4.1 Plans and drawing for welding reinforced 10.1.3 The untwisted ends must be removed
steel bars shall be prepared in accordance before welding and the surface of the ends of the
with SP 46 : 1988. bars to be welded shall be clean and free from
rust, paint, grease and/or other contaminants
5 SYMBOLS which are likely to affect the quality 01 weld.
5.1 Symbols for welding used in plans and shop
drawings shall conform to IS 813 : 1986. 10.2 Flash Butt Welding of Cold-Worked Bars
6 WELDING EQIJIPMENT AND 10.2.1 General
ACCESSORIES
6.1 Welding equipment and accessories used in Flash butt welding may be adopted if a large
welding of steel bars for concrete reinforcement number of welding has to be done at the same
shall conform to the requirements of the appro- place and when the electric supply is available
priate Indian Standards where available. Where of the required capacity in respect of the cross
an Indian Standard is not available, equipment sectional arca of the maximum size of the bar
and accessories shall be of the best available to be welded.
quality. Their capacity shall be adequate for
the welding procedure. A general guidance for 10.2.2 Procedure
selection of equipment and accessories is includ-
ed in Annex B. 10.2.2.1 The ends of the bars to be welded
should be placed in proper alignment in clamps
7 PARENT METAL so that bent or ccccntric joints do not result.
The clamps should bc clcancd bcforc each weld-
7.1 The parent metal shall be of guaranteed ing operation to avoid current loss and to
weldable quality of steel conforming to IS 1786 : eliminate harmful notches or grooves due to
1985. burning in of spots of arcing.
10.2.2.2 The bar ends shall bc unjformly pushed
8 SAFETY AND HEALTH REQUIREMENTS
against each other from the moment of contact
8.1 Safety and health requirements as prescribed to the up-setting. The transfoi-mcr regulator
in IS 818 : 1968 shall be applicable. Fire pre- should ‘bc SO set that thi: cui~rcnt :tt 1hc contact
cautions shall be as given in 1S 3016 : 1982. arca is bctwecn 85 to 90 A/mml.
1IS 9417:1989
10.2.2.3 If the capacity of butt welding machine operation. Deviations from the nominal value
or the available power is not sufficient to take or large fluctuations during the operation may
the load for welding from cold, welding may be lead to gross defects in welding. Wherever pos-
done after preheating. By making and breaking sible, welding should be done during day time
of the contact arc repeatedly, heat can be made when the total load on the network is fairly
to spread over the entire cross section of the balanced.
bar. The number of short-circuits ( contacts 10.3 Butt-Welding by Shielded Metal Arc
and reversing > should be kept to the minimum Welding Process
possible so that the welding time and spread of
heat in the longitudinal direction in the bar is 10.3.1 General
minimum. Satisfactory joints with only slight Butt-welds by metal arc welding process are
reduction in original strength of the bar can be normally adopted to join bars of thickness more
achieved with a current density up to 25 A/mm’. than 20 mm.
10.3.2 Preparation for Welding
10.2.2.4 In automatic machines, the flash rate
should be so set that a continuous flash without 10.3.2.1 The preparation of the edges of the
interruption can be achieved. If the rate is set, rods shall be as shown in Fig 1. The edges shall
too high additional short-circuits are required be prepared by shearing, machining, or oxy-
leading to heat spread. If the rate is too low, acetylene flame cutting. Bevelling may be made
the flash will be interrupted and consequently by machining, grinding oxy-acetylene cutting.
air penetrating into the joints will form oxides. The fusion faces and the surrounding material
If the machine is hand-operated, the flash should shall be free from scale, dirt, greases, paint, rust
be maintained to avoid interruption. Too long and contaminants.
flashes lead to generation of large quantities of 10.3.2.2 When it is not possible to rotate the
heat thus removing the effect of cold-working in bars for carrying out all welding in flat position,
the bar. the edge preparation shall be such that welding
is done on both sides in the vertical position.
10.2.2.5 For bars with sheared ends, a burn-off
( flash-off) length of about 5 to 7 mm is requir- 10.3.2.3 All the bars to be butt welded should
ed (this length is practically independent of the be aligned and set up in position with their axis
bar diameter >. Very short burn-off lengths in one straight line. This may be done in a jig
lead to defective welding because all the impuri- or by means of a clamp or by using guides.
ties may not have been removed from the place Rotation of the bars should be avoided until
of welding. Increase in the burn-off length they are adequately welded so that no distur-
will spread heat along the length of the bar bance to the alignment is caused and no twist is
thus reducing the strength of the bar. introduced in the bars during the process of
welding. The joints may not be out of align-
10.2.2.6 The up-setting should result from the ment by more than 25 percent of the thickness
burning off, that is, without interruption in the of the thinner material for material up to and
rain of sparks. The electric supply should be including 12 mm thick, or by more than 3 mm
switched off about l/3 to 1 second after the start for thicker material.
of the up-setting or in the case of automatic
machine after 1 to 3 mm of up-set travel. 10.3.3 Electrode
The voltage and frequency of the current should 10.3.3.1 Welding electrodes with flux covering
be checked before commencing the welding of Type 3 or Type 6 of IS 815 : 1974 ara
YFUSION FACES CLEANEG
FIG. 1 EDGE PREPARATIONIS 9417: 1989
recommended for better results depending 10.3.4.2 In the case of non-rotatable bars, the
on the size of the bar to be welded. Storage of beads 1 to 4 should be made as explained in
the latter type and their drying immediately 10.3.4.1. The welder then moves to the other
prior to use must be strictly in accordance with side and beads 5 to 7 are similarly made. It is
the recommendation of the electrode manufac- difficult to deposit a uniform top bead for non-
turer. rotatable bars and it may be necessary to make
two or more separate annular runs so that the
10.3.3.2 The size of electrodes depends upon the
joint is approximately axisymmetric and has
position of the bead and thickness of the bar to
sufficient reinforcement as shown in Fig. 2.
be welded. The root runs should be made
with electrodes of size not exceeding 2’5 mm.
10.4 Butt Welding by Gas Pressure Welding
For successive beads, the size of the electrodes
Process
should be progressively increased so that in the
top bead, the electrode size does not generally 10.4.1 Gas pressure welding is basically a hot
exceed 3’15 mm for 20 mm bars and 5 mm for forging process of joining the two bars end to
40 mm bars. end. The bar ends are heated by a multi-nozzle
burner using oxy-acetylene flame and fused by
10.3.3.3 Concentration of heat shall be avoided
forcing the two bar ends against each other
by proper welding sequence and manipulation of
under pressure to effect a solid phase welded
electrodes.
joint.
10.3.4 Procedure
10.4.2 Recommendations in regard to the pre-
paration for welding procedure and equipment
10.3.4.1 The sequence of welding beads is shown
are given in Annex C.
in Fig. 2. The runs 1 to 4 are made in the
position of welding best suited for the quality
10.5 Lap Weldiug of Cold-Worked Bars
of the weld. Besides the interruption in weld-
ing required for cleaning of each bead, a pause
10.5.1 General
shall be made after every second bead and the
bar is allowed to cool. The temperature of the Lap joints may be made in cold-worked bars of
bars at a distance of about one bar diameter all sizes. They are preferred when access for
from the joints shall not exceed 300°C immedia- welding is from one side only, and while con-
tely after the bead is made. Before commencing necting prefabricated units. Use of electrodes
the next bead, the temperature shall not exceed with flux covering of Type 3 or Type 6 of
250°C. The temperature may be checked approxi- IS 815 : 1974 are recommended for better results
mately by using temperature indicating cray- depending on the size of bar being welded.
ons. However, in the absence of temperature Storage of the latter type and their drying im-
indicating devices, the bar may be allowed to mediately prior to use must be strictly in accor-
cool down to handhot temperature before the dance with the recommendations of the electrode
next bead is deposited. manufacturer.
After completing bead 4, the bars are turned 10.5.2 Preparation for Welding
through 180” and the beads 5 to 7 are made in
the same manner as described above. The top Edge preparation is not necessary for lap welds.
bead 8 is deposited as the joint is continuously The joint faces and the surrounding material
rotated and the size of the reinforcement should shall be free from scale, dirt, grease, paint, rust
be approximately as indicated in Fig. 2. and contaminants.
75 K-!!OIMT
FIG. 2 SEQUENCEO F WELDING
3IS 9417 : 1989
10.5.3 Electrodes somewhere in the middle of the joint and not
at its beginning.
The size of electrodes according to the diameter
of the bar to be welded shall be as follows: The movement of the electrode for welding lap
joints in the horizontal and vertical position is
Nomin;loX;meter of Size of Electrode, indicated in Fig. 3.
I Max
The various lap joints used to connect cold-
mm mm
worked bars are shown in Fig. 4 to 7.
Up to and including 10 2’5
In Fig. 4 to 6, the dimensions indicated as ‘5d’
Over 10 up to and 3’15
for single side welding should be halved to ‘2’5d’
including 18
if the welds are deposited from the opposite side
Over 18 up to and 4’0 also. The single-strap arrangement shown in
including 28 Fig. 7 is not recommended where access is from
Over 28 5’0 one side only. In the case of joints illustrated
in Fig. 6 and 7, the strap material must also
10.54 Procedure conform to 7 and the strap cross sectional area
The arc should be struck as shown in Fig. 3 must, at least, equal that of the bar to be joined.
k
WITrY)RAWAL
i
HORlZONThL
WELOING _
STRIKING Of ARC“7 - wlTHDRAWnL
3b wE1_Dlt4G IN THE
32 WELDING IN THE HORIZON~AC \iFI.?;t(:AL !=‘OI;ITION
‘=OSllION
FIG. 3 WELDING OF LAP JOINTS
SECTION A!Y
1. Strike the electrode here; the arc striking point must lie in the groove which will be subsequently
welded-over.
2. Welding directions for horizontal or near-horizontal lap joints; in the case of vertical Jar, joints,
the welding shall be performed from bottom to top ( rising 1.
3. Lift-oK electrode.
FIG. 4 LAP JOINT
SECTION AB
FIG. 5 LAP JOINT ( VARIANT )
4IS 9417 : 1989
--
I I- -4
1. Strike the electrode here; the arc striking point must lie in the groove which will be subsequently
welded-over.
2. Welding directions for horizontal or near-horizontal strapped joints; in the case of vertical strapped
joints, the welding shall be performed from bottom to top ( rising ).
3. Lift-off electrode.
4. Butted bar.
FIG. 6 STRAPPED JOINT ( ~=NOMINAL DIAMETER OF BUTTED BAR )
GAP 2 T03mm--cj
FIG. 7 STRAPPED JOINT ( VARIANT )
11 VISUAL INSPECTION conditions to establish that the proposed joints
can be made satisfactorily. For the purpose,
Each welded joint shall be visually inspected for the tests shall be the same as for ‘Quality Cont-
the following. rol Tests’ in 13 but only 3 test pieces will be
required for tensile test and 3 for bend test.
11.1 Sbape of Profile
Such initial tests shall be repeated if there is any
The profile of the welds shall be uniform, slight- change in:
ly convex and free from overlap at the toes of
a) the welding process;
the welds.
b) the grade of cold-worked steel bars;
11.2 Uniformity of Surface
c) the type or size of electrode;
The weld surface shall be uniform in appearance
throughout its length and shall show no d) the welder; and
pronounced hump or crater. e) the position of welding, unless the new
position is an easier one.
31.3 Degree of Undercut
The welded joint shall be free from undercut
13 QUALITY CONTROL TESTS
but slight intermittent occurrences may be dis-
regarded.
13.1 Butt Welds
Il.4 Freedom from Surface Defects
TCSt pieces containing butt welds at the
The surface of the weld shall be free from cracks,
centre in the as-welded condition shall be select-
cavities, solid inclusions and other visible
ed at the rate of one for tensile test and one
defects.
for bend test for evcrv 100 ioints or as decided
by the engineer-in-ci;arge. _I
11.5 Misalignment
The misalignment of the bars welded shall not
exceed one-fourth of bar diameter or 5 mm
Unm:~chineil specimens with a free length bet-
whichever is less.
ween grips about 20tl should he used. The
NOTE - Misalignment shall be evaluated on the sclccted pieces when sub_jccted to :t tensile test
basis of smaller diameter in c:lse of bars of unequal shall have tcnsilo strenglh not less than 90 per-
diameters are used. cent or the actual tensile strength of the bar but
in no case less than 485 MPa for grade Fc 415
12 INITIAL TESTS and 545 MPa for grndc Fe 500 of IS 1786 : 1985.
12.1 Prior to production welding, test welds The fracture shall not take place in the weld
shall be carried out under the local production joint.
5IS 9417 : 1989
13.1.2 Bend Test joints or as decided by the engineer-in-charge.
The welding flash or reinforcement shall be
removed at the point where contact is made 13.2.1 Tensile Test
with the mandrel. The welded joint shall be The free specimen length between grips must be
capable of being bent to an angle of 60’ around between 25 d and 30 d where d is the nominal
a mandrel of diameter specified below, before diameter of the bar. The breaking load shall
any crack appears: not be less than the guaranteed load in accor-
dance with IS 1786 : 1985 required to fracture
IVominal Diameter of Diameter of Mandrel
the bar.
Bar, d
mm mm 14 RETESTS
up to 10 5d
14.1 If a sample selected for testing fails to meet
Over 10 Id the requirements given under 13.1 and 13.2, the
purchaser or his representative shall take two
13.2 Lap Joints further samples from the same lot. If on test-
Test pieces containing lap joints at their centre in ing, either of the samples fails to meet the
the as-welded condition shall be selected at the specified requirements, the whole lot shall be
rate of one sample for tensile test for every 100 rejected.
ANNEX A
( Chse 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title A!?N o. Title
SP 46 : 1988 Engineering drawing IS 1786 : 1985 Specification for high
practice for schools and strengih deformed steel
colleges bars and wires for con-
IS 812 : 1957 Glossary of terms relat- crete reinforcements
ing to welding and cutt- ( third revision )
ing of metals 1s 1851 : 1975 Specification for single
IS 813 : 1986 Scheme of symbols for operator type arc weld-
welding ( jirst revision > ing transformers ( se-
cond revision )
IS 814 (iPart 1) : 1974 Specification for cover-
ed electrodes for metal IS 2635 : 1975 Specification for DC
arc welding of structural electric welding genera-
steels : Part 1 For weld- tors ( second revision )
ing products other than 1s 2641 : 1964 Specification for electric
sheets ( fourth revision ) welding accessories
IS 815 : 1974 Classification and cod- IS 2751 : 1979 Code of practice for
ing of covered electro- welding of mild steel
des for metal arc weld- plain and deformed
ing of structural steels bars for reinforced con-
( second revision ) crete construction ( Jirst
revision )
IS 818 : 1968 Code of practice for
safety and health re- IS 3016 : 1982 Code of practice for fire
quirements in electric precautions in welding
and gas welding and and cutting operations
cutting operations ( jirst IS 9595 : 1980 Recommendations for
revision ) metal arc welding of
carbon and carbon
IS 1179 : 1967 Specification for equip-
manganese steels
ment for eye and face
protection during weld- IS 9857 : 1981 Specification for weld-
ing ( Jirst revision) ing cables1s 9417 : 1989
ANNEX B
( Clause 6.1 )
SELECTION OF EQUIPMENT AND ACCESSORIES FOR WELDING COLD-WORKED
BARS USED FOR REINFORCED CONCRETE CONSTRUCTION
B-l GENERAL core, and (d) a variable flux linkage transformer.
Being essentially a single-phase load, welding
B-l.1 The methods of welding covered in this
transformers when connected to 3-phase supply
annex are:
mains may cause slightly unbalanced load condi-
a) Flash butt welding, and tions. Condensers of adequate rating may also
b) Shielded metal arc welding with covered be connected across the input lines for improv-
electrodes. ing the power factor.
B-3.1.1.2 Rotary machines, such as, motor
B-2 FLASH BUTT WELDING EQUIPMENT
generators suitable for use on alternating-current
B-2.1 The efficiency of the flash butt welding mains give a direct current output of the requir-
equipment, manifested by its corrjunctive efftcien- ed characteristics. They have the advantage-
cy for cold-worked steels should be about that they impose a balanced load on 3-phase
8 kVA/cm” of the cross sectional are2 of the bar supply mains. They are, however, initially more
in order that sufficient cold weld may be accom- expensive and require more maintenance than
plished. transformers.
B-2.2 The jaws for clamping the bars should B-3.1.2 Where the mains supply is direct current,
preferably be long and pin shaped in order to a motor generator designed for direct current
assume 2 rectilinear central feeding of the bar mains use has to be selected.
ends. The joint should preferably be of copper B-3.1.3 Rectifier welding sets which are relative-
to assume a smooth and uniform flow of current ly high in initial cost, require very little main-
from the jaws into the bar. tenance because of elimination of most moving
parts. They also impose a balanced load on
B-3 SHIELDED METAL ARC WELDING
3-phase supply. mains.
EQUlPMENT
B-3.1.4 For work at sites where mains power
B-3.1 In its simplest form, the equipment
supply is not available, a petrol or diesel engine
required for shielded metal arc welding of cold-
driven welding generator may be selected. Such
worked steel bars for concrete reinforcing con-
machines are often mounted on trailers for easy
sists of: pormbility.
a>W elding power source;
B-3.1.5 Other points to be considered when
b) Accessories, such as, electrode holders, selecting the equipment are;
earth clamp, welding cable, connectors, a>
that the machine is designed to work satis-
chipping hammer 2nd wire brush;
factorily in the climatic conditions that
4 Protective equipment for the operator, will be met with during service;
such as, hand screen or helmet, gloves, b) that it is well made and conforms to rele-
apron, etc; and
vant Indian Standards, wherever these
4 Suitable electrode storage and drying exist; and
equipment, where necessary.
4 that the current capacity is adequate for
welding with the sizes of electrodes expect-
B-3.1.1 Welding Power Source
ed to be used.
The current for welding may be alternating or B-3.1.5.1 IS 1851 : 1975 covers transformer
direct. There is little to choose between them
welding equipment and IS 2635 : 1975 covers
for work involving mild steel welding. Electri-
motor generator equipment for manual metal arc
city from the mains is usually at too high 2 welding.
voltage for are welding. Various types of equip-
ment are used for reducing this voltage and B-3.1.5.2 Electrode holders shall conform to the
delivering 2 welding current of right characteri- requirements laid down in IS 2641 : 1964 2nd
sties. shall be of suitable rating for welding with
electrodes in sizes expected to be used.
B-3.1.1.1 Alternating current transformer of
oil-cooled or air-cooled type has the advantage B-3.1.5.3 Welding cables shall conform to the
of being low in initial cost and requiring very requirements laid down in IS 9857 : 1981, if
little maintenance. Various types of controls cables with copper conductors are used. Cables
for varying the current to suit conditions are with aluminium conductors shall be of 2 quality
in common use. Some of these are: (2) a proved for performance. Two lengths of cables
static choke with tappings, (b) 2 choke the value are required, one from the welding set to the
of which may be varied by means of the move- electrode holder and the other from the work
ment of the core, (c) a choke with a saturable piece to the welding set.
7IS 9417 : 1989
B-3.1.5.4 All cable terminal connections, such B-3.1.6.1 Aprons and leather gloves should be
as, sockets-earth clamp, shall also conform to of a standard that has been proved adequate
the requirements specified in IS 2641 : 1964. for welder’s use. Shoulder guards, leggings and
other such protective garments may be necessary
B-3.1.5.5 A well made chipping hammer with a when the operator has to do positional welding
hardened and tough cutting edge and a narrow in conditions where freedom of movement is
type wire brush which may reach the root of the restricted.
weld would also be required for deslagging and
cleaning the weld.
B-3.1.7 Sforage
B-3.1.6 Protective Equipment
The conditions of the electrodes used have an
A non-conducting hand screen or helmet fitted important bearing on the ultimate quality of
with protective filter lens will be required to the weld produced. Particularly, when moist
protect the face and eyes of the operator from ambient conditions are envisaged, for instance,
the ultra-violet and infra-red rays emitted by at site work, the storage of electrodes has to be
the arc. The filter lens has the double function given much attention. Heated storage cabinets
of securing good vision of the arc and giving or drying ovens arc a must when low hydrogen
effective protection by cutting off the harmful type electrodes are being used for site work.
rays. The eye and face protection equipment Other types of electrodes also are preferably
should conform to the appropriate stipulations stored before use in such cabinets when ambient
laid down in IS 1179 : 1967. conditions are unfavourable.
ANNEX C
( Clause 10.4.2 )
GAS PRESSURE WELDING
C-l GAS PRESSURE WELDING PROCESS the bar diameter. Heating shall be stopped at
this stage. However, pressure application shall
The gas pressure welding process may be used be maintained for some time even after the
for butt welding of reinforcing bars.
flame is put off.
C-l.1 Preparation for Welding C-1.2.5 The bars shall be unclamped after the
glow of the heated area vanishes.
C-1.1.1 The ends of bars and the extreme un-
C-1.2.6 In case the flame dies out during heat-
twisted ends of new bars shall be cut by shear-
ing, the affected area shall be cut off and the
ing or machining to make the face approximately
normal to the axis of the bar. Care should be welding procedure begun afresh.
taken to ensure that the bar ends do not twist
C-2 GAS PRESSURE WELDING
while shearing.
EQUIPMENT
C-1.1.2 Rust, oil, paint, cement paste and any
other coating over the bar-ends shall be remov- C-2.1 The equipment for gas pressure welding
ed and the surfaces to be welded shall be finish- comprises of:
ed as flat as possible.
4 Oxygen and acetylcnc gas cylinders with
regulating values, etc;
C-l.2 Procedure
b) Multi-nozzle burner;
C-1.2.1 Bars are clamped securely in the
clamping unit with no misalignment keeping the c> C lamping unit; and
gap between the bar ends less than 3 mm.
d) Pressurizer.
C-1.2.2 To begin with, the bar ends are heated
C-2.1.1 The burner consists of a blow pipe with
by a reducing flame to avoid any oxide forma-
four or more nozzles. The nozzles shall be so
tion. The flame shall be directed at the joint
arranged to ensure uniform heating of the bar
and the burner shall be rotated to ensure
surface. The burner shall provide stable flame
uniform heating of the bar ends. On sufficient
during heating and the heating capacity shall be
heating, the gap between the bar ends shall be
closed by the application of axial pressure appropriate to the size of the bar.
(preliminary or first stage pressurization).
C-2.1.2 The clamping unit shall grip the bars
well, be easy to handle, capable of being used in
C-1.2.3 After preliminary pressurization and
horizontal or vertical position of welding, and
complete closing of the gap, the bar ends shall
be heated by a neutral flame. The heating shall have such machanism that no misalignment
develops at the welded portion.
be done for an appropriate period ensuring
that the bar ends do not melt.
C-2.1.3 Pressurizer shall be either hydraulic or
C-1.2.4 On sufficient heating of the bar ends, mechanical and may be either manually operat-
appropriate axial pressure ( final or second cd or electrically driven. The pressurizer shall
stage pressurization ) is applied so that the be capable of maintaining uniform axial prcs-
bulge at the weld interface is about 1’4 times sure.
8.
Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau oft he Indian
Standards, Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.B ureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, I986 to promote
harmonious development of the activities of standardization, marking and quality certification ol
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference :
Dot : No. SMDC 15 ( 2919 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 t 331 13 75
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 36 24 99
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 18 43
3 16 41
Southern : C.I.T. Campus, 4 Cross Road. MADRAS 600113 I f 1: 2’; ;;
41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East)
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR.
GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA.
TRIVANDRUM.
Printed at Swatantra Bharat Press, Delhi, India
|
2770_1.pdf
|
IS : 2770 ( Part I ) - 1967
Indian Standaid
METHODS OF TESTING BOND IN
REINFORCED CONCRETE
PART I PULL-OUT TEST
( Fourth Reprint OCTOBER 1989 )
UDC 666.982:620.172.21
. . . .
@ Copyright 1968,
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, ‘3 BAHADUR SHAH ZAFAR ,MARG
NEW DELHI 110002
Cr 3 Jnnuary 1968
.IS : 2770 ( Part I ) - 1967 .
Indian Standard
METHODS OF TESTING BOND IN
REINFORCED CONCRETE
PART I PULL-OUT TEST
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
SIIRI K. K. N.\M~>w The Concrete Association of India, Bombay
_lfembm
SI~I XI. A. MIXTA ( Atewok to
Shri K. K. Nambiar 11
SHKIK . F. r\STIA M. N. Dastur & Co ( Pvt j Ltd, Calcutta
SlIIU ,\. 1~. UAccrrr Sahu Cement Service, New Delhi
SlIKI I’. 5. Stiir?.N.\GA:: Bhakra & Beas Designs Organization, New Delhi
I)R S. K. CHOPR.3 Central Building Research Institute ( CSIR ),
Roorkee
SNIU J. S. SEIXU.\ ( :ll/enla!r )
1111<rc10(x c :31 j Central 1Vater & Power Commission
il)rnrc~orz ( 11 :sts II I :I ( Mernale )
UK R. I<. ~;l!osli Indian Roads Congress, New Delhi
!jl:RI H. I<. c;Cl!.% Central Public Works Department
Sl'PERI~~rL.XDISi: Ik,l.WhR,
2x1) CrRcm ( ;Ilkrnafc)
i)N a. Ii. ~IA.I.TI\SG,DI l'hr hssociatcd Cement Companies Ltd, Bombay
Sxnr V. N. PAX ( .lhxalP )
JOIST DIRLCTOR ST,ZNDARUS Research, Design: & Standards Organization
!U&S) ( 1finistry of Railways 1
r‘)EPUl Y kthCT0.9 s I .\SUARIY~
S.I:. Joshi & Co L.td, Gombay
C:entral Road Research Institute ( CSIR ), New
Delhi
I>R Ii. K. Gwxr1 ( .k!lemtle j
:;SiRI s. s. hfUKERJ1 iUationa1 Test Mouse, Calcutta
SHRI E. K. I<,~ICIIANDRAN ( Mcrnafc )
'*!itRI1 ;KhCII .\. ~i.?Im:.~II,\~I Institute of Engineers ( India j, Calcutta
1<F.I(: ~.ZKLSII l'R.?‘.\J> Engincrr-in-Chief’s Branch, Army Hcadquartcrs
s;i1u C. 8. I'.\TEL X'a:ional Buildings Organization
SIZRI KAI::SDEF. SINGH ( .Ilternnfe )
%lKl I. 1,. PATEL Directoratc General of Supplies & Disposals
SSI<I ‘I’. N. S. RAO Gammon India Ltd, Bombay
Snxi S. R. PIXII~IKO ( .Ilt?r~cite1
It LIdtSESThTIVE Geological SurT;cy of India, Calcutta
hX'RESESTATI\E ?'he India Cements Ltd, Madras
SHKI K. G. S.\I,VI IIindhstan Housing Factory Ltd: Xc w Delhi
S11nr C. I,. liASL:$\'I\L ( Alfernalr )
( Conlinwd ox pap 2 )
BUREAU OF INDIAN STANDARDS
klANr\K UIIAVAN, 9 IIAII:\I>I:R hHr\Ii %;\F.\R hl.\RG
NEW DI:l.HI 1 I!)UOL1s : 2770 ( Part I ) - 1967
Members Represotlirlg
DK S. SARKAR Structural Engineering Rrscarch Clcntre ( CSIR ).
Roorkee
SHRI Z. GEORGE ( &mafc )
SECRETARY Central Board of Irrigation’& Power, New Delhi
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. \‘. RAYANA I .dlfrwn!r ‘1
SHRI J. hi. TREHAP: ’ ’ Roads Wing, hlinistry of Transport
SHRI N. H. KESM’ANI c ;U6rrmte ]
DR H. C. YISYESVARAYA Cement Research Institute of India, Sew Dellli
SHRI R. NA04RAJAN, Director General. IS1 ( E+-~jicio .licmbrr)
Director ( Civ Engg )
Sh7f2Ul;v
SHRI Y. R. TAXEJ.~
Deputy Director (Civ Engg !, IS1
Concrete Subcommittee, BDC 2 : 2
co:o,ri’ew
SlIRl S. B. ,JOSHI S.U. Joshi 8: Co Ltd, Bomba!
.l&71zler.!
SIIRI 1’. D. AHUJ.~ Sational Buildings Organizarioll
SHHI P. C. J.\IN I,r l/t~rt/u/r).
SHRI K. F. .\xr~A 11.X. Dastur K Co (Pvr) Lid, Calcutta
SIIRI 13. C. PATEL. ( ~li/et~xalr )
SMKI A. P. HAOCIIL Sahu Crmmt Service, iKw~ Dvllri
SlIRI 3. K. CHOM In prrsonal capacity ( .lf 60, Cu\toit .Un:,l hnbrg~)
DK S. Ii. CIIOPKA CrncI;abor~c;ilding Rescatch Instirutc. ( CSII< ),
DK I. C:. DOS hf. P.\Is C:cnnov Cwtral M’atcr & Po\ver Commissiou
DIRECTOR ! DAMS I ) ( Altermfe 1
1 lydcrabad Engineering KcsWrcll I.;llwr;cl~~r~.
Hydcrabad
Grologica! Survey of India, I,ucknow
Public 1Vorks Drpar~mwt , hlaharash<ra
Enginwr-in-Chici’s Bran&, Armv Heaclqtlat I VI. \
‘I%, Concrete Association of In&, Iloluha!
Delhi
PROP G. S. RAM.\b\FAMY Structural Engineering Iiwxwch C:vncl*. ( CSIIi ‘(
Roorkcr
DK S. SARKAR f .4lteml~~ )
SIIRI T. N. S. RAO Gammon India I.td, l~umba)
SIIRI S. R. PIXHEIRO : Alkmotc )
SUPERINTE~~DING ENGINEER, ZND Centrai Pltblic \j’orks Drpartmrnc
CIRCLE
SHRI S. G. VAIDYA ( Altcnrcrce )
SHRI J. M. TREHAW Roads \$‘ing, ;\Iinistry of ‘l‘rauspwl
SHRI R. P. SIKKA ( Alternate )
DR H. c. VI~~E~V.~RA~A Cement Research Institutt. of India, NW I)cltliIS : 2770 ( Part I ) - 196f
Indian Standard
METHODS OF TESTING BOND IN
REINFORCED CONCRETE
PART I PULL-OUT TEST
0. FOREWORD
0.1 This Indian Standard ( Part I ) was adopted by the Indian Standards
Institution on 20 November 1967, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil Engi-
neering Division Council,
0.2 This part deals with the method for comparison of the bond resistance
of different types of reinforcing bars with concrete by pull-out test. The
l3eanl Te.sts for determining the bond properties of reinforcing bars will be
covered subsequently in separate parts.
0.3 ‘I’his method of test is intended to provide a standardized procedure for
comparison of bond characteristics between concrete and different types of
steel reinforcing bars. Such determinations may be made for any purpose,
from routine acceptance tests to research testing, in so far as applicable to a
particular project. The method is offered as one workable procedure, to be
employed either in its entirety or with modifications to meet specific condi-
tions. The method may also be used with some suitable modifications, if
necessary, for comparing different concrete mixes for their bond characteris-
tics with steel reinforcing bars.
0.3.1 It should, however, not be assumed that the averagi bond stresses
calculated from the results of such tests have any direct relation to the
permissible bond stress given in Table VI of IS : 456-1964*.
0.4 The bond strength, or the measure of the effectiveness of the grip between
concrete and steel, has no standard quantitat.ive definition, In pull-out
tests on plain bars, the maximum load generally rcpresenrs the bond
strength that can be developed between the concrete and steel. With plain
bars the maximum load is not very different from the load at the first visible
slip, but in the case of the deformed bar, the maximum load may correspond
to a large slip which may not in fact be obtained in practice before other
types of failure occur. It is preferable, therefore, when comparing plain
and deformed bars to determine not only the maximum load but also the
load at arbitrary amounts of slip and also plot the complete load-slip
*Code of practice for plain and reinforced concrete ( vmd rwirion J.IS : 2770 ( Part I ) - 1967
curves for the plain and deformed bars under comparison. One such basis
of comparison is the load at a relative movement ( slip ) between steel and
concrete of 0,025 mm at the free end of the bar in a pull-out test.
0.5 The Sectional Committee responsible for the preparation of this standard
has taken into consideration the Views of producers, consumers and tech-
nologists, and has related the standard to the manufacturing and tradr
practices followed in the country in this field. Due weightage has also
been given to the need for international co-ordination among standards
prevailing in different countries of the world. These considerations
led the Sectional Committee to derive assistance from the published docu-
ments of the following organizations:
American Society for Testing and Materials
British Standards Institution
Standards Association of Australia
0.6 This standard is one of a series of Indian Standadrs on testing 01
concrete. Other standards published so far in the series are given on page IO.
0.7 In reporting the results of a test or analysis made in accordance xvitlr
this standard, if the final value observed or calculated, is to bc rounded 00;
it shall be done in accordance \\-ith IS : Z-1960”.
1. SCOPE
1.1 This standard ( Part I ) covers the method for the conlparison of the
bond resistance of different types of reinforcing bars with concrete by means
of a pull-out test.
2. APPARATUS
2.1 Mouids for Bond Test Specimens -The moulds shall be of si_x
suitable for casting concrete cubes of dimensions specified in 3.1 and shall
conform to the requirements of compression test specimens slxcificd in
IS : 516-1959t.
The moulds shall be watertight. Watertightness may be accomplished
by using grooved joints, or a sealing compound may be applied at the joints
after assembiy. The moulds shall be designed to hold the bars rigidly in
place and shall allow for easy removal wlthout disturbance of embedded
bars.
2.2 Measuring Apparatus - Apparatus shall be provided for measuring
the movement of the reinforcing bar with respect to the concrete at bot!l
the loaded and unloaded ( free ) ends of the bar. Dial micromctcrs shall
-
tRulcs for rounding off numrrical valurs ( wr~kf :.
. $Methods of test for strength c,f concrete.
4IS : 2770 ( Part I ) - 1967
be wxii. nt both locations. At the free end of the bar a dial nCcwmetrr
;:mclu~!ted tc, wad in 0.002 3 mm and having a range of not less thm 2.5 mn~
hll lx ased. At thr loaded end, dial micrometers graduatt,d in 0.025 mm
\~ill IX s;,tisfactory, IJ~ILa range of at least 12.5 mm should h Im~\G!cd; ~u~tl
a range oi‘ 25 nuu is desirable ( see Note ),
NOTE -- One ~ypc of apparatus that has been found satisfactory i> LII~~HWi n I‘iq. 1.
The dial micromctrrs are mounted on suitable yokes which arc attached to the cw.~ rctc
specimen with srl scrc~vs. At the unloaded end of the bar thv q~.:ge CRII be adjusted
by means of the threaded bolt with which it is attached to thy yak,-. .\I rhr loaded end
of the bar, adjustment is accomplished by changing the height of tllc cap scw~vs on the
ends of the cross-bar on which the stems of the dial mirron:r!c~rs lxx. ‘I he s&t rim
cross-bar is attached to the reinforcing bar through four SCI’CGIi n !IIc. arms of the cross-
bar which bring, the gasket rubber lining into firm contact \vit!l 111~r cil:forcinq bar.
‘The three set SCI&VSa s shown are used to-ensure additional cr~i.,r-bar co:ltact. The
cross-bar rests in a slot machined in the intermediate bearing p!ate.
2.3 Testing Machine - The testing machine may be of any reliable type,
ofsufficient cap;i’ ;ty for the tests and capable ofapplying the load at the rate
specified in 4.2. The bearing surface of the concrete cube shall be supported
on a square machined steel plate of size not less than the size of the test cube
( see 3.1 ) and 20 mm thick, with a hole drilled through its centrc ofsuflicient
diameter to accommodate the reinforcing bar. If a cross-bar measuring
apparatus similar to that shown in Fig 1 is used, this plate should be support-
ed on a steel block at least 125 mm in diameter and 75 mm thick. This
block should have a central hole to accommodate the reinforcing bar, and in
addition, on its top side should have a diametral slot and central hole of
dimensions sufficient to accommodate the cross-bar. This slotted block
shall rest in turn on a spherically seated bearing block at least 125 mm in
diameter and having ti central hole at least 40 inm in diameter ( see Fig. 1 j .
2.4 Tamping Rod - The tamping rod shall be a round, straight steel rod
15 mm in diameter and approximately 0.6 m in length, having the tamping
end rounded to a hemispherical tip, 15 mm in diameter.
3. TEST SPECI?&ENS
3.1 Size of the Test Specirhen -The test specimens shall consist of
concrete cubes of size given below, with a single reinforcing bar embedded
vertically along a central axis in each specimen. The bar shall project down
for a distance of about 10 mm from the bottom face of the cube as cast, and
shall project upward from the top face whatever distance is necessary to .
provide sufficient length of bar to extend through the bearing blocks and the
support of the testing machine and to provide an adequate length to be
gripped for application of load:
Diameter of the Bars (‘Tire of the Cu6e
mm mm
Up to and including 12 100
Over 12 up to and including 25 mm 150
Over 25 mm 225IS : 2770 ( Part I ) - 1967
O.OOP5mm DIAL B*uoE,
UPPER YOKE
CGNCRETL
WITH REINF
SAR
LOWER YOKE
SLOTTED STEEL
BEARING BLOCK
SPHERICAL SEATE
SEARING BLOCK
FROM VIEW SIDE VIEW
4 mm OASULT RUBBf
ROUND PIPE 2 mm WALL
SS BAR
SECTION XX
CROSS BAR
All dimensions in millimetres.
Fro. 1 TYPICAL MEASURING AND TESTING APPARATUSF OR BGND TEST
3.1.1 The cube shall be reinforced with a helix of 6 mm diameter plain
mild steel reinforcing bar conforming to Grade I df IS : 432 ( Part I )-
1966* or IS : 226-1962t at 25 mm pitch, such that the outer diameter of
*Specification for mild steel and medium tensile steel bars and hard-drawn steel wire
for concrete reinforcement: Part I Mild steel and medium tensile steel bars ( second revision).
7Specification for structural steel ( standard quality ) ( third reoisien ). ( Since revised ).
6IS:2770(PartI)-1967
the helix is equal to the size of the cube, each end of the helix being welded
to the next turn.
3.1.2 The average compressive strength of three cubes representing the
concrete used for test specimen in 3.1, made and tested in accordance with
relevant requirements of IS: 516-1959* shall be 200 to 300 kg/ems at the
time of making the pull-out tests. If the range of the compression strength
of three cubes tested exceeds 50 kg/cm2, the test series shall be discarded.
All test specimens and the control cubes required to establish the strength of
concrete shall be cured under similar conditions.
3.1.3 For the purpose of comparing bond resistance of deformed bars and
plain bars, the concrete used.in both tests should be ofthe same mix, strength,
age and curing. The bars to be tested shall also be of same cross-sectional
area and have similar surface conditions ( see Note under 5.2.1 ).
3.2 Preparation of Test Specimen
3.2.1 BUYS- Loose scale and rust shall be thoroughly removed fi-om the
bars by wire brushing and bars inspected to ensure that they are free from
grease, paint, or other coatings which would affect their bond. Suitable
solutions may also be applied, if necessary, to clean the grease or oil. The
end of the reinforcing bars on which the stem of the dial gauge is to bear in
the test, shall be ground to a reasonably smooth surface normal to the axes of
the bars.
3.2.2 Mi.Gg Concrete-Except in those tests for which the method of
mixing concrete is a controlled variable, the concrete shall be mixed in
accordance with the relevant requirements of the method of making and
curing concrete compression test specimens in the labofatory specified in
IS : 516-1959*. The consistency of each batch of concrete shall be measured
immediately after mixing. When the air content of the freshly mixed
concrete is also required to be known, the determination shall be made in
accordance with the relevant requirements of IS : 1199-1959t.
3.2.3 Moulding and Curing S”ecimens - Except in those tests for which the
method of placing concrete in moulds is a controlled variable, the specimens
shall be moulded and cured in accordance with the requirements of the
method of making and curing concrete compression test specimen in labora-
tory ( compaction by hand) specified in IS : 516-1959’ ( see Note ). After
the top layer has been rodded, the surface shall be struck off with a trowel
and covered with damp burlap to prevent evaporation.
NOTE - If concrete of very dry consistency is used, the recommended procedure of
compacting by rodding may prove unsatisfactory. In such cases, it is recommended
*Methods of test for strength of concrete.
tMethods of sampling and analysis of concrete.
7IS I 2770 ( Part I ) - 1967
that placement by vibration be used. Internal vibration by means of a laboratory type,
low-amplitude, high-frequency vibrator is preferable. The concrete shall be placed
in the moulds in two layers of equal thickness and each layer shall be vibrated until
the concrete is compacted. Care shall be taken not to vibrate the concrete excessively,
unless this factor is being investigated in the tests.
3.3 Number of Specimens - At least three specimens of the deformed bar
submitted for test and three comparative specimens of plain bars of the
same effective cross-sectional area as the deformed bars under test, shall be
prepared and tested.
3.4 Preparing Specimens for Testing - Top surface of the cube, which
is the bearing surface in the pull-out test, shall be capped with a thin layer
of neat cement paste at least 24 h prior to testing, or a thin layer of high-
strength gypsum plaster shall be applied at least 2.h prior to testing ( see
Note ) .
NOTE- The recommended procedure for capping specimrns’is as follows:
Align the reinforcing bar in the bond specimens vertically by use of a carprntcr’s
Icvcl. In this case, placing the specimens on the base of mould vertically cast
snrcitncns will facilitate use of shims generally required to align bars. Oil the 20 mm
ririllcd steel plate used in the pull-out operation and use as the capping plate. After
a sufficient quantity of capping material has been placed on the specimrn, slip the
20 mm drilled plate over the reinfurcing bar and press firmly on the capping material
lmtil it extrudes at all edges of the plate. Level the drilled plate with a carpenter‘s
level. Removal of the material that extrudes through the drilled hole in the plate
before it hardens will aid in removing the plate without damage to the cap. UnIcss
machined moulds are used for specimens containing horizontally cast bars, it is
recommrnclrd that they also be capped.
4. TEST PROCEDURE
4.1 The test specimen shall be mounted in a suitable testing machine in
such a mhnncr that the bar is pulled axially from the cube. The end of the
bar at which the pull is applied shall be that which projects from the top
fact of the cube as cast.
4.1.1 In assembling the testing apparatus on the specimen the distance
b~~twccn the face of the concrete and the point on the loaded end of the
reinforcing bar at jvhich the device for measuring slip is attached, shall
be carefully measured so that the elongation of the bar over this distance
may hc calculated and deducted from the measured slip.
4.2 The load shall be applied to the reinforcing bar at a rate not greatcl
than 2 250 kg/mm, or at no-load speed of the testing machine head of not
greater than I.25 mm/min, depending on the type of testing machine
used and the means provided for ascertaining or controlling speeds.
4.3 The movement between the reinforcing bar and the concrete cube, as
indicated by the dial micrometers shall be read at a sufficient number of
intervals throughout the test to provide at least 15 readings by the timeIS : 2770 ( Part I ) - 1967
a slip of 0.25 mm has occurred at the loaded end of the bar. The dial micro-
meters shall be read at the loaded and unloaded ends and reading recorded
to an cstimatcd 0.1 of the least division of the dial.
4.3.1 The loading shall be continued and readings of movements recorded
at appropriate intervals until:
a) the yield point of the reinforcing bars has been reached,
I)) the enclosing concrete has failed ( the type of failure shall be
noted ), or
c) a minimum slippage of 2.5 mm has occurred at the loaded end.
4.3.1.1 The maximum load for each type of failure shall be recorded.
4.4 For the purpose of comparison the bond resistance of deformed bars and
plain bars, tile comparison of bond strengths shall be made on the basis
of the avcragc bond strcsscs calculated from the loads at a measured slip of
(PO25 mm at free end. It is recommended that when comparing plain
and deformed bars, the complete load-ship curves of both should also be
plotted. The following details shall be recorded:
a) The load at a slip of 0.025 mm at the free end, and
b) The load at a slip of 0.25 mm at the free end.
5. CALCULATION OF BOND STRESS
5.1 The slip at the loaded end of the bar shall be cahulated as the average
of the readings of the two dial gauges, corrected for the elongation of the
reinforcing bar in the distance between the bearing surface of the concrete
block and point on the reinforcin g bar at which the measuring device was
attached.
NOTE-Theoretically, a similar correction is required for the compression of the
concrete between the bearing surface and the point at which the yake holding the
dials is attached, if the apparatus illustrated in Fig. 1 is used. This movement, how-
ever, is usually very small and may be neglected.
5.2 For the purpose of this test, the average bond stress shall be the value
obtained for each specimen, by dividing the applied load at the slip
specified, by the surface area of the embedded length of the bar; and then
taking the average value for the group of each type of bar in the test series.
5.2.1 For deformed bars, the surface shall be calculated from the nominal
size of the deformed bar as specified in the relevant standard specification.
NOTE- As per IS : 1139-1966*, the no&nal size of a deformed bar is equivalent to
the diameter or side of a plain bar having the same weight per metre run as the
deformed bar.
*Specification for hot rolled mild steel and medium tensile steel deformed bars for
concrete reinforcement ( rev&d ).
9IS:277O(PartI)-1967
6. RECORD OF RESULTS
6.1 The following details shall be recorded:
a) The crushing strength of the concrete cube at an age corresporGlg
to the age of the specimen at the time of making the pull-out tests,
b) The age of specimen,
c) The load at a slip of 0,025 mm at the free end,
d) The load at a slip of 0.25 mm at the free end,
e) The slips at free and loaded ends at regular intervals of loading, and
f> The maximum load at failure and the type of failure.
INDIAN STANDARDS
ON
Testing of Concrete
IS: RF
516-1959 Methods of test for strength of concrete . . . . . . .*. 5.00
1199-1959 Methods of sampling and analysis of concrete . . . . . . 7.50
10BUREAU OF~&ibIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 09 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 75
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V..I, P. Road, 36 24 99
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 2.18 43 j 1
CHANDIGARH 160036 I 31641 i
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
( 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
#Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
$Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5. Ward No. 29, R.G. Barua.Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HY DERABAD 500001
6 34 71
R14 Yudhister Marg. CScheme. JAIPUR 302005
I 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. f4/1421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24’35
PUNE 411005
*Sales Office in Celcuttr is at S Chowringhrr Approach, P. 0. Princep 27 88 00
Street. Calcutta 700072
tSefes Office in Bombay ir at Novelty Chambers, Grant Reed, 99 6628
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharrjr Square, 22 36 71
Bengalore 500002
Reprography Unit, BIS, New Delhi, India
|
1572.pdf
|
IS : 1572~-1 986
Indian Standard
SPECIFICATION FOR
ELECTROPLATED COATINGS OF CADMIUM
ON IRON AND STEEL
( Second Revision )
Metallic and Non-metallic Finishes Sectional Committee, SMDC 23
Chairman Representing
DR R. C. SHARMA Eveready Flashlight Company, Lucknow
Members
SHRI G. S. BHA~ACHARJEE Ministry of Defence ( R & D )
SHRI I. N. BHATIA ( Alternate )
SHRI A. T. BORATE Premier Automobiles Ltd, Bombay
SHRI A. G. PRABHU ( Alternate )
SHRI M. S. CHAKRAVORTY Premier Metal Finishers ( P ) Ltd, Calcutta
SHRI R. K. CHATTERJEE( Alternate )
CHE;;;~E~METALLURGIST-I, RDSO, Ministry of Railways
CHEMIST& METALLURGIST,I CF,
MADRAS ( Alternate )
SHRI JAYENDRAK . DALA~ Kohinoor Electra-Gilders, Bombay
DR R. P. DAMBAL Indian Telephone Industries Ltd, Bangalore
SHRI E. D. DHARMARAJ Plateyell Prpcesses & Chemicals Ltd, Vadodara
SHRI KAUSHIK GOKALDAS CZzF;g Mitra Phoenix Ltd, Bombay
DR S. GURUVIAH Electrochemical Research Institute
( CSIR ), Karaikudi
SHRI S. KONGO~X Kongovi Electronics Pvt Ltd, Bangalore
SHRI P. R. RAO ( Alternate )
DR S. KRISHNAMURTHY In personal capacity ( ‘Shubhodayn’ 38, XI Main L
Road, Malleswaram West, Bangalore )
SHRI V. KUISHNAMURTHS NGEF Ltd, Bangalore
SHRI ASWATHANARAYANA( Alternate I )
SHRI M. K. ALAGE ( Alternate II )
( Continued on page 2 )
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:1572- 1986
( Continued from page 1)
Members Representing
SHRI V.S. KULKARNI Grauer 8z Weil ( India ) Ltd, Bombay
SHRI SUSHILG OINKA ( Alternate )
SHRI M. PKABHAKAR MAHANDALE RMT Ltd, Bangalore
SHRI K. R. SATHYANARAYANA( Alternate )
SHRI R. C. MATHUR Ministry of Defence ( DGI )
SHRI M. R. GNASH ( Alternate )
SHIU K. L. MUTHU T.I. Cycles of India, Ambattur, Madras
DR S. K. NARANG National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI R. S. RAGHAVAN Development Commissioner ( Small Industries
Services Institute ), New Delhi
SHRI R. SOMASEKHARA Bharat Electronics Ltd, Bangalore
SHRI K. NAGESH ( Alternate )
DR J. VAID Peico Electronics and Electricals Ltd, Pune
SHRI K. RAOHAVENDRAN, Director General, BIS ( Ex-officio Member )
Director ( Strut & Met )
Secretary
SHRI S. K. GUPTA
Deputy Director~( Met ), BISIS:1572 -1986
Indian Standard
SPECIFICATION FOR
ELECTROPLATED COATINGS OF CADMIUM
ON IRON AND STEEL
/ Second Revision)
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 10 September 1986, after the draft finalized by
the Metallic and Non-metallic Finishes Sectional Committee had been
approved by the Structural and Metals Division Council.
0.2 This standard was first published in 1960, revised in 1968 and covered
three grades of cadmium plating depending on thickness of the coating.
In the first revision of the standard, thickness requirements had been modi-
fied keeping in view~the utility of the coatings and the trade practices
followed in the country. Efforts have been made to include many details
left out in the first revision to make the second revision a comprehensive
one. Additional terms have also been included under terminology and
limitations are referred to regarding finish and appearance under coating
requirements. More details have been incorporated under information to be
given by the purchaser and information regarding materials and manu-
facture, chromate passivation, test for coating, handling, inspection and
packaging. A reference to barrel-plated items has also been made under
Table 1, Note 2.
0.3 In view of its toxicity, cadmium should not be used as a coating for
any article used as a food container or cooking utensil or for any article
likely to come in contact with food or beverages.
0.3.1 Cadmium vapours and cadmium oxide fumes are highly toxic
when inhaled. Therefore, cadmium plated articles must not be welded,
spot-welded, soldered or otherwise strongly heated without adequate
ventilation which will efficiently remove all toxic fumes.
0.3.2 Cadmium is subjected to corrosion by vapours which may be
released by cardboard, wood, plastics, certain electrical insulating materials,
paints and other organic substances.
3JS : 1572 - 1986
0.3.3 Attention is drawn to the fact that electroplated cadmium is more
readily soldered than electroplated zinc.
0.4 Like zinc, cadmium also protects steel cathodically, that is, by sacrifi-
cial protection in most environments. It is superior to zinc coatings in
purely marine atmospheres. Chromate conversion coatings on cadmium
provide additional protection against corrosion and should be applied un-
less there is a reason to the contrary. Cadmium-plated articles to be
painted may require alternative treatment such as phosphating to provide
good adhesion.
0.4.1 Cadmuim dissolves in most mineral acids but unlike zinc, does not
react with alkalis.
0.4.2 Chromate passivated cadmium coatings contain hexavalent
chromium which may irritate the skin and cause ulcers on the skin. Cotton,
nylon or rubber hand-gloves may be used to prevent skin ulceration while
handling chromated cadmium-plated parts. This will also prevent finger-
print corrosion on cadmium coatings.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960”. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
0.6 General Information - This specification includes the whole range of
iron and steel products as basis metals. Designers are advised, however,
that all forms of iron and steel are not equally readily electroplated. Many
castings can be satisfactorily plated, but are considered to be more difficult
than forgings. Cadmium is mostly plated from a cyanide bath. Suitable
pretreatments must be used to satisfactorily electrodeposit cadmium on
difficult-to-plate substrates. Adequate precautions must be taken against the
danger of hydrogen embrittlement.
Attention is also drawn to the effects of the contour of the article to
be plated. In general, the requirements for minimum thickness apply only
to those portions of the article which may be described as significant
surfaces. It helps to reduce process cost if the designer of an electroplated
part consults a plating specialist before the design is finally issued for
production.
*Rules for rounding off numerical values ( revised ).
4IS : 1572- 1986
1. SCOPE
1.1 This standard covers requirements for elcctrodeposited cadmium
coatings applied to iron or steel articles except for coatings applied to
components having threads of basic major diameter from 1.25 to 12.5 mm
and coatings applied to sheet or wire in the unfabricated form or to close-
coiled springs.
1.2 Requirements are specified for appearance, thickness, adhesion, heat
treatment before or after plating, precleaning standards and if the coating
is chromate-passivated, the corrosion resistance.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Surface - The part of the surface on which the electroplater has to
work.
2.2 Significant Surface - Significant surfaces are those surfaces, normally
visible directly or by reflection, which are essential to the appearance or
serviceability of the article when assembled in normal position, or which
can be the source of corrosion products that deface visible surfaces on the
assembled article and are subject to wear or corrosion or both, or surfaces
on which the coating is otherwise functionally necessary.
NOTE1 - The significant surface may be generally defined as that part of the
visible surface which can be touched with a ball of diameter 20 mm or a diameter
agreed upon by the manufacturer and the purchaser.
NOTE 2 - The designation of signilicant surface shall be agreed upon by the
manufacturer and the purchaser and may be indicated in the drawings.
2.3 Non-significant Surfaces - Surfaces such as holes, recesses, bases of
angles and similar areas where a controlled deposit ordinarily cannot be
obtained, are designated as non-significant surfaces.
2.4 Minimum Local Thickness - This is defined as the lowest value of the
coating thickness at any point on the significant surfaces.
2.5 Minimum Average Thickness - This is the average of thicknesses at a
number of points on the significant surfaces.
2.6 Iridescent Passivation - When a stable and adherent chromate coating
is formed over cadmium electrodeposits by reaction with an acidified
dichromate solution under suitable pH and duration of passivation,
producing more than one or two interference colours, the passivation is
termed as iridescent passivation.
5IS:1572 . 1986
2.7 Post-Plating Treatment - Heat treatment for relief of hydrogen
embrittlement, bright dipping, chromate passivation, dyeing, lacquering,
painting or other organic coatings after plating, are termed post-plating
treatments.
2.8 Hydrogen Embrittlement - Embrittlement caused by the entry of
hydrogen into a metal.
3. COATING CEASSIZLCATION NUMBER
3.1 Manner of Specifying Requirements .- When ordering the electroplating
of articles, the purchaser shall state the number of this standard, the date
of issue, the class or service condition number and type ( see Table 1 ). If
necessary, the purchaser shall include, on his part, if specified, the
following.
3.1.1 Electroplating Application to High-Strength Steel, If Specified
3.1.2 Thickness, If Other than that SpeciJed in This Standard
3.1.3 Lustre
3.1.4 Location qf SigniJcant Stirface
3.1.5 Corrosion Resistance Test, IfS peciJied
3.1.6 Hydrogen Embrittlement Test, If Required
3.1.7 Sample Size for Inspection, If Other than the Specified
3.1.8 Supplementary Requirements, If Applicable
3.2 Grading of Service Conditions -In order of increasing severity of
service conditions, numbers 1 to 3 have been allotted, to be referred to as
Service Grade Numbers. The purchaser shall specify the service grade
number and, if desired, also the classification number ( see 3.3 ). Typical
service conditions which correspond to various service grade numbers have
been explained in Appendix A, for guidance.
3.3 Classification of Coatings - The classification number comprises:
a ) Chemical symbol for the basis metal ( iron or steel ), Fe, followed by
an oblique stroke;
b ) Chemical symbol far cadmium, Cd;
c ) A number indicating the minimum local thickness ( micrometres )
of the cadmium coating; and
6IS : 1572 - 1986
d ) If appropriate, symbols indicating the presence of, and type (,if
required), of the chromate conversion coating (see IS : 9839-1981*).
3.3.1 Example of Complete Classification Number - Fe/Cd 8 CA shall
denote a coating on~iron or steel consisting of 8 micrometres of cadmium
followed by A type chromate conversion coating, where
C refers to the chromate conversion coating, and
A is the type of chromate conversion coating.
4. COATING REQUIREMENTS
4.1 Finish and Appearance
4.1.1 Over the significant surface, the plated article shall be free from
clearly visible plating defects such as blisters, pits, roughness, nodules,
cracks, burning or unplated areas and shall not be stained or discoloured.
On articles, usually where a contact mark is inevitable, this contact mark
is excluded for inspection of appearance. Superficial stains that result from
rinsing or slight discolouration resulting from drying or heating operation
to relieve hydrogen embrittlement shall not be the cause for rejection.
NOTE 1 - Unless otherwise specified, the finish shall be bright, semi-bright or
dull. The plated article shall, however, be clean and free from any damage.
NOTE 2 - Defects on fhe surface of the basis metal, such as scratches, porosity,
pits, inclusions, cracks, roll marks and die marks may adversely affect the appearance
of coatings applied thereto, ~despite the observance of the best electroplating
practices. Accordingly, the electroplater’s responsibility for defects in the coating
resulting from such conditions shall be waived.
4.2 Thickness and Type of Cadmium Coating
4.2.1 Thickness - The minimum thickness of cadmium coating is
designated by the classification number (see 3.3).
4.2.2 Local Thickness - The minimum local thickness of the cadmium
coating shall be measured at points on the significant surface as agreed to
L
between the purchaser and the supplier and shall satisfy the requirements
of Table 1.
4.2.3 Average Thickness -In cases where it is not possible to measure
local thickness, the average thickness of cadmium coating shall satisfy the
appropriate requirements of Table 1.
*Specificationf or chromate conversion coatings an electroplated zinc and cadmium
coatings.
7IS: 1572- 1986
TABLE 1 REQUIREMENTS OF CADMIUM COATING ON IRON AND STEEL
(Clauses0.2, 3.1,4.2.2, 42.3 and4.6)
SL SERVICEG RADE CLASSIFICA~ON MINIMUM AVERAQE
No. NUMBER NUMBER LOCALTHICKNESS THICKNESS
(1) (2) (3) (4) (5)
w pm
9 Fe/Cd 12 12
ii) ; Fe/Cd 8 :;
iii) 1 Fe/Cd 5 5” 8
NOTE~~- In any particular environment, the protective value of a cadmium
coating is directly proportional to its mass per unit area. The marked superiority
shown by cadmium coatings over zinc coatings of equal thickness in the standard
salt spray test cannot be taken as a fact valid for all the environments (zinc is
superioirn industrial environments whereas cadmium is superior in humid/marine
atmospheres).
NOTE 2 - Barrel-plated items like screws, nuts, bolts, etc, are usually plated
according to classification Fe/Cd 5 and Fe/Cd 8.
NOTE 3 - Average thickness is determined for small parts and fasteners where
minimum local thickness cannot be determined.
4.3 Adhesion - The coating shall continue to adhere to the basis metal.
4.4 - Unless otherwise specified by the purchaser, a bright, semi-bright or
dull lustre shall be acceptable.
4.5 Corrosion Resistance - Corrosion resistance shall be carried out on
parts which have not been after-treated with protective substances such as
waxes, greases and oils or on parts chromized by the methods given in 7.2.
4.6 Coatings Appropriate to Each Service Grade Number - Table 1 gives
the coating classification number, minimum local thickness and minimum
average thickness appropriate for each service condition number.
5. BASIS METAL L
5.1 Cleaning of Basis Metal - This standard does not specify requirements
for the surface of the basis metal prior to electroplating but proper
preparatory procedures and thorough cleaning of the basis metal shall be
done in accordance with the procedure given in IS : 3194-1980* to ensure
satisfactory adhesion and corrosion resistance performance of the coating.
*Recommended practice for cleaning metals prior to electroplating (first revision ).
8IS : 1572 - 1986
6. HEAT TREATMENT
6.1 Heat treatment shall be performed on certain basis metals to reduce the
risk of damage by-hydrogen embrittlement. In all cases, the duration of
heat treatment shall commence from the time at which the whole of each
part attains the specified temperature.
6.1.1 Parts made from steels with maximum specified tensile strengths
of 1 050 MPa or higher (corresponding hardness values of approximately
34 HRC, 340 HV or 325 HB) and surface-hardened parts shall require
heat treatment. It is recommended thzt unless otherwise specified, steels
having tensile strength greater than 1 450 MPa (corresponding hardness 45
HRC, 440 HV or 415 HB) should not be electroplated with cadmium by
cDnventiona1 methods.
6.2 With the exception of surface-hardened parts, the heat treatment
conditions shall be selected on the basis of the specified maximum tensile
strength. Steels shall be categorized according to specified maximum
tensile strength according to Table 2. If the steel specification is only in
terms of minimum tensile strength, the corresponding maximum tensile
strength shall be determined from Table 2.
TABLE 2 CATEGORIES OF STEELS AND MAXIMUM TENSILE STRENGTH
CORRESPONDING TO SPECIFIED MINIMUM TENSILE STRENGTH
MINIMUSMPE CIFIEDT ENSILE CORRESPONDINMGA XIMUM
STRENGTHR, m Min TENSILES TRENGTHR, m Max
(1) (2) (3)
MPa MPa
i) RmiUin< 1000 Rm Max Q 1050
-ii) lOOO<RmMin<1400 1 050 < Rm Max < 1450
iii) 14OO~RmMin<1750 145Oc RmiUax< 1800
iv) 1 750 -=cR m Min 1 800 -K Rm Max c
6.3 Stress-Relief-Before Plating - All steel parts having an ultimate tensile
strength of 1 050 MPa (corresponding hardness 34 HRC, 340 HV or 325
HB approx) and above, and that have been machined, ground or cold-
formed, or cold-strengthened, shall be heat-treated for stress-relief. As a
guide, they may be heat-treated at the highest temperature within the limit
imposed by the tempering temperature for 30 minutes or maintained at a
temperature of 190 to 220°C for not less than 1 hour.
9IS:1572 -1986
NOTE I - If stress-relief is given after shot-peening or other cold-working
processes, the temperature shall not exceed 230°C.
NOTE 2 - Some steels which have been carburized, flame-hardened or induction-
hardened, and subsequently ground would be impaired by the treatment given in
Note 1 and should instead be stress-relieved at a lower temperature, for example,~at
170°C for not less than 1 hour. Guidance is given in Table 3.
TABLE 3 GUIDANCE OF HEAT TREATMENT FOR STRESS-RELIEF BEFORE
ELECTROPLATING
( excluding surface-hardened parts )
SL MAXIMUM SPECIFIED TEMPER4TURE TIhlE
No. TENSILE STRENGTH, Rm Max
(1) (2) (3) (4)
MPa “C h
i) Rm Max < 1 050 N;t&ey;$red
ii) 1 050 < Rm Max < 1 450 7
iii) 1450<RmMax< 1800 19&220
iv) 1 800 < Rm Max 190-220 ;:
6.4 Heat-Treatment After Plating Hydrogen Embrittlement Relief - Com-
ponents subject to fatigue or sustained loading stress in service and made
from severely cold-worked steels or nitrided steels or steels of tensile
strength of 1 050 MPa (corresponding hardness 34 HRC, 340 HV or 325
HB approx) or greater should be heat-treated after plating. Guidance is
given in Table 4.
TABLE 4 GUIDANCE OF HEAT TREATMENT FOR HYDROGEN EMBRITTLE-
MENT RELIEF AFTER ELECTROPLATING
(excluding surface-hardened parts)
SL MAXIMUM SPE~WIED TENSILE TEMPERATURE TIME *
No. STRENGTH,R m Max
(1) (2) (3) (4)
MPa “C h
i) Rm Max < 1050 y;;zeired
ii) 1050 < Rm Max < 1450 s
iii) 1450<RmMax<1800 190-220
iv) 18OO<RmMax 190-220 ii
10IS:1572 - 1986
6.4.1 In case the heat-treatment temperature would be harmful, for
example, to surface-hardened steels (except for nitrided steels), it may be
necessary to apply a lower temperature for a longer time.
NOTE 1 - The baking should be done as soon as possible after electroplating
and before any supplementary chemical treatment of the plated surfaces. The best
time and temperature in some cases shall be established by experiment.
NOTE 2 - Electroplated springs and other parts subject to flexure shall not be
flexed before hydrogen embrittlement relief treatment. Steel springs shall be treated
in boiling water for not less than 2 hours. The spring rating may be affected at a
higher temperature.
NOTE 3 - Other conditions of time and temperature may be specified and used
if they have been shown to be effective for the particular part and are acceptable to
the purchaser but parts shall not be heat-treated above their tempering temperature.
6.5 Activation Treatment - Electroplated surfaces passivated as a result
of the baking operation shall be reactivated before receiving~a supplement-
ary treatment. Surface intended for supplementary treatment, namely A,
B, C and D types may by activated by immersion in a dilute acid solution.
Surfaces shall be activated as soon as possible following baking and should
be handled carefully to avoid contamination.
7. SUPPLEMENTARY TREATMENTS
7.1 Chromate passivation of cadmium plating should always be applied
unless there is an agreement to the contrary. As it increases the protec-
tive value of cadmium plating, the articles are passivated after cadmium
plating. If it is to be heat-treated, this should be done before passivation.
7.1.1 Chromate Conversion Coating - Chromate conversion coating on
cadmium plating shall be done in accordance with IS : 9839-1981”. If
specified by the purchase order, chromate conversion coatings shall be
further protected by organic protective coatings like water soluble lacquer,
nitrocellulose lacquer or paint.
7.1.2 Phosphate Conversion Coating - Phosphate conversion coating
shall be done in accordance with IS : 3618-1974t. If specified by the
purchase order, this coating shall also be covered by painting. L
7.2 Corrosion Resistance of Chromate Coating - The protective value of a
chromate coating shall be determined by exposing the clean specimen to a
5 percent solution of salt spray and conducting the test in accordance with
*Specification for chromate conversion coatings on electroplated zinc and cadmium
coatings.
tSpecification for phosphate treatment of iron and steel for protection against
corrosion.
11IS:1572-1986
IS : 6910-1985”. The white corrosion product which is easily determinable
by eyes: shall not emerge on the chromate coating surface within 48 hours.
7.2.1 Alternatively, other method, such as exposure to a humidity
environment shall be used as given in IS : 8602-1977t. Break-down of the
film, or the appearance of white corrosive products after 2 cycles of the
test constitute failure to comply with this standard.
7.3 Appearance of Chromate Coating - The appearance of a chromate
film on cadmium-plated parts may vary from olive drab, olive green shad-
ing to brown or bronze, iridescent yellowish green to practically colourless.
In the case of iridescent passivation, the combination of colours may vary
according to the process conditions like pH, conditions of the basis metal
and cadmium deposit, temperature, time of reaction, agitation and compo-
sition of the passivation bath.
7.4 Covering - A chromate film should be free from bare patches. The
presence of the film is verified by the test methods, for colourless and
bleached passivation as prescribed in IS : 8602-19777.
7.5 Adhesion for Chromated Coatings - A chromate film shall be adherent.
Its adhesion shall be tested by the method prescribed in IS : 8602-1977t.
Nope 1 - The cadmium surface is attacted by supplementary treatments, thereby
diminishing the amount of metallic cadmium present. Therefore, it is recommended
that no supplementary treatments be applied to cadmium coatings, having a minimum
thickness of less than about 3 micrometres.
NOTE 2 - Since cadmium surface is soft, the coloured chromate films are
likely to be scratched when chromated cadmmm plated particles rub each other.
Adequate case is taken to minimize such damages to the passivated film.
8. SELECTION OF SAMPLES
8.1 Out of each lot of similar parts, a number of samples shall be selected
at random. The size of the lot and the number of samples to be selected
shall be agreed upon between the manufacturer and the purchaser. All the
samples selected shall be visually examined for any defects referred to in.
9. TEST SPECIMENS
e
9.1 If separate test specimens are used to represent the coated articles in a
test, the specimens shall be same in nature, size and number and be
processed as required in the purchaser’s order.
NOTE - Unless a need can be demonstrated, separately prepared specimens shall not
be used in place of production items for non-destructive and visual examinations.
*Method of testing corrosion resistance of electroplated and anodized aluminium
coatings by acetic acid salt spray test (first revision ).
tMethods of tests for chromate conversion coatings on zinc and cadmium surfaces.
12IS : 1572 - 1986
9.2 Thickness and Adhesion Test Specimens - If separate specimens for
thickness and adhesion tests are required, they shall be strips approxima-
tely 25 mm wide, 100 mm long and 1 mm thick.
9.3 Corrosion Resistance Test Specimens - If separate specimens for corro-
sion resistance tests are required, they shall be panels not less than 150 mm
long, 100 mm wide and approximately 1 mm thick.
9.4 Hydrogen Embrittlement Test Specimens - If specimens are required,
the configuration shall be specified by the purchaser.
10. TEST METHODS
10.1 Thickness
10.1.1 The local thickness of coating may by determined by the methods
prescribed in IS : 3203-1982”.
10.1.2 The method as given in Appendix B shall be used for determining
average thickness in the case of cadmium coating on small articles as
prescribed in 4.2.3.
NOTE1 - Other methods may also be used if it can be demonstrated that the
uncertainty of the measurement with these methods is less than 10 percent.
Norn2- If the coatings are rough or matt, the microscopical and profilometric
methods may give unreliable results, and magnetic/eddy current methods may give
measurements which are somewhat greater than those obtained on smooth coatings
of the same mass.
10.1.3 Thickness measurements of cadmium coatings -may be made
after application of the supplementary treatments. When methods as per
IS : 3203-1982* (BNF jet test method ) are used, remove the supplementary
treatment prior to testing. The chromate film may be removed by using
a very mild abrasive (a paste of levigated alumina rubbed on with the
finger). Phosphate coating is to be treated with a concentrated ( 28 % )
ammonia solution to quickly dissolve the phosphate coating without
affecting the underlying cadmium.
10.2 Adhesion - Adhesion of the coating shall be such that when examin-
ed in accordance with Appendix C, the coating shall not show separation
from the basis metal at the interface.
10.3 Msual Examination - Examine material for compliance with
requirements of lustre (4.4) and appearance (4.1 and 7.3) after electro-
plating and passivation.
‘Methods of testing local thickness of electroplated coatings ( first revision ).
13IS : 1572 - 1986
10.4 Conversion Coatings - Conversion coatings, if applied, shall be tested
for the requirements and the methods given in 7.2 to 7.5.
11. -REJECTION
11.1 Coatings not conforming to this specification or to authorized modi-
fication shall be rejected.
12. PACKAGING AND PACKING
12.1 Presentation, packaging and packing methods for cadmium electro-
plated parts or articles employed by a supplier shall be such as to preclude
damage during shipment and handling.
13. MARKING
13.1 The marking related to the coating shall include service grade and
classification numbers as specified in this standard and the name or trade-
mark of the manufacturer.
13.1.1 The coated article may also be marked with the Standard Mark
which shall relate to the coating of the article.
NOTE - The use of the Standard mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 Rules and Regulations made thereunder. The
BIS Mark on products covered by an Indian Standard conveys the assurance that
they have been produced to comply with the requirements of that standard under a
well-defined system of inspection, testing and quality control which is devised and
supervised by BIS and operated by the producer. BIS marked products are also
continuously checked by BIS for conformity to that standard as a further safeguard.
Details of conditions under which a licence for the use of the BIS Certification Mark
may be granted to manufacturers or processors may be obtained from the Bureaa of
Indian Standards.
t
14IS : 1572 - 1986
APPENDIX A
( Clause 3.2 )
EXAMPLES OF SERVICE CONDITIONS CORRESPONDING TO
EACH SERVICE NUMBER
A-l. SERVICE GRADE NO. 3
A-l.1 Severe service conditions involving exposure to marine atmospheres
and tropical conditions of high humidity. Some examples of articles subjected
to such conditions are aircraft components and defence electronic
components.
A-2. SERVICE GRADE NO. 2
A-2.1 Moderate service conditions involving outdoor exposure under dry
conditions. Some examples of articles subjected to such conditions are
automobile parts and barrel-plated items.
A-3. SERVICE GRADE NO. 1
A-3.1 Mild service conditions involving indoor dry conditions. Some
examples of articles subjected to such conditions are domestic radio chassis
and barrel-plated items.
Norm 1 - The conditions of exposure and use of electroplated steel are so varied
that it is not possible to predict the average life of articles electroplated in accord-
ance with Grades 3, 2 and 1. Such a selection should be based upon the experience of
the manufacturers and users.
Norx2- It is recognized that uses exist :for which coatings thicker than those
of Grade 3 may be required.
APPENDIX B
c
( Clause 10.1.2 )
METHOD FOR DETERMINATION OF AVERAGE THICKNESS
B-l. STRIPPING SOLUTION
El.1 Dissolve 20 g of antimony trioxide in 1 000 ml of cold, concentrated
hydrochloric acid (sp gr 1.16).
15
cIS:1572 -1986
B-2. PROCEDURE
B-2.1 Accurately determine the area of the plated part. Degrease it with
an organic solvent, such as trichloroethylene, dry thoroughly and weigh to
an accuracy of one part in 10 000. Then totally immerse it and turn it over
so that the reagent has free access to all surfaces. After the effervescence
has eased, remove the sample, immediately wash, wipe to remove the
loose coating of antimony and immerse in clean acetone to remove any
trapped water. Then remove the sample, dry by the process previously
used and reweigh.
NOTE 1 - If the article is of a complex shape, an area should be agreed to
between the contracting parties.
NOTE 2 - The presence of a chromate passivation film can be ignored in this test.
B-3. CALCULATION
B-3.1 The thickness of cadmium coating in micrometres is given by
116 - 103(mr - mz)
---. .-___ _.
A
where
ml = original mass in g of the sample,
m2 = final mass in g of the sample, and
A =. area in mm2 of coating.
NOTE - The above calculation assumes a density of 8.65 g/cm* for cadmium.
APPENDIX C
( Clause 10.2 )
BURNISHING TEST FOR ADHESION
C-l. PROCEDURE
C-l.1 Rub an area of not more than 650 mm2 of the plated surface,
selected at the discretion of the inspector, rapidly and firmly with a smooth
metal implement for 15 seconds.
C-l.2 A suitable burnishing implement is a copper disc ( for example, a
copper coin ) used edgewise, and broadside. The pressure shall be sufficient
to burnish the film at every stroke, but not so great as to cut the deposit.
A poor adhesion will be shown by the appearance of a loose blister which
grows as the rubbing is continued. If the quality of the deposit is also poor,
the blister may crack and the plating will peel away from the base metal.
C-l.3 More than one area may be tested, if desired.
16
|
9401_18.pdf
|
ormls~*
Indian Standard
METHOD OF MEASUREMENT OF WORK IN
RIVER VALLEY PROJECTS (DAMS AND
APPURTENANT STRUCTURES)
P-ART 18 SHEET PILCNG
ICS 93.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2000 -Price Group 1Measurement of Works of River Valley Projects Sectional Committee, WRD 23
FOREWORD
This Indian Standard (Part 18) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Measurement of Works of River Valley Projects Sectional Committee had been approved by the Water Resource
Division Council.
In measurement of works relating to river valley projects, a large diversity of methods exist according to local
practices. The lack of conformity creates complications regarding measurements and payments. This standard
is therefore being formulated in different parts, covering each type of work separately. This part is-intended to
provide a uniform basis for measuring the work done in respect of sheet piling works in river valley projects.
There is no IS0 Standard on the subject. This standard has been prepared based on indigenous manufacturer’s
data/practices prevalent in the field in India.
For the purpose ofdeciding whether a particular requirement of this stand&-d is complied wit%,t he final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2: 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this standard.IS 9401 (Part 18) : 2000
Indian Standard
METHOD OF MEASUREMENT OF WORK IN
RIVER VALLEY PROJECTS (DAMS AND
APPURTENANT STRUCTURES)
PART 18 SHEET PtLlNG
1 SCOPE The sheet piles shall-be driven true to plumb and along
the line as indicated in relevant drawings. In case it is
This standard (Part 18) covers the method of measure-
not possible to follow the line, or cut-off, as indicated
ment of sheet piling work in river valley projects (dams
in the drawings due to any unavoidable circumstances,
and appurtenant structures).
the sheet pile line may be diverted at right angles,
2 REFERENCE again turned at 90° and taken parallel to the original
line and then joined at right angles as per the draw-
The following standard contains provisions which
ings. As the effectiveness of the cut-off depends upon
through reference in this text, constitutes provisions
the verticality and consequent interlocking of sheet
of this standard. At the time of publication, the
piles, special care should be taken to drive piles verti-
edition indicated was valid. All standards are subject
cally and no deviations from the true plumb should
to revision, and parties to agreements based on this
be allowed. In case any pile goes out of plumb the
standard are encouraged to investigate the possibility
same has to be pulled out and another pile driven in
of applying the most recent edition of the standard
its place after making sure that the preceding piles are
indicated below:
not disturbed from their verticality. No separate meas-
urement will be made for such withdrawal and re-
IS No. Title
driving of the sheet piles.
9401 (Part 2) : Method of measurement of work
1982 in river valley prqjects (dams and 3.4 Units of Measurement
appurtenant structures): Part 2
All work shall be measured net in decimal system as
Dewatering
fixed in its place subject to the following limitations,
unless otherwise stated:
3 GENERAL RULES
a) Linear dimensions to the nearest 0.01 m; and
3.1 Clubbing of Items
b) Weight to the nearest 0.1 kg.
Items may be clubbed together if the break up of the
3.5 Work to be Measured Separately
clubbed items conforms to the description of the
individual items stated in this standard. 3.5.1 Work executed in the following conditions shall
be measured separately :
3.2 Recording of Dimensions
a) Work in under-water/wet and dry land,
In recording dimensions, the order shall be consistant
b) Work in liquid mud/marshy land, and
and generally in the sequence of length, width and
c) Work under tides.
depth or thickness.
3.5.2 The level of high and low weather tides and
3.3 Description of Items and Methodology of
ground water table, where occurring shall be stated.
Construction
3.5.3 Wherever springs or special situations are en-
The description of each item shall unless otherwise
countered and dewatering is resorted to, it shall be
stated, include shape type, size, thickness and weight
measured in accordance with IS 9401 (Part 2).
per square metre where applicable. It shall also
include where necessary, conveyance and delivery, 4 BILL OF QUANTITIES
handling, loading, unloading, storing, fabrication,
4.1 The bill of quantities shall fully describe the
hoisting, all formwork and scaffolding, all tools,
materials and workmanship and accurately represent
equipment and labour for finishing to required shape
the work to be executed.
and size, setting, fitting and fixing itrposition, cut-
ting and return of unused materials, dismantling of 4.2 A genera1 description of the nature of the site shall
the equipment and taking it back, etc. be stated. For works near river banks, reservoirs or seaIS 9401 (Part 18) : 2000
front, the maximum and minimum water levels shall described separately stating the lengths in further
he stated. stages of 3 m.
4.3 Information on ground water conditions shall be 5.2 All struts, ground anchors (anchor bolts, anchor
stated. plates, turn buckles, etc) walings, tie rods and piling
ancillaries, etc, shall be measured separately by weight
4.4 The available information as to the strata through
in accordance with relevant Indian Standards.
which sheet piling is to be carried out shall be stated
or reference records of bores shall be provided. 5.3 When sheet piles are to be painted prior to driv-
ing, such painting shall be measured in square metres
4.5 If sheet piles are to be provided from any level
obtained by multiplying the length by the perimeter
other than ground level, it shall be stated.
of the fabricated sheet pile measured along the profile
(as enlarged flat surface) for specified number of coats
4.6 The cut-off level of the top of the sheet piles be
and thickness in microns. Description of items shall
clearly specified. The level and location of the refer-
include the method of preparation of surface, number
ence bench marks shall also be provided.
of coats (that is thickness), mode of painting, and the
4.7 The item shall include any extra excavation fill- like.
ing and/or ramming required at the time of construc-
5.4 Lifting, handling, pitching, engaging through
tion for the movement of cranes and other equipment
interlocks or clutches of adjacent sheet shall not be
at the site.
measured separately.
4.8 Bringing plant to the site and erecting it, disman-
5.5 Pile driving shall be measured in square metres
tling and taking it back, shall be measured separately
obtained by multiplying the length of the pile in soil,
as lump sum items or shall be deemed to be included
or up to cut-off level, whichever is specified, and the
in the items pertaining to the sheet piling work.
nominal width of pile from center-to-center of clutches,
4.9 Shifting of plant and equipment at site of work or by weight as the case may be.
shall be included in the item of sheet piles.
5.6 Wherever sheet piles are to be driven under/in
4.10 Special anchors, structural steel ties, braces, and water necessitating use of special hammers and/or
supports, coffer dams dewatering and any other tem- loader frames such piles shall be described and meas-
~porary work to be carried out for the purpose of sheet ured separately.
piling shall be deemed to have been measured and
5.7 In case of defective driving and installation of
paid under sheet piling unless these are expressly iden-
piles necessitating extraction of piles already driven,
tified, and measured under separate items.
and re-driving, no separate measurement shall be
taken:
5 METHOD OF MEASUREMENT OF STEEL
SHEET PLLES 5.8 No separate measurement shall be made for
driving piles through varying strata.
5.1 Supply of sheet piles shall be measured either by
weight or area in square metres. The description of 5.9 Driving corner piles and junction piles shall .be
the item shall include the cross-sectional shape, size, measured separately.
type, unit weight, sectional modulus and composi-
5.10 Cutting or drilling through steel sheet piles shall
tion of material. It shall also include details of fabri-
not be measured. The disposal of cut length shall be
cation of junction pile, tapered piles, such as length-
described.
ening by means of welding, riveting, drilling, or
cutting holes, joining or fixing of structural rolled 5.11 Extraction of piles other than described
steel sections, handling and transportation to the site in 5.7 shall be measured separately including opera-
and the like. Piles exceeding 12 m in length shall be tions such as lifting, handling and removing from site.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of stahdardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Dot : No. Wm 23 (25 I),
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110 002 Telegrams : Manaksanstha
Telephones : 323 01 3 1,323 33 75,323 94 02 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110 002 323 38 41
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Kankurgachi 337 84 99,337 85 61
CALCUTTA 700 054 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160 022 1 60 38 43
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600 1.13 I 235 02 16,235 04 42
235 15 19,235 23 15
. Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400 093 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. CdIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE.RAJKOT.THIRUVANANTHAPURAM.
Printed at : P&hat Offset Press, New Delhi-2
|
3025_36.pdf
|
UDC 628’1/.3:543,3 [ 546’214 ]
IS : 3025 ( Part 36 ) - 1987
Indian Standard
METHODS OF SAMPLING AND TEST
( PHYSICAL AND CHEMICAL) FOR
WATER AND WASTEWATER
PART 36 OZONE, RESIDUAL
( First Revision )
1. Scope - Prescribes a method for determination of ozone, residual in water and wastewaters.
2. Principle - Ozone liberates iodine from potassium iodide solution. After immediate acidifi-
cation, the liberated iodine is titrated with standard sodium thiosulphate with starch as indicator.
3. Interference - Ozonated water may contain manganese dioxide, ferric ion, chlorine, nitrite,
peroxide and other oxidation products. Avoid their Interference by passing ozone through the
gaseous phase into potassium iodide solution for titration. The stability of ozone solution
decreases progressively at increment in temperature above freezing and with each increment in
pH above 3’0. The minimum detectable concentration by this method is 30 pg/litre.
4. Apparatus
4.1 Gas-washing Bottles and Absorbers - 1 000 and 500 ml capacities.
4.2 pure Air or Nitrogen Supply - 0.2 to I.0 litre/min capacity.
4.3 Glass, Stainless Steel or Aluminium, Piping - for carrying ozonized air ( good quality PVC
tubes may be used for short runs but not rubber ).
5. Reagents
6.1 Potassium lodide Solution - Dissolve 20 g of potassium iodide, free from iodate and reducing
agents in 1 litre of freshly boiled and cooled water. Store in brown bottle in a refrigerator.
5.2 Sulphuric Acid - 1 N.
5.3 Standard Sodium Thiosulphate - 0.1 M. Dissolve 25 g of sodium thiosulphate ( NasS20a.
5H20 ) in 1 litre freshly boiled distilled water. Standardize against potassium hydrogen iodate or
potassium dichromate.
5.3.1 Standard sodium thiosulphate - 0.005 M. Dilute proper volume ( about 50 ml ) of
0-1 M solution ( 5.3 ) to 1 000 ml. For accurate work, standardize this also against potassium
hydrogen iodate or potassium dichromate.
5.4 Starch Indicator Solution - Prepare as given in IS : 2263-1979 IMethods of preparation
of indicator solutions ( first revision )‘.
5.5 Standard Iodine Solution - 0.1 M. Dissolve 40 g of potassium iodide in 25 ml of distilled
water. Add 13 g of resublimed iodine and stir until dissolved. Dilute to one litre and standardize
against arsenite solution.
5.5.1 Standard iodine solution - 0,005 M. Dissolve 16 g of potassium iodide in little
distilled water in a 1 litre volumetric flask, add proper volume of 0.1 M iodine solution and dilute
to mark. For accurate work, standardize daily. Store in a brown bottle or in the dark. Protect from
direct sunlight and keep from contact with rubber.
6. Procedure
6.1 Sample Collection - Collect an 800 ml sample in a 1 litre gas washing bottle, Pass stream
of pure air or nitrogen through the sample and through an absorber containing 400 ml of potas-
sium iodide solution. Continue for 5 to 10 minutes at a rate of 0.2 to 1-O litre/min to insure that
all ozone is swept from the sample and absorbed in potassium iodide solution.
Adopted 30 October f987 @ July 1988, BIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAM, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:3025(Part35)- 1987
6.2 Titratio-n Transfer potassium iodide solution to a 1 litre beaker, rinse absorber and add
20 ml of 1 N sulphuric acid to reduce pH below 2.0. Titrate with 0.005 M sodium thiosulphate
titrant until yellow colour of liberated iodine is almost is discharged. Add 4 ml of starch indicator
solution and continue titrating carefully but rapidly to the end point, at which the blue colour just
disappears. Long contact of iodine and starch develops a blue compound that is difficult to
decolourize.
6.3 Blank Test - Correct sample titration result by determining black contributed by such reagent
impurities as free iodine or iodate in potassium iodide or traces of reducing agents that might
reduce liberated iodine.
6.3.1 Take 400 ml of potassium iodide solution, 20 ml of 1 N sulphuric acid and 4 ml of starch
indicator solution.
Perform whichever of the following blank titration is applicable :
4 If a blue colour appears, titrate with 0.005 M sodium thiosulphate to disappearance
of blue and record result.
b) If no blue colour appears, titrate with 0,005 M iodine solution until a blue colour
appears. Back titrate with 0,005 M sodium thiosulphate to disappearance and record
the difference.
Before calculating ozone concentration, subtract blank titration from (a) above from sample
titration, or add result of (b) above.
7. Calculation
(A~B)x/Vx24000
7.1 Ozone ( residual ) ( as 0s ), mg/litre =
V
where
A= volume in ml of titrant for sample,
B= volume in ml of titrant for blank,
M- molarity of thiosulphate, and
V = volume in ml of sample used in the test.
EXPLANATORY NOTE
Ozone is a potent germicide. It is also used as an oxidizing agent for destruction of organic
compounds producing taste and odour in water, for destruction of organic colouring matter and for
the oxidation of reduced iron or manganese salts to insoluble oxides which can be precipitated or
filtered from the water.
2
Printed at Printograph, New Delhi, India
|
13158.pdf
|
IS 13158 : 1991
Indian Standard
PRESTRESSED CONCRETE CIRCULAR SPUN
POLESFOROVERHEAD POWER,TRACTION
AND TELECOMMUNICATION LINES-
SPECIFICATION
UDC 621’315’668’3
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1991 Price Group 4Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Rureau of Indian Standards, after the draft finalized by the
Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division
Council.
Prestressed concrete circular spun poles are now-a-days being used for overhead power, traction and
telecommunication lines. This standard has been prepared with a view to delining design requirement,s,
materials, manufacture and test procedure for prestressed concrete spun poles in order to encourage the
manufacture and use of such poles. These poles are lighter and easy to handle than those manufactured
according to IS I678 : 1978 ‘Specification for ~prestressed concrete poles for overhead power, traction
and telecommunication lines (first revi&n )‘.
The composition of the committee responsible for the formulation of this standard is given in Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : I960 ‘Rules for rounding off numerical values ( revised 1.’ The number of
significant places retained in the rounded off value should be the same as that of the specified value in
this standard.IS 131%8: 1991
Indian Standard
PRESTRESSED CONCRETE CIRCULAR SPUN
POLES FOR OVERHEAD POWER, TRACTION
AND TELECOMMUNICATION LINES --
SPECIFICATION
1 SCOPE 3.6 Ultimate Transverse Load
1.1 This standard covers the requirements for pre- The load at which failure occurs, when it is applied
stressed concrete circular spun poles suitable for use at a point 600 mm below the top and perpendicu-
in overhead power, traction and telecommunication lar to the axis of the pole along the transverse
lines. It also covers prestressed concrete circular direction with the butt end of the pole planted to
spun poles where untensioned longitudinal reinfor- the required depth as intended in the design.
cement is used along with tensioned steel.
3.7 Working Load
2 REFERENCES
2.1 The Indian Standards listed in Annex A are The maximum load in the transverse direction that
necessary adjuncts to this standard. is ever likely to occur, including the wind pressure
on the pole. This load is assumed to act at a point
3 TERMINOLOGY 600 mm below the top with the butt end of the
pole planted to the required depth as intended in
3.0 For the purpose of this standard, the following
the design.
definitions shall apply.
3.1 Average Permanent Load 4 OVERALL LENGTH OF POLES
That fraction of the working load which may be 4.1 The minimum overall length of poles shall be
considered of long duration over a period of one 6 m and subsequent lengths shall be in steps of
year. 0’5 m.
3.2 Load Factor
4.2 Tolerances
The ratio of ultimate transverse load to the trans-
The tolerance on overall length of the poles shall
verse load at first crack.
be f 15 mm. The tolerance on outside diameter
3.3 Transverse
shall be z 4 mm. Unless otherwise specified, the
The direction of the line bisecting the angle con- tolerance on uprightness of the pole shall be 0’5
tained by the conductor at the pole. In the case of percent.
straight run, this will be normal to the run of the
pole. 4.2.1 For measurement of uprightness or straight-
ness of prestressed concrete pole, the procedure
3.4 Transverse Load at First Crack indicated in the note below or any other satisfac-
tory method, mutually agreed between the supplier
For design, the transverse load at first crack shall
and the purchaser, may be adopted.
be taken as not less than the value of the working
load.
NOTE - For measuring uprightness or straightness
of a pole, it should be placed lengthwise on a rigid
3.5 Ultimate Failure straight surface, as indicated in Fig. 1. Then, using a
measuring steel scale graduated in mm, measure the
The conditions existing when the pole ceases to distance ( deviation ) of pole surface from the rigid
sustain a load increment owing to either crushing surface ai several ldcatibns along the length of ihe
Dole. At least two measurements in each 1 m lennth
of concrete, or snapping of the prestressing tendon
bf pole shall be taken The largest value of tYhe
or permanent stretching of the steel in any part of measured distance ( dev’iation ) shall be taken for
the pole. determining uprightness.IS 13158 : 1991
> DEV IAlION
t&ID STRAIS;HT SURFACE
2
FIG. 1 MEASUREMENT OF UPRIGHTNESS OR STRAIGIJTNESSO F POLE
5 MATERlALS 5.3.1 The surface of all reinforcement shall be free
from loose scale, oil, grease, clay or other material
5.1 Cement that may have deteriorating affect on the bond bet-
ween reinforcement and the concrete. Slight rust
The cement used in the manufacture of prestressed
may, however, be permitted provided there is no
concrete circular spun~poles shall be 43 grade ordi-
surface pitting visible to the naked eye.
nary Portland cement conforming to IS 8 112 : 1989
or 53 grade ordinary Portland cement conforming
5.4 Concrete
to IS 12269 : 1987.
The design of concrete mix shall conform to the
5.1.1 As far as possible, the cement shall be obtai- requirements laid down in IS 1343 : 1980.
ned from one source to minimise variations in the
quality. Each consignment shall be covered by a 5.5 Admixtures
test certificate, which shall be submitted to the Admixtures may be used with the approval of
purchaser or inspecting officer for check. Each the purchaser. However, use of any admixture
consignment of cement shall be stocked separately containing chlorides in any form is prohibited.
and shall be clearly identified. The admixtures shall conform to IS 9103 : 1979.
5.1.2 If required by the purchaser.before using a 6 DESIGN
particular batch of cement, a minimum of 3 trial 6.1 The poles shall be so designed that they do not
cubes shall be made with aggregate grading to be
fail owing to failure initiated by compression of
used for the approved design mix and the average
concrete.
compressive strength results at 7 days shall be
6.2 The maximum wind pressure to be assumed for
determined to assess the suitability of the cement.
computing the design transverse load at first crack
Suitable quick testing method may be adopted with
shall be as specified by the State Governments who
the approval of the purchaser.
are empowered in this behalf under the Indian
5.2 Aggregates Electricity Rules, 1956. In this connection, refer-
ence may be made to the ‘Code of practice as
Coarse and fine aggregates used in the manufacture
regards Wind Pressures and Temperatures Varia-
of poles shall conform to IS 383 : 1970. A sample
tions for the Design of Overhead Power Lines’,
of aggregates shall be submitted by the manufac-
published by Central Electricity Authority. This
turer to the purchaser for approval, if so desired
publication gives the recommended values of wind
by the purchaser. The nominal maximum size of
pressures to be assumed for power lines in all the
coarse aggregate shall in no case exoeed 20 mm or
Indian States. Wind pressure may also be deter-
one-fourth the minimum thickness of the pole,
mined as specified in IS 875 ( Part 3 ) : 1987.
whichever is less.
6.3 Transverse, longitudinal and vertical loads on
5.2.1 The nominal maximum size of coarse aggre- poles shall be designed as given in IS 802 ( Part I/
gate shall be at least 5 mm less than the spacing Set 1 ) : 1991.
between the prestressing wires.
6.3.1 Broken wire condition for different types of
5.3 Reinforcement poles as given in IS 802 ( Part l/Set 1 ) : 1991
shall also be assumed in the design.
Reinforcing bars and wires used for the manufac-
ture-of prestressed concrete poles shall conform to 6.4 Depth of Planting
IS 432 ( Part 1 ) : 1982 or IS 432 ( Part 2 ) : 1982 The minimum depth of planting of a pole below
or IS 1786 : 1985 or IS 1785 ( Part 1 ) ; 1983 or ground level shall be in accordance with Table 1,
IS 1785 ( Part 2 ) : 1983 or IS 2090 : 1983 or IS the actual depth being determined on the basis of
6003 : 1983 or IS 6006 : 1983, as the case may be. ground conditions.
2L-
1s 13158 : 1991
Table 1 Minimum Depths of Planting of Prestressed 6.6 At transfer of prestress, direct compressive
Concrete Circular Spun Poles in the Ground stress in concrete at top section of prestressed
concrete spun pole shall not exceed 0’8 times the
( CIuuse 6.4 ) characteristic strength of concrete at 28 days.
6.7 Poles intended to be fitted with stays or sup-
Length of Poles Minimum Depth in Ground
ported by struts shall be designed accordingly, and
(1) (2)
m if required by the purchaser, shall be appropriately
tested.
6.0 to 7’0 lY0
7.5 to 9.0 1’50
6.8 Method of selection of prestressed concrete
9.5 to 11’0 1’80 circular spun poles in any given situation shall be
11.5 to 13.0 2’00 as specified in IS 7321 : 1974.
13’5 to 14’5 2’20
15’0 to 16’5 2.30 7 MANUFACTURE
17’0 to 18’0 2’40
7.1 Moulds
18’5 to 19.5 2’75
20’0 to 21’0 3.00 7.1.1 Moulds shall be of steel and of rigid const-
ruction to prevent distortion and so arranged as to
provide smooth surfaces. The moulds shall not
6.5 Transverse Strength at Failure allow any leakage of cement grout during spinning.
The holes in the end plates for the H.T. wires shall
The poles shall be so designed that its strength in
be accurately drilled by jigs to ensure interchang-
transverse direction shall be sufficient to take the
eability. These end plates shall be designed to
load due to wind on wires and pole, multiplied by
withstand the forces arising out of the change in
load factor. Where specifically stated, snow load
direction of prestressing wires during tensioning,
shall also be taken into consideration,
7.2 Stretching of Wires
6.5.1 The load factor on transverse strength for
7.2.1 The prestressing wires shall be stretched by
prestressed concrete circular spun poles shall not
an approved method. The anchoring of the stre-
be less than 2’5. This factor may be reduced to a
tched wires shall be such that during manufacture
value not less than 2’0 in the case of power trans-
and until the wires are released, no slipping occurs.
mission lines by the State Governments, who are
The force at the time of initial stretching shall in
empowered in this behalf under the Indian Elec-
addition to imparting of designed presfress also be
tricity Rules, 1956.
sufficient to overcome the friction on account of
any change in the inclination of wires and slippage
6.5.2 The prestressed concrete circular spun pole
that might occur during the anchoring process
shall be checked for transverse cracking strength
which will have to be suitably compensated.
under the following condition:
7.2.2 The tensioning of prestressing steel shall be
a) The design transverse load at first crack
carried out in a manner that will induce a smooth
shall be assumed to act at 600 mm from
and even rate of increase of stress in the wires.
top;
7.2.3 The force induced in the prestressing wires
b) The hypothetical flexural tensile stress in
shall be determined by means of gauges attached
concrete shall not exceed the values given in
to the tensioning apparatus and cross checked by
IS 1343 : 1980; and extension of the wires observed. The extension to
c) Untensioned steel, if provided for augment- be achieved shall be determined in advance, based
ing the ultimate strength, shall not be on trials conducted on representative samples of
considered in computing the transverse the wires as used in the poles. The accuracy of
strength at first crack. the devices for measuring of the tensioning force
shall be within f 2 percent.
6.5.3 Ihe average permanent load on prestressed
7-3 Mkiug and Consolidation of Concrete
concrete circular spun poles shall be taken as 40
percent of the load at first crack. 7.3.1 Provision shall be made to measure the
quantities of cement and of fine and coarse angry-
6.5.4 The permissible design stresses for high gates by mass only. The accuracy of the mea&ing
tensile steel and for concrete in compression under equipment shall be f 3%. All the measuring
the average permanent load shall be in accordance equipment shall be maintained in clean, serviceable
with IS i343 : 1980. The permissible design flex- condition and its accuracy checked regularly.
uraI tensile stress for concrete under average per- Modern high speed mixers, preferably pan or
manent load may be taken as 3’0 N/mm”. turbine type should be used for mixing the concrete.
3IS 13158 : 1991
7.3.2 Mixing and placing of concrete shall as far 7.7 Earthing
as possible be avoided during the extreme temper-
atures in summer and winter. The concreting shall Earthing shall be provided as specified by the pur-
commence within 2 hours of stressing of the wires, chaser. The details of embedment of wire or strip
failing which the tensioned wires shall be checked or cable shall be as agreed to between the manu-
and retensioned, if necessary. facturer and the purchaser.
‘7.3.3 The manufacture of poles shall be done under
7.8 Finish
suitable cover and not in the open.
7.8.1 Poles shall be free from surface defects in-
7.3.4 The concrete shall be thoroughly mixed and
cluding hair cracks. The surfaces of the poles in
consolidated by means of an approved method of
contact with the steel moulds shall be smooth and
spinning.
regular in shape and shall, as far as possible, be
7.3.5 The freshly manufactured poles shall be pro- free from pores. Water retaining pockets or honey-
tected during the first stage of hardening from the combing formation shall not be admissible. 25
harmful effects of sunshine, dry winds, cold and mm thick 1 : 2 cement mortar cover shall be pro-
rains. vided on the full area of the top of pole.
7.4 Detensioning of Wires 7.8.2 The ends of the prestressing wires shall be
cut as close to the surface of the pole as possible
7.41 The anchoring system shall provide a device and in any case shall not project more than 3 mm.
for gradual detensioning of the wires. No back
pulling of the wires shall be permitted in the 7.8.3 The ends of the prestressing wires shall be
gradual detensioning device for the purpose of given two coats of suitable anti-corrosive paints
releases of any wedge or other parts of the deten- approved by the purchaser.
sioning device. Flame cutting of the wires before
7.8.4 The clear cover of concrete measured from
release of the full tension shall be prohibited.
the outside of longitudinal reinforcement shall be
7.4.2 The transfer of prestress shall not be effected
not less than 20 mm.
until the concrete in the poles has attained the
necessary strength as established by tests on cubes. 7.8.5 No touching up or finishing by cement grout,
etc, shall be done on the poles after it is removed
7.5 Curing from the moulds.
The concrete shall be covered with a layer of sack-
8 TESTING
ing, canvas, hessian or similar absorbent material
and kept constantly wet up to the time of transfer 8.1 During manufacture, tests on concrete shall be
of prestress. If desired by the manufacturer, steam carried out as detailed in 7.6.
curing at atmospheric pressure may be done till
transfer of prestress. Prior approval of purchaser 8.2 Transverse Strength Test
shall be obtained for the process and details such
as temperature, duration, etc, for the steam curing The transverse strength test of poles shall be con-
cycle. After detensioning, the poles shall be cured ducted in accordance with IS 2905 : 1989. A
prestressed concrete pole shall be deemed not to
for a further period of not less than 14 days by
have passed the test if cracks wider than 0’1 mm
submerging in water tanks. Alternatively, the
poles may be cured by submerging them in water appear at a stage prior to the application of the
design transverse load at first crack and the obser-
tanks for a period of 7 days followed by curing
ved ultimate transverse load is less than the design
for a further period of 7 days with mechanical
water spraying arrangements which shall be invari- ultimate transverse load.
ably carried out under cover and shall ensure full
humidity conditions. 9 SAMPLING AND INSPECTION
7.6 During manufacture, daily tests on concrete 9.1 Scale of Sampling
cubes shall be carried out till the concrete achieves
9.1.1 Lot
the required strength at transfer. Thereafter the
test on concrete shall be carried out as detailed in In a consignment, 500 spun poles or part thereof
IS 1343 : 1980. The manufacturer shall supply, of the same length, same dimensions and belonging
when required by the purchaser or his represent- to the same batch of manufacture, shall be grouped
ative, results of compressive test conducted in together to constitute a lot.
accordance with IS 456 : 1978 on concrete cubes
made from the concrete used for the poles. If the 9.1.2 For ascertaining the conformity of the mate-
purchaser so desires, the manufacturer shall supply rial in the lot to the requirements of this specific-
cubes for test purposes and such cubes shall be ation, samples shall be tested from each lot
tested in accordance with IS 456 : 1978. separately.
4IS 13158 : 1991
9.1.3 The number of spun poles to be selected is less than or equal to the corresponding accept-
from the lot shall depend on the size of the lot and ance number given in co1 3 of Table 2.
shall be according to Table 2.
9.2.2 The lot having been found satisfactory acc-
ording to 9.2.1 shall be further tested for transverse
Table 2 Scale of Sampling and Permissible
strength ( see 8.2 ) of the poles. For this purpose,
Number of Defectives
the number of poles given in co1 4 and 5 of Table
2 shall be tested. These poles may be selected
No. of Dimensional Transverse Transverse from those already tested according to 9.2.1 and
Poles Requirements Strength Strength, found satisfactory. AI1 these poles tested for
in the ~---h--- ~ at First Ultimate
transverse strength shall satisfy the corresponding
Lot Sample A~;q,tz;c Crack
Size 1) specification requirements. If one or more poles
fail, twice the number of poles originally tested
(1) (2) (3) (4) (5)
shall be selected from these already selected and
up to 100 IO 1 2 1
subjected to this test. If there is no failure among
101 to 200 15 1 3 1
these poles, the lot shall be considered to have
201 to 300 20 2 4 1
satisfied the requirements of this test.
301 to 500 30 3 5 2
10 MARKING
NOTE - The spun poles tested up to first crack may 10.1 The poles shall be clearly and indelibly
be used, provided the crack is closed after removal
marked with the following particulars either during
of the load.
or after the manufacture, but before testing, at a
position so as to be clearly read after erection in
9.2 Number -of Tests and Criteria for Conformity position:
9.2.1 All the poles selected according to 9.1.3 shall a) Month and year of manufacture;
be tested for. overall length, cross-section and b) Name of manufacturer or his registered
uprightness ( see 4.2 ). A~pole failing to satisfy trade-mark or both;
one or more of these requirements shall be consi-
c) Serial number of the poles; and
dered as defective. All the poles in the lot shall
be considered as conforming to these requirements d) Position of centre of gravity of the poles
if the number of defective poles found in the sample with the word ‘C.G.’
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
383 : 1970 Coarse and fine aggregates from rials, loads and permissible
natural sources for concrete stresses, Section 1 Materials and
( second revision ) loads ( third revision )
432 ( Part 1 ) : Mild steel and medium tensile 875 ( Part 3 ) : Code of practice for design loads
1982 steel bars and hard-drawn steel 1987 ( other than earthquake ) for
wire for concrete reinforcement : buildings and structures : Part 3
Part 1 Mild steel and medium Wind loads ( second revision )
tensile steel bars ( third revision ) 1343 : 1980 Code of practices for prestressed
432 ( Part 2 ) : Mild steel and medium tensile concrete ( jirsf revision )
1982 steel bars and hard-drawn steel 1785 ( Part 1 ) : Plain hard-drawn steel wire for
wire for concrete reinforcement : 1983 prestressed concrete : Part 1 Cold
Part 2 Hard-drawn steel wire draw~n stress relieved wire (second
( third revision ) revision )
456 : 1978 Code of practice for plain and 1785 ( Part 2 ) : Plain hard-drawn steel wire for
reinforced concrete ( third revi- 1983 prestressed concrete : Part 2 As
sion ) drawn wire (first revision )
fO2 ( Part l/ Code of practice for use of struc- 1786: 1985 High strength deformed steel bars
8ec 1 ) : 1991 tural steel in overhead transmis- and wires for concrete reinforce-
sion line towers : Part 1 Mate- ment ( third revision )
5IS 13158: 1991
IS No. Tit Ie IS No. Title
2090 : 1983 High tensile steel bars used in 7321 : 1974 Code of practice for selection,
prestressed concrete ( jirst rcvi- handling and erection of concrete
sion ) poles for overhead power and
telecommunication lines
2905 : 1989 Methods of test for concrete poles
for overhead power and tele-
8112: 1989 43 grade ordinary Portland
communication lines
cement (first revision )
6003 : 1983 Indented wire for prestressed
concrete (first revision ) 12269 : 1987 53 grade ordinary Portland
cement
6006: 1983 Uncoated stress relieved strand
for prestressed concrete (first
revision )IS 13158 : 1991
ANNEX B
( Foreword )
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Representing
DR H. C. VISVESVARAYA In personal capacity ( University of Roorkee. Roorkee 247667)
Members
SHRI B. R. BHARTIKAR B. G. Shirke & Co, Pune
SHRI U. N. RATH ( Alfernate )
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
DR A. K. CHATTEKJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H, SUBRAMANIAN ( A/ternate )
CHIEF ENQINEER ( DESIGNS ) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER ( S & S )
( Alternate )
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Narmada Nigam Ltd. Gandhinagar
SUPERINTENDINGE NGINEER, QCC
( Alternate )
CHIEF ENGINEER ( RESEARCH-CUM- Irrigation and Power Research Institute, Amritsar
DIRECTOR )
RESEARCH OPPICER ( CONCRETE
TECHNOLOGY ) ( AlIernare )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternare )
DIRECTOR ( CMDD j ( N & W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CMDD )
( NW & S ) ( Alternate )
SHRI K. H. GANGWAL Hyderabad Industries Limited, Hyderabad
SHRI V. RATTABHI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ), Ghaziabad
S~rtr S, G~PINATH The India Cements Limited, Madras
SHRI R. TAMILAKARAN ( Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. P. SHANKARANARAYANAN
( Alternate )
DR IRSHAD M ASOOD Central Building Research Institute ( CSIR ), Roorkee
DR MD KHALID ( Alternate )
JOINT DIRECTOR, STANDARDS ( B & S ) (CB-I) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIRECTOR STANDARDS ( B & S )/
( CB-II ) ( Alternate )
SHRI N. G. JOSHI Indian Nume Pipes Co Limited, Bombay
SHRI P. D. KELKAR ( AIternate )
SHRI D. K. KANUNQO National Test House, Calcutta
SHRI B. R. MEENA ( Af!ernate )
SHRI P. KRISHNAMURTHY Larsen and Toubro Limited, Bombay
SHIU S. CHAKRAVARTHY( Alternate )
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd.
New Delhi
SHRI S. 0. RAN~ARI ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI J. S. SANGANERIA( Alternate )
MEMBERS ECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR( CIVIL ) ( Afternate )
SHRI M. K. MUKHERJEE Roads Wing Department of Surface Transport ( Ministry of
Transport ), New Delhi
SHRI M. K. GHOSH ( Alternate )
SHRI NIRhrAL SINW Development Commissioner for Cement industry ( Ministry of
Industry )
SHRI S. S. MIGLANI ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LpCoL R. K. SINC+H( Alternate )
7IS 13158 : 1991
Members Representicg
SHRI H. S. -PASRICHA Hindustan Prefab Ltd. New Delhi
SHRI Y. R. PHULL Central Road Research Institute ( CSlR ), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRX K. B. THANDEVAN( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alternate )
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ), Madras
DR A. G. MADHAVA RAO ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
BEPRE~ENTATIVE Builders Association of India, Bombay
SHRI A. U. RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA ( AIternate )
SHRI JYSEN GUPTA National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate )
SHRI T. N. SUBBA RAO Gammon India Limited, Bombay
SHHI S. A. REDDI ( Alternate )
SUPT. ENGINEER ( DESIGNS ) Public Works Department, Government of Tamil Nadu
EXECUTIVE ENGINEER ( S.M.R. DIVISION )
( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATURVEDI ( Alternate )
SHRI G. RAMAN. Director General, BIS (Ex-oficio Member )
Director ( Civil Engg )
Secretnry
SHRI N. C. BANDYOPADHYAY
Joint Director ( Civil Engg ), BIS
Concrete Poles Subcommittee, CED 2 : 12
Convener
DR N. RAGHAVENDRA National Council for Cement and Building Materials, New Delhi
Members
SHRI J . L. BANDY OPADHYAY Indian Posts and Telegraphs Department, Jabalpur
SHRI V. V. SURYA RAO ( Altrrnate )
SHRI S. N. BASU Directorate General of Supplies and Disposals
SHRI S. M. MIJNJAL ( Alternate )
SHRI R. S. BHATIA Punjab State Electricity Board, Patiala
SHRI S. K. SHARMA ( Alternate )
SHRI P. C. CHATTERJEE Orissa Cement Limited, Rajgangpur
SHRI U. N. RK~H ( Alternate )
DIRECTOR ( RE ) Central Electricity Authority, Rural Electrification-Directorate
DEPUTY DIRECTOR ( RE ) ( Alternate )
SHRI G. L. DUA Rural Electrification Corporation Ltd, New Delhi
SHRI P. D. GAIKWAD ( Alternate )
JOINT DIRECTOR STANDARDS ( B & S ) CB-11 Research, Designs and Standards Organization, Lucknow
DEPUTY DIRECTOR ( CIVIL II ) ( Alternate )
SHRI N. G. JOSHI The Indian Hume Pipe Co Ltd, Bombay
SHRI S. K. NAITHANI Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SHRI SUBASH GARG ( AIterrrate )
SHRI M. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI A. K. C~CADHA( Afternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
SHRI C. B. RUNWAL Maharashtra State Electricity Board, Bombay
SHRI R. 13. JOSHI ( Alternate )
SHRI R. SAMPATKUMARAM Delhi Electric Supply Undertaking, New Delhi
SHRI RAMESH CHANDER ( Alternate )
SHRI A. V. TALATI The Steelpipe & Fabrication Works, Vadodara
SHRI H. C. SHAH ( Alternate )
SHRI S. THEAGARAJAN Tamilnadu Electricity Board, Madras
SHRI LAKSHMINARASIMHAN( Alternate)
PROF P. C. VARGHESE Concrete Products & Construction Co, Poomamallee ( TN )
SHRI K. GEORGE ( Afternate )
DR B. VENKATESWARLU Structural Engineering Research Centre, MadrasStandard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be.granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.Bureau of Iudiau Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Doc:No.CED2(4111)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 311 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
|
802_2.pdf
|
IS:802 (Part II)-1978
(Reaffirmed2001)
Edition 1.1
(1992-08)
Indian Standard
CODE OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN OVERHEAD
TRANSMISSION LINE TOWERS
PART II FABRICATION, GALVANIZING, INSPECTION
ANDPACKING
(Incorporating Amendment No. 1)
UDC 621.315.668.2:006.76
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3IS:802 (Part II) - 1978
Indian Standard
CODE OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN OVERHEAD
TRANSMISSION LINE TOWERS
PART II FABRICATION, GALVANIZING, INSPECTION
ANDPACKING
Structural Engineering Sectional Committee, SMBDC 7
Chairman Representing
DIRECTOR STANDARDS (CIVIL) Ministry of Railways
Members
SHRI R. M. AGARWAL Institution of Engineers (India), Calcutta
DR SHAMSHER PRAKASH (Alternate)
SHRI A. K. BANERJEE Metallurgical and Engineering Consultants
SHRI S. SANKARAN (Alternate) (India) Ltd, Ranchi
SHRI S. N. BASU Inspection Wing, Directorate General of
SHRI D. B. JAIN (Alternate) Supplies and Disposals, New Delhi
SHRI P. C. BHASIN Ministry of Shipping and Transport
(Department of Transport) (Roads Wing)
SHRI V. S. BHIDE Central Water Commission, New Delhi
DEPUTY DIRECTOR (GATES AND
DESIGNS) (Alternate)
DR P. N. CHATTERJEE Government of West Bengal
DR P. DAYARATNAM Indian Institute of Technology, Kanpur
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. R. KULKARNI (Alternate)
DIRECTOR (TRANSMISSION) Central Electricity Authority, New Delhi
DEPUTY DIRECTOR (TRANSMISSION)
(Alternate)
JOINT DIRECTOR STANDARDS (B & S) Ministry of Railways
ASSISTANT DIRECTOR (B & S)-SB
(Alternate)
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN (Alternate)
(Continued on page 2)
© BIS 2003
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:802 (Part II) - 1978
(Continued from page 1)
Members Representing
SHRI P. K. MALLICK Jessop & Co Ltd, Calcutta
SHRI P. K. MUKHERJEE Braithwaite & Co (India) Ltd, Calcutta
SHRI P. T. PATEL (Alternate)
SHRI. S. MUKHERJEE Hindustan Steel Ltd, Durgapur
SHRI S. K. MUKHERJEE Bridge & Roof Co (India) Ltd, Howrah
SHRI B. K. CHATTERJEE (Alternate)
SHRI P. N. BHASKARAN NAIR Rail India Technical and Economics Services,
SHRI A. B. RIBEIRO (Alternate) New Delhi
SHRI R. NARAYANAN Structural Engineering Research Centre
(CSIR), Roorkee
PROF H. C. PARMESHWARAM Engineer-in-Chief’s Branch, Ministry of Defence
SHRI C. S. S. RAO (Alternate)
SHRI DILIP PAUL Industrial Fasteners Association of India,
Calcutta
REPRESENTATIVE Burn Standard Co Ltd, Howrah
SHRI A. P. KAYAL (Alternate)
REPRESENTATIVE Hindustan Steel Works Construction Ltd,
Calcutta
REPRESENTATIVE Richardson & Cruddas Ltd, Bombay
SHRI P. V. NAIK (Alternate)
SHRI P. SENGUPTA Stewarts & Lloyds of India Ltd, Calcutta
SHRI M. M. GHOSH (Alternate)
SHRI G. SRINIVASAN Bharat Heavy Electricals Ltd, Tiruchirapalli
SHRI G. L. NARASAIAH (Alternate)
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SHRI B. P. GHOSH (Alternate)
SHRI M. D. THAMBEKAR Bombay Port Trust, Bombay
SHRI L. D. WADHWA Engineers India Ltd, New Delhi
SHRI B. B. NAG (Alternate)
SHRI C. R. RAMA RAO, Director General, BIS (Ex-officio Member)
Director (Struc & Met)
Secretary
SHRI S. S. SETHI
Assistant Director (Struc & Met), BIS
Subcommittee for Code of Practice for Use of Steel in Overhead
Transmission Line Towers, SMBDC 7 : 1
Convener
SHRI V. D. ANAND Central Electricity Authority, New Delhi
Members
SHRI H. S. SEHRA (Alternate to
ShriV. D. Anand)
SHRI M. ARUMUGAM Tamil Nadu Electricity Board, Madras
ASSISTANT DIRECTOR STANDARDS Ministry of Railways
(B & S)-I
DEPUTY DIRECTOR STANDARDS
(C-OHE) (Alternate)
(Continued on page 10)
2IS:802(Part II) - 1978
Indian Standard
CODE OF PRACTICE FOR
USE OF STRUCTURAL STEEL IN OVERHEAD
TRANSMISSION LINE TOWERS
PART II FABRICATION, GALVANIZING, INSPECTION
ANDPACKING
0. F O R E W O R D
0.1This Indian Standard (Part II) was adopted by the Indian
Standards Institution on 25 October 1978, after the draft finalized by
the Structural Engineering Sectional Committee had been approved
by the Structural and Metals Division Council and the Civil
Engineering Division Council.
0.2With the publication of IS : 802 (Part I)-1977* provisions-
regarding loads, material, permissible stresses and design aspect have
been covered. In this part requirements regarding fabrication,
galvanizing, inspection and packing of overhead transmission line
towers have been covered.
0.3This standard keeps in view the practices being followed in the
country in this field. Assistance has been derived from the ‘Guide for
design of steel transmission line towers’ issued by the American
Society of Civil Engineers.
0.4This edition 1.1 incorporates Amendment No. 1 (August 1992).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
0.5For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
IS : 2-1960†. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1This standard (Part II) covers the provisions relating to the
fabrication, galvanizing, inspection and packing requirements of
self-supporting steel lattice towers for overhead transmission lines.
1.1.1Provisions regarding loads, permissible stresses and design
considerations have been covered in Part I of this standard.
*Code of practice for use of structural steel in overhead transmission line towers:
Part I Loads and permissible stresses (second revision).
†Rules for rounding off numerical values (revised).
3IS:802 (Part II) - 1978
1.1.2Provisions regarding testing of towers have been covered in Part
III of this standard.
1.1.3For provisions regarding erection of towers, reference shall be
made to IS : 5613 (Part II/Sec 2)-1976*.
1.2This code does not cover guyed towers and special towers for river
crossing or other long spans. These will be covered by separate codes.
2. PLAN AND DRAWING
2.1Plans and drawings shall be prepared according to IS : 696-1972†
and IS : 962-1967‡.
2.2 Structural Assembly Drawings
2.2.1The drawings shall show the complete design dimensions,
member length, slope factors or triangles, section sizes, bend lines,
gauge lines, diameter, length and number of bolts, spacers, washers,
sizes of gusset plates, position of holes, etc, and relative location of
various members.
2.2.1.1Sufficient number of elevation, cross section and plan views
shall be presented to clearly indicate the details of joints and
arrangement of members.
2.2.2All members shall be clearly shown and the respective
identification mark allotted to each member.
2.2.3The drawings shall be drawn to a scale large enough to convey
the information adequately.
2.2.4All connections shall be detailed to minimize eccentricity of the
connection.
NOTE—Due consideration shall be given to the additional stresses introduced in the
members on account of eccentricity of the connection.
2.3Shop Drawing—Shop drawings, containing complete
information necessary for fabrication of the component parts of the
structures shall be prepared. These drawings shall clearly show the
member sizes, length and marks, hole positions, gauge lines, bend
lines, edge distances, amount of clipping, notching, etc.
2.3.1In the case of members to be bent, the shop drawings shall
indicate provision for the variation in length to be made.
2.4Bill of Material—Bill of material for each type of tower shall be
prepared separately. This shall indicate grade of steel, mark numbers,
*Code of practice for design, installation and maintenance of overhead power lines:
Part II Lines above 11 kV up to and including 220 kV, Section 2 Installation and
maintenance.
†Code of practice for general engineering drawings (second revision).
‡Code of practice for architectural and building drawing (first revision).
4IS:802(Part II) - 1978
section sizes, member lengths, their calculated weights, number of
bolts, nuts and washers and their sizes, total quantities required and
structural drawing numbers.
2.4.1No reduction in weight due to drilling, punching of bolt holes,
screw cuts, clipping, notching, chamfering, etc, shall be made while
computing the calculated weight of the members.
3. FABRICATION
3.1General—The fabrication of transmission line towers shall be
done in accordance with this code. A reference may, however, be made
to IS : 800-1962* in case of non-stipulation of some particular provision
in this standard.
3.2Material Quality Control—In cases where more than one grade
of steel is used in the structural members, proper identification marks
of the various grades of steel being used shall be made on the material
to ensure their ultimate use in the proper location in the towers before
taking up the fabrication.
4. OPERATIONS IN FABRICATION
4.1Straightening—All material shall be reasonably straight and, if
necessary, before being worked shall be straightened and/or flattened
by pressure, unless required to be of curvilinear form and shall be free
from twists. Straightening shall not damage the material. The
adjacent surfaces of the parts when assembled, shall be in close
contact throughout keeping in view the tolerances specified.
Hammering shall not be permitted for straightening and/or flattening
of members. Sharp bends shall be cause for rejection.
4.2Cutting—Cutting may be effected by shearing, cropping, flame
cutting or sawing. The surfaces so cut shall be clean, smooth,
reasonably square and free from any distortion.
4.3 Bending
4.3.1Mild steel angle sections up to 75 × 75 mm (up to 6 mm thick)
shall be bent cold up to and including bend angle of 10°; angles above
75 × 75 mm (thickness up to 6 mm) and up to and including 100 × 100
mm (thickness up to 8 mm) may also be bent cold up to the bend angle
of 5°. All other angle sections and bend angles not covered above shall
be bent hot.
4.3.2All plates up to 12 mm thickness shall be bent cold up to a
maximum bend angle of 15°. Greater bends and other thicknesses
shall be bent hot.
4.3.3Bends on all high tensile steel sections shall be done hot.
*Code of practice for use of structural steel in general building construction (revised).
5IS:802 (Part II) - 1978
4.3.4All hot bent material shall be air cooled.
4.3.5The bends shall be of even profile and free from any surface
damages.
4.4 Holing
4.4.1Holes in the members shall either be drilled or punched to jig and
shall not be formed by flame cutting process. All burrs left by punching
or drilling shall be completely removed.
4.4.2Punching may be adopted for sections up to 12 mm thick. For
thicker sections, drilling shall be done.
4.4.3The holes near the bend line of a bent member, on both sides of
bend line, shall be punched/drilled after bending and relative position
of these holes shall be maintained with the use of proper template/jigs
and fixtures.
5. FASTENERS AND JOINTS
5.1General—It shall be ensured that the fasteners provide positive
attachment at all times and under the conditions when the tower
structures are subjected to vibratory loads.
5.2Bolts—Bolts used for erection of transmission line tower shall
preferably be of 12, 16 and 20 mm diameter and in no case bolt
diameter shall be less than 12 mm.
5.2.1Only one diameter of bolts shall preferably be used in one tower
type.
5.2.2The length of the bolt shall be such that the threaded portion
does not lie in the plane of contact of members.
5.2.3It shall also be ensured that the threaded portion of the bolt
protrudes not less than 3 mm and not more than 8 mm over the nut
after it is fully tightened.
5.3Holes for Bolting—Holes shall be cylindrical. Oval or lobed
forms of holes shall not be permitted. The diameter of the hole shall be
equal to the diameter of the bolt plus 1.5 mm.
5.3.1Holes shall be perpendicular to the plates or angles.
5.3.2The accuracy of the location of holes shall be such that for any
group of members when assembled the holes shall admit the bolt at
right angle to the plane of connection.
5.4Spacing of Bolts and Edge Distance—The minimum spacing
of bolts and edge distance shall be as given in Table 1.
6IS:802(Part II) - 1978
TABLE 1 SPACING OF BOLTS AND EDGE DISTANCE
(Clause 5.4)
BOLT HOLE BOLT SPACING, EDGE DISTANCE, Min
DIAMETER DIAMETER Min
Hole Centre Hole Centre
to Rolled or to Sheared or
Sawn Edge Flame Cut
Edge
(1) (2) (3) (4) (5)
mm mm mm mm mm
12 13.5 32 16 20
16 17.5 40 20 23
20 21.5 48 25 28
5.5In dimensioning gauge lines, allowance shall be made for the mill
tolerance in width of flange in accordance with IS : 1852-1973* so as to
ensure minimum edge distance specified in 5.4.
5.6Locking Devices—Spring washers of positive lock type of the
following thicknesses shall be provided for insertion under all nuts.
Bolt Dia Thickness of Spring Washer
mm mm
12 2.5
16 3.5
20 4.0
5.7To obviate bending stress in bolts or to reduce the same to a
minimum, no bolt shall connect aggregate thickness of more than
three times the bolt diameter and also the number of members
carrying stress to be connected by a single bolt shall not generally
exceed three (excluding gussets and packing).
5.8The gap between the ends of two connected members in a butt joint
shall not be more than 6 mm and less than 4 mm.
5.9Bolt Gauge Distances in Flanges of Angles—The bolt gauge
distances in flanges of angle sections shall generally be in accordance
with Table XXXI of SP : 6(Part 1)-1964†.
*Specification for rolling and cutting tolerance for hot rolled steel products (second
revision).
†ISI Handbook for structural engineers—Structural steel sections (revised).
7
IS:802 (Part II) - 1978
6. TOLERANCES
6.1Fabrication tolerances shall conform to those specified in 6.2 to 6.5.
Tolerances not specified in this code shall in general conform to
IS:7215-1974*.
6.2The maximum allowable difference in diameter of the holes on the
two sides of plate or angle shall be 0.8 mm, that is, the allowable taper
in a punched hole shall not exceed 0.8 mm on diameter.
6.3Tolerance cumulative and between consecutive holes shall be
within ± 2 mm and ± 1 mm respectively.
6.4Tolerance on the overall length of a member shall be within
±2mm.
6.5Tolerance on gauge distance shall be within ± 1 mm.
7. MARKING
7.1The identification mark allotted to each member shall be distinctly
stamped before galvanizing with marking dies of 16 mm size.
8. SHOP ERECTION
8.1The steel work shall be temporarily shop erected complete in
horizontal or vertical position (one tower of each type including every
combination of leg extensions) so that accuracy of the members may be
checked before commencing mass fabrication.
9. PAINTING AND GALVANIZING
9.1Painting—Preparation of surface for painting (pretreatment)
and application of primer and finishing coats shall be done in
accordance with the relevant clauses of IS : 1477 (Part I)-1971† and
IS: 1477 (Part II)-1971‡ respectively.
9.1.1The pretreatment to the members and application of primer coat
shall be done immediately after fabrication. Another primer coat
followed by two coats of finishing paint shall be given at site after the
fabricated steel work is erected. In case the primer coat is scraped
during transportation, the member surface shall be cleaned before
applying the primer coat in the field.
9.2Galvanizing—Bolts and other fasteners shall be galvanized in
accordance with IS : 5358-1969§ galvanizing of members of the tower
shall conform to IS : 4759-1968|| and spring washers shall be
galvanized in accordance with IS : 1573-1970¶.
*Tolerances for fabrication of steel structures.
†Code of practice for painting of ferrous metals in buildings: Part I Pretreatment
(first revision).
‡Code of practice for painting of ferrous metals in buildings: Part II Painting (first
revision).
§Specification for hot-dip galvanized coatings on fasteners.
| |Specification for hot-dip zinc coating on structural steel and other allied products.
¶Specification for electroplated coatings for zinc on iron and steel.
8IS:802(Part II) - 1978
10. INSPECTION
10.1The inspector shall have free access at all reasonable times to
those parts of the manufacturer’s works which are concerned with the
fabrication of the steel work and shall be afforded all reasonable
facilities for satisfying himself that the fabrication is being done in
accordance with the provisions of this standard.
10.2Unless specified otherwise, inspection, shall be made at the place
of manufacture prior to despatch and shall be conducted so as not to
interfere unnecessarily with the operation of the work.
10.3The manufacturer shall guarantee compliance with the
provisions of this standard, if required to do so by the purchaser.
10.4Should any member of the structure be found not to comply with
any of the provisions of this standard, it shall be liable to rejection. No
member once rejected shall be resubmitted for inspection, except in
cases where the purchaser or his authorized representative considers
the defect as rectifiable.
10.5Defects which may appear during fabrication shall be made good
with the consent of and according to the procedure laid down by the
inspector.
10.6All gauges and templates necessary to satisfy the inspector shall
be supplied by the manufacturer.
10.7The correct grade and quality of steel shall be used by the
manufacturer. To ascertain the quality of steel used, the inspector at
his discretion may get the material tested at a suitable or approved
laboratory.
11. PACKING
11.1Angle sections shall be wire bundled or despatched loose as may
be mutually agreed upon.
11.2Cleat angles, gusset plates, brackets, fillet plate, hanger and
similar loose pieces shall be nested and bolted together in multiples or
securely wired together through holes.
11.3Bolts, nuts, washers. and other attachments shall be packed in
double gunny bags accurately tagged in accordance with the contents.
11.4The packings shall avoid losses/damages during transit. Each
bundle or package shall be appropriately marked.
9IS:802 (Part II) - 1978
(Continued from page 2)
Members Representing
SHRI S. K. BHATTACHARJEE SAE (India) Ltd, Calcutta
SHRI V. NARAYANAN (Alternate)
CHIEF ENGINEER Andhra Pradesh Electricity Board,
SUPERINTENDING ENGINEER (Alternate) Hyderabad
SHRI K. R. DEB Damodar Valley Corporation, Calcutta
SHRI SWARAJ GUPTA (Alternate)
SHRI J. C. GUPTA Beas Construction Board, Chandigarh
SHRI J. C. GUPTA U. P. State Electricity Board, Lucknow
SHRI V. B. SINGH (Alternate)
SHRI OM KHOSLA EMC Steelal Ltd, Calcutta
SHRI S. N. SINGH (Alternate)
SHRI S. N. MISRA Maharashtra State Electricity Board,
SHRI S. R. JOSHI (Alternate) Bombay
SHRI NIRVAIR SINGH Punjab State Electricity Board, Chandigarh
SHRI N. D. PARIKH Kamani Engineering Corporation Ltd,
SHRI S. D. DAND (Alternate) Bombay
SHRI R. N. PENDSE Tata Hydro Electric Power Supply Co Ltd,
DR R. RANJAN (Alternate) Bombay
SHRI P. V. RAMAIAH Karnataka State Electricity Board,
Bangalore
SHRI N. V. RAMAN Structural Engineering Research Centre
SHRI R. NARAYANAN (Alternate) (CSIR), Roorkee
SHRI T. K. RAMANATHAN Triveni Structurals Ltd, Naini, Allahabad
SHRI K. V. S. MURTHY (Alternate)
REPRESENTATIVE Bhakra Management Board, Chandigarh
SHRI NIRPINDER SINGH (Alternate)
SHRI A. P. SHARMA Madhya Pradesh Electricity Board,
Jabalpur
SHRI N. SINHA Bihar State Electricity Board, Patna
SHRI S. N. VOHRA Inspection Wing, Directorate General of
Supplies and Disposals, New Delhi
10Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:SMBDC 7 and amended by
CED7
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 August 1992
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
|
10511.pdf
|
IS : 10511- 1983
Indian Standard
METHOD FOR
DETERMINATION OF ASPHALTENES IN
BITUMEN BY PRECIPITATION WITH
NORMAL HEPTANE
Bitumen and Tar Production Sectional Committee, BCDC 2
Chairman Representing
PROP C. G. S~AMINATHAN Central Road Research Institute ( CSIR ), New
Delhi; and Indian Roads Congress, New Delhi
Members
SHRI Y. b. GOKHALE ( Alfrrnate to Centr$Road Research Institute ( CSIR ), New
Prof C. G. Swaminathan )
SARI N. S~v~onan ( Aftmrate to Indian Roads Congress, New Delhi
Prof C. G. Swaminathan )
Sm1N.C. C~ATTERJBE National Test House, Calcutta
Szm~ J. K. CHARAN Engineer-in-Chief’s Branch, Army Headquarters
LT-f&L c. T. GEAR1 (Alternate )
DEPUTY DIRECTOR ( MET )-5 Ministry of Railways
ASSISTANT RESEARCH OFFICER
( ‘&EM )-2, RDSO, LOCKh-OW ( Altwnatc )
SBRI G. C. GOSWAYI Indian Oil Corporation Ltd ( Assam Oil Division ),
New Delhi
SERI ISWAR CHANDRA ( Alternate )
Sam A. Y. G~PTE Hindustan Petroleum Corporation Ltd ( Marketing
Division ), Bombav
DR HIMMAT SINQH Indiaiunstitute of Petroleum (CSIR ), Dehra
SERI J. S. BAHL (Alternate)
SHBI M. B. JAYAWANT Synthetic Asphalts Limited, Bombay
SHSI V. A. JOLLY Bharat Petroleum Corporation Ltd ( Marketing
Division ), Bombay
SEBI A. D. NAYAK ( Alternate)
SHRI K. L. KAPOOR Public Works Department, Government of
Haryana
SRRI S. C. JAIN ( Al&mate )
SHRI T. S. KRISRN+URTHI Indian Oil Corporation Ltd ( Refinery Division),
. Bombay
SERI C. V. RAMAYUBTHI (Alternate )
( Continued cn page 2 )
0 Copyrighi 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Zndinn CopVright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:lOSll-1983
(C ontinued from page 1 )
Membefs Rq!nwnturg
SERI S. B. KULEARNI Indian Oil Corporation Ltd ( Marketing Division ),
,
Bombay
SHRI S. A. LATHEEP Highways and Rural Works Department,
Government of Tamil Nadu, Madras
SHRI M. R. MALYA In personal capacity (3 Panorma, 30 Pali Hill Road,
Bombay 400052 j
SHRI C. V. RAMASWAXY Hindustan Petroleum Corporation (Refinery
Division ), Bombay
SHBI RANJIT SIN~H Ministry of Defence ( R & P )
Snar P. D. DE~EPANDE (Alternate)
DR A. V. R. Rno National Buildings Organization, New Delhi
DR R. S. RATRA ( Altcrnatc )
SHEI T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
Soar C. H. SAHEBA Bharat Petroleum Corporation Ltd ( Refinery
Division ), Bombay
SHIZI K. R. RAO ( Alternate )
SHBI D. K. SEN Central Fuel Research Institute ( CSIR ),
Dhanbad
SEEI A. K. CHOUDHURI ( Altcrnatc )
SHRI N. SIVAQURU Roads Wing ( Ministry of Shipping & Transport)
SIXRI R. P. SIKKA ( Altemute )
REPRESENTATIVE Dire;ct;el~meral of Supplies & Disposals,
SHRI S. P. GUPTA ( Alternate )
SHRI G. Raman, Director General, ISI ( Ex-o$cio Member)
Director ( Civ Engg )
Secretary
SHRI VIJAY RAJ
Assistant Director ( Civ Engg ), IS1
Methods of Testing Tar and Bitumen Subcommittee, BCDC 2 : 2
convener
PROF C. G. SWAXLIINATHAN Central Road Research Institute ( CSIR), New
Delhi
Members
SHRI Y. C. GOKHALE ( Alternate to
Prof C. G. Swaminathan )
Snnr J. S. BARL Indian Institute of Petroleum (CSIR), Dehra
Dun
SERI J. M. NAQPAL (Alternate)
LT-COL C. T. CHAEU Engineer-in-Chief’s Branch, Army Headquarters
Saar G. C. MI~EEA ( Alternate)
SERI M. GOPALA KB~HXA National Test House, Calcutta
SERI G. C. GOSWAMI Indian Oil Corporation Ltd (Assam Oil
Division ), New Delhi
SHRI ISWAR CHANDRA ( Alternate )
( Continued on page 8 )
2IS:10511-1983
Indian Standard
METHOD FOR
DETERMINATION OF ASPHALTENES IN
BITUMEN BY PRECIPITATION WITH
NORMAL HEPTANE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 25 February 1983, after the draft finalized by the Bitumen
and Tar Products Sectional Committee had been approved by the Civil
Engineering Division Council and the Petroleum, Coal and Related
Products Division Council.
0.2 A series of Indian Standards have been published on methods of tests
for testing tar and bituminous materials. This standard is one in the
series which covers the method for determination of asphaltenes content
in bitumen by precipitation with normal heptane.
0.3 In the formulation of this standard due weightage has been given to
international co-ordinationamong the standards and practices prevailing
in different countries in addition to relating it to the practices in the
field in this country.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers the method of test for determination of
asphaltenes content in bitumen by precipitation with normal heptane.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition in addition
to those given in IS : 334-1982t shall apply.
*Rules for rounding off numerical values ( rcvi& ).
+Glossary of terms relating to bitumen and tar ( second rrvition ).
3IS: 10511-1983
2.1 Asphaltene Content - The asphaltene content of bitumen is the
percentage by mass of wax free material insoluble in n-heptane, but
soluble in hot benzene or toluene. The material is dissolved in n-heptane
and the insoluble material consisting of asphaltenes and waxy substances
is separated by filtration through a fine filter paper. The waxy consti-
tuents are extracted under hot reflux with n-heptane, and the asphaltenes
are isolated by extraction with benzene or toluene.
3. APPARATUS
3.1 Extraction Apparatus - Extraction apparatus shall consist of an
efficient condenser that is, condenser with a coil or double surface, a
reflux extractor of the type illustrated in Fig. 1, and a conical fiask.
Ground glass joints are to be preferred throughout.
F
+ 5-7 HOLE
FIG. 1 REFLUX EXTRACTOR
4.
Is t 10511- 1983
small flasks. Remove the flask and contents from reflux, cool, close with
a ground glass stopper and store in a dark cupboard for I+ to 24 hours
calculated from time of removal from the reflux.
5.3.2 Without agitation, decant the liquid through a filter paper
such as Number 42 Whatman filter paper, of fine porosity and of 11’0
or 12.5 cm diameter, folded as illustrated in Fig. 2 so as to prevent loss of
asphaltenes by creeping. Transfer the residue in the flask, as completely
as possible, to the filter paper with successive quantities of hot n-heptane,
using a glass rod, if necessary. Give the flask a final rinse with hot
n-heptane and pour the rinsings through the filter. Set the flask aside
for use, as described in 5.3.4 without ,washing.
PAPER CLIP
/
FIG. 2 FOLDED FILTER PAPER
5.3.3 Remove the filter paper and contents from the funnel and place
in the extractor. Using another clean flask, reflux with n-heptane at a
rate of 2-4 drops/set from the end of the condenser for an extraction
period of not less than one hour, or until a few drops of n-heptane from
the bottom of the extractor leave no residue on evaporation on a glass
slide.
5.3.4 Replace the flask with the one set aside as described in 5.3.2,
add 30-60 ml of benzene or toluene and continue refluxing until all the
asphaltenes have been dissolved from the paper.
6. PRECAUTION
6.1 Since asphaitenes are very susceptible to oxidation, it is recommended
that the procedure specified in the final drying stage be followed strictly,
regarding temperature and time.
6IS : 10511-- 1983
6.2 Benzene is a highly toxic, volatile hydrocarbon which is absorbed by
inhaling the vapour or through the skin by contact with the liquid. Use
under extraction ventilation, avoid skin contact and wear approved
protective gloves.
6.3 Toluene is a toxic, volatile hydrocarbon which is absorbed by
inhaling the vapour or through the skin by contact with the liquid. Use
in adequate ventilation and avoid skin contact.
7. CALCULATION AND REPORTING
7.1 Calculate the asphaltenes content as a percentage by mass on the
original sample and report the result to the nearest 0.1 percent.
8. PRECISION
8.1 Repeatability - Duplicate test results by the same operator should
not differ by more than 10 percent.
8.2 Reproducibility - The results submitted by each of two
laboratories should not differ by more than 20 percent,
7
rIS :10511-1983
( Confinucd from puge 2 )
Members Representing
SHRI M.B. JAYAWANT Synthetic Asphalts Limited, Bombay
SBRI B. B. L. KAPOOR Bharat Petroleum Corporation Ltd (Refinery
Division ), Bombay
SERI C. H. SAHEBA (Alternate )
SERI S. B. KULKARNI Indian Oil Corporation Ltd ( Marketing
Division ), Bombay
SIIFU S. A. LATHEEF Highways and Rural Works Department,
Government of Tamil Nadu, Madras
SHRI M. R. M&Y& In personal capacity ( 3 Panorma, 30 Pali Hill Road,
Bombay 400052 )
SERI K. P. NAIR Indian Oil Corporation Ltd (R & D Centre ),
\
New Delhi
SARI C. V. RAMASWAMY Hindustan Petroleum Corporation Ltd, Bombay
SHRI A. Y. GUPTE ( Alternate )
SRRI T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SHRI N. SIVAoURU Roads Wing ( Ministry of Shipping &
Transport )
SHBI R. P. SIKKA ( Alternate )
SERI T. V. VARCJHESE Madras Refineries Ltd, Madras
SHRI E. S. R. RAO (Alternate )
8AMENDMENT NO. 1 JUNE 2000
TO
IS 105llm: 1983 METHOD FOR DETERMINAT-ION OF
ASPHALTENES IN BITUMEN BY PRECIPITATION
WITH NORMAL HEPTANE
(Page 3, clause 1.1 ) - Insert the following note after clause 1.1:
‘NOTE-Any other instrumental method simulating the manual method may be employed.
However, this method shall be the referee method.’
(PCD6)
Reprography Unit, BK, New Delhi, IndiaAMENDMENT NO. 2 NOVEMBER 2002
TO
IS 10511:1983 METHOD FOR DETERMINATION OF
ASPHALTENES IN BITUMEN BY PRECIPITATION
WITH NORMAL HEPTANE
( Page4,clause 2.1,line 3)— Delete ‘hotbenzene or’.
( Page4,clause 2.1, line 7 )— Delete ‘benzeneor’.
( Page 5,clause 4.2) — Delete andrenumber thesubsequent clause.
(Page 6,clause 5.3.4, line 2 )—Delete ‘benzeneor’.
( Page 6,clause 5.3.4)— Insert thefollowing newclauses after 5.3.4:
‘5.3.5Transfer thecontents of the flaskto atared evaporating dish. Wash out the
flask with successive small quantities of toluene not exceeding 30 ml. Remove
thetoluene byevaporation on aboiling waterbath.
5.3.6 Dry the dish and contents in the oven at temperature of 105* 5°C for 30
minutes. Cool inadesiccator and weigh.’
(Page 7,clause 6.2 )— Delete andrenumber thesubsequent clause.
(Page 7,clause 7.1) — Substitute thefollowing fortheexisting:
‘7.1Calculate the asphaltenes content, A as apercentage by mass on the original
sample usingthe following equation:
A = 100(M/G)
where
M = massing ofasphaltenes, and
G = massing of thetest sample.
(PCD 6)
Reprography UoiL BIS, New Delhi, India
|
15256_6.pdf
|
.—
IS 15256 (Part 6) :2002
ISO 11568-6:1998
Indian Standard
BANKING — KEY MANAGEMENT (RETAlL)
PART 6 KEY MANAGEMENT SCHEMES
ICS 35.240.40
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 2002 Price Group 6Banking and Financial Services Sectional Committee, MSD 7
NATIONAL FOREWORD
This Indian Standard (Part 6) which is identical with ISO 11568-6:1998 ‘Banking — Key management
(retail) — Part 6: Key management schemes’ issued by the International Organization for Standardization
(ISO) was adopted by the Bureau of Indian Standards on the recommendation of the Banking and
Financial Services Sectional Committee (MSD 7) and approval of the Management and Systems
Division Council.
The text of the International Standard has been approved as suitable for publication as an Indian
Standard without deviations. Certain conventions are, however, not identical to those used in Indian
Standards. Attention is particularly drawn to the following:
Wherever the words ‘International Standard’ appear referring to this standard, they should be read
as ‘Indian Standard’.
In this adopted standard, normative references appear to the following International Standards for
which Indian Standards do not exist:
ISO 8908:1993 Banking and related financial services — Vocabulary and data elements
lSO/lEC 9796:1991 Information technology — Security techniques — Digital signature
scheme giving message recovery
lSO/lEC 9798-3:1993 Information technology — Security techniques — Entity authentication
mechanisms — Part 3: Entity authentication using a public key
algorithm
LSO/lEC 10118 (all parts) Information technology — Security techniques — Hash functions
ISO 11166 (all parts) Banking — Key management by means of asymmetric algorithms
ISO 11568-1:1994 Banking — Key management (retail) — Part 1 : Introduction to key
management
lSO/lEC 11770-3:1999 Information technology — Security techniques — Key management
— Part 3 : Mechanisms using asymmetric techniques
ISO 13491-1:1998 Banking — Secure cryptographic devices (retail) — Part 1: Concepts,
requirements and evaluation methods
ISO 13491-2:2000 Banking — Secure cryptographic devices (retail) — Part 2: Security
compliance checklists for devices used in magnetic stripe card systems
The International Standards ISO 8908 and ISO 11166 (all parts) have been withdrawn by the
International Organization for Standardization (ISO).
In this adopted standard, informative references also appear to the following International Standards,
for which no Indian Standards exist:
1S0 8732:1988 Banking — Key management (wholesale)
ISO 11568-2:1994 Banking — Key management (retail) — Part 2 : Key management
techniques fot’ symmetric ciphers
ISO 11568-3:1994 Banking — Key management (retail) — Part 3 : Key life cycle for
symmetric ciphers
(Continued on third cover).,
IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
Introduction
ISO 11568 is one of a series of standards describing procedures for the secure management of the cryptographic
keys used to protect messages in a retail banking environment, for instance, messages between an acquirer and a
card acceptor, or an acquirer and a card issuer. Management of keys used in an integrated Circuit Card (ICC)
environment is not covered by ISO 11568 but will be addressed inanother ISO standard.
Whereas key management in a wholesale banking environment is characterized by the exchange of keys in a
relatively high-security environment, this standard addresses the key management requirements that are applicable
in the more accessible domain of retail banking services. Typical of such services are point-of-saie/point-of-service
(POS) debit and credit authorizations and automated teller machine (ATM) transactions.
ISO 11568 is a multi-part standard.
This part of ISO 11568 provides general information and criteria concerning key management schemes for use in a
retail banking environment. Annex A provides a description of certain key management schemes that are
considered by ISO members as suitable for implementation inthe retail banking environment.IS 15256 ( Part 6 ) :2002
1S0 11568-6:1998
Indian Standard
BANKING — KEY MANAGEMENT (RETAlL)
PART 6 KEY MANAGEMENT SCHEMES
1 Scope
This part of ISO 11568 contains descriptions of key management schemes that have been submitted by national
standards bodies of member countries as suitable for implementation in retail banking environments.
Each description is intended only to provide an overview of the key management scheme, pointing out its main
characteristics, the particular techniques employed and other useful information.
More detailed information about these schemes isto be found inthe documems named as reference material within
each description.
2 Normative references
The following standards contain provisions which, through reference inthis text, constitute provisions of this part of
ISO 11568. At the time of publication, the editions indicated were valid. All standards are subject to revision, and
parties to agreements based on this part of ISO 11568 are encouraged to investigate the possibility of applying the
most recent editions of the standards indicated below. Members of IEC and ISO maintain registers of currently valid
International Standards.
ISO 8908:1993, Banking and related financial services — Vocabulary and data elements.
ISOIIEC 9796:1991, Information technology — Security techniques — Digital signature scheme giving message
recovery.
lSO/lEC 9798-3:1993, Information technology — Security techniques — Entity authentication mechanisms —
Part 3: Entity authentication using a public key algorithm.
lSO/lEC 10118 (all parts), /formation technology — Security techniques — Hash functions.
ISO 11166 (ail parts), Banking — Key management by means ofasymmetric algorithms.
ISO 11568-1:1994, Banking — Key management (retail) — Part 1:Introduction tokey management.
lSO/lEC 11770:—1 ), Information technology — Security techniques — Key management — Part 3: Mechanisms
using asymmetric techniques.
ISO 13491-1 :—1), Banking — Secure cryptographic devices (retail) — Pafl 1: Concepts, requirements and
evaluation methods.
ISO 13491 -2:—1 ), Banking — Secure cryptographic devices (retail) — Part 2: Security compliance checkfkts for
devices used in magnetic stripe card systems.
1) To bepublished.IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
3 Definitions
For the purposes ofthis part of ISO 11568, the definitions given in ISO 8908 apply.
4 Generic overview of retail banking key management schemes
A key management scheme is a set of rules that define how cryptographic keys in retail banking systems are to be
created, distributed, used and replaced.
The objective of a key management scheme is to ensure that cryptographic keys are managed in such a way that
the data that is ultimately to be protected will be safeguarded from potential compromise resulting from non-secure
creation, transfer, use or replacement ofcryptographic keys.
In order to accomplish this objective, key management schemes shall employ key management techniques
described in ISO 11568-2 and ISO 11568-4.
Secure cryptographic devices, as described in ISO 13491, shall be used to provide the intended level of security.
The requirements and implementation of the phases of the life cycle of cryptographic keys are addressed in
ISO 11568-3 and ISO 11568-5.
Key management schemes may employ symmetric, asymmetric or hybrid techniques.
A key management scheme shall conform to the key management principles set out in ISO 11568-1.
5 List of key management schemes
The following key management schemes are described inannex A ofthis part of ISO 11568.
— A.1 Inter-bank key management scheme (France)
— A.2 Transaction key management scheme (UK)
- A.3 Derived unique key per transaction scheme (USA)
— A.4 Telematic Base Security Standard (Switzerland)
— A.5 Terminal to Acquirer Key Management — Transaction Keys (Australia)
— A.6 Node to Node Key Management — Session Keys (Australia)
— A.7 Terminal to Acquirer Key Management — Session Keys (Australia)
— A.8 Terminal Cryptographic Unit Initialization using Asymmetric Cipher (Australia)
2IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
Annex A
(informative)
Description of key management schemes
A.1 Inter-bank key management scheme
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used in conjunction withISO11568-6)
NAME OF KEY MANAGEMENT SCHEME: /nter-Bank Key Management Scheme
SUBMITTED BY: AFNOR (France)
ASSOCIATED ALGORITHM(S): DEA
DESCRIPTION OF SCHEME:
Master Key.
Connection Keys: Cryptoperiod isseveral years.
Key encipherment keys: This is an optional layer in the key hierarchy for use in high-volume systems.
Cryptoperiod is3 times the cryptoperiod of data keys — less one day. This is3 months at the most.
Data keys (= Session keys): Automatically generated and distributed every “n”days — 31 days at the most.
These keys are:
— PIN Encryption key
— MAC key
NOTE This implementation isavariationofMaster Key/Session Key.
KNOWN IMPLEMENTATIONS: Inter-bank network inFrance.
TECHNICAL REFERENCES: Groupement Cartes Bancaires STUR RCB.
3IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.2 Transaction key management scheme
RETAIL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunction with ISO 11588-8)
NAME OF KEY MANAGEMENT SCHEME: APACS 40 TRANSACTION KEY
SUBMITTED BY: APACS, U.K.
ASSOCIATED ALGORITHM(S): DEA (as defined inANSI X3.92)
DESCRIPTION OF SCHEME:
The scheme carries out the functions of:
a) Message authentication — producing 32-bit MACS inaccordance with ANSI X9.19.
b) PIN encryption — using a PIN/PAN block format inaccordance with ANSI X9.8.
Key Management
Separate keys are used for the two functions. The keys are updated for each transaction using card data, a
key register and a one-way function. The key register is updated at the terminal and the host using MAC
residues.
Messages within a transaction are linked by including the MAC residue from the previous message in the
MAC calculation.
End-to-end and “break forward” protection for PIN’s can be acheived by omitting some of the card data from
the transmitted messages.
NOTE This implementation isavariationonNon-Reversibly Transformed uniquekeyperTransaction.
KNOWN IMPLEMENTATIONS: U.K.
TECHNICAL REFERENCES: APACS Standard 40: Acquirer hterface Requirements for Electronic Datg
Capture Terminals: Data Capture Terminals: Part 3, Section 3 — Security.
I
4IS 15256 (Part 6):2002
ISO 11568-6:1998
A.3 Derived unique key per transaction scheme
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunction with ISO 11568-6)
NAME OF KEY MANAGEMENT SCHEME: Derived Unique Key per Transaction
SUBMITTED BY: U.S.A.
ASSOCIATED ALGORITHM(S): DEA
DESCRIPTION OF SCHEME:
A unique key isge~erated for each transaction.
A Security Management Information Data element (SMID) resides in each terminal and in each acquirer
security module.
A SMID contains:
— key set identifier (KSID) that identifies/designates base key
— tamper resistant security module (TRSM) ID that enables acquirer to compute initially
— loaded key
— transaction counter, incremented with each transaction using cryptography.
Terminal derives (i.e. creates) a new transaction key from previous transaction key.
Based on data in its SMID, acquirer can compute transaction key for any transaction from any terminal to
which itis linked.
KNOWN IMPLEMENTATIONS: U.S.A.
TECHNICAL REFERENCES: ANSI X9.24.IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.4 Telematic Base Security Standard
RETAlL BANKING — KEY MANAGEMENT SCHFMES
(to be used inconjunction withISO11568-6)
NAME OF KEY MANAGEMENT SCHEME: Te/errratic Base Security Standard (TBSS)
d
SUBMITTED BY: National Body ofSwitzerland
J
ASSOCIATED ALGORITHM(S): RSA, R/PEMD
DESCRIPTION OF SCHEME:
The TBSS specifies services and mechanisms required to secure telebanking services. All mechanisms follow
international standards (or drafts), limitthe options allowed therein and specify algorithms to be used such that
interoperability can be guaranteed. TBSS standardizes mechanisms and procedures for the following Security
Services — EntityAuthentication,Confidentiality,Non-repudiation oforiginand receipt— and includes the necessary
keymanagement servicesandmechanisms.Anoutlineofthe relevantpartsofTBSS isgivenbelow.
a) Key Transport
Describes the mechanisms for the secure transfer of secret keys to be used for symmetric algorithms. As key
transport always has tobe done inan authenticated manner, these mechanisms fulfilthe aim ofentity (or user)
authentication atthe same time. Three keytransport mechanisms (whichdifferinthe capabilities ofthe parlners
and thefeatures) arespecified:
1) Key Transport Mechanism 1
One pass; uses DigitalSignatures and RSA encipherment together witha time-stamp orsequence number.
Follows lSO/lEC 11770-3 and conforms to ISO 11166-1. Features: Mutual authentication (implicit/explicit),
key determined by one party.
2) Key Transport Mechanism 2
Two pass; uses asymmetricencipherment (RSA) together withrandom numbers. Follows lSO/lEC 11770-3.
Features: Unilateralauthentication, key determined by one party.
3) Key Transport Mechanism 3
Three pass; uses asymmetric encipherment (RSA) together with random numbers. Follows
lSO/lEC 11770-3. Features: Mutual authentication, key determined by both parties.
b) Public Key Transport without certificate
— Via authentic channel.
— With written confirmations.
— Transport of a signed message containing the Public Key; check authenticity by comparing a hash
transported over a different channel (letter, registered mail).
c) Certification and Public Key Directories (This section isnot written yet.)
NOTE Certain weaknesses inthe RIPEMD algorithm have been identified by German cryptanalysts.
KNOWN IMPLEMENTATIONS: Videotext telebanking: currently being developed under this standard.
EDIFACT message security: planned.
TECHNICAL REFERENCES: lS()/lEC 9796, lSO/lEC 9798-3, lSO/lEC 10118, lSd 11166-1, ISO 11568-1,
lSO/l EC 11770-3.
6IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.5 Terminal to Acquirer Key Management — Transaction Keys
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunction with ISO 11568-6)
iAME OF KEY MANAGEMENT SCHEME: Termirra/ toAcquirer Key Management — Transaction Keys
W BMITTE D BY: Australian National Body — Technical Committee IT15
WSOCIATED ALGORITHM(S): DEA
INSCRIPTION OF SCHEME:
~his standard specifies key management techniques for keys. used in the authentication, encryption and
decryption of electronic messages relating to financial transactions using transaction keys. It may be
~dopted in situations where a se’cure terminal-acquirer dialogue is desired and the terminal devices are at
east tam~er-evident, as defined inclause 4.4 of AS 2805 6.1.
rhis key management system is based on a terminal key whose value at any time is dependent on the
blessage Authentication Code (MAC) residues of previous transactions. For each transaction a new set of
transaction keys, including a MAC key and a PIN encryption key, is cryptographically generated using the
:erminal key and data read from the financial transaction card.
The scheme is intended to prevent back-tracking of previous transactions and to fulfil the requirements of a
Terminal Cryptographic Unit (TCU) utilizing a 64-bit block oriented algorithm. Furthermore, the scheme
provides for:
a) the encryption keys to change with every transaction;
b) different keys for PIN encryption, message authentication and privacy (data encryption);
c) a measure of end-to-end (acceptor to issuer) protection when card key information is available but not
transmitted;
d) card issuer authentication by means of an Authentication Parameter (AP);
e) prevention of the use of data intercepted on the communications link from being used to derive future
keys;
f) an audit trail by chaining together a successive set of transactions on the basis of the Message
Authentication Code (MAC) residue key update procedures;
g) the usage of five permutations of subsets of the card data and the repeated application of a common
one-way function;
h) the progressive implementation of parts of the scheme in appropriate intelligent card technology, thus
providing a higher level of protection to the card holder.
NOTE This implementation isavariationonNon-ReversiblyTransformed uniquekeyperTransaction.
KNOWN IMPLEMENTATIONS: Australian EFT/POS Networks. Australian Banking Industry.
TECHNICAL REFERENCES: Australian Standard AS 28056.2 and others inthis series.
7IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.6 Node to Node Key Management — Session Keys
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunctionwith ISO 11568-6)
NAME OF KEY MANAGEMENT SCHEME: Node toNode Key Management — Session Keys
SUBMITTED BY: Australian National Body — Technical Committee IT15
ASSOCIATED ALGORITHM(S): DEA
DESCRIPTION OF SCHEME:
This standard specifies key management techniques for keys used in the authentication, encryption and
decryption of electronic messages relating to financial transactions using session keys. In particular, this
standard defines security interface procedures between nodes, methods of interchange of the various
encryption keys used for securing transactions and ensures that messages can only be authenticated at
their correct destination. The conventions may be adopted in all situations where a secure node-to-node
dialogue is desired and can be used in conjunction with the terminal-to-acquirer systems, as described in
another part of the standard.
The objective is to provide a key management scheme for use between any two “nodes in a network and
divide different keys for PIN encryption, message authentication and privacy (data encryption).
A key hierarchy oftwo levels ismaintained:
a) Level 1— Key Enc~pting Key (KEK); the KEK isstatistically unique to each link and is used to encrypt
session keys to enable secure exchange ofthe keys on that link.
b) Level 2 — Session Keys (KS); separate KS are maintained for each function and direction of
transmission. There are two privacy (data encryption) keys on a link; one for encrypting data to be sent
and the other for decrypting data received. There are two MAC keys: one for computing MACS on
messages to be sent and the other for verifying MACS on messages received. There shall be two PIN
encryption keys for encrypting PINs on a link, one for each direction of transmission.
The advantages of the system are two fold: a) the scheme is independent of the network architecture and
allows for gateways to other networks, and b) the node-to-node scheme can be used inconjunction with the
schemes as described inAS 28056.2 and AS 28056.4.
NOTE This implementationisavariationofMaster Key/Session Key.
KNOWN lMPLEMENTATIONS:Australian EFT/POS Networks. Australian Banking Industry. Interchange
between Australian banks and switches.
TECHNICAL REFERENCES: Australian Standard AS 28056.3 and others inthis series.
8
1.IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.7 Terminal to Acquirer Key Management — Session Keys
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunction withISO11568-6)
IAME OF KEY MANAGEMENT SCHEME: Terrnirra/toAcquirer Key Management — Session Keys
;UBMllTED BY: Australian National Body — Technical Committee IT15
ASSOCIATED ALGORITHM(S): DEA
DESCRIPTION OF SCHEME:
‘his standard specifies key management techniques for keys used in the authentication, encryption and
Decryption of electronic messages relating to financial transactions using session keys. In particular, this
tandard defines security interface procedures between nodes, methods of interchange of the various
mcryption keys used for securing transactions and ensures that messages can only be authenticated at
heir correct destination.
rhe objective is to provide a key management scheme for use between a terminal and an acquirer in a
letwork. The terminal-to-acquirer mechanism provides for session keys to be generated by the acquirer and
or these to be communicated to the terminal encrypted under a key encrypting key. The key encrypting
ieys are not like traditional master keys in that they are themselves updated by means of a one-way
unction from information that is not transmitted. The key update isinitiated by the acquirer, who controls the
Ipdate frequency.
rhe scheme is used to prevent back-tracking of key encrypting key changes and, hence, prevents back-
packing of transactions prior to the last update of the key encrypting keys. Furthermore, the scheme divides
iifferent keys for PIN encryption, message authentication and privacy (data encryption).
\ key hierarchy oftwo levels ismaintained:
a) Level 1— Key Encrypting Key (KEK); the KEK is statistically unique to each link and is used to encrypt
session keys to enable secure exchange ofthe keys on that link.
b) Level 2 — Session Keys (KS); separate KS are maintained for each function and direction of
transmission. There are two privacy (data encryption) keys on a link: one for encrypting data to be sent
and other for decrypting data received. There are two MAC keys: one for computing MACS on
messages to be sent and the other for verifying MACS on messages received. There is one PIN
encryption key for encrypting PINs on a terminal-to-acquirer link. For the terminal-to-acquirer links,
these keys are dynamically created by the acquirer in such a way as to ensure statistical uniqueness
and to prevent the ability to forecast any key.
The advantages of the system are two-fold: a) the scheme is independent of the network architecture and
allows for gateways to other networks, and b) multiple acquirers are allowed access to terminals and each is
responsible for its own security; less security on the part of one acquirer does not jeopardize the security of
others. Each acquirer to which a terminal can conimunicate has itsown partitioned set of keys and data that
cannot be accessed by any other acquirer.
KNOWN lMPLEMENTATIONS:Australian EFT/POS Networks. Australian Banking Industry.
TECHNICAL REFERENCES: Australian Standard AS 28056.4 and others inthis series.
9IS 15256 ( Part 6 ) :2002
ISO 11568-6:1998
A.8 Terminal Cryptographic Unit Initialization using Asymmetric Cipher
RETAlL BANKING — KEY MANAGEMENT SCHEMES
(to be used inconjunction with ISO 11568-6)
NAME OF KEY MANAGEMENT SCHEME: Terminal Cryptographic Unit /nitia/ization using Asymmetric
Cipher
.
.
SUBMITTED BY: Australian National Body — Technical Committee IT15
ASSOCIATED ALGORITHM(S): DEA, RSA
DESCRIPTION OF SCHEME:
The standard defines the interface and method to initialize remotely a Terminal Cryptographic Unit (TCU)
and is designed to be adopted wherever secure remote terminal initialization is required and it is desired to
avoid delivery via a sponsor facility for secure initialization. The term “initialization” refers only to the initial
set-up of a cryptographic keying relationship between the TCU and the sponsor and acquirers.
The main objective of the scheme is to remove the requirement for visits by agents of acquirers during the
life of a TCU for the purpose of initialization of key management cryptographic variables and defines the
technique by which terminals can be remotely initialized. Initialization is limited to cryptographic initialization
of the first key ofthe TCU’S key management scheme. Furthermore, the scheme minimizes the probability of
initialization ofTCUS unknown tothe sponsor.
KNOWN IMPLEMENTATIONS: Australian EFT/POS Networks. Australian Banking Industry. Interchange
between Australian banks and switches.
TECHNICAL REFERENCES: Australian Standard AS 2805 6.5.3 and others inthis series.
“t
10
iIS 15256 ( Part 6.) :2Q-02 —.
ISO 11568-6:1998
Annex B
(informative)
Bibliography
[1] ISO 8732:1988, Banking — Key management (who/esa/e).
[2] ISQ 11568-2:1994, Banking — Key management (retail) — Part 2: Key management techniques for symmetric
ciphers.
[3] ISO 11568-3:1994, Banking — Key management (retail) — Part 3: Key life cycle forsymmetric ciphea.
[4] ISO 11568-4:—2), Banking — Key management (retail) — Part 4: Key management techniques using public
key cryptography.
[5] ISO 11568-5:—2), Banking — Key management (retail) — Part 5: Key /ife cycle forpub/it key cryptosystems.
11(Continued from second cover)
ISO 11568-4:1998 Banking — Key management (retail) — Part 4 : Key management
techniques using public key cryptography
ISO 11568-5:1998 Banking — Key management (retail) — Part 5 : Key life cycle for
public key cryptosystems
The Sectional Committee responsible for the preparation of this standard has reviewed the provisions
of the above referred standards and has decided that they are acceptable as such for use in
conjunction with this standard.
Annexes A and B of this standard are for information only.Bureau of Indian Standards
.—
BIS is a statutory institution established under the Bureau of h?dkm Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality certification
of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publicatiotls may be reprodued in any
form without the prior permission in writing from BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright maybe addressed to the Director (Publications),
BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; ifthe review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards: Monthly
Additions’.
This Indian Standard has been developed from Doc : No. MSD 7 (249).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affeeted
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 32301 31, 32333 75, 3239402 (Common to all offices)
Regional OfFices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 32376 17
NEW DELHI 110002 {3233841
Eastern : 1/14 C.I.T. Scheme VI M, V. 1.P. Road, Kankurgachi 3378499, 3378561
KOLKATA 700054 {3378626, 33791 20
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600 113 254 12 16, 254 1442
[25425 19, 254 13 15
Western : Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 {8327891, 8!32 7892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR,
NALAGARH. PATNA. PUNE, RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
Printed by Dee Kay Printers.
|
9401_F_1.pdf
|
IS 9401 ( Part 15/Set 1 ) : 1993
tm
63 Gk ?k
1
Indian Standard
METHOD OF MEASUREMENT OF WORKS
IN RIVER VALLEY PROJECTS ( DAMS AND
APPURTENANT STRUCTURES )
PART 15 INVESTIGATION WORKS
Section 1 Drilling of Bore Holes
UDC 627.8 : 622.241 : 69-003-12
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
iuuy 1993 Price Group 1Measurement of Works of River Valley Projects Sectional Committee, RVD 23
POREWORD
This Indian Standard ( Part 15/Section 1 ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Measurement of Works of River Valley Projects Sectional Committee
had been approved by the River Valley Division Council.
In the measurement of works of river valley projects a large diversity of methods exist at present
according to local practices. This lack of uniformity creates complications regarding measure-
ments and payments. Keeping in view the large amount of financial outlay involved in river
valley projects and also the fact that the authorities responsible for completing these projects,
are of the state level or national level, it is felt that a suitable methodology is needed for
adopting uniform practices towards the measurement of works so that the scope of complications
and misinterpretation of items of work is reduced, as far as possible. This standard is being
formulated in various parts so as to cover each type of work separately. This part is being
formulated in two sections. Section 1 covering bore hole drilling and, Section 2 Exploratory
drifting. This standard is intended to provide a uniform basis for measuring the work done in
respect of bore hole drilling for River Valley Projects.
For the purpose of deciding whether a particular requirement of this standard is complied with
the final value, observed or calculated, expressing the result of a test or analysis, shall be
rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘.
The number of significant places retained in the rounded off value should be the same as that of
the specified value in this standard.IS 9401 ( Part lS/Sec 1) : 1993
Indian Standard
METHOD OF MEASUREMENT OF WORKS
IN RIVER VALLEY PROJECTS ( DAMS AND
APPURTENANT STRUCTURES )
PART 15 INVESTIGATION WORKS
Section I Drilling of Bore Holes
1 SCOPE 3.5.1 Works executed in the following condi-
tions shall be measured separately:
This standard covers the method of measure-
ment of drilling of bore holes ( Investigation
a) Work in or under v;ater,
works ) for River Valley Projects.
b) Work in liquid mud/marshy land, and
2 REFERENCES
c) Work under tides.
2.1 The following Indian standards are neces-
sary adjuncts to this standard: 3.5.2 Situation like hole in the river bed (under
water ) river banks, sloping abutments, road
IS No. Title
level, underground cavities where work is to be
4078 : 1980 Code of practice for indexing
executed shall be stated, whether the hole is
and storage of drill cores
vertical or inclined shall also be stated.
(first revision )
4464 : 1985 Code of practice for presenta- 3.53 The level of high and low water tides,
tion of drilling information where occuring shall be stated.
and core description in
3.6 Bill of Quantities
foundation investigation (first
revision ) The bills of quantity shall fully describe the
3 GENERAL RULES material and workmanship and accurately
represent the work to be executed.
3.1 Clubbing of Items
Items may be clubbed together provided these 3.7 A general description of the nature of the
are on the basis of detailed description of items site ( including climate ) shall be stated.
state in this standard.
3.8 The following work shall not be measured
3.2 Booking of Dimensions seperately and allowance for the same shall be
In booking dimensions, the order shall be deemed to have been made in the description
consistent and generally in the sequence of of the main item:
length/depth and diameter.
a) Preparation of bench/platform/trestle
3.3 Description of Items and approach paths for each bore hole
The description of each item shall, unless location,
stated otherwise, be held to include where
b) Recovery of cores,
necessary, conveyance and delivery, handling,
loading and unloading, storing fabrication, C>R ecording and maintenance of all records
hoisting, lowering, all labour for finishing to during the course of drilling with list of
required shape and size, setting, fixing in drill holes alongwith the depth bored,
position, etc. for each hole ( see IS 4464 : 1985 ),
3.4 Units of Measurement
d) Marking the actual location, depth
All works shall be measured net in decimal drilled, collar elevation and angle of hole
system, as executed in its place, to the nearest on the map,
0.01 m.
e) Placement of core in the core boxes with
3.5 Works to be Measured Separately proper marking and careful1 transporta-
Works executed in the following conditions tion of core boxes to the storage site
shall be measured separately. ( see 4075 : 1980 ),
IIS 9&U ( Part 15/Set 1 ) : lS93
f) Logging of bore holes, 4.1.1 Dritling in over burden and in hard rock
g) Water supply and associated arrangements, shall be measured separately in metres.
and
4.1.2 Casings, if required to be left permanently
h) Bentonite, if needed for drilling in
in the hole shall be fully described and
overburden.
measured seperately in running metres.
4 IIZEASUREMENT OF WORKS
4.1 The measurement of depth drilled shall be 4.1.3 Perm-ability tests shall be fully described
reckoned from the collar elevation to apex of and measu.ed scperately in numbers.
drill bit. DiRerent sizes of drilling shall be
measured seperately. 4.2 Coreboxes shall be measured in numbers.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BlS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.
|
7834_6.pdf
|
UDC 621’643’413 [ 676’743’22 1 : 678’0W7:4 @ 8’1 ( First Reprint AUGUST 1997 ) 1s : 7834 ( Pati 6 ) - 1987
Indian Standard
SPECIFICATION FOR
INJECTION MOULDED PVC SOCKET FITTINGS WITH SOLVENT
CEMENT JOINTS FOR WATER SUPPLIES
PART 6 SPECIFIC REQUIREMENTS FOR SOCKETS
( First Revision )
1. Scope- This standard ( Part 6) lays down the requirements for manufacture, dimensions
tolerances and marking for sockets made of injections moulded PVC for water supplies.
2. Requirements
2.1 General- The general requirements for material, manufacture, methods of test, sampling ant
inspection shall conform to IS : 7834 ( Part 1 )-I987 “Specification for injection moulded PVC socket
Fittings with solvent cement joints for water supplies: Part I General requirements ( first revision )‘.
2.2 Manufacture
2.2.1 A typical illustration of socket is shown in Fig 1. --\
.
q \ I.
.I
-
1r
i
P-
I
* i
t
*z
c
FIG. 1 SOCKET
2.2.2 Laying length - The laying length Z and the tolerances thereon shall comply with those given
n Table 1 read with Fig. 1.
2.2.3 The inside diameter of the socket, the socket length and the tolerance thereon shall comply
vith those given in IS : 7834 ( Part 1 )-1987.
1. Marking - Each socket fitting shall be marked with the following information:
a) Manufacturer’s name or identification mark, and
b) Size of the fitting and the appropriate class ( working pressure ) to which the pressure
rating of the fitting corresponds.
‘.I Standard Mark - Details available with the Bureau of Indian Standards.
Adopted 25 November 1967 Q June 1988, BIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 7834( Part 6 ) - 1887
TABLE 1 DlMENSlONS FOR LAYING LENGTH OF SOCKET
( Ckuse 2.2.2 and Fig. 1 )
Size Socket L;yFz Length
mm ,
16 3*1
20 3-+1
25 3+ 1’6
-1
32 3+ 1’0
-1
40 3+2
-1
50 3+2
-1
63 3+2
-1
75 I+2
-1
90 5+2
-1
110 6+3
-1
125 6+3
-1
140 8+3
-1
160 8+4
-1
180
“t:
8+5
--1
10 + 5
-1
10 + 6
-1
280 12 + 6
-1
315 12 + 7
-1
EXPLANATORY NOTE
The requirements of injection moulded PVC socket fittings are covered in eight parts. The
other parts are as follows:
Part 1 General requirements
Part 2 Specific requirements for 45” elbows
Part 3 Specific requirements for 90” elbows
Paft 4 Specific requirements for 90” tees
Part 5 Specific requirements for 45” tees
Part 7 Specific requirements for unions
Part 8 Specific requirements for caps
This standard was first published in 1975 and covered sizes of fittings up to 160 mm. The
present revision has been taken up to cover additional sizes of fittings up to 315 mm,
-
2
Reprography Unit, BIS, New Delhi, India
|
3140.pdf
|
lS 8 3140 - 1965
Indian Standard
CODE OF PRACTICE FOR PAINTING
ASBESTOS CEMENT BUILDING PRODUCTS
( Second Reprint JAMJARY 1989)
UDC 667.66:691.328.5
@ Copyright 1965
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
Gr 2 July 1965lndian Standard
CODE OF PRACTICE FOR PAINTING
ASBESTOS CEMENT BUILDING PRODUCTS
Painting, Varnishing and Allied Finishes Sectional
Committee, BDC 34
Chaimtan Rrprrrmlin~
SHEI B. Salarzr Colt Paints & Contracts Private Ltd., Bombay
Members
SBBI N. S. BEAX~ATIA Blundcll Eomite Paints Ltd., Bomhay
SHBI S. I(. BOSE National Tat Howe, Calcutta
SHar E. K. RAMCIiANDBAs ( Alfmtata )
SRBI P. K. CHAKBAVABTI Dircetorate General of Supplies & Disposals ( htinis-
try of Industry &. Supply )
SHBI C. S. SAWUB ( Allrmalr )
DEPUTY DIREc~;AF,~;IcAI~I ), Railway Board ( Ministry of Railways )
REirARCII, AWD
STANDIBDS ORGAN&OS
DIRECTOR Indian Lac Research Institute, Ranchi
SHRI Y. SASSARANAI~AYAIAI
( Alternate )
PBOF. D. f;. DUTT Institution of Engineers ( India), Calcutta
Sam hl. A. HAFKEZ National Buildings Organization ( hlinirtry of \\‘orks
81 Housing)
Sam J. L. SEROAL ( Alkmafe )
Saax HAZABI LAL hfAaVrAH Central Builders Association, New Delhi
SABI N. C. JAIN Forat Raeatch Institute 8 Colleges, Dchri Dun
DB JOSEPH GEOECAE Central Buildipg Rcsurch Institute ( CSIR),
Roor kcc
SHRI C. W. KA~SE ( Allma&)
DB. K. G. Kumr Asian Oil & Paints Co. (I) Private Ltd., Bombay;
and The Indian Paints Association
Sam L. S. KVMAW+T Engineer-in-Chief’s Branch, Army Hcadquartcrs
SHRI T. K. S. hIAS The Indian Paint Auociation
SEIRI hfoHAs .SIKOH Oriental Building & Furnishing Co. Ltd., New Delhi
SmtrD ALJITS ~sox ( Altnna/c)
SIIRI PRAKASH NARAIN National hfetaBurgical Laboratory ( CSlR ),
Jamshcdpur
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002nr3140-1363
M&S JW-th
Saar H. N. RAHACHU Cbdh NeverolacP aints Private Ltd., Bombay
SEBI h4. N. RAO Tbe Indian Paint Association
StssI C. SE~~~A~EA~M Curzon & Co., hfadru
DE. R. K. Sno The Indian Paint Association
SIJPSBINTE~PDINO EN~IXE~B II Central Public Works Department
CIRCLE
SuRV~YOlt or Wosns ( ssw
III ) ( Ahmu* )
SEtBI Y. S. SWAMP Imperial Chemical Industries Private Ltd., Calcutta
DE. H. C. VIBVESVABAYA, Director, IS1 ( fk-ofiio Mm&r)
Deputy Director ( Civil Eng )
SRRI s. P. RAMAX
Assistant Director ( Civil Eng), ISIIs : 3140- 1965
Indian Standard
CODE OF PRACTICE FOR PAINTING
ASBESTOS CEMENT BUILDING PRODUCTS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 4 June 1965, after the draft finalized by the Painting, Varnishing and
Allied Finishes Sectional Committee had been approved by the Building
Division Council.
0.2 The durability of asbestos cement is adquate for most purposes and
the material offers ample protection against water penetration as a roof or
wall covering; however, painting of asbestos cement products may be
necessary or desirable for hygienic or esthetic reasons; for waterproofing
the surface itself to prevent the asbestos sheets from soaking with water; or
for protection against chemical attack when exposed to atmospheres heavily
contaminated with acid fume.
0.2.1 Asbestos cement is a difficult material to paint successfully, for
lie wood it may contain sufficient moisture to cause blistering; like plaster
surfaces it may have variable suction and since it is a pordand cement
product it will contain alkalies that may attack the paint film. The
purpose of this standard is to explain the preparatory treatment and the
painting system and provide guidance for successfully overcoming the
problems connected with painting asbestos cement building products.
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of producers, consumers and
technologists and has related the standard to the manufacturing and trade
practices followed in the country in this field. Due weightage has also been
given to the need for international co-ordination among standards prevail-
ing in different countries of the world.
1. SCOPE
1.1 Thii standard covers the paint finishing of asbestos cement building
products, such as:
a) roofing and cladding sheets, and
b) rain-water gutters and downpipes.
3IS 8 3140 - l!KS
2. TERMINOLOGY
2.1 For the purpose of this standard, definitions given in IS : 1303-I959*
and the following shall apply.
2.2 Back Painting - Coating the back and edges of the sheets with a
specilied paint to prevent entry of moisture from the back.
3. NECESSARY INFORMATION
3.1 For successful planning’and execution of painting finish of asbestos
cement, the following information shall be furnished to the person
in charge:.
a) Situations in which the asbestos cement products are being used in
buildings, for example, with respect to sheets whether in the roof,
in the side-cladding or in internal work; with respect to pipes and
gutters, whether in the exterior or in the interior of the building.
b) The extent of exposure to corrosive atmosphere for which pro-
tection is needed.
c) The extent to which the asbestos cement has weathered.
d) The purpose of painting, whether for rcsthetic, protective or both.
4. CHARACTERIST’ZCS OF THE SUBSTRATA AND TREATMENT
4.1 Alkalinity of tkc Surface - Asbestos cement being based on Port-
land cement will be, specially when new and damp, sufficiently alkaline to
attack oil paint. The necessary precautions in the painting work to over-
come this dif3culty will be as in 4.1.1 and 4.1.2.
4.1.1 Weathering - Probably the best way of reducing the risk of
alkali attack is to allow the sheets to weather for some months. The
alkalies become ‘ carbonated ’ on exposure to air, and rain will often wash
them ofl the surface to some extent. With long exposure, however, sur-
faces become powdery and dirty, and offer a poor key for paint unless
properly cleaned. Although weathering reduces the risk, it may not en-
tirely overcome the danger of alkali attack.
4.1.2 Use of Appropriate Paint $ulcm - In choosing paint for a particular
job, the risk of attack by alkali shall be taken into consideration. Paints
which are by themselves highly resistant to alkali attack may be used.
But where paints used are not alkali-resistant, at least two coats of alkali-
resistant primer shall be applied. This primer shall not only he resistant
but shall also form an impervious barrier so that alkali cannot get through
IO attack the paint system above. For selection of suitable paint systems,
reference may be made to IS : 2395 ( Part II )t.
*Glossary of terms relating to paints.
tCodc of practice for calcareous surfaces: Part II Painting scbcclul~ ( JUI&p ew&a ).
(Since published ) .
4IS : 3140 - 1965
4.1.3 Asbestos cement surface shall not be treated with chemicals like
hydrochloric acid or zinc sulphate to neutralize the alkalies. Also the use
of chemicals will often leave a powdery deposit on the surface which may
interfere with the adhesion of paint. The use of hydrochloric acid for
cleaning will also make asbestos cement sheet brittle.
4.2 P&o&y and Suction of Surface-Asbestos cement sheets are
p(lrous in varying degrees and moisture absorbed will often be the cause of
failure of paint sysrem. It is, therefore, essential that asbestos cement
sheets are dry when they are painted. To ensure this, each sheet shall be
left with both sides exposed to good drying conditions for seven to ten days
before painting.
Where there is danger of moisture entering the sheets from the back
owing to dampness or condensation, ‘ hack painting ‘shall be done with an
alkali-resistant primer conforming to I5 : 109-1950*, a bitumen paint con-
forming to IS : 1%19jOt or a colourless waterproofer. Usually, ‘ back
painting ’ will have to be done before the sheets are fixed and will be
particularly necessary where impervious painting system is adopted for.the
treatment of the surface.
Glazed patches l\.hich are often visible in asbestos cement sheets ofTer
little key for decoration and will have to be roughened. hiore absorbent
patches, which are whiter than the rest of the surface tend to suck the
medium out of the paint and this is likely to affect the durability of the
paint film on those patches. The suction is aiso generally high as well as
variable. To overcome this effect the pretreatment with primer as men-
tioned in the paint schedules shall be applied over the whole surface.
Application of the primer shall be minimum two coats.
If the suction is so high or variable that normal painting procedure
is unlikely to give a satisfactory finish, suitable pretreatment to the surface
shall be given in accordance with the relevant provisions of
IS : 2395 ( Part I )$.
4.3 Fuogus Growth- It is very important to remove and kill any
existing fungus growth. The suiface shall IX thoroughly scraped and
rubbed down with glass wool and sandpaper and then washed down with
clean water and allowed to dry. .4 coat of fungicidal wash shall then he
applied and allowed to dry, after which a further coat shall he applied
and left for sometime to dry thoroughly. Painting shall be carried out
over the top of the fungicidal v,ash without first removing it \vith water
[see also relevant provisions on fungicidal tteatmeht in IS : 2395 ( Part I )z J.
.-._
*Specification for ready mixc+d paint. brushin,q, priming, plaster, to Indian Standard
&our No. 361, light stone.
tSpecification for ready mixed paint, brushing, bituminous black, Icad-free, acid, alkali,
water and heat resisting, for general purposes.
$Codc of practice for painting calcareous surraccs: Part I Concrctc, plaster and masonry
lurfaccs ( undo plr#rofioa 1. (Since puhlishd ) .
5IS : 3143- 1965
The surfaces hall be brushed with a soft bristle brush ta remove any dust
particles 24 hours after the wash.
4.4 Selection of Paints
4.4.1 ,The paints that will be used on asbestos cement sheets shall be as
classified in IS : 2395 ( Part II )*, depending upon the degree of their
alkali resistance and porosity.
4.4.1.1 Unless otherwise specified, the schedules for painting asbestos
cement products shall generally be in accordance with IS : 2395 ( Part II )*.
4.4.1.2 Whenever an impervious paint or paint system is used on the
face, ‘ back painting ’ shall be done.
4.4.2 When the backs of sheets are inaccessible for back painting, a
porous paint shall be chosen. Porous paints will allow the sheets to
breathe so that there is less risk of trouble caused by moisture.
4.4.3 For External Sheeting - For external cladding an alkali-resistant
paint either (a) porous, or (b) impervious (with back painting), may be
used.
4.4.3.1 Where it is desired to tone down- the natural coiour of the
sheets, a wash of green copper ( as ferrous sulphate about @l g/ml of
water ) shall be used. This will give a durable brownish stain, although
the finish is unlikely to be uniform.
4.4.4 Gutters, Downpipes, ctc - Painting of asbestos cement roof gutters
and building pipes will not be satisfactory-unless the inside ( water-carry-
ing ) surface is given a waterproof coating of bitumen; and for pipes this
treatment, of course, will have to be done before erection at site. For
painting the outer surface an alkali-resistant porous paint shall be used.
This will allow the asbestos cement to breathe and so reduce risk of
blistering and flaking.
5. PREPARATIQN OF SURFACE
5.1 The surface shall be cleaned by rubbing with sandpaper. Any glazed
areas shall be roughened. Loose powdery material after rubbing shall be
brushed off. If there is fungus growth, fungicidal treatment shall be given
as described in 4.3 Wile brushes shall preferably be avoided in cleaning
operations as they will lead to difficulties from deposited particles of iron
rausing iron stains.
5.2 If the suction of the surf&e is high or variable, give a pretreatment as
described in 4.2.
-.
*Code of practice for paint.& dcareous surra~ Part II Painting schedules
(unde@r parOtio1n. ( Si published ) .Is : 3140- 1965
5.3 In the case of previously painted surfaces, the preparation shall be as
in 53.1 to 53.4.
5.3.1 In the case of previously painted surfaces, any existing paint
showing extensive flaking, bleaching, or saponification should be removed
and the surface allowed to dry completely. All loose material shall be
removed by scraping, sandpapering, and washing, and then drying the
surface thoroughly. The choice of the subsequent paint system in relation
to the existing finish shall be in accordance with the recommendations in
IS: 2395 ( Part II )*. An old glossy surface shall always be well rough-
ened down to facilitate the adhesion of subsequent surface coatings.
5.3.2 Fungus Growth - Fungus growth shall be treated in accordance
with 4.3. No attempt shall be made to burn off old paint or to hasten
drying of the sheets with a blow lamp, as asbestos cement will crack with
explosive .violence when heated.
53.3 If the existing finish is a bitumen paint, this may first be sealed
with two coats of aluminium paint or emulsion paint in order to prevent it
from ‘ bleeding ’ through subsequent coats of enamel or oil based paints.
NOTIE -Where use of aluminium or emulsion paints is not ratisfactory as a result of
soRening of bitumen in hot dimata, solutions of spirit. soluble shellac or manilla resins.
may be found suitable ia certain cases. Care shall be takes when sandpapering the
sealer colt on bituminous surface, to avoid rupturing of surface and bleeding through
the bitumen.
5.3.4 Before applying the paint finish, the sheets shall be given a final
sandpapering and then be wasbed down with clean water and allowed to
dry thoroughly.
5.3.5 After preparation of the surface,.if the old paint film is sound, one
or two coats only of any of the finishing paints may be applied.
6. BACK PAINTING
6.1 Back painting shall be done when an impervious paint system is
adopted for the finish. The back and edges of the sheet shall be protected
with at least one coat of alkali-resistant primer, bitumen paint or colour-
less waterproofer. Care shall be taken not to contaminate the face of the
sheet with bitumen or waterproofer, or to pick up material applied to the
edges when painting the face, because bitumen can blend with and dis-
colour oil paints, and waterproofers will interfere with the drying of paint.
If practicable, the back painting shall be done after the face of the sheet
has been painted. In many cases, normally back painting will have to be
done before the sheets are fixed
7. PAINTKNG
7.1 Asbestos sheets shall be thoroughly dry at the time of painting, Any
system of painting compatible with the primer applied may be adopted
according to the requirements of the finish.
%ode of practice for painting calcareous surfam: Put II Painting 8chcduIcr
( d~P=PmOrim 1. (Since published )
7BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31.3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices 1
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 21843
CHANDIGARH 160036 -I 3 1641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
4 41 25 19
141 29 16
Branch Offices :
Pushpak.’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
4HMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road, -
5th Byelane, GUWAHATI 781003
5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71
{ 6 98 32
117/418B Sarvodaya Nagar, KANPUR 208005 21 68 76
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers. Grant Road, 69 65 26
Bombay 400007
tSales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princrp 27 66 00
Street, Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
2720_23.pdf
|
IS : 2720 ( Part XXIII ) - 1976
Indian Standard
METHODS OF TEST FOR SOILS
PART XXIII DETERMINATION OF CALCIUM CARBONATE
First Revision )
(
Second Reprint JUNE 1989
UDC 624’131’41 : 543 : 546’41’264
0 Copyrighf 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 May 1976
-.1s: 2720 ( Part XXIII ) - 1976
Indian Standard
METHODS OF TEST FOR SOILS
PART XXIII DETERMINATION OF CALCIUM CARBONATE
First Revision )
(
Soil Engineering Sectional Committee, BDC 23
Chainnan Representing
PISOPD INEBE MOIiAN CenyJorf;lding Research Institute (CSIR),
Members
PBOP ALAYI SINGE University of Jodhpur, Jodhpur
LT-COL AVTA~ SINGE Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. R. SUDHINDRA ( Altanalc )
DR A. BANERJEE Cementation Co Ltd, Bomb&y
SHRI S. GUPTA ( Alternate )
SERI K. N. DADINA In personal capacity ( P-820, .New Alipote, C&vffa)
SERI A. G. DAEITIDAB In personal capacity [ Infer-stateE quipment ( P ) Lid,
311. Loudon Street. Calcutta 1
SERI R. L. DEWAN Irrigation Research institute,i(hagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIBECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIREOTOIC( CSMRS ) ( Alternate )
DIBECTOB Indian Institute of Technology, New Delhi
DR SHASHI K. GULEATI ( Alternate )
DIRECTOB Irrigation & Power Research Institute, Amritsar
REEEAXOE OFFIIJE~ ( GEOTECHNICAL
SECTION ) ( Alternate )
SH~I A. H. DIVANJI Rodio Foundation Engineering Ltd; and Hazarat
&Co, Bombay - -
SEXI A. N. JANQLE ( Alternate)
SHRI V. G. HE~DE National Buildings Organization, New Delhi
SEBI S. H. BALCHANDANI ( Alfernate )
JO~;~~~ECTOB RESEARCH ( FE ), Railway Board ( Ministry of Railways )
DEPUTY DIBECTOR RESEARCH,
SOIL MECHANICS, RDSO ( Altcrnafe )
( Confinued on page 2 )
@ Copyright 1976
BUREAU OF INDIAN STANDARDS
This publication Is protected under the Inntan c.oryrtgfkt llct ( XTV of 1957 ) and
reproduction in whole or in part by any mcaus except with written pr*rmission of the
publisher &all be deemed to be an infrinRrmc*nt of copyright under the said Act.ISt27iO(i%wt XXIII)..l!m
( CorJitlwd~ #ego1 )
Members R@resenting
SHBIO. P. MALBOTRA PubFatE;;ka Department, Government of Punjab,
SHBI J. S. MARYA Roads Wing ( Ministry of Shipping & Transport )
SHRI N. SEN ( Alfern& )
SHEI G. D. MAT?raUB Public Works Department. Government of Uttar
Pradesh, Lucknow -
SHRI D. t?...f?3iATURVEDI ( Alfernnte 1
SamM. A. MEHTA Concrete Association of India, Bombay
SHRI ‘I’. M. .M~NON ( Alternate )
SARI T. K. NATAI~AJAN Cenr;hpd Research Institute (CSIR), New
REPRERENTATIVE Hindztan Construction Co Ltd, Bombay
RESEA~CE OFFICER Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab,
Chandigarh
SHEI K. R. SAXZCNA Engineering Research Laboratory, Hyderabad
fhCRETABY Central l’oard of Irrigation & Power, New Delhi
DEPUTY SEC~ETAEY ( Alternate )
Da SI~ADISHEIP~R AKASH University of Roorkee, Roorkee
SHRI H. D. SItAl~MA Irrigation Research Institute, Roorkee
SVPERINTENDIN~ ENQINEI~~ Concrete & Soil Research Laboratory, Public
(PLANNING 8~ DESIGN CIRCLE ) Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENOINEER ( IN~HAXGE,
SOIL MECHANIST & R~SEAR~E
DIVISION ) ( Alternale )
SHRI Cl. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta
SR~I H. C. VBRHA All India Instrument Manufacturers & Dealers
Association, Bombay
Sum V. K. VASUDEVAN ( Altcrnafe )
Snsr D. AJITEA SIDIHA, Director General, IS1 ( Ex-oBcio Member)
Director ( Civ Engg )
Secretary
Smu G. RAMAN
Deputy Director ( Civ Engg ), IS1
Soil Testing Procedures r-id Equipment Subcommittee, BDC 23 : 3
Poor ALAM S&OH University of Jodhpur, Jodhpur
Members
SHRI ARAB .%NGH Central Building Research Institute ( CSIR ),
Roorkee -
LT-COL AVTAB SINOH Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. R. SUDHINDRA I. Alternate 1
SHRI N. K. BXRBY Beas Dams Project, Talwara Township
SHBI K. S. PEEN ( Alternate )
( Continued on pge 6 )
2IS:272O(PartX2CHI)-1976
Indian Standard
’
METHODS OF TEST FOR SOILS
PART XXIII DETERMINATION OF CALCIUM CARBONATE
(First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XXIII ) ( First Revision )’ was adopted
by the Indian Standards Institution on 16 February ,1976, after the draft
finalized by the Soil Engineering Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 With a view to establish uniform procedures for the determination
of different characteristics of soils and also for facilitating comparative
studies of the results, the Indian Standards Institution has published
‘ Indian Standard methods of test for soils ’ ( IS : 2720 ) in rts. So far
38 parts of this standard have been published. This part (pPaa rt XXIII )
deals with the method of test for determination of calcium carbonate content
in soils for civil engineering purposes. The calcium carbonate content of soil
affects the engineering properties of the soils and is of interest to the
engineer.
0.2.1 This standard ( Part XXIII ) was first published in 1966. In the
present revision acetic acid has been replaced by hydrochloric acid which is
comparatively less costly. The factor 0.074 used for the calculation in the
original method has been omitted as its effect on the ultimate result is
insign&ant. Blank titration has also been omitted to save time. It
is considered that the accuracy given by this method is sufficient for
interpretation of engineering properties of soils.
0.3 In the formulation of this standard due weightage has been given to
international coordination among the standards and practices prevailing in
different countries in addition to relating it to the practices in the field in
this country.
0.4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
*Ruler for rounding off numericalv alues* (n &d ).
3IS : 2720 (Part XXIII ) - 1976
1. SCOPE
1.1 This standd ( Part XXIII ) lays down the method for rapid determi-
nation of the calcium carbonate content in soil,
2. APPARATUS
2.1 Burette- 50 ml, conforming to IS : 199701967*.
2.2 Conical Flask - 500 ml capacity.
2.3 Glass Funnel - 75 mm diameter.
2.4 Filter Paper - Whatman No. 40 or equivalent, of 12’5 cm diameter.
3. REAGENTS AND INDICATOR
3.1 Sodium Hydroxide Solution - 1 N. Dissolve slightly more than
40 g sodium hydroxide in 1 litre of distilled water and standardize against
N hydrazine sulphate to get exact strength, using methyl red as indicator.
3.2 Hydrochloric Acid - 1 N. Dilute 175 ml of concentrated hydro-
chloric acid to 2 litres and standardize it against sodium hydroxide solution
prepared as in 3.1 and determine the exact factor ( strength ) if the solution
is not exactly 1 N.
3.3 Bromothymol Blue Indicator
4. PROCEDURE
4.1 Weigh 5 g ( see Note 1 ) of soil accurately and transfer to a 150-ml bea-
ker and add 100 ml of hydrochloric acid solution prepared as in 3.2
( seeN otes 2 and 3 ). Cover with a watch-glass and stir vigorously several
times for 1. hour. After settling, pipette off 20 ml of the supernatant liquid
and take into a conical flask; add 6 to 8 drops of bromothymol blue indica-
tor and titrate with sodium hydroxide solution ( see Notes 2 and 3 ) prepared
as in 3.1. With some soils, the colour of the indicator may fade as the
end-point is approached. In such cases, add more indicator and complete
the titration.
NOTE 1 - First take about 1 g of soil in a test tube and pour a few drops of con-
centrated hydrochloric acid. Note the intensity of reaction:
a) For vigorous reaction, take only 2.5 g of soil and multiply the result by 2.
b) In case of modcratc reaction, follow the above procedure.
c) If there is fceblc reaction, take 10 g of soil and divide the result by 2.
NOTE 2 -Accurate weighing and standardization of hydrochloric acid and
sodium hydroxide are important for correct results.
NOTE 3 - Intcrmitteut checking of the strength of stock solution is necessary.
*Specification for burettes (Jirst revirion ).
4IS : 2720( Part XXIII ) - lW6
5. CALCULATlON
5.1 One millilitre of 1N hydrochloric acid is equivalent to 0’05 g of calcium
carbonate present in the soil sample.
Volume of 1N hydro-
Carbonate present in soil, 100
= chloric acid used for x 0’05 XT
percent by mass
5 g of soil )
= Volume of hydrochloric acid consumed ’
for 5 g of Soil.
Details are shown in the example given below.
Example:
1 ml of N hydrochloric acid = 0’05 g of calcium carbonate
Strength of NaOH -i= 0.93 N
Strength of HCl = 1.023 N
Quantity of NaOH used in
titration = 19.0 ml
Therefore, quantity of 1N
HCl added in 5 g of soil = 100 x 1’023 ml
= 102’3 ml
Therefore, quantity of 1N
NaOH required for titra-
tion of 20 ml of the
extractant = 19’0 x 0’93
= 17.67
Therefore, for 100 ml ex-
tractant = 17’67 x 5
= 88.35
Therefore, IN HCl consum-
ed by 5 g ofsoil = ( 102’30 - 88’35 )
= 13.95
Therefore, percentage of
13’95 x 0.05 x 100
CaCO, =
5
= 13.95
Thus, percentage of CaCG = IN HCI consumed by 5 g of soil.
5( Cmtitkd$iom fqp 2 )
liadmbsrs R6p6mntillg
DB R, K, BEARD~B~ Central Road Research Institute (CSIR ),
New Delhi
Syu T. N. BHAIWAWA Roads Wing ( Ministry of Shipping ik Transport )
SH~I A. S. BIMINOI( Altematc)
DB A. K. CEATT~JEIO Public Works Department, Government of Uttar
Pradesh, Lucknow
Ds B. L. DEAWAN ( Abmd6)
Sxnr R. L. DBWAN Irrigation Research Institute, Khagaul, Patna
DEPUTY DsmwmoxR ESIEABOEI Railway Board ( Ministry of Railways)
( Son MEOHAXIOS )-I
AS%IST ANT DIBEOTOB
RXWEABOH( SOIL MEOHANICS )-I ( Ak?md6 )
DI.BE~OE ( CSMRS ) Central Water Commission, New Delhi
D~~JTY DI~EOTOR ( CSMRS ) ( Altarnote )
S@Etr & K. hEA Geologists’ Syndicate Pvt Ltd, Calcutta
SEEI N. N. BHATTACHABAYA ( Altrmat6)
DE SEAWI K. GULHATI Indian Institute of Technology, dew Delhi
S-r R. K. JAXN United Technical Consultants Pvt Ltd, New Delhi
DE P. K. DE (A&mote )
S~BI 0. P. MALH~TXA Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab,
Chandigarh
DI~SUOTOR( Akmutc )
DB V. V. S. RAO In personal capacity ( F-24, Green Park, fiw D&i )
hRI~.C.V~BYA Associated Instrument Manufacturers ( India)
Pvt Ltd, New Delhi
PBOFT . S. NA~ARAJ ( Alt6rnaf6 )
6rNbtAN STANDARDS
ON
METHODS OF TEST FOR SOILS
Is:
2720 Methods of teet for soils:
Part I-1972 Preparation of dry soil samples for various terts (&~t rh~h)
Part II-1973 Determination of water content ( smmd ~eui~iom )
Part III-1964 Determination of specific gravity
Part IV-1975 Grain size analysis (&JJ rwisioa)
Part V-1970 Determination of liquid and plastic limits (&J: revision)
Part VI-1972 Determination of shrinkage factors (fist rdsion )
Part VII-1974 Determination of moisture content-dry density relation using light
compaction (fist rakion )
Part VIII-1974 Determination.of moisture content-dry density relation using heavy
compaction (firJt rwision )
Pwt IX-1971 Determination of dry density-moisture content relation by constant
weight of soil method
Part X-1975 Determination of unconfined compressive strength (first reoi~bn)
Part XI-1971 Determination of shear strength parameters of a specimen tested in
unconsolidated undrained triaxial compression without the measurement of
pore water pressure
Part XII-1975 Determination of shear strength parameters of soil from consolidated
undrained triaxial test with measurement of pore water pressure
Part XIII-1972 Direct shear test (f;rsr revision)
Part XIV-1968 Determination of density index ( relative density) of cohesionless
IOilS
Part XV-1965 Determination of consolidation properties
Part XVI-1965 Laboratory determination of GRR
Part XVII-1966 Laboratory determination permeability
Part XVIII-1964 Determination of field moisture equivalent
Part XIX-1964 Determination of centrifuge moisture equivalent
Part XX-1966 Determiuation of linear shrinkage
Part XXI-1965 Determinatiop of total soluble solids
Part XXII-1972 Determination of organic matter (Ifrsl r&rioa )
Part XXIII-1976 Determination ofcalcium carbonate (Itisf reuirim )
Part XXIV-1976 Determination of cation exchange capacity (./irsr rezhion )
Part XXV-1967 Determination of silica reequioxide ratio
Part XXVI-1975 Determination of pH value (first reui~ion )
Part XXVII-1968 Determination of total soluble sulphates
Part XXVIII-1974 Determination of dry density of soils, in-place, by the sand
replacement method (jirs; revision )
Part XXIX-1975 Determination of dry density of soils in-place by the core cutter
method (jlrst revision)2720 Methods of test for soils:
Part XXX-1968 Laboratory vane shear test
Part XxX1-1969 Field determination of California bearing ratio
Part XXXII-1970 North dakota cone test
Part XXXIIT-1971 Determination of density in-place by the ring and water repla-
cement method
Part XXzix-$72 Determination of density of soil in-place by the rubber-balloon
Part XXXV-1974 Measurement of negative pore water pressure
Part XXXVI-1975 Laboratory determination of permeability of granular soil
( constant head )
Part XXXVII-1976 Determination of sand equivalent value of soils and fine
aggregates
Part XXXVIII-1976 Compaction control teat ( Hilf method)BUREAU Of INDIAN STANDARDS
Manak Bhavan, B Bahadur Shah Zatar Maw, NEW DELHI 110002
Toiephones I 331 01 31,331 13 76 Telegrams I Manaksansthr
( Common to ail offices )
Ragionel Ottices I Tale phone
lW estern I Manakalaya, EB MIDC, Marol, Andheri ( Eart 1, 6 32 92 96
BOMBAY 400093
tEastern I l/14 C. I. T. Schnme Vii M, V. I. P. Road, 36 24 99
Maniktoia, CALCUTTA 700054
Southern t C. I. T. Campus, MADRAS 600113 41 24 42
Northern I SC0 445-446, Sector 35-C, 2 1843
CHANOIGARH 160036 3 1641
Bran& O/f/cm I
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur,
AHMADABAD 330001 I 22 6633 4489
‘F’ Block Unlty Bidg, Narasimharaja Square, 22 48 06
BANGALORE 56o1002
Gangotri Complex, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 6 36 27
5315, Ward No. 29, R. G. Barua Road 5th Byelane, -
GUWAHATI 781003
S-8-56C L. N. Gupta Marg, HYDERABAD 500001 23 10 83
RI4 Yudhister Marg, C Scheme, JAIPUR 302006 6 96 32
117/413 B Sarvodaya Nagar, KANPUR 208006 21 68 76
Patiiputra Industrial Estate, PATNA 800013 6 23 OS
Hantex Bldg ( 2nd Floor ), Rly Station Road, 7 66 37
TRIVANDRUM 695001
lnsgsction Oiiice ( With Sale Point 1 I
Pushpanjali 205-A West High Court Road ’ 2 51 71
Bharampeth Extension, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shlvaji Nagar, 5 24 35
PuNE 411005
*Sates Ofke In Bombay Ir at Novdty Chambrra, Grant Road, 89 65 48
Bombay 400007
Wales Omce In Calcutta Ir at S Chawrtngher Approach, P 0. Princmp n Ott 00
%tret, Calcutta 70007S
Printad at Slmco Printin Press. Dalhi. Inola
|
2720_18.pdf
|
IS 2720 ( Part 18 ) : 1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 18 DETERMINATION OF FIELD MOISTURE EQUIVALENT
First Revision )
(
UDC 624.131.377*620*176
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1992 ’ - h Price Group 1Soils and Soil Engineering Sectional Committee, CED 23
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Soils and Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
With a view to establishing uniform procedures ~for the determination of different character-
istics of soils and also for facilitating a comparative study of the results, an Indian Standard
Methods of test for Soils ( IS 2720 ) has been published in 41 parts. This part deals with the
method of test for determination of field moisture equivalent of soils, which gives an indication
of the percentage moisture at which a drop of water placed on a smooth surface of soil pat
will not be immediately absorbed but will spread out over the surface and give it a shining
appearance. In fine-grained soils, the test assists in the determination of the moisture content
at which air in the interstices between particles becomes sealed in by the moisture films
around individual particles so that the capillary forces can no longer draw moisture into the
soil. In coarse-grained soils, the test indicates that all voids in the material are filled with
water. A field moisture equivalent equal to or greater than the centrifuge equivalent indicates
the presence of organic material in deterimental~quantities.
This standard was first plubished in 1964. In this first revision apart from general updation,
the amendment has been incorporated and all quantities/dimensions have been given in SI
units.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the fina value, observed or calculated, expressing the result of a test or analysis, shall be
rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘.
The number of significant places retained in the rounded off value should be the same as that of
the specified value in this standard.IS 2720(P art18): 1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 18 DETERMINATION OF FIELD MOISTURE EQUIVALENT
First Revision )
(
1 SCOPE 4.8S ieves
This standard ( Part 18 ) lays down a method 4.75 mm IS Sieves, 2-mm IS Sieves and 4%
for determining the field moisture equivalent micron IS Sieves [see IS 460 ( Part I ) : 1985 1.
of soils.
5 PREPARATION OF SAMPLE
2 REFERENCES
5.1 The soil sample as received from the field
The Indian Standard listed below are necessary
shall be exposed to air at room temperature until
adjuncts to the standard:
dried thorougly. The aggregations shall then
be thoroughly broken up in a mortar with a
IS No. Title
rubber-covered pestle or using a mortar and
460 Specification for test sieves: pestle made of soft wood. A representative
(Part 1 ) : 1985 Part 1 Wire cloth test sieves sample of the amount required to perform the
( second revision ) the desired test shall then be selected by the
1433 : 1965 Specification ~for beam scales use of a sampler.
3 TERMINOLOGY 5.2 The portion of the air-dried sample selected
for the purpose of tests shall be weighed and
Field Moisture Equivalant, FME
the mass recorded as the mass of the total test
The minimun water content expressed as a sample uncorrected for hygroscopic moisture.
percentage of the weight of the oven-dried The test sam_ple shall be separated by sieving
soil, at which a drop of water placed on a with a 2-mm IS Sieve. That fraction retained
smoothed surface of the soil will not on the 2-mm IS Sieve shatl be ground in a
immediately be absorbed by the soil but will mortar with a rubber-covered pestle until the
spread out over the surface and give it a shiny aggregations of soil particles are broken up
appearance. into the separate grains. The ground soil
shall then be separated into two fractions by
4 APPARATUS sieving with a 2-mm IS Sieve. The remain-
ing portion of the material passing the 2-mm
4.1 Evaporating Dish - a porcelain evapo-
IS Sieve shall then be separated into two parts
rating dish about 12 cm in diameter.
by means of a 425 micron IS Sieve. The
4.2 Spatula - a flexible spatula having a blade fraction retained on the 425 micron IS Sieve
about 8 cm in length and 2 cm in width. shall be discarded. The fraction passing 425
micron IS Sieve shall be used for the test.
4.3 Dropper - a pipette, burette or similar
device for adding water dropwise. 5.3 Soil Specimen
4.4 Containers - suitable containers, such as A specimen weighing about 30 g from the
matched watch glasses which will prevent loss thoroughly mixed portion of the material
of moisture during weighing. passing 425 micron IS Sieve shall be taken for
the test.
4.5 Balance - a balance sensitive to 01 g
( see IS 1433 : 196.5 ). 6 PROCEDURE
4.6 Pestle and Mortar
Place the fair-dried specimen in an evaporating
4.7 Oven - thermostatically controlled oven dish. Add distilled water to the specimen in
with interior of non-corroding ~material to small amounts and mix the specimen thoroughly
after each addition of water. When the wetted
maintain the temperature between 105 and
soil forms into balls under manipulation
110°CIS 2720 ( Part 18 ) : 1992
smooth the sample with a light stroke of the where
spatula and place a drop of water on the
smoothed surface. If the drop of water dis- M,= -Mass of container in g.
appears in 30 seconds, mix a few drops of water M 2 = FITS of container with set soil in g,
with the sample, and repeat the procedure
until the drop of water placed on the smoothed
M 9 = Mass of container and oven-dried
surface does not disappear in 30 seconds but
soil in g.
spreads over the smoothed surface leaving a
shiny appearance ( see Note ). Then remove a
8 REPORT
small portion of the soil on which the last drop
of water was placed and keep in a suitable 8.1 the test results shall be tabulated as given
container previously weighted ( M1 ). Deter- below:
mine the mass of the container and wet soil
( M, ). Oven-dry the soil sample to constant
1. Mass of container ( Ml ), in g
mass at 105 to 110°C and record it ( MS ).
2. Mass of container with set soi! ( M, ), in g
NOTE -In case of some sandy soils, the shiny
appearance may not be apparent. In such a case 3. Mass of container and oven-dried sample
press the finger or spatula on the soil. When the ( M, ), in g
finger or spatula is removed slowly, a film of
moisture will raise-slightly with it, if the FME has 4. Mass of moisture present, in g
been reached. 5. Field moisture equivalent
7 CALCULATION
Remarks:
The Field Moisture Equivalent ( FME ) shall
be calculated as follows:
M, - M, 8.2 The Field Moisture Equivalent shall be
FME = M3YM,-x 100
reported to two significant figures.
2Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau o~ln&~~
Siundurds Act, 2986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quaiity
certification of goods and attending to connected~matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does n~ot preclude the free use,
in the-course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. CED 23 ( 4993 )
Amendments lssued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 ~99, 37 85 61,
CALCUTTA 700054 I 37 86 26, 37 86 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
I 53 23 84
235 02 16, 235 04 42,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58,
BOMBAY 400093 c 632 78 91, 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM .
Printed at Printwell Printers, Aligarh, India
|
2104.pdf
|
IS : 2104 - 1881
Indian Standard
SPECIFICATION FOR
WATER METER BOXES (DOMESTIC TYPE)
( First Revision )
Sanitary Appliances and Water Fittings Sectional Committee, BDC 3
Chairman
SHRI V. D. DESAI
‘ Sheetala Darshan ‘, Flat No. 42,4th Floor,
375, Lady Jamshedji Road, Mahim,
Bombay 400016
Members Representing
ADVISER Central Public Health & Environmental
Engineering Organization ( Ministry of
Works & Housing )
Srtn~ B. B. RAU ( AIternatc )
SHRI M. K. BASU Central Glass & Ceramic Research Institute
( CSIR ), Calcutta
SRRI K. D. BISWAS Indian Iron & Steel Co Ltd, Calcutta
SHRI D. S. CHABHAL Directorate General of Technical Development,
New Delhi
SHRI T. RAMASUBRAMANIAN ( Alternate)
ST~RIS . P. CHAKRABARTY Cent;~oru~ding Research Institute ( CSIR ),
SHRI S. K. SHARMA ( Alternate )
CHIEF ENGINEER Public Health Engineering Department, Govern-
ment of Kerala, Trivandrum
SRRI K. RAMACHANDRAN ( Alternate )
CHIEE ENGINEER Tamil Nadu Water Supply & Drainage Board,
Madras
CHIEB ENGINEER U. P. Jal Nigam, Lucknow
STJPERINTENDIN~E NQINE~R (Alternate )
CHIEF ENGINEER ( WATER ) Municipal Corporation of Delhi, Delhi
DRAINAGE ENGINEER ( Alternate )
SRRI L. M. CROUDHARY Public Health Engineering Department, Govern-
ment of Haryana, Chandigarh
SRRI I. CHANDRA ( Alternate )
CITY ENGINEER Bombay Municipal Corporation, Bombay
HYDRAVLIC ENOINEER ( Alternate )
( Continued onpagc 2 )
0 CopVright 1981
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian CopVright Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2104- 1981
( Continuedfrom page 1 )
Members Representing
SHRI H. N. DALLAS Indian Institute of Architects, Bombay
DIBECT~R Bombay Potteries & Tiles Ltd, Bombay
SHRI A. M. KEMBH~VI ( Alternate )
SHRI B. R. N. GUPTA Engineer-in-Chief’s Branch (Army Head-
quarters ), New Delhi
SHRI K. V. KRISHNIMURTHY ( Alternate )
SHRI P. JA~ANATH RAO E. I. D.-Parry Ltd, Madras
SHRI M. MOOSA SUL~IMAN ( Afternate )
SHRI S. R. KSHIRSAGAR National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI R. C. REDDY ( Alternate )
SHRI K. LAKSHMINARAYANAN Hindustan Shipyard Ltd, Visakhapatnam
SHRI A. SHARIFF ( Alternate )
SHRI E. K. RAMACHANDRAN National Test House, Calcutta
SHRI S. K. BANERJEF: (Alternate)
SHRI RANJIT SINGII Railway Board ( Ministry of Railways )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRT J. SENGUPTA (Alternate )
SHRI R. K. SOMANY Hindustan Sanitaryware & Industries Ltd,
Bahadurgarh
SURVEYOI~ OF WORKS ( NDZ ) Central Public Works Department, New Delhi
SURVEYOR OF WORKS I ( NDZ ) (Alternate )
SHRIT . N. UBOVEJA Directorate General of Supplies & Disposals, New
Delhi
SHRI G. RBMAN, Director General, IS1 ( Ex-o@io Member )
Director ( Civ Engg )
Secretaries
SHRI K. K. SHARMA
Deputy Director ( Civ Engg ), IS1
SHRI S. P. MAGGU
Assistant Director ( Civ Engg ), IS1
Wates Meters Subcommittee, BDC 3 : 4
Convener
SHRI K. D. Mu~,ax.sn Bombay Municipal Corporation, Bombay
Members
SHRI T. K. SANTOKE (Alternate to
Shri K. D. Mulekar )
Srrnr M. L. BHANSALY Rajkamal Water Meter Manufacturing Co,
Calcutta
SHRI K. S. BHANSALY (Alternate)
Dn K. D. BISWAS Central Mechanical Engineering Research
Institute ( CSIR ), Durgapur
C:~XIXFE NGINEER Public Health Engineering Department, Govern-
ment of Kerala
( Continued on page 13 )
2IS : 2104 - 1981 _’
Indian Standard
SPECIFICATION FOR
WATER METER BOXES ( DOMESTIC TYPE)
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 27 February 1981, after the draft finalized by the
Sanitary Appliances and Water Fittings Sectional Committee had been
approved by the Civil Engineering Division Council
0.2 This standard was first issued in 1962. In this revision the minimum
inside clear dimensions of water meter boxes have been increased in order
to accommodate filter or dirt box which is fitted on the upstream side of
the water meter. The number of sizes of water meter boxes has been
reduced from three to two.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down the requirements for materials, dimensions
and construction of boxes for water meters of nominal sizes conforming to
IS: 779-1978t.
2. SIZES AND SHAPE
2.1 Sizes - Water meter boxes shall be of two sizes, namely Size 1 and
Size 2.
*Rules for rounding off numerical values ( reuiscd).
tspecification for water meters ( domestic type ).
3IS:2104 -1981
2.1.1 Size 1 shall be suitable for the installation of water meters of
nominal sizes 15, 20 and 25 mm and Size 2 for water meters of nominal
sizes 40 and 50 mm.
2.2 Shape - The boxes shall be of oval or rectangular shape.
3. MATERIAL
3.1 Water meter boxes may be made of any suitable material, such as
cast iron, mild steel or reinforced concrete.
3.1.1 Cast Iron - Cast iron used in the manufacture of water meter
boxes shall be of quality not less than Grade FG 150 of IS : 210-1978*.
3.1.2 Mild Steel - Mild steel for the fabrication of water meter boxes
shall conform to IS : 226-1975t.
3.1.3 Reinforced Concrete - Where boxes are made of reinforced
concrete, materials and quality of concrete shall conform to the following
requirements:
4 Cement - Cement shall be either ordinary or rapid-hardening
Portland cement conforming to IS : 269-1976: and IS : 8041-
19785 respectively. Portland blast-furnace slag cement conform-
ing to IS : 455-197611 may also be used, where so desired.
b) Aggregates - Aggregates used for the manufacture of boxes shall
conform to IS : 383-19707.
4 Reinforcement - Reinforcement used shall conform to IS : 432
( Part I )-1966** and IS : 432 (Part II )-1966ft.
d) Concrete - Concrete shall conform to the requirements given in
IS : 456-1978::.
*Specification for grey iron castings ( third revision) .
$Specification for structural steel ( standard quality ) (@h revision ).
$Specification for ordinary and low heat Portland cement ( third revision ),
$Spccification for rapid hardening Portland cement (Jirst revision).
l\Specification for Portland slag cement ( third revision ).
TSpecification for coarse and fine aggregates from natural sources for concrete
( secondr evision ) .
**Specification for mild steel and medium tensile steel bars and hard-drawn steel
wire for concrete reinforcement: Part I Mild steel and medium tensile steel bars
( second revision ) .
j@pecification for mild steel and medium tensile steel bars and hard-drawn steel wire
for concrete reinforcement: Part II Hard drawn steel wire ( second revision ).
$$Code of practice for plain and reinforced concrete ( third revision) .
4IS : 2104 - 1981
4. DIMENSIONS
4.1 General - The inside clear dimensions of boxes shall be suitable for
the sizes of water meters which they have to accommodate ( see 2.1.1).
4.2 The minimum inside clear dimensions shall be as given in Table 1.
TABLE 1 MINIMUM INSIDE CLEAR ‘DIMENSIONS OF
WATER METER BOXES
SIZE LENGTH WIDTE HEIQRT
mm mm mm
1 600 600 500
2 900 600 600
5. MANUFACTURE
5.1 Construction
5.1.1 Cast Iron Boxes - The thickness of the cast iron box shall not be
less than 8 mm for Size 1 and 10 mm for Size 2. The casting shall be
free from blow holes and other defects. All sharp angles shall be removed
and finished smooth. Typical illustrations of rectangular cast iron boxes
are given in Fig. 1 and 2. The minimum inside clear dimensions in the
case of oval shaped cast iron boxes shall be measured as indicated in
Fig. 3.
5.1.2 Mild Steel Boxes - Thickness of plates for mild steel box shall not
be less than 3 mm. All edges and corners shall be finished smooth. A
typical illustration of a mild steel box is given in Fig. 4.
5.1.3 Precast Reinforced Concrete Boxes - The thickness of wall of
reinforced concrete box shall not be less than 40 mm. All edges and
corners shall be finished smooth. A typical illustration of a precast
reinforced concrete box is given in Fig. 5.
5.1.4 Slot for Pipe - A slot in the shape of an inverted ‘U’ shall be
provided on the short sides of the box along their centre lines for the
passage of pipe. The height of the slot shall be half the clear inside
height of the box ( excluding the height of dome where provided ), and
the width shall be 40 mm for Size 1 and 75 mm for Size 2 with a
tolerance of f 3 mm.
5IS : 2104 - 1981
@ 10 PIN -_/
r @ 20 HOLE
8mm min. FOR SIZE 1
10m m min. FOR SIZE 2
SECTION XX
FIG. 1 TYPICAL ILLUSTRATION OF CAST IRON WATER METER
Box WITH HINGED COVER
6IS:2101-1 981
1
1
r------------ -I
x -. Jl _ CI- 9q- -1 l - x
.. _- -f--
-
I
t --+- l-d-1
I LALJ
L --c--_--------J
.8mm min. FOR SIZE 1
10m in. 10m m min FOR SIZE 2
SECTION XX
FIG. 2 TYPICAL ILLUSTRATION OF CAST IRON WATER METER Box
WITH DOG-AND-CLAMP ARRANGEMENT
7X
-I-
I-----_-- LENGTH -4
I-8m m mln.FOR SIZE 1
10 mm min. FOR SIZE 2
8mm min.FOR SIZE 1
10 mm mtn FOR SIZE 2
SECTION XX SECTION YY
FIG. 3 TYPICAL ILLUSTRATIONO F OVAL SHAPED CAST IRON WATER METER BoxIS : 2104- 1981
3min.
OX30X3mm min. ANGLE
SECTION XX
FIG. 4 TYPICAL ILLUSTRATION OF MILD STEEL
WATER METER BoxIS : 2104 - 1981
5.2 Fabrication and Fittings
5.2.1 Locking Arrangement - Locking arrangement may be provided
either with a dog-and-clamp arrangement with the dog to operate by an
ordinary sluice valve key, or, alternatively, by means of a padlock.
Typical details of these arrangements are shown in Fig. 1,2, 3, 4 and 5.
5.2.2 Anchorage - Suitable anchorage for fixing the box to the concrete
or masonry bed plate on which the water meter would be installed shall
be provided.
5.2.3 Mild steel plates shall be welded in accordance with the
procedure given in IS : 823-1964*. Alternatively, they may be riveted in
accordance with the relevant Indian Standards where they exist. Where
no suitable standard exists, they shall be of the best quality and
workmanship and shall be open to inspection by the purchaser at the
manufacturer’s works.
6. SAMPLING
6.1 Lot - All water meter boxes of the same size made by the same
manufacturer from the same type of material shall constitute a lot.
6.2 Scale of Sampling - Each lot shall be considered individually for
ascertaining its conformity to the requirements of this specification. For
this purpose, a number of boxes shall be taken at random and inspected
for the requirements of this specification. The number of sample boxes
to be taken from a lot shall be in accordance with co1 1 and 2 of Table 2.
6.3 Criteria for Conformity - The lot shall be considered to be in
conformity with the requirements of the specification if the number of
1 defectives in the sample does not exceed the acceptance number indicated
in co1 3 of Table 2.
7. MARKING
7.1 Each box shall be indelibly marked with the manufacturer’s name or
trade-mark and the size of the box.
7.1.1 Each box may also be marked with the ISI Certification Mark.
N0.r~ - The use of the IS1 Certification Mark is governed by the provisions
of the Indian Standards Institution ( Certification Marks ) Act and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing
and quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a
licence for the use of the IS1 Certification Mark may be granted to manufacturers
or processors, may be obtained from the Indian Standards Institution.
*Code of practice for manual metal arc welding of mild steel.
11. . .
IS:2104- 1981
TABLE 2 SAMPLE SIZE AND CRITERIA FOR CONFORMITY
( Clauses 6.2 and 6.3 )
LOT SIZE SAMPLE SIZE PERMISSIBLE NUMBER OF
DPFECTIVES
(1) (2) (3)
up to 25 8 0
26 to 50 13 1
51 to 100 20 2
101 to 150 32 3
151 to 300 50 5
301 to 500 80 7
501 to 1000 125 10
1001 to 3 000 200 14
3 001 and above 315 21
12
|
457.pdf
|
IS : 457 - 1957
Indian Standard
CODE OF PRACTICE FOR GENERAL
CONSTRUCTION OF PLAIN AND
REINFORCED CONCRETE FOR DAMS
AND OTHER MASSIVE STRUCTURES
Cement and Concrete Section31 Committee, BDC 2
Chairman
SHRI E. A. NADIRSHAH The Concrete Association: of Tndia, Bombay. a&
The Institution of Engineers ( India ), Calcutta
Members
SHRI BALESHWAR NATH Central Board of Irrigation & Power ( Miilistry of
Irrigation & Power )
SHRI N. H. BHAGWANANI Engineer-in-Chief’s Branch, Army Headquarters
DR. U. K. BEN&GAL Government Test House. Calcutta
SHRI S. N. M ERJI ( AIlernale)
SHRI N. D. DAFTA“R5 Bombay State Road Transport Corporation
Bombay
DIRECTOR Central Building Research Institute ( Council of
Scientific & Industrial Research ), Roorkee
SHRI C. H. KHADILKM ( AIIcrnale )
SHRI C. L. HANDA Directorate of Designs, Bhakrx Dam, New Delhi
SHRI P. S. BHATNAGAR (./Illivnalf )
DR. H. R. HATTIANGADI The Associated Cement Companies Ltd., Bombay
SHRI V. N. PAI (Alternate)
SHRI P. C. HAZRA Geological Survey of Ind+ Calcutta
DR. R. C. HOON Central Water & Power Commission ( Ministry of
Irrigation & Power)
SHRI GEORGE OOX~EN ( Alkvnate )
SHRI S. B. JOSHI S. B. Joshi & Co., Bombay
SHRI S. R. MEHRA Central Road Research Institute ( Council of Scien-
tific & Industrial Research ). New Delhi
SHRI K. K. NATHA:U Directorate General of Supplies & Disposals
( Ministry of \Vorks. Housing & Supply)
MR. E. P. NICOLAIDES Gammon India Ltd., 130mbsy. ctrtd Indian Roads
Congress. New Delhi
REPRESENTATIVE Martin Burn Ltd., Calcutta
SHRI J. M. RIJHWANI Central Public Works Depxtment
SIIRI M. S. HHATIA 4 Akrnate )
SHRI NIHAR CHAXDRA ROY Dalmis Cement ( T%har;it ) I.td.. Calcutta
SHR~ A. K. CHAKRAVARTHI (Alternate)
SnRt SARIJP SINGH National BuiIdin,gs Organization ( hfinistry of
Works, liousmg & Supply)
DEPUTY DIRECTOX ( MATERIAL ) ( .I/tcrw.de )
( Confinztrd on page 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002IS : 457 - 1957
( Contiauad from p age 1 )
Msmbrrs
SHRI H. P. SINJib Roads Wing, Ministry of Transport
SHRI J. M. TRPHAN ( Alkrnak )
SHRI K. C. !%OD Central Standards Office ( Ministry of Railways )
SHRI S. S. VARMA (Alternate )
DR. LAL C. VBRXAN ( Ex-@cio ) Directer, ISI
SMf
SHRI C. S. CHANDRASBKHARA Deputy Director ( Bldg ), ISI
Concrete Subcommittee, BDC 2 : 2
COWs9ltW
SHRt S. B. Josnr S. B. Joshi & Co., Bombay
M&SAWS
SHRI K. F. ANTIA The Associated Cement Companies Ltd., Bombay
SHRI N. H. BHAGWANA... Engineer-in-Chief’s Branch, Army Headquarters
SHRI M. S. BHATIA Central Public Works Department
SHRI T. S. VEDAGIRI ( Ahmate)
DIRICTOR Engineering Research Laboratories, Hyderabad
SHRI P. C. HAZRA Geological Survey of India, Caicutta
DR. R. C. HOON Central Water it Power Commission ( Ministry of
Irrigation & Power )
S~IRI C, L. N. IYENGAR The Concrete Association of India, Bombay
SHRI S. V. NATU Public Works Department, Bombay
SHRI C. C. PATEL ( Alkrnafe )
MR. E. P. NICOLAIDES Gammon India Ltd., Bombay
DR. K. L. RAO Central Water & Power Commission ( Ministry of
Irrigation & Power )
SHRI SARUP SINGH National Buildings Organization ( Ministry of
Works; Housing h Supply)
SIIRI K. RAMA VARYAN ( Altcrnak )
S~IRI H. P. SINHA Roads Wing, Ministry of Transport
SHRI K. C. so00 Central Standards Ofiice ( Ministry of Railways)
2IS : 457 - 1957
CONTENTS
PACE
0. FOREWORD . . . . . . . . . . . . . . . 5
1. SCOPE .. . . . . . . . . . . . . . 6
2. TERMINOLOGY .. . . . . ,.. . . . . . . 7
3. MATERIALS . . . ..* . . . . . . . . .
3.1 Cement . . . .*. . . . . . . . . .
3.2 Admixture . . . . . . .*. . . . . . .
3.3 Water . . . . . . . . . . . .
c
3.4 Aggregates 1:: . . . . . . . . . . . .
3.5 Reinforcement . . . . . . . . . I..
3.6 Storage of Materials . . . . . . . . . . . .
4. CONCRETE . . . . . . . . . . . . . . .
4.1 General . . . . . . . . .
.a* . . .
4.2 Quality . . . . . . . . .
. . . .*.
4.3 Mix Proportions . . . . . .
.I. . . .
4.4 Workability . . . . . .
. . . . . .
4.5 .Slump . . .
s., ..I . . . ..I
4.6 Measurement of Materials . . .
. .,. . . .
4.7 Mixing . . . . . . . . .
. . . . . .
4.8 Handling and Conveying
. . . . . .
4.9 Preparation for Placing Concrete *”
. . . . . .
4.10 Placing Concrete . . . . . .
. . . . . .
4.11 CompacGng... . . . . . .
. . . . . .
4.12 Depositing Concrete Under Water
. . . . . .
4.13 Weather Conditions
. . . . . .
4.14 Curing and Protection’” 1::
. . . ..*
4.15 Repair of Concrete . . .
. . . . . .
4.16 Finishes and Finishing . . .
. . . . . .
5. FORMS FOR CONCRETE .. . .., 29
. . . . . .
5.1 General . . . . . . . . . 29
. . . . . .
5.2 Absorptive Form Lining . . .
. . . . . .
5.3 Form Ties . . . 33:
. . . . . .
5.4 Erection of Forms 1:: 1::
. . . . . .
5.5 Removal of Forms . . . . . .
I.. . . .IS : 457 - 1957
6. CONSTRUCTIONJ OINTS . . . 32
6.1 Location of Joints . . . . . . . . . 32
6.2 Horizontal Joints . . . . . . . . . . . .
6.3 Vertlcr.1 Joints . . . . . . . . . . . . :i
6.4 Watertight Joints . . . . . . . . . . . .
6.5 Emergemy Joints . . . . . . . . . . . . is
7. TESTS *.. . . . . . . 32
7.1 Field Tests . . . . . . . . . . . . 32
7.2 Laboratory Test 1:: .*. . . . . . .
7.3 Test Records . . . . . . 3333
.e.
7.4 Test Pieces . . . 1:: . . . . . .
. . .
7.5 Compression Tests . . . . . . 33:
. . .
7.6 Flexure Tests . . . 34
. . .
7.7 Failure to Meet Requirements . . . 34
APPENDIX A BETERMINATION OF CONSISTENCY OF CONCRETE BY
VEE-BEE CONSISTOMETERM ETHOD. . . ..: 34
APPENDIX B METHOD OF SECURIN’CH ARDENED SPECIMENSO F
CONCRETEF ROM THE STRUCTURE . . . . . . 3%
APPENDIX C FLEXURAL STRENGTH OF CONCRETE ( USING SIMPLE
BEAM WITH THIRD-PWNT LOADING) . . . 411s:452;1957
Indian Standard
CODE OF PRACTICE FOR GENERAL .
CONSTRUCTION OF PLAIN AND
REINFORCED CONCRETE FOR DAMS
AND OTHER MASSIVE STRUCTURES
0. FOREWORD
0.1 This Indian Standard W;IS adopted by the Indian Standards Institu-
tion on 22 March 1957, on approval by the Building Division Council of
the draft finalized on 14 September 1956, by the Cement and Concrete
Sectional Committ2.e.
0.2 Cement concrete, both plain and reinforted. is being extensively used
in the various multi-purpose projects of the Central Government and irri-
gation and power development schemes sponsored by the States. American
and British practices are being generally followed in the execution of these
works. Indian conditions .differ in many ways from those found in UK
or USA. The Cement and Concrete Sectional Committee felt it desirable
that a code of practice which would take into consideration the variations
obtained under Indian conditions would be a useful guide td engineers
and their technical assistants incharge of such works. This code has been
prepared with this object in view.
0.3 In the preparation of this standard, valuable assistance has bee!\
derived from the published materials of the Bureau of Reclamation, Ten-
nessee Valley Authority and the American Society for Testing and
Materials. This assistance is appreciatively acknowledged.
0.4 This standard forms one of a series of Indian Standards on concrete
and reinforced concrete. Other standards in the series are:
*IS: 269-1951 SPECIFICATION POK OKDIN.WY, RAPID-HAKDENING END
Low HUT POKTL.\NU CEMEXT
71s: 383-lY52 SPECIFICATION FOH CWKSE AND FINE ACCI~ECATES
FItohfN ATURAL SN_JKCES FoK CONCKETE
$ IS: 432-1953 SPECIFIC~ATION FOK MILD STEEL AND HIGIC TENSILE
STEEL BAKS AND HAKD-DK;\WN STEEL \VIRE FOR CONCKETE RE-
INFOKCEMENT
*IS: 455-1953 SPECIFICATION FOR PORTLAND BLAST FUKI.J.~~E SLAG
CEMENT ( Terztativc )
51s: 456-1957 Coce OF PRACTICE FOR PLAIN AND R~~~t;oI~cet) Co,v-
CRETE For< GENEHAL BUILDING CONSTRUCTION ( Raid )
-- -.
*Third revision in 1976.
Second revision in 1970.
&GXOfld revision in 19&j.
4Secoild revision in 1964.IS : 457 - 1957
*IS: 515- 1959 SPECIFICATIONFO R NATURAL AND MANUFACTURED
AGGREGATES FOR USE MASSC ONCRETE
IN
IS: 516-1959METHoDs OF TEST FOR STRENGTH OF CONCHISTE
0.5 This Indian Standard Code requires reference to Indian Standard
Specifications and Codes quoted under 0.4 and also to the following:
71s: 226-1955 SPECIFICATION FOR STRUCTURAL STEEL ( Revised )
SlS: 460-1953 SPECIFICATION FOR TEST SIEVES
0.5.1 Wherever a reference to any-Indian Standard mentioned under
0.5, except ~1s: 460-1953, appears in this code of practice, it shall be
taken as a reference to the latest version of the standard.
0.6 In pursuance of the decision of the Government of IJldia to introduce
uniform system of weights and measures throughout the country based
on the metric system, as a first step, wherever possible, metric equivalents
have been given. As the industry gets accustomed to the use of the
metric units, it is intended to drop the foot-pound units altogether from
the standard.
0.7 For the purpose of deciding whether a particular requirement of this
Standard is complied with, the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accordance with
z IS: 2-1949 Rules for liounrlin~ OH Numerical Values; the nuJnber of
places rdained in the rounded off value should be the same ds t!Jose of
the spccikcl value in the standard.
0.8 lhis code is intended chiefly to lay down requirements regardirlg
quality of material and the JnaJmcr of their use, and. it does not include
all the necessary provisions of a contract.
1. SCOPE
1.1 This co& covers general construction practices ior plain and rcin-
forced concrete used in dams and other massive structures and a&s pri-
marily at rigid control of concrete work with a view to CJlSUritlg durability,
strength, impermeability and uniformity.
1.1 .l Provisions specified in this code are intended to secure for every
part of tile work homogeneous concrete, which when harderled shall have
the desired proprrties.
1.2 This code requires to be supplemented by special instructions, if any,
for each” job.
*Since withdrawn.
t Fifth m-vision in 1975.
Chce revised,
618 : 457 - 1957
2. TERMINOLOGY
2.0 For the purpose of this code, the following dcfinitiqns shall a[)&.
2.1 Cement Factor - The weight of cement in kg per cubic metre ( or lb
per 100 cu ft ) of concrete after compaction.
2.2 Concrete -A mixture of Portland cement, water, fine and coarse
aggregates ( and any admixture approved by the engineer-in-charge)
mixed and p~acccl in accordance with the code.
2.3 Consistency -- The relative plasticity of freshly mixed concrete or
mortar, and measure of its workability.
2.4 Cyclopean Aggregates. - Storm of sizes 7.5 to 15 cm C 3 to 6 in ).
2.5 Engineer-in-Charge - ‘IIIc Chief Engineer-in-Charge of the watks
or his authorized representative.
2.6 Grout -- A mixture of neat cement and water or cement, sana and
water in fluid state.
2.7 Laitance -- An extremely fine material of little or no hardness which
may collect on the surface of freshly deposited concrete or mortar.
2.5 Mortar - A mixture of Portland cement, fine aggregate and water,
and any admixture approved by the engineer-in-charge.
2.9 Plums -- Large stones over 15 to 23 cm ( or 6 to 9 in ).
2.10 Slump -A measure of consistency in which subsidence of a core
of freshly mixed concrete is determined in accordarice with the method
given in Appendix G of *IS : 456-1057.
2.11 Water-Cement Ratio - The ratio of the weight of water including
surface moisture of aggrcgatrs, to the weight of cemrnt used in the con-
crete mix. This ratio may also be expressed as the number of litres of
water per SO kg ( or gallons of water per 112 lb ) sack of cement.
3. MATERIALS
3.1 Cement - Portland crrncnt and Portlantl bl;tstfurnacc slag cement
usctl for plain ant1 rc*inforcctl concrctc work in dams and other massive
s<ructurrs shall comply \rith the requirements of tIS:26Y-1951 and TJh 455
1953, respectively. Special cements may also be spcciticd for use in mass
concrete.
3.2 Admixture - Admixture, including poztolanas, air entraining agents,
wetting agents, ctc, shall be used onlv under speciiic authorization and
wherever so l~erniittctl, the proportions’and methods of use shall Ge speci-
fied by the engineer-in-charge.
--.____-_
lS ccotld revision in 1964.
t Third rwizIoI1 1111 976 .
7IS : 457 _ 1957
3.2J Materials permitted as admixtures shall have established merit
for improving any specific quality of the concrete without causing de-
leterious effects.
3.3 Water-Water for mixing concrete, g-rout, or mortar, and also for
washing the aggregates and Curing concrete, shall be clean and free from
injuriWs quantities of acid, alkali, silt, oil, organic matter,.or other im-
purities.
3.4 Aggregates
3.4.1 Agbqegates for concrete shall conform to @IS: 383-1952 or tIS: 515.
3.4.2 The maximum size of coarse aggregate, as determined by the
biggest square hole through which not less than 95 percent of the aggre-
gate shall pass shall be as large as can be ‘used practicably and econo-
mically under given conditions, but shall be not -larger than any one of
the following :
a) one-fourth the narrowest dimension between the faces of forms,
b) one-third the depth of any slab,
c) three-fourths of the clear space between reinforcement bars, and
d) three-fourths of the narrowest space through which the concrete
shall have to be passed.
3.5 Reinforcement - Reinforcement shall be any of the following:
Mild steel and high tensile steel bars and hard-drawn steel wire
conforming to: IS: 432-1953,
Structural steel sections conforming to 5 IS : 226-1955,
Cold twisted steel bars complying with the requirements of Ap-
pendix A of ?i IS: 456-1957, and
Such other reinforcement as may bc proved suitable, having regard
to the yield point stress, ductility, ultimate resista!lce to tension
and other essential properties of the completed rebforcement as
produced in readiness for use in reinforced concrete.
3.5.1 Mill scale and rust scale, if any, shall be removed from the re-
inforcemen t before use.
3.6 Storaee of Materials
3.6.1 Cement shall be stored in a damp proof place. Handling and
storage facilities shall be such that no cement is stored before use for more
than 120 days counted from the date of despatch by the manufacturer.
lS ecmd revision in 1970.
tSince withdmwn.
@econd revision in 1966.
$ Fifth revision in 1975.
B Second r&irion h 196+.
8IS : 457 - 1957
Cement stored beyond 120 days but not exceeding 180 days shall be tested
and rejected if found defective in any way. Cement stored beyond 180
days shall not be used for major construction. Cement shall be ch:ckLd
on the job for contamination or partial setting due to exposure to moisture
during transit.
3.6.2 Aggregates shall. be stored and handled in such a manper as to
prevent the intermingling of various sizes of aggregates required.separately
for grading purposes. No foreign matter shall be allowed to be mixed up
with the aggregates. Stockpiles shall be built in layers of uniform thick-
ness.
3.6.3 Reinforcement shall be stored in such a manner as to minimize
rusting of steel.
4. CONCRETE
4.1 General - The concrete used in dams and other structures may vary
in character from mass concrete having a maximum size of aggregate from
10 cm ( preferahly 15 cm ) to 23 cm [ or 4 in ( ljreferably 6 in ) to 9 in I
and a cement content ranging from about 150 to 235 kg per iu m ( or 250
to 400 lb per cu yd) to heavily reinforced concrete having a maximum
size of aggregate of 2 cm ( or $ in ) and a cement ‘content of approximately
355 kg per cu m ( or 600 lb per cu yd ). To effect the greatest economy,
the concrete should preferably contain the maximum size aggregate S?litdh?
for the place of use and giving the specified strengths.
4.2 Quality
4.2.1 The proportions of the ingredients in con&ete shaft be detcr-
mined through preliminary laboratory tests on concrete made from re-
presentative samples of ingredients proposed. to be wed in the work. The
tests shall be carried out in accordance iith the procedure described in
Appendix B of *IS: 456-1957. After the water content has been deter-
mined to suit the required consistency, the cement content sl~nll be detei-
mined in the following manner:
A curve representing the relation between water-cement ratio anti
the average compressive strength of concrete at 28 days or earth_,
at which tt)e concrete is to receive its full working load, shall be es-
tablished for a range of values at least 15 percent below and 15 per-
cent above 11 times the required strength. The curve shall bc fiscd
by at least four pointy, each point rctprescnting the avcragc values of
at least three test specimens. The water-cement ratio to ho adoptctl
on the work shall correspond to that strength on the curve which
is 1) times the strength actually rccpiircd.
*Second rrvisior~ in 1964.
9IS : 457 - 1957
The preliminary tests shall be completed well before the beginning of
concreting operations and a complete report on the concrete forming
qualities and Gtability of available aggregates as also recommendations
for their use at the work shah be made and approved by the engineer-in-
charge before actual concreting is started.
4.2.2 No substitutions in the materials used on the work or alterations
in the established proportions shall be made unless additional tests have
been .:onducted to show that the quality and strengths of the resulting
concrete are satisfactory.
4.2.3 The engineer-in-charge may carry out check tests and order
changes in the mix as may be necessary from time to time to maintain
the specified quality of the work. No radical changes, substitutions and
additions in the mix, shall be made without such check tests and subsequent
approval.
4.3 Mix Proportions -The proportions of cement, water, aggregates
and other ingredients, if any, necessary to produce concrete of the desired
quality shall be determined as described under 4.2.1. The specified water-
cement ratio shall be strictly adhered to for each class of concrete. Minor
adjustments of the proportions of all ingredients may be made by the
engine&-in-charge in accordance with field tests, specified under 7. Both
the rate and the sequence of pouring shall be strictly regulated as laid down
bv the engineer-in-charge.
4.3.1 Determination of Surface Moisture - In the case of fint? aggre-
gates, the surface moisture shall be determined in accordance with the
method prescribed in Appendix Dof *IS: 456-1957. In the case of coarse
aggregates, percentage of free water shall be determined by weighing a
representative sample, then surface-drying each particle individually with
a clean towel and reweighing the surface-dry sample to determine the
amount of water removed. In calculating the water-cement ratio, the
total weight of water in the mixture including all free water in the aggre-
gate but not including any absorbed moisture, shall be taken into con-
sideration.
4.4 Workability - As far as possible the concrete shall be of uniform
consistency and quality throughout any pour and for similar parts of the
same structure. However, the consistency and cQ_m.position shall be such
that the concrete can be worked into all corners arid angles of the forms
and that the concrete surrounds completely the reinforcement and em-
bedded metal without causing any segregation of the ingredients or collec-
tion of free water. To this end, the mix may be adjusted slightly aspro-
vided und$r 4.2, if necessary, to provide more workability under specific
conditions, only if no change in the method of either placing or compacting
will accomplish the desired result.
* Swxnd revision in 1964.
10IS : 457 - 1957
4.5 Si~lmp ‘. - The !-orltrr,l of concrete under thil; code is based on main-
taining a fGrly unifrirn: k.i~:~!i;i ;;t the poirlt of pi:,cement and on holding
the water-remen t ratlo :ib Closely U practicable to the standard ratio
ii&Ymirled ds sy~c~Cifi~:i:iii lci~br 4.2.1. LJntlt*rI IO cor:ditions shall the slump
be greater than that rt*cirrirctf to pr.ovl~l~~p rof~r pl~~~ernent and compaction
of the fresh concr’ctt~ ;viiilin the forms.
Tlw slump ~XtlnllI Y n~cast~rc~d in :i(:cordClncc witi. the method prescribed
in Appendix G ot *is: 156 10.57. In the c.ise of wi y small or zero slump,
the consistency shall 1~: IIUCLWW~ 11y the use of Vce-Bee consistometer
described in Appendix .\. !-ire allouable slump or consistency shall be
determined by thus ,,!li:il,,,t,r-i:l-ctlar~t,~ and no cll;Lnge in consistency shall
be made \vitlr!,rrt his .ti?:~r,>~~~l.
4.4 Measurement of Mater ials
4.6.1 The method of measuring materials for concrete shall be such
that the proportions are controlled and readily checked at any time during
the progress of the irork. Xnterials shall be measured as follows:
Each size of aggregate shall be weighed separately, the cement
and admistures, if sly, shall he weighed in intli\5dunl or multipic
batches as approved by the en~irieer-in-cllargc.
4.6.2 WeiPh B&hers .- AI1 we+hine devices shall be subieI ct to an-
and weygh hatchers shall mee.1t thI.e following requirements:
The accuracy shall be of the order set for the purpose and shall be
such tllat the indicated weight of any hopprr full of material does
not vary more than one percent from the required weight.
b) The weighing equipment shall be designed to permit ready and
proper adjustment of the proportions of the m,ix.
c) The equipment shall be capable of so controlling the rate of de-
livery of each kind and size of materials that the combined in-
accuracy in feeding and measuring during normal operations does
not exceed 3 percent for all aggregates, and 1 percent for water.
d) The operating mechanism -for measuring the amount of water‘
shall be such that no leakage occurs with the valves closed. The
filling and discharge valves shall not be opened before the IiUing
valve is closed.
e) Test scale weights shall be provided and periodic checks made of
the accuracy of ail weighing equipment.
4.6.2.1 In cases inhere weigh batchers are not available the speci-
fication expressing the mix m proportions of weight should be transformed
into one measuring material by volume. This should be done in the field
*Second revision in 1%
11IS : 457- 1957
laboratories attached to each construction site. The co-efficients trans-
forming weight into volume should be determined anew each time the
,aggregate i’s obtained from a different source.
4.6.3 Cement Content-Cement in standard packages or sacks need
not ordinarily be weighed, but shall be periodically checked in the field.
Bulk cement and fractional packages shall be weighed.
4.6.4 Water Content
4.6.4.1 The water-cement ratio established for each class of con-
crete shall be hell within the limits specified under 4.2. The consistency
of the concrete shall be varied only by increasing or by decreasing the
amount of cement paste in each batch.
4.6.4.2 Water for mixing may be measured either by volume or
by weight, and the measuring device shall be accurate to within one per-
cent. A reliable method of compensating for free water shall be used for
maintaining a constant water-cement ratio.
4.6.4.3 Whenever concrete is being conveyed over a long distance
during hot or dry wcathcr, an ahowance may be made for probable eva-
poration during the period concrete is being transported.
4.7 Mixing
4.7.1 Machine iMixing at Sire - The mixing of concrete shall be done
in a batch mixer of such approved type as will ensure the homogeneous
distribution of all ingredients. The plant shall be so designed and operated
that ‘all materials entering the mixer including water, can be accurately
proportioned and readily controlled. The entire batch within the mixer
shall be discharged before recharging. The volume of mixed material
per batch shall not exceed the manufacturer’s rated capacity.
4.7.1.1 Method of charging - 171c proper sequence of operations for
the admission of aggregates into any type of mixer shall be ascertained
by trial runs conductecl in order to determine the method giving the best
results. The following sequcncc of charging the mixer may be adopted:
a) Five to ten percent of the total quantity of water required for
mixing, adequate to wet the drum thoroughly, shall be introduced
before the other ingredients m order to prevent any caking of
cement on the blades or sides of the mixers.
b) All dry ingredients ( cement and both fine and coarse aggregates )
shall he simultaneously ribboned into the mixer in such a manner
that the pcrioci of flow for each ingredient is about the same.
12IS : 457 - 1957
Eighty to ninety percent of the total quantity of water required for
mixing shall be added uniformly along with the dry ingrcdicnts.
4 The remaining quantity of water shall be added after all the other
ingredients are in the mixer.
4 Cobbles or a portion of the coarwst aggregate, howcvcr, may be
added last; tllis facilitates the clcarancc of the chutes and removes
any fine aggrcgrzte or cement adhering to the sides.
4.7.1.2 Time af mixircg
a) Unless othcr\vise permitted, machine mixing of each batch shall
continue for not less than the period indicated in Tnljle I. Durlilg
this period the drum shall be rotated at a speed recommended
by the manufacturer. The mixing period shall be timed after all
materials, including water, art in the drum. The efficiency of the
performance of the mixer shall be periodically checked. For any
one mix, the variation in the air-frw wit weights of three samples
taken from the front, centrc and back of a batch of concrete in
the mixer, shall not exceed the following:
For :one batch 37.2 kg per cu m ( or 2.3 lb per cu ft )
Average of 9 batches 25.9 kg per cu m ( or I.6 lb per cu ft !
Average of 2h, batches 19.4 kg per cu m ( or 1.2 lb per cu’ft )
Average of 90 batches 14.6 kg per cu m ( or 0.9 lb per cu ft )
TABLE I TIME OF MIXING
CAPACITY OF MIXER M~~IMIJM 'l‘inm 01' MIXING
.____*_...- . . ..~_..._
r---
Natural Manufactured
Aggregates f\g:gregatcs
3 cu m ( or 3 cu yd ) or larger 2 minutes 2! minutes
2 cu m ( or 2 cu yd ) 11 minutes 2 minutes
1 cu m (or 1 cu yd ) 0~ smaller 1 f minutes 1 .j miuutes
b) Each mixer shall have a mechanically oIwratc~t1 timmg device for
signalling tlrc completion of the rccIuired mixing Iwriod. The
actual time of mix+ shall bc checked at least twice during. each
shift and the timing tlcvicc shall be adjusted if in error.
4 The timing device shall be so interlocked wit11 the discharge gate
of the batch hopper that timing does not start until the discharge
gate is fully closed.and all ingredients are in the drum. .4 suitable
record shall be kept of the average time consumed in charging,
mixing aud discharging a batch during each run.
13IS : 457 - 1957
d) Excessive mixing, necessitating the addition of water ko provide
workability shall be avoided.
4.7.1.3 Dischargiltg - The full contents of the drum shall be dis-
charged quickly so as to avoid segregation
4.7.1.4 When the mixer is stopped, before placing again any in-
edients in the mixer all hardened concrete or mortar shall be removed
!rr om the inner surface of the mixer.
4.7.2 Central Plant Mixing -- Concrete mixing at the central plant
shall be done in accordance with the requirements for machine mixing
at sate ( see 4.7.1 ) before being loaded into the transporting vehicle.
4.7.3 Truck Mixing - Truck mixers, unless otherwise approved, shall
be of the revolving drum type, so constructed that all materials in the
concrete are kept uniformly distributed throughout the mass. The mixer
shall be water-tight when closed. At the proportioning plant, all solid
materials shall be accurately weighed and charged into the drum; the
prescribed quantity of water may either be charged iuto the drum or
measured and placed in the tank meant for carrying the mixing writer.
Trudr mixers shall be provided with some device whereby the time of
hauling, mixing, and introduction of water could be readily checked.
‘4.7.4 Hand Mixing - Hand mixing slrould be avoided in mass con-
crete construction. Hand mixing, if authorized for minor portions of the
work, shall be done on a water-tight platform. The entire mass shall be
turned over using shovels as many times as may be necessary to produce
homogeneous concrete of uniform consistency.
4.7.5 Retemperiq - The retempcring of partially hardened concrete
or mortar requiring renewed mixing, twith or without the addition of cement,
aggregate or water, shall not be permitted.
4.8 Handling and Conveying
4.8.1 The handling and convc,ying of concrete from the mixer to the
place of final deposit shall be dorlc> as rapidly as practicable and without
any objectionable separation or 14~5 of ingredients. Whenever the length
of haul from the mixing plant to the place of deposit is such that the con-
crete unduly compacts or segregates, suitable agitators shall be installed
in the conveying system. Where concrete is being conveyed on chutes
or on belts, the free fall or drop shall be limited to 5 ft ( or 150 cm ) unless
otherwise permitted. The concrete shall be placed in position within
30 minutes of its removal from tlic mixer
14is : 457 - 1957
4.8.2 Handliwg Equibmeut
4.8.2.1 Buckets - 13uckets if used, shall be of the bottom-dump
type, permitting an even, controlled flow into the forms or hopper without
undue splashing or segregation. Cars, trucks and skips shall be designed
to facilitate uniform delivery rather than quick dumping.
4.8.2.2 Chutes - Where concrete is conveyed in chutes, the trough
of the chutes shall be of such size and shape as to ensure a steady, uniform
flow of material. The sections shall be made of, .or lined with metal and
al! runs shall have approximately.the same slope, not flatter than 1 vertical
to 2) horizontal. The layout shall be such that the concrete will slide
evenly in a compact mass without any’separation or loss of ingredients.
The required consistency of the concrete.shall not be changed in order to
facilitate chuting. Where it becomes necessary to change the consistency,
the concrete mix shall be completely re-designed. Wherever there is a
free fall within the conveying system, suitable baffle plates, splash boards
or down spouts shall be provided to prevent segregation, splashing, or loss
of ingredients. Wherever it is necessary to hold the discharge end of a
chute more than 300 cm ( or 10 ft ) above the level of the fresh concrete,
a flexible down spout shall be used to break the fall and confine the flow.
The lower end of the spout shall be held close to the place of deposit.
Wherever depositing is intermittent, a discharge hopper shall be provided.
All chutes shall be thoroughly cleaned before and after each run. All
wash water and debris shall,be wasted outside the forms.
4.8.2.3 Pumping - ‘Zhere concrete is permitted to be conveyed
into place by the application of pressure, the pump and piping shall be
suitabty designed and shall be of adequate capacity ior the work. Pumping
shall be permitted only for conveying concrete containing aggregates less
than 7.5 cm ( or 3 in ) maximum size. The operation of the pumping
system shall be such that a continuous streAm of concrete, without air
pockets or interruptions, is delivered. At the end of the run, all concrete
remaining in the pipe line shall be rejected in such a manner as to avoid
any segregation or lack of uniformity. The pump and line shall be
thoroughly cleaned and al! *:;ash water and debris wasted.
4.8.2.4 Belt conveyors -Where transportation by means of belt
conveyors is permitted, a steady, uniform flow of concrete shall be main-
tained without any segregation or piling up on steep inclines or at transfer
points. The conveyor shall be covered to prevent damage by rain, loss of
heat during cold weather, evaporation or heating by the direct rays of
the sun,,or’other deterioration of the concrete.
Concrete shall not be discharged directly into the forms, unless the
discharge end of the conveyor or pipe can be readily moved about within the
forms so as to place the concrete in even layers as specified under 4.10.2,
15IS i 457 - 1957
and 4.10.10. Otherwise, suitable hoppers shall be provided, from which
the concrete shall be dumped in place by means of buckets and short
chutes or spouts.
4.8.3 Cleaning Epipment - At the end of each run and before again
placing any concrete, all hardened concrete or mortar shall be removed
from the inner surface of the conveying equipment. All conveying equip-
ment shall be maintained in good order and kept reasonably free from
deposits of stiff concrete and leakage of mortar.
4.9 Preparation for Placing Concrete
4.9.1 Before depositing any concrete for the ;lexC lift or pour, the
forms Shall not be retightened. The surface of contact shall be allowed
’ to dry out between placing successive lifts of concrete. The top of the
previously deposited concrete shall be thoroughly cleaned and prepared
as specified under 4.10.5.
4.9.1.1 Where new concrete is to be bonded to hard concrete, unless
otherwise ordered and in addition to the requirements specified under
4.105,. the vertical and inclined surfaces which cannot be covered with
mortar shall be given a heavy coat of neat cement grout, vigorously brushed
into all interstices and hollows so as to provide the best possible conditions
for bond and impermeability.
4.9.2 Rock Foundations -- All rock surfaces against which concrete is
to be placed shall be clean and free from mud, dirt, oil, organic deposits,
or other foreign material which may prevent a tight bond between the
rock and concrete. Seams shall be cleaned to a suitable depth and to firm
rock along the side. Where excavation methods or the natural rock strata
do not leave a sufficiently rough surface of contact, the bed shall be
roughened by cutting steps. grooves, trenches, or keyways into the solid
rock. Scaly coatings, hardened grout or concrete, construction debris,
and other objectionable materials shall be removed. Seepage shall be
properly controlled and diverted. The foundation bed and sides shall be
carefully cleaned with stiff brooms, picks, jets of water and air applied
at high velocity or other equally effective means, followed by thorough
washing. After washing and before placing any concrete, water shall be
removed from del’ressions and the rock surface shall be left uniformly
damp.
4.9.3 All flat surfaces shall then be coated with mortar about 1.5 cm
( or 4 in ) thick in the case of concrete surfaces and 2 cm ( or 2 in ) thick on
rock surfaces. The water-cement ratio for the mortar layer shall not
exceed that for the regular contrite mixture, and the mortar shall be of
such consistency that it can be spread evenly without flowing. It shall be
16IS : 457 - 1957
thoroughly broomed and worked into all irregularities, cracks and crevices.
The manner of spreading and working shall be such as not to cause any
segregation, and concrete shall be placed immediately upon the fresh mortar
before its initial .set.
4.9.4 On very rough or broken surfaces, the first few batches of con-
crete may, if so required, contain only about one-half the regular propor-
tion of coarse aggregate.
4.9.5 No concrete shall be deposited until the foundation has been
inspected and approved. Where the rock is dry enough to absorb water
from the mortar layer, it shall be soaked for at least 24 hours prior to
placing the concrete. Detailed instructions shall be issued for preparing
scaly or cracked foundations requiring special treatment or grouting.
4.9.6 Ear& Shale Foundations
OY
4.9.6.1 In the case of earth or shale foundations, all soft or loose
mui and surface debris shall be scraped and removed. The surface shall
be moistened to a depth of about 15 cm ( or 6 in ) to prevent the subgrade
from absorbing water from the fresh concrete. Just before placing the
concrete, the surface of the earth shall be tamped or otherwise consolidated
sufficiently to prevent contamination of concrete during placing. In
general, concrete shall be deposited only upon material lying in a natural,
undisturbed state.
4.9.6.2 Foundations of porous or free-draining material shall be
thoroughly compacted by flushing and by subsequent tamping or rolling,
if necessary. The finished foundation surface shall then be blanketed with
a layer of tar paper or closely woven burlap carefully lapped and fastened
down along the seams so as to prevent the loss of mortar froni the concrete.
4.9.6.3 Unless otherwise specified, the under-drainage system for
all foundations shall be blanketed as specified under 4.9.6.2.
4.10 Placing Concrete
4.10.1 No concrete shall be placed until the place of deposit has been
thoroughly Inspected and approved, all reinforcement, inserts and em-
bedded metal properly secured in position and checked, and forms thorough-
ly wetted ( except in freezing weather) or oiled. Placing shall be con-
tinued without avoidable interruption while the section is completed or
satisfactory construction joint made.
4,10.2 Within Forms -Concrete shall be systematically deposited in
shallow layers and at such rate as to maintain, until the completion of the
17IS : 457 - 1957
unit, a plastic surface approximately horizontal throughout. Each layer
shall be thoroughly compacted before placing the succeeding layer. In
general, the thickness of layers shall not exceed the following limits:
a) Vibrated mass concrete 45 cm (or 18 in)
b) Hand compacted mass concrete 30 cm ( or 12 in )
c) Reinforced concrete 25 cm (or 10 in)
The batches shall be deposited vertically in such a manner as to avoid
segregation, air pockets, or damage to other recently placed concrete.
The concrete shall not be caused to flow or be worked along the forms for
any distance, but shall be compacted as close to the point of deposit as
practicable. Wherever necessary, both the forms and reinforcement
shall be protected against splashing, and all accumulations of partially set,
dried, or caked mortar which may impair the bond or show in the finished
faces shall be removed and wasted before commencing concreting opera-
tions.
4.10.3 No concrete shall be deposited at any time except in th
presence of an authorized inspector, nor shall any concrete be placed out-
side regular working hours unless due notification thereof is given in suffi-
cient time to make proper provision for inspection. Wherever concrete is
being deposited at night or under artificial light, both the places of dc-
posit and the mixing and conveying equipment shall be adequately illu-
minated so that all operations are properly observed and inspected.
4.10.4 Temperature of Concrete - When deposited in the forms, con-
crete shall have a temperature of not more than the maximum values as
determined by concrete cooling studies, and appropriate measures shall be
taken to attain this requirement. Such measures may include%ne or
all of the following operations:
a) Cooling of aggregates by spraying with water and air blasting,
b) Cooling of water used in mixing by refrigeration,
c) USC of cooling towers, and
d) Arranging the placing of concrete during the cooler hours of the
day.
In addition to the above, it may be necessary to control the tcmperaturc
rise of the concrctc after it has been placed by the one or more methods
determined by temperature control studies. All lifts l~lnccd on rock founda-
tion shall not exceed 75 cm ( or 21 ft 1.
4.10.5 Cleaning Joints
4.10.5.1 The joints shall be thoroughly cleaned so as to ex se
sound concrete surfaces. The method shall be by means of jets o 4”a ir
and water applied at high velocity with such additional ro@hcning of the
18IS : 457 - 1957
surfact?b y means of stiff-wire brushes as may be required. Brushing shall
be done by jabbing and digging into the surface rather than by merely
sweeping. The whole process shall be conducted in such manner as not
to loosen the coarse aggregates but vigorously enough to erp&- a fresh
clean-cut concrete surface.
4.10.5.2 Should the next lift be delayed, the contact surface shall
be kept wet and covered so as tr3 minimize the evalmration of curing water
which may cause an injurious coating on the joint. Where necessary all
defective and undesirable concrete shall be removed by chipping and
picking by hand or, if so required, by wet sand blasting the top to a depth
just sufficient to expose a fresh, clean-cut surface over the entire area,
which shall then be thoroughly flushed with water. Every precaution
shall be taken to afford suitable bond for the succeeding lift.
4.10.5.3 Immediately before depositing fresh concrete, the contact
surface shall again be gone over and thoroughly washed to remove all
debris and loose material. The final pick-up of loose materials shall be
made near the centre of the joint and away from the outside edges of the
masonry. Dry contact surfaces shall be kept saturated with water for not
less than 24 hours, but all standing water shall be removed from deprcs-
sions before-spreading the mortar layer. The joint shall then be coveicd
with about 1.5 cm ( or ) in ) of mortar (in the same proportion as in the
original concrete but not lower than 1: 2 ) and the concrete immediately
-deposited thereon according to the manner speciticd under 4.9.2 for rock
foundation.
4.10.5.4 Hardened surfac1.s of old ITI:IW~W on which new. concrete
is to be placed shall, unless otherwise or&red, be prepared in the same
manner as provided for rock foundations under 4.9.2.
4.10.6 P94eumatic Plmitg - Tht: pneumatic method of placing con-
crete or mortar may IN: used to: sucl1 sj)ecial purposes as tulintl linings,
under-pinning foundations, prcssurc grouting, etc, provided special per-
mission has been granted and the method approved.
4.10.7 Rule 0.f Pltrcing --- Concr&ng shall be continued without avoid-
able intcrruptioii until the structure or ycction is complctcd or until satis-
factory construction joints can bc made. Concrctc slinll not bc placed
faster than the placing crew ~a.11 compact it properly. In placing con-
crete in thin mcmbcrs and columns, prccautious shall he taken against too
rapid a placement which may result in movomcnt or fsilurr of the form
due to excessive internal pressure. An interval of at least 4 and prc-
ferably 24 hours should elapse bctwecn the completion of columns alid
walls and the placing of slabs, beams _org irders supported by them in order
to avoid cracking due to settlement. All concrete shall be placed in ap-
proximately horizont‘al lifts not exceeding 150 cm ( or 5 ft ) in thickilcss
except to expedite the placing of embcddcd materials. The intcl-vx!’
19IS:457-1957
between two lifts shall also be maintained as constant as possible, and
the difference of elevation between any two adjacent blocks shall not be
more than 900 cm ( or 30 ft ) and not less than 150 cm ( or 5 rr 1. A
period of 5 days for 150 cm ( or 5 ft ) of concrete laid shall be allowed
before the next pour unless heat dissipation methods warrant otherwisti.
4.10.8 Placing ‘Plums ’ in Concrete - Where plums are permitted to
be used, they shall be washed and all dripping surface water removed
before being embedded in the concrete. No stone shall be closer than
30 cm ( or 12 in ) to an exposed surface nor nearer than 15 cm ( or 6 in ) to
an adjacent stone. The stones shall not be dropped in place, but each
stone shall be laid and carefully embedded so as.to avoid any injury to the
forms or adjacent masonry and in such a manner that no planes of weak-
ness of unnecessary seams occur in the structure.
4.10.9 Satye Blocks-In placing concrete in large blocks, the work
shall in general proceed from the low side to the high side so that the work-
ing face is never excessively steep nor long. However, for construction
joints in dams, the work shall proceed from the high side to the low side so
as to maintain an upward slope in the downstream direction, unless con-
struction joints are otherwise shown on the drawings. Under no condi-
tion shall the slope be so steep as to cause the concrete to flow without
working, or to cause any segregation. The concrete shall be deposited as
nearly ‘as practicable in final position and shall not be piled up in large
masses at any point and then pushed, shovelled, or vibrated into space
for distances. It shall be brought up evenly around all large openings,
kJtlg
conduits, or embedded metal so as to minimize unequal pressure and avoid
dispiacement. For large blocks of concrete in dams and other massive
structures, the sequence and rate of casting successive lifts and adjacent
blocks shall be such as to faciiitate the dissipation of the heat of hydration.
4.10.10 Iirjcctd Coxcyete - A!1 concrete of inferior quality shall be
rejected and removed from ti.c Gt.t: of operations, if possible, before placing
fresh concrctt:; where concrete has rllready been placed, if found inferior,
it shall be dug out and removed from the forms. Any batch, too stiff for
proper placement or in a such condition that it cannot be properly com-
pacted, shall be removed.
4.11 Compacting
4.11.1 .~fethnrl - Concrete shall 1~. thoroughly compacted by means
of suitable tools during and imrncrliately after depositing. The concrete
sIrall 1,~ worked around a11 I-cinforctrment, embedded fixtures, and into
the* corI?c’rs of the forms. Every precaution shall’be taken to keep the re-
inforcctmetlt and embedded metal in proper position and to prevent
distortion.IS : 457 - 1957
4.11.1.1 Compacting shall include rodding, spading, tamping,
vibrating, treading, and such other operations except finishing, as are
necessary to consolidate and mould the concrete properly. The rate of
placing mass concrete or reinforced concrete in thin sections. whether
mechanically or by manual labour, shall bc cle,uly defined.
4.11.1.2 Accumulation of water on the surface due to bleeding,
or other causes taking place during compacting shall be stopped as much
as possible by adjustments in the mix. All free water on the surface shall
be removed by sponging or mopping. Under no circumstances shall such
accumulation of water be covered up with concrete, or dry concrete used
to soak up escess water.
4.11.1.3 rJnless otherwise permitted, all concrete shall be com-
pacted by mechanical vibration. The number and type of vibrators shall
be subject to the approval of the engineer-in-charge. In general, only
vibrators of the internal type shall be used. However, in inaccessible
places in the forms where spading, rodding, or forking is impracticabie,
the concrete may be gently Lvorked into place and compacted by light
vibrating or hammering the forms.
4.11.2 Vibrating
4.11.2.1 Wherever practicable, concrete shall be internally vibrated
within the forms, or in the mass, in order to increase the plasticity as to
compact effectively to improve the surface texture and appearance, and to
facilitate placing of the concrete.
4.11.2.2 The intensity and duration of vibration shall be sufficient
to ‘cause complete settlement and compaction without anv stratification
of the successive layers or separation of ingredients. Prehminary experi-
ments in vibrating shall be ‘conducted under actual conditions of mix and
placement in order to determine the optimum duration and method of
vibration, as \vc!l as to deveiop the necessary skill.
4.11.2.3 Vibration shall be continued until the entire batch melts
to a uniform appearance and the surface just starts to glisten. -1 minute
film of cement paste shall be discernible between the concrete and the
forms and around the reinforcement. Over vibration causing segregation,
unnecessary bleeding or formation of laitance shall be avoided.
4.11.3 Internal Type Vibrators
4.11.3.1 M,ass concrete sl:a!l be thoroughly compacted with the
aid of high frequency, mechanical vibrators of the internal type, having
21IS : 457 - 1957
not less than 3 600 and preferably more than 5 000 impulses per minute.
Immediately after depositing the concrete, the vibrators shall be inserted
into each pile, operated from 10 to 20 seconds in one spot and then moved
to another not over 90 cm ( or 3 ft ) away. The operation shall be re-
peated over until the entire mass is thoroughly compacted and the pile
levelled down. Equal attention shall be paid to the edge of the pile and
to the centre. A sufficient number of two-man vibrators shall be used to
compact each batch properly before placing the next one. A sufficient
number of reserve vibrators in good condition shall be kept on hand at
all times so as to assure that there is no slackening or interruption in com-
pacting.
4.11.3.2 The USC of flexiblr shaft vibrators, if permitted, shall
closely follow special instructions issud for tt!c purpose.
4.11.3.3 Internal vibrators shall be allowed to penetr;ltcB as deeply
as possible under their own weight and shall so consolidate fhe succcssivc
layers as to break up effectually all- strata or seams. The vibrators shall
be inserted and withdrawn slowly in such manner as not to leave voids in
the plastic concrete. The entire operation shall be condncted in a systr-
matic manner and each course or layer vibrated uniformly. The method
of dumping or depositing the loads shall be so arranged as to keep the
vibrators working continuously during placing operations. The courses
shall be kept approximately l+el, and the concrete. even when depdsited
in thin layers, shall be as st;iI as can be satisfactorily worked. However.
concrete for which a slump greater than 10 cm ( or 4 in ) is specified shall
not be vibrated unless otherwise ordered. Care shall be taken ndt to
disturb a set of partially set layer. The vibrators shall be held vertical
as far as possible.
4.11.3.4 Under no conditions shall internal vibrators strike the face
of the forms, nor shall reinforcement steel or embedded metal be jarred
with sufficient force to impair the bond between the concrete gnd the
metal.
4.11.4 Ex&c7nul Tybe Vibmtors
4.11.4.1 Whereyer so required. platform vibrators shall be used
to embed all large stone or cobblblc projecting above the top of the lift, but
such vibrators shall be used with caution and operated only in such manner
as to avoid pulling exccjs mortar to the surface. The entire top of the lift
for a depth c;i about 30 cm ( or 1 ft ) shall be thoroughly vibrated. Parti-
cular care s.lall be taken in making keyways and shear grooves. Where a
raised key is required, the form shall be filled to overflowing and a plat-
form vibratox used to compact the concrete and bond the key to the body
of the lift.
22IS : 457 - 1957
4.11.4.2 Form vibrators shall be permitted-only for special purpose
specified under 4.11.1.3 and extreme care shall be exercised to avoid
pumping air into the concrete.
4.11.5 Surface Voids - Large voids or air pockets, which may be left
in the permanently exposed faces of the structure by vibration, shall be
removed systematically spading the face in the following manner.
Wherever practicable;-a motor-driven, slowly revolving, square steel rod
shall be held in a vertical position and moved slowly back and forth in
short intervals along the entire face. Care shall be taken to avoid prolong-
ing such spading to the point of leaving excess mortar in the face.
4.12 Depositing Concrete Under Water
4.12.1 Concrete shall not be deposited under water, if it is practicable
to unwater the area and place the concrete in the regular manner. If
it is found necessary to deposit any concrete under water, the method,
equipment, materials and mix shall first be approved by the engineer-in-
charge. Concrete shall not be placed in running water.
4.12.1.1 No concrete shall be placed in water colder than 2°C
( or 35°F ). When the water temperature is below 7°C ( or 45°F ), the
temperatrue of the concrete when deposited shall be between 15 to 25°C
(or 60 to 80°F). The difference between the temperature of water and
temperature of concrete shall in no case exceed 5°C ( or 40°F). The
cement content shall be not less than 390 kg of cement per cu m ( or 658 lb
of cement per cu yd) of concrete. The limits for the slump shall be 10 cm
and 18 cm ( or 4 in and 7 in ), the actual slump being decided by the
engineer-in-charge.
4.12.1.2 Cofferdams or forms in running water .shall be sufficiently
tight to reduce the velocity of the water to less than 0.3 cu m ( or 10 cu ft )
per minute through the space to be filled with concrete. Cofferdams or
forms in still water shall be sufficiently tight to prevent the loss of mortar.
Pumping or bailing shall not be conducted while the concrete is being de-
posited, and within 24 hours after placing of the concrete.
4.12.2 Methods of Depositing Under Water-Concrete shall be de-
posited continuously until it is brought to the required height. While
&positing, the top surface shall be keGt as nearly level as possible and
the formation of seams shall be avoided. The methods to be used for de-
positing concrete under water shall bc one of the following-
a) Tremie - When concrete is deposited under water by means of a
rremie, the top section of the tremie shall be a hopper large enough
to hold one entire batch of the mix or the entire centents of the
23IS : 457 - 1957
transporting bucket when one is used. The trcmic pipe shall be
not less than 20 cm ( or 8 in ) in diameter and shall be large enough
to allow free flow of concrete and strong enough to withstand the
external pressure of the water in which it is suspended, even if a
partial vacuum sl~ould develoij inside the! pipe. Flanged steel
pipe of adequate strength to sustain the greatest length and weight
required for the job should preferably be used. A separate lifting
device shall bc provided for each tremic pipe with its hopper at
the upper end. Unless the rower end of the pipe is equipped with
an approved automatic check valve, the upper end of the pipe shall
be plugged with a wadding of gunny sacking or other approved
material, before delivering the concrete to the tremie pipe through
the hoppei. The plug of sacking or other material is forced out at
the bottom end of the pipe by filling the pipe with concrete. It is
necessary to raise slowly the tremic in order to cause iI uniform
flow of the concrete, but care shall be taken not to empty the
tremie SW that water enters above the concrete in the pipe. At
all times, .after the placing of concrete is started and until all the
concrete is placed. the lower end of thcb tremip pipe shall be below
the top surface of t!le plastic concrete. This causes the concrete
to build up from below instead of flowing out over the surface and
avoids formation of laitancc layers. If the charge in the tremie is
lost while depositing, the tremic shall be raised above the concrete
surface, and unless sealed by a check valve it shall be re-plugged at
the top end, as at the beginning, before being refilled for depositing
concrete.
b) Drop bottom bucket - The top of the bucket shall be open. The
bottom doors shall open freely downward and outward when
tripped. The bucket shall bc filled completely and lowered slowly
to avoid backwash. It shall not be dumped until it rests on the
surface upon which the concrete is to be deposited and when dis-
charged shall be withdrawn slowly until well above the concrete.
4 Bugs - Bags of at least 0.03 cu m ( or 1 cu ft ) capacity of jute or
other coarse cloth shall be filled about two-thirds full of concrete,
the spare end turned under so that bag is square ended and se-
curely tied. They shall be placed carefully in header and stretcher
courses so that the whole mass is interlocked. Bags used for this
purpose.shall be free from deleterious materials.
4.12.3 1‘0 mini&e the formation of laitance, great care shall be
exercised not to disturb the conc.rete while it is being deposited.
4.12.4 If it is necessary iu raise the water after placing the concrete,
the level shall be brought up slowly without creating any waves or com-
motion tending to wash away ctimet;t or to disturb the fresh concrete in
any way.
24IS : 457 - 1957
4.12.5 Concrete Exposed to Corrosive Water or Soils - Special cements
shall be specified to be used in concrete to be deposited under these condi-
tions. Extreme care shall be taken to secure maximum density and dur-
ability. The placing of any block shall continue without interruption
until the concrete is at least 45 cm ( or 18 in ) above the ground water level.
The corrosive waters or soils shall not touch the concrete during placement
or for at least 72 hours thereafter.
4.13 Weather Conditions
4.13.1 Concrete operations shall be temporarily suspended during
excessively hot, cold, or inclement weather, or whenever conditions are
such that the concrete cannot be properly placed and cured.
4, .13.2 During freezing weather, all aggregates shall be free from ice,
snow, heavy frost and frozen lumps. Whenever the temperature is likely
to fall below -7’C ( or 20°F) within the subsequent 48 hours, concreting
opeiations shal-1 be suspended unless provision has been made to protect
the concrete from freezing. Under such circumstances, the water used for
mixing shall bc heated and the temperature of concrete shall be kept at not
less than 10°C ( or 50°F) for at least 72 hours after placement.
.4.13.3 During hot weather no concrete shall be deposited when the
temperature within the forms is more than 50°C ( or 120°F ). Whenever
ncccssary, exposed surfaces of fresh or green concrete sha!l be shaded from
the direct rays of the sun and protcctedagainst premature setting or drying
by being cured under cortinuous fine spray of water
4.13.4 During continued rainy weather or heavy downpours, all
freshly placed concrete shall hc covrrcd and protected against surface wash.
Special precautions shall bc taken to prevent the formation of lean scams
or sand streaks. Mortar coats for bonding construction joints as speci-
ficd under 4.9.1, 4.9.1.1 and 4.10.5 shall not be placed or left exposed if
the rain is tending to increase the water-cement ratio of the mortar.
Under no conditions shall concrete bc placed in a pool or a sheet of water.
The top of all badly washed or streaked surfaces shall be removed and
wasted bpfore depositing the next course.
4.14 Curing and Protection
4.14.1 All concrete shall be protected against injury. Eqosed
finished surfaces of concrete shall be protected against heating and drying
from the sun for at least 72 hours after placement. Concrete shall, in
general, be kept continuousiy ( not periodically) moist for not less than
14 days. Construction joints shall be cured in the same way as other
251s : 454 - 1957
concrete and shall also, if practicable, be kept moist for at least 72 hours
prior to the placing of additional concrete upon the joint. Horizontal
and approximately horizontal surfaces shall be cured by sprinkling or by
covering with damp sand, or by the use of wet sacks which satisfactorily re-
tain the required amount of water for curing purposes. Where damp
sand or sack cover is used for curing, it shall be completely removed later.
Water curing shall be used ‘on all concrete in dams and shall be applied
by means of sprays or sprinklers to cover the entire area of the concrete.
Forms shall be kept sprinkled until removal. Concrete shall not be dis-
turbed by workmen walking on it or by storing materials on the surface
or otherwise for at least 10 hours after placing.
4.14.2 In special cases, such as powerhouses, the use of an approved,
properly-applied sealing compound on limited areas shall be permitted.
The curing compound shall be of the surface membrance type which shall
thoroughly seal the concrete surface. Curing compound shall not be used
on joints where bonding is required. The concrete surface shall be
thoroughly wetted before applying the compound. All surfaces covered
with curing compound shall be protected from trafhc or injury of the sealing
coat until expiration of the curing period. All methods used for curing
shall leave the concrete free from any discolouration or damage to the
concrete.
4.15 Repair of Concrete -Repair of all impcrfcctions of the concrete
surfaces necessary to p-~~**pp surfaces that conform to the requirements
shalI be completed as soon = practicable’ after removal of forms and where-
ever possible within 24 hours after tire removal of forms. Fins shall be
neatly removed from surfaces for which finishes F2 and F3 ( see 4.16.2 )
are required. Concrete that is damaged from any cause, and concrete
that is honey-combed, fractured, or otherwise defective, and concrete,
which because of cxccssive surface clepressions, has to be excavated and
built up to bring the surf;lce to the prescribed lines, shall be removed and
replaced with dry-1)atching mortar. Where bulges and abrupt irregu-
larities protrude outside the reqnirecl limits and where it is required to
finish the surfaces with iinishes F2 and F3, the protrusions shall be re-
duced by bush-hammering and grinding so that the surfaces are brought
within the required limits. Drypack filling shalt he used for holes having
at le,ast one surface dimension not greater than the hole depth, for holes
left by removal of fasteners from the ends of ,form tie rods, for grout pipe
recesses, and for narrow slots cut for repair of cracks. Filling of holes
left by the removal of fasteners from the ends of the tie rods in surfaces
for which Fl finish is specified, shall not be required. Dry-patching mortar
shall consist of one part of cement to two parts of sand by volume, and
just enough water to hold the ingredients together. The mortar shall be
placed in layers of 2.5 cm (or 1 in ) each layer thoroughly tamped, an?
the finishing layer shall bc smoothened to form the surface continuous with
26IS : 457 - 1957
.the surface of the holes and shall be sound and free from shrinkage cracks
and surrounding concrete. All tilling shall be bonded rightly to the
hollow areas after the fillings have been cured and have dried.
4.16 Finiehea and Finishin@
4.16.1 Concrete surfaces shall be tested where necessary to deter
mine whether surface irregularities are within the specified limits. Surface
irregularities are classified as ‘ abrupt ’ oi *gradual ‘. Offsets caused
by displaced or misplaced form sheathing or lining or form sections, .or
by loose knots in forms or otherwise defective timber forms shall be con-
sidered as abrupt irregularities, and shall be tested by direct measurement.
All other irregularities shall be considered as gradual irregularities, and
tested by use of a template, con&sting of a straight edge or the equivalent
thereof for curved surfaces. The length of the template shall be 150 cm
( or 5 ft ) for testing of formed surfaces and 300 cm ( or 10 ft ) for testing
of unformed surfaces.
4.16.2 Formed Surfaces - The finish for formed concrete surfaces
shall be of the following four classes:
4 Finish Fl - Finish Fl shall apply to formed surfaces upon which
or against which backfill or concrete is to be placed. The surfaces
require no treatment after removal of forms except removal and
repair of defective concrete and the specified curing. Correction
of surface irregularities shall be done only for depressions which
when measured as described under 4.16.1 exceed 2.5 cm ( or 1 in ).
‘4 Finish F2 - Finish F2 shall apply to all permanently exposed
formed surfaces for which finishes F3 and F4 arc not specified.
Surfaces for which finish F2 is specified will need no filling of pits
or sack rubbing and no grinding other than that needed for repair
of surface imperfections. Surface irregularities, measured as
described under 4.16.1 shall not exceed 0.5 cm ( or t in ) for ab-
rupt irregularities and 1 cm ( or 4 in ) for graclual irregularities.
cl Finish F3 -Immediately after removal of forms from surfaces
designated for F3 finishes, all required patching, clean up and cor-
rection of major imperfections shall bc completed and the surfaces
shall be given a sack-rubbed mortar finish in the following manner:
The surfaces shall be thoroughly wetted and permitted to ap-
proach surface dryness before starting the sack rubbing. The
surfaces shall be finished in areas sufficiently small to prevent com-
plete drying of any part before the sack rubbing is completed for
that area: The mortar usecl for the sack rubbing shall consist
of one pa@ of cement to two parts, by volume, of sand passing
through IS Sieve 100, and enough water so that the consistency
27IS . rw - 1957
of the mortar is that of thick cream. The mortar shall be rubbed
thoroughly over the area with clean burlap or a spon_ge rubbed
float, completely filling all pits and irregularities. Wllile the
mix in the 1~01~si s still plastic, a mixture Of the dry ingr~die~~ts of
tilt:m ortar in the same proportions shaJ1 he rubbed Over the area.
After the mortar ha5 stiffened adequately to prevent smearing,
but bcforc it llas hartlcned, the exctkss mortar shall he rrrr,Ovcd by
rubbing with clean burlap. After the final sack rubbing, a ligiir
fog spraying shall hc applied to the contctl surface, the moisture
th,us applictl being just sufficient to damp the surface without
allowing water to run down the face cl tllc bvalls.
All sack-rubbed arcas shall be kept continuously damp for
at least 72 hours after the final sack rubbing, or until completion
of the curing period for the concrctc. When measured as describ-
cd under 4.16.1, abrupt irrcgularitics shall not exceed 0.5 cm ( or
‘4 in ) for irrcgularitics parallel to thr direction of flow, and 0.25 cm
( or 4 in ) far irregularities in other direction. Gradual irrcgularitics
shall not cxccctl 0.5 cm ( or i in ). Irregularities rxcceding these
limitc< shall hc rcducctl by grinding on a bevc~l of 1 to 20 ratio of
hcigll t to lcq$h.
d) Fiaisll FS - Finish F4 shall apply to formed surfaces where all-
sorptivc form lining is used. Surfaces provided by absorptive form
lining shall not I>(, ruhbcd or trcatcd in any way except for cleaning
by wire IKllshing ant1 grinding off thin fins or small projections.
4.16.3 lJ~$~nzcrl Sur~~tces -The C~CLWSo f finish! for unformed con-
crete surfaces arc tlcsign;~trtl by the symbols Ul, U2 and U3. Interior
snrfaccs shall IX, Jop~d for drainage where shown On the drawings. Sur-
faces \vhiclI \voultl IIC exposed to the weather and, which would normally
be levcbl, sil;dl IX sloped for drainage. Unless the use of otllcr slopes or
level surfaces is spccitied, narrow surfaces, such as tops of walls and curbs,
shall bc sloped approxim;ltely 3 cm per metrc ( or $ in per ft ) of width
border surfaccbs, such as walks, roadways, platforms, and tlecks shall be
sloped approximately 1.5 cm p&r metre ( Or ) in per ft ). The classes of
finish to IX applied shall bc as follows:
a) I;iltish (rl ( screeded finish ) .- shall apply to unformed surtaccs
that are to 1~ covered by backfill or by concretcb and surfaces of
subfloors which will bc cove’red by concrete floor topping. Finish
U1 is also used as tlkc first stagr for Finishes U2 and U3. Finishing
operations shall consist of sufficient levelling and screeding to
produce even uniform surfaces. Surface irregularities, measured
as dcscribcd under 4.16.1 shall not exceed 1 cm ( or ) in ).
b) Finish U2 (jEo&d $nish) - shall’ apply to unformed surlaces
not permanently concealed by backfill or concrete or unformed
surfaces for which Finshcs Ul and U3 are not specified, and shall
28IS : 457 - 1957
include floors. of sumps, tops of walls, parking areas, parapet
walls, sdrfaces of gutters, sitlcwalks :md outside entrance slabs.
Finish U2 is also used as the second stngc for Finish U3. Floating
may be performed by use of hand- or power-driven equipment.
Floating shall bc started as soon as the screeded surface has
stiffened sufficiently, and shall IX, tl:c> minimum necessary to pro-
duce a surface that is frc,c from srrcccl marks and is uniform in
texture. If Finish II3 ih to bc al~l~lic~:l,f loating shall be continued
until a small amount of mortar \\itllout excess water is brought
to the surface, so as to permit cffcctivi: trowelling. Surface
irregularities, measured as tlcscribcd under 4.16.1 shallkot exceed
O-5 cm ( or $ in ). Joints and etlgcs of gutters, sidewalks, entrance
slabs, and other joints ant! cclgcs shall be tooled where necessary.
c) Finish U3 ( trowelled jinish ) -- shall apply to unformed surfaces,
such as slabs to be covcrtxtl with built-up roofing or membrane
water-proofing and stair treads. \Thcn the floated surface has
hardened suf?iciently to prcvcnt exct’ss of fine material from being
drawn to the surface. steel trowelling shall he started. Steel
trowelling shall be performed with firm pressure, so as to flatten
the sandy texture df the floated surface and produce a dense uni-
form surface, free from blemishes and trowel marks; light steel
trowelling will be permissible on surfaces of slabs to be covered
with built-up roofing or membrane waterproofing, in which light
trowel marks are not considered objectionable. Surface irregu-
larities measured as described under 4.16.1 shall not exceed 0.5 cm
(or & in).
5. FORMS FOR CONCRETE
5.1 General-Forms shall I)r usrd whcrcvrr nrcessary to confine con-
crete and shape it as required. All exposed conrrtstc surfaces having slopes
of one to one or stccpcr shall I )t’ formed, u111css othc;rwist~ clirectcd. Where
the character of the natural material cut into to receive a concrete struc-
ture is such that it can be trimmed to the prcscrihed lines, the use of
forms shall not be r:~cluiretl. The forms sl~all Ilave sufficient strength
and rigidity to hold the concrete ant1 to witllstand the nrcessary pressure,
ramming, and vibration Lvithont excessive deflection from the prescribed
lines. The surfaces of all forms in contact with the concrete shall be clean,
rigid, tight and smooth. Suitable tleviccs shall be used to hold corners,
adjacent ends, and edges of nanels or other forms together in accurate
alignment.
5.1.1 Metal forms or metal-lined forms shall be permitted for per-
manently exposed surfaces only when an entire surface is to be built
29IS : 457 - 1957
completely with such forms. Curved and special forms shall be of a character
that would give smooth concrete surfaces. They shall be so designed and
constructed as not to warp or spring during erection or placing concrete.
Forms to be used more than once shall be maintained in, serviceable condi-
tion, and shall be thoroughly clean and smooth before being Tensed.
Where metal sheets are used for lining forms. thr sheets shall be placed
and maintained on the forms with the minimum amount of wrinkles,
bumps, or other imperfections. The use of sheet m&l tc) correct impcr-
fections in the lining of timber faced forms for surfaces that arc to bt* per-
manently exposed to view shall not be permitted. \Vhcre ply\vood is used
for form lining, the joints between the sheets shall b(: smooth a11t1 as per-
fect as practicable, and no patching of the plywood shall be permitted for
permanently exposed surfaces. Minor imperfections in the plywood shall
be corrected by the use of plastic wood, secured firmly in place and sand-
papered smooth after it has hardened.
5.2 Absorptive Form bng - Absorptive form lining, \vhcre directed
to be used, shall be of the type and quality approved l”y the engineer-in-
charge. The form lining shall be highly absorptive to ai:- and water, and
through its absorptive capacity be able to eliminate voids, pits and other
common defects from the concrete surface. The lining shall he readily rc-
movable from the concrete without damage to the surface. It shall pro-
duce a dense co:lcmte surface of uniform and satistactorv texture a:ld
coiour. The lining itself and any treatment employed in its manufactttre
shall not discolour the concrete nor interfere with the IJormal chemical
reaction of the cement. The backing to which absorptive lining is attached
shall be sufficiently smooth, even and free from cracks, knot’ holes, and
other imperfections tci avoid unevenness in the finished surface. The
lining shall be ill sheets of uniform length and kvidth. Location and
direction of the joints shall be approved by the tneitlccr-ill-charge. The
joints between sheets shall be fitted smoothly and accurately. and patching
shall be avoided. Edges shall be brought to light co11t act, t jut shall not be
pressed tightly together. Cutting and trimming shall 1)~ trut: and shall bc
done with tools ~41 adapted to this work so that sharp, smooth, square
edges are produced. Tl~e lining shall be attached to the forms in such a
manner that it is held securely and smoothly in place. Nails or tacks,
if used, shall be spaced in uniform. pattern, and shall be driven flush.
Dents and hammer marks in the surface of the lining shall be avoided.
After the lining has been attached to the form, the joints shall be rubbed
with a smooth tool to press down any projecting fibres. Where absorptive
form lining is in contact with the face of a previous pour, care shall be used
in setting and sufficient pressure shall be applied in tightening form anchors
to produce continuity and evenness at the face, free from offsets, sand
streaks, and other irregularities. The lining shall be kept dry and shall
not be reused.
30IS : 457 - 1957
5.3 Form Ties -The use of metal rods or other similar devices em-
bedded in the concrete for holding forms shall be permitted if the ends
of the rods are omitted or subsequently removed to a depth of not less
than 5 cm ( or 2 in ) from the surface of the concrete without injury to the
concrete, provided that for walls subjected to water pressure on one side
and required to be watertight, the rods shall not be taken through the
wall. Complete removal of embeddedbds shall not be permissible. Re-
moval of embedded fasteners on the ends of the rods shall be done so as
to leave holes of regular shape for reaming. All holes left by the removal
of fasteners from the ends of the rods shall be immediately reamed with
suitable toothed reamers so as to leave the surfaces of the holes clean and
rough and completely filled with dry patching mortar, and the surface
shall be finished to match the adjacent concrete. U’ire ties shall be per-
mitted only where specifically approved, and shall be cut off fhsh with
the surface of the concrete after the forms are removed. Wire ties shall
not be used where permanently exposed finished surfaces are required.
5.4 Erection of Forms - Before placing concrete, the surfaces of all
forms, except those lined with absorptive form lining, shall be oiled with a
suitable non-staining oil, and, immediately before concrete is placed, pre-
cautions shall be taken to see that all forms are in proper alignment and
that all form anchors and ties are thoroughly secure and tight. Special
care shall be- taken to oil thoroughly the form strips for narrow grooves
so as to prevent swelling of the forms and consequent damage to the con-
crete prior to or during the removal of forms. Where forms for con-
tinuous surfaces are placed in successive units, the forms shall fit tightly
uver the completed surface so as to prevent leakage of mortar from the
concrete and to maintain accurate alignment of the surface. Care shall
be taken to -see that the construction joints formed are smooth, free from
sharp deviations, projections, or edges. Particular attention shall be given
in setting and tightening the form, so that the construction joint surfaces
are plumb and accurately aligned.
5.5 Removal of i!‘wms - Removal of forms shall never be started until
the concrete has thoroughly set and has aged to give it sufficient strength
to carry twice its own wtiight plus the live load which is likely to come
on the structure during the course of construction. The length of time,
the forms would remain in place, shall be decided with reference to weather
conditions, slope and position of the structure or structural member and
the nature and amount of dead and live loads.
55.1 In no case should forms be removed until there is assurance
that their removal is possible without chipping, spalling or defacing the
concrete surface. Furthermore, heavy loads shah not be permitted until
after the concrete has reached its designed strength. All forms shall be
entirely removed from a lift to permit inspection before the forms for
the next lift are set.
31IS : 457 - 1957
6. CONSTRUCTION JOINTS
6.1 Location of Joints - The location and type of all construction joints
shall be shown on the drawings, and no other joints or type of joints shall
be built unless specifically approved by the competent authority.
6.2 Horizontal Joints - The stipulations of 4.10.5 for cleaning masonry
joints and bonding ne\v concrete to old shall apply to all horizontal con-
struction joints. Keyways or dowels for resistance to shear shall be
carefully formed and placed as shown on the drawings. At least 2 hours
shall elal~ after depositing concrete in columns or supporting walls be-
fore placing the concrete in the floor system. All joints shall be finished
to present a sharp level, straight line in the exposed face.
6.3 Vertical Joints-Vertical construction joints shall be built with
essentially the same care as other exposed surfaces. The break between
the adjoining sections of masonry shall be complete, unless otherwise de-
tailed on the drawings.
6.4 Water-tight Joints
6.4.1 Whcrc horizontal construction joints are subject to water pres-
sure, special care shall be taken to bond the next lift of concrete. The
consistency of the concrete shall be carefully controlled so as to avoid sand
streaking; and after compaction no free water shall show anywhere along
the joint. The surface shall be carefully cured as specified under 4.15
and shall IX protcctcd from mechauical injury. Before placing the next
lift, the joint shall hc cleaned and prel)arcd as sljccified under 4.10.5.
6.4.2 In casting vertical joints reqnir’ed to be water-tight, care shall be
taken not to injure or displace the grout pipine \vatcr stops, or seals called
for on tile tlrawirlgs.
6.5 Emergency Joints -- Vv’hcrcvcr plncirlg is interrnptctl long enough
for the concrete to take its final set. the working face shall be so formed
and lini~lrctl as to provide union with subscqucnt \\,ork equal to that spcci-
fied for regular construction joints.
7. TESTS
7.1 Field Tests - Field tests of all concrete being placed shall be re-
gularly conducted. In general, as a reliable indication of other physical
properties, the quality of the concrete being produced shall be judged by a
comparison of the compressive strengths developed within a given period.
32IS : 457 - 1957
7.2 Laboratory Test.- A properly equipped testing laboratory to con-
trol the quality of the concrete shall be operated on the work site. The
laboratory shall be fully equipped with apparatus for conductipg all the
usual physical tests for concrete. The compression-testing machme shall
have a capacity of not less than 100 metric tonnes ( or 100 tons ) and shall
be capable of applying the test load at a uniform rate of application.
7.3 Test Records - A complete record shall be kept of all operations.
An accurate daily record shall be made of the location, mix, compressive
strength, water-cement ratio and other physical data pertaining to the
concrete placed in each part of the structure.
7.3.1 The density, durability, imperviousness, generation and loss of
heat, expansion and other physical characteristics of the concrete shall be
tested as often as may be requi;ed to maintain the required properties.
7.4 Test Pieces-In general, not less than one sample shall be taken
from approximately each 380 cu m ( or 500 cu yd ) of mass concrete and
from 190 cu m ( or 250 cu yd) of reinforced concrete placed and for each
class of concrete deposited in any one day’s run. Three cylinders or test
beams shall be made from each sample. The normal number of coutrol
specimens, however, may be changed at the discretion of the engineer-in-
charge. Samples for compression test shall be taken in the field in accor-
dance with Appendix E of *IS : 456-1957. All specimens shall be moulded
immediately after the sample.is taken. They shall be stored in a protected
place under a moist condition at 27 f 2°C ( or 81 f 4°F ) without being
disturbed or moved for at least 24 hours after being zast.
7.4.1 For standard 15 x 30 cm ( or 6 x 12 in ) cylinders, all aggregate
having a maximum dimension of more than 4 cm ( or 14 in ) shall be re-
moved by wet-screening the sample just before moulding the test pieces.
For large cylinders, the maximum size of aggregate left in the sample shall
not be more than one-fourth the diameter of the cylinder. Occasional
specimens as large as can be tested in the field laboratory shall be cast
without removing any aggregate. Such specimens shall be tested to
establish the relation between unscreened and normally screened samples.
The corrective factor thus determined shall be applied to the tested strength
of screened specimens in recording the average daily unit strength of the
concrete placed in the structure.
7.4.2 For dams and other large structures, all field specimens .shall
be finally cured under m&t conditions at a constant temperature of
27 f 2°C ( or 81 f 4°F ) and at 85 percent relative humidity. For small
jobs where a moist room is not available, the specimens shall be cured in
accordance with the standard methodg of making znd storing compression
test specimens in the field.
lS eared revisioni n 196%
33IS : 457 - 1957
‘i.4.3 Age of Specimeras - kegular tests shall be run at the age of 7
and 28 days, with occasional tests of representative specimens at 14 days
and at 3. 6 and 12 months.
7.5 Compression Tests
7.5.1 For compression tests, the regular size of cylinder and cubes and
the manner of moulding, capping and testing the specimens shall be in
accordance with Appendices B and E of *IS: 456-1957 except that an ap-
proved method of vibration may be used for compacting the concrete.
7.5.2 Wherever required, representative 15 cm ( or 6 in ) cores shall
be drilled from the completed structure and shall be prepared, capped
and tested in accordance with Appendix B. The ultimate compressive
strength and soundness of such specimens shall be compared with the
results of similar fests on standard test cylinders taken from the same run.
7.6 Flexure Tests - For flexure tests, the size and shape of specimens
and the manner of moulding and testing shall be in accordance with Ap-
pendix C.
7.7 Failure to Meet Requirements - Should the test specimens fail
to show the desired uniform quality and characteristics, the directions
given by the engineer-in-charge to improve such concrete, shall be strictly
followed.
APPENDIX A
(Clause 4.5 )
DETERMINATION OF CONSISTENCY OF CONCRETE BY
VEE-BEE CONSISTOMETER METHOD
A-l. SCOPE
A-l.1 This appendix deals with the determination of consistency of con-
crete using a V<+Bec Consistometrr, which determines the time required
for transforming, by vibration, a concrete specimen in the shape cf a
conical frustum into a cylinder.
A-2. APPARATUS
A-2.1 The Vee-Bee Consistometer ( see Fig. 1 ) consists of:
a) A vibrator table resting upon elastic support;
b) ;1 metal pot;
34IS : 457 - 1957
c) A sheet metal cone, open at both ends; and
d) A standard iron rod.
A-2.2 The vibrator table ( G ) is 380 mm long and 260 mm wide and is
supported on rubber shock absorbers at a height of about 305 mm above
floor level. Thz table is mounted on a base ( K ) which rests on three
rubber feet, and is equipped with an electricallv operated vibrometer
mounted under it operating on either 65 volts ox 220 volts, three phase,
50 cycles alternating current. A sheet mmtal cone ( B ) open at both ends
is p!aced in the metal pot ( A ) and the metal pot is fixed on to the vibrator
table by means of two wing-nuts (H ). The sheet metal cone is 30 cm
high and its bottom diameter is 20 cm and top diameter 10 cm. A swivel
arm holder ( M ) is fixed to the base and into this is telescoped another
swivel arm ( N ) with funnel ( D ) and guide-sleeve ( E ). The swivel arm
can be readily detached from the vibrating table. The graduated rod
( J ) is fixed on to the swivel arm and at the end of the graduated arm a
R
Frc.1 VEX-l3m CONSISTOMETER. TYPE VHR
3sIS:457-1957
glassd isc ( C ) is screwed. The graduation of the scale on the rod records
the slumps of the concrete cone in ccntimetres and the v&me of concrete
after vibration of the cone in the pot. The standard iron rod is 20 mm
in diameter and 500 mm in length. The electrical equipment mounted
on the base of the consistometer cox,ists of a fixed plug and connector forIS : 457 - 1957
the electric supply cable, plug and socket contacts for the detachable cable
connected to the vibrometer and a control switc!). A photograph of
the apparatus under operation is given in Fig. 2.
~-3. PROCEDURE
A-3.1 A slump test as described in Appendix G of *IS: 456-1957 is per-
formed in the sheet metal cylindrical pot of the consistometer. The glass
2 4 6 8 IO I
VEE-BEE DEGREES
FIG. 3 RELATION BETWEEN SLUMP IN CM AND VEE-BEE DEGREES
*Second revision in 1964.
37IS : 457 - 1957
disc attached to the swivel arm is moved and is placed just on top of the
slump cone in the pot and before the cone is lifted up the position of the
concrete cone is noted by adjusting the glass disc attached to the swivel
arm. ? he cone is then lifted up and the slump is noted on the graduated
rod by lowering the glass disc on top of the concrete cone. The electrical
vibrator is then switched on and the concrete is allowed to spread out in
the pot. The vibration is continued until the whole concrete surface uni-
formly adheres to the glass disc as indicated in Fig. 2 and the time taken
for this to be attained is noted with a stop-watch. The time is recorded in
seconds.
‘i-4. RESULT
A-4.1 The consistency of the concrete is expressed in Vee-Bee degrees
which are equal to the time in seconds under A-3.1.
A-4.2 The required slump is obtained on the basis of the consistency
scale given in Table II.
A-4.2.1 The curve in Fig. 3 indicates the relationship between slump
in cm and the degrees covered by the consistency scale given in Table Il.
TABLE II CONSISTENCY SCALE
CONSISTENCY NUMDEX OP CHAR.XTERISTICS
VEE-UER DEGP.EES
M&t earth 40 to 25 to 20 Particles 01 coarse aggregate in the concrete are
adhesive, but concrete does not clot. Risk of
segregation.
Very dry 20 to IS to 10 Concrete has the consistency of yery stiff por-
ridge, forms a stiff mound when dumped, and
barely tends to shake or roll itself to form an
almust horizontal surface when conveyed for
a long time in, say, a wheel-barrow
IO to 7 ta c Concrete has the consistency of stiff porridge,
forms a mound when dumped, and shakes or
rolls itself to form a horizontal surface when
conveyed for a long time in, say, a whccl-
barrow.
Plastic 5 to 4 to 3 Co!xrcte can be shaped into a ball bctwccn the
palms of the hands an? adheres to the skin.
Semi-fluid 3 to 2 to 1 Concrete cannot be rolled int(l a haK1 between
the palms of the hands, but spreads out even
though slowly and without affecting the cohe-
sion of the constituents so that segregation
does not occur.
Fluid More fluid Concrete spreads uut rapidly and segrcgatlon
than 1 takes place.
38JS : 457 - 1957
APPENDIX I3
( Clause 7.5.2 j
METHOD OF SECURING HARDENED SPECIMENS OF
CONCRETE FROM THE STRUCTURE
B-l. SCOPE
B-l.1 This method covers the procedure for securing, preparing and
testing specimens of hardened concrete from structures and pavements.
B-2. PRECAUTIONS I
B-2.1 A specimen to be tested for stretlgth shall not be removed from
the structure until the concrete has become hard enough to permit its
removal without disturbing the bond between the mortar and the coarse
aggregate. rn genera1 the concrete shall be 14 days old before the speci-
mens are removed. Specimens that show abnormal defects or that have
been damaged in removal shall not be used.
E-3. APPARATUS
B-3.1 Core Drill - A core drill shall be used for securing cylindrical core
specimens. For specimens taken perpendicular to a horizontal surface,
a diamond drill shall he used.
B-3.2 Saw -. A saw shall be used for securing beam specimens from
the structure or pavements for flcxural strength tests. The saw shall
have a diamond or silicon carbide cutting edge and shall have adjust-
ments that will permit cutting specimens which conform to the dimensions
prescribed under B-4.2.
B-4. !WECIMENS
B-4.1 Core Specimen - A core specimen for the determination of pave
mrnt thickness shall have a diamet-r of at least 10 cm (or 4 in ). A core
specimen for the determination of compressive strength shall have a dia-
meter at least three times the maximum nominal size of the coarse aggre-
gate used in the concrete, and in no case shall the final diameter of the
specimen be less than twice the maximum nominal size of the coarse aggre.-
gate. The length of the specimen, when capped, shall be, as nearly as
practicable, twice its drameter.
39IS : 457 - 1957
B-4.2 Beam Specimen - A bcsm specm~cn for the determination of
flexural strength. in general, shall iia.ve a cross-section of 15 X 15 cm
(or 6 x 6 in ). The specimen shall be at least 53 cm ( or 21 in ) in length
but when two tests for flexural strength are desired for one beam speci-
mzn, it shall be at least 84 cm ( or 33 in ) in length.
NoTE - In mauy ca.&s, particularly with prisms cut from pavement slal=.
the width shall be governed by the size of the coarse aggregate and the depth
hy the thickness ot the slab.
B-5. PROCEDURE
B-5.1 Core Drilling - A core specimen taken perpendicular to a hori-
zontal surface shall bc located, when possible, so that its axis is pcrpendi-
cular to the bed of the concrete as originally placed. A specimen taken
perpendicular to a vertical surface, or perpendicular to a surface with a
batter, shall be taken from near the middle of a unit of deposit. i.e., 380 cu m
( or 500 cu yd ) of mass concrete and from 190 cu m (or 250 cu yd) of re-
inforced concrete placed in any one day’s run.
B-5.2 Slab Removal - A sufficiently large slab shall ‘be removed so
that the desired test spccimcns may be secured without the inclusion of
any concrete whicll has been cracked, spalled, undercut, or otherwise
damaged.
B-5 3 Beam Sawing - The sawing operation shall be so performed that
the concrete will not bc weakened by shock or by heating. The sawed
surfaces shall bc smooth, plant, parallel. and free from steps, ridges and
grow ves. Care si~all be taken in handling sawecl beam specimens to avoid
chipping or cracking.
B-6. COMPRESSIVE STRENGTH
B-6.1 End Preparation--Core specimens to be tested in compression
shall have ends that arc essentially smooth. perpendicular to the axis, and
of the same diamctcr as the body of the specimen. The ends of spcci-
mcns wh,ich huvo projections of 0.5 cm ( or b_i n ) or more above the normal
plane, or which dcp;Lrt from pcrpcn~licularity to the axis by more than
5 dcgrccs, or whose&uuctcr dcparts.from the me;ln by more than O-25 cm
( or & in ) shall bc salved or tooled until they conform to these tolerances.
B-6.2 Moisture Conditioning - Test specimens shall be completely
submerged in water at room temperature for 40 to 48 hours immediately
prior to the compression test. Specimens shall be tested promptly after
removal from water storage. During the period between removal from
the water storage and testing, the specimens shall be kept moist by covering
with a wet burlap or blanket. They shall be tested in a moist condition.
40IS : 457 - 1957
B-6.3 CappinB - Before making the compression test, the ends of the
specimen shall he capped in order to meet the requirements given in Ap-
pendix E of IS: 456-1957.
B-6.4 Measurement-Prior to testing, the length of the capl’cd spctci-
men shall be measured to the nearest 0.25 cm ( or 0.1 in j and its average
diamder determined to the nearest 0.25 cm ( or O-1 in ) from two mt*asnrc-
ments taken at right angles near the ccntre of the length.
B-6.5 Calculation and Report - ‘l’hc direction of the npl)lication of
the load with referen& to direction of compaction of the concrctc, in tlie
structure shall he reported. The compressive strength of rach sprscimcm
shall be calculated in kg per ~q cm ( or lb per sq in ) hasetl on ttle average
diameter of the speciinen. If the ratio of lengtll to diamctcr of LI speci-
men is appreciably less than two, allowance for the ratio of length to diaT
meter shall be made by multiplying the compressive strength hy the ap-
plicable correction factor given in the following table. Values not given
in the table shall be deterinined by interpolation.
RATIO ok LENGTH 0~ STRENGTH CORRECTION
CYLINDER TO DIAMETER FACTOR
1.75 0.98
l-50 0.96
1.25 o-94
1.10 0.90
l-00 0.8:’
0.75 0.70
0.50 0.50
APPliNDIX C
( Clause 7.6 )
FLEXURAL STRENGTH OF CONCRETE (USING SIMPLE
BEAM WITH THIRD-POINT LOADING )
C-l. SCOPE
C-l.1 This method of test covers the procedurr for determining the
flexural strength of concrete by the use of a simplc~ hram with third-point
loading.
C-2. APPARATUS
C-2.1 The third-point loading method shall be used in making flexurc
tests of concrete employing bearing blocks which sha!l iusure that forces
41IS : 457 - 1957
applied to the- beam are vertical only and applied without eccentricity.
A diagram of an apparatus which accomplishes this purpose is shown in
Fig. 4.
NOTE-Sometimes methods of load application other than the one described
in this appendix are used in the field. If such methods are used, the results should
he correlated with those obtained with the method descrikd in this appendix.
HEAD OF TESTING
STEEL BALL
TEST SPECIMEN
CYLINDRICAL OR
LINE BEARING
OVER FULL WIDTH
OF SPECIMEN
STEEL ROD
STEEL BALL
BED OF TESTING
Fw.4 DIAGRAMMATIC VIEW OF APPARATUS FOR FLEXURE TEST OF CONCRETE BY THIRD-
POOINT LOADING METHOD
C-2.2 Apparatus for making flexure tests of concrete should be designed
to incorporate the following principles:
a) The distance between supports and points of load application
should remain constant for a given apparatus;
b) The load should be applied normal to the loaded surface of the
beam and in such a manner as to avoid eccentricity of loading;
c) The direction of the reactions shdd be parallel to the direction
of the applied load at all times during the test;
d) The load should bc aeplied at a uniform rate and in such a manner
IS to avtiid shock; and
e) The ratio of distance between point of load application and nearest
reaction to the depth of the beam should be not less than one,
42IS : 457 - 1957
C-2.2.1 The directions of loads and reactions may be maintained
parallel by judicious use of linkages, rocker bearings, and flexure plates.
Eccentricity of loading can be avoided by use of spherical or roller bearings.
C-3. TEST SPECIMEN
C-3.1 The test specimen shall have a span as nearly as practicable three
times its depth as tested.
C-4. PROCEDURE
C-4.1 The test specimen shall be turned on its side with respect to its
position as moulded and centred on the bearing blocks. The load-applying
blocks shall be brought in contact with the upper surface at the third point
between the supports. If full contact is not obtained between the speci-
men and the load-applying blocks and the supports, due to the surfaces
of the specimen being out of plane, the surfaces of the specimen where
they are in contact with the blocks or supports shall be capped to meet
the requirements given in Appendix E of*IS: 456-1957. The load may be
applied rapidly up to approximately 50 percent of the breaking load, after
which it shall be applied at such a rate that the increase in extreme fibre
stress does not exceed 10 kg per sq cm ( or 150 lb per sq in ) per minute.
c-5. MEASUREMENT OF SPECIMENS AFTER TEST
ES.1 Measurements to the nearest 0.25 cm ( or O-1 in ) shall be made to
determine the average width and average depth of the specimen at the
section of failure.
C-6. CALCULATIONS
C-6.1 If the fracture occurs within the middle third of the span length,
the modulus of rupture shall be calculated as follows:
PC
R
= bd’
where
P = modulus of rupture in kg per sq cm ( or pounds per
square inch ),
R = maximum applied load indicated by the testing machine
in kg (or lb),
c = span length in cm ( or in ),
b = average width of specimen in cm ( or in ), and
d = average depth of specimen in cm ( or in ).
Non - Weight of the bram ir not included in the above calculation.
*Second revbfoa fu1964.
431s : 457 - 1957
C-6.2 If the fracture occurs outside the middle third of the span length
by not more than 5 percent of the span length, the modulus of rupture
shall be calculated as follows:
R - ?!?_
bd’
where
a = distance between line of fracture and the nearest sup-
port measured along the ccntrc line of the bottom sur-
face of the he:m in cm ( or in.) :LIH~o ther symbols have
the same significance as given urltlcr C-6.1.
C-6.3 If the fracture occurs outside the middle tltirtl of the span length
by more than 5 percent of the span length, the results of the test shall be
discarded.
C-7. REPORT
C-7.1 The report shall include the following;
4 Identification number,
b) Average width to the nearest 0.25 cm ( or 0.1 in )
4 Average depth to the nearest 0.25 cm ( or O-1 in ),
4 Span length in centimetres or inches,
e) Maximum applied load in kilograms or pounds,
f j Modulus of rupture calculated to the nearest O-4 kg per sq em
(or 5 lb per sq in ),
iit) Defects in specimen, and
11)A ge of specimen.
44
|
1195.pdf
|
?,“-
—A.
Is 1195:2002
mm
*a-
f??’
Ia@–%mfk!m-imlia
( ?fm?lyEi%-P)7
Indian Standard
BITUMEN-MASTIC FOR
FLOORING — SPECIFICATION
( Third Revision)
ICs 91.100.50
.,
,,
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHAD[JR SHAH ZAFAR MARG
NEW DELHI 110002
I
.Yeplemhcr 2002 Price Group 6
i
IFlooring, Wall Finishing and Roofing Sectional Committee, CED 5
FOREWORD
This Indian Standard (Third Revision) was adopted bythe Bureau of Indian Standards, atler the draft finalized
by the Flooring, Wall Finishing and Roofing Sectional Committee hadbeen approved by the Civil Engineering
Division Council.
Bitumen-mastic has been considered very suitable for use in the flooring of industrial buildings, warehouses,
grain storage structures and surfacing of bridge decks, roads, foot-paths, etc, because of its resiliency,
imperviousness, wearing quality and ease of maintenance. Bitumen-mastic may also be used as abase coat to
receive floor coverings, such aslinoleum, flexible PVC sheets and rubber. This standard was first published in
1958 and was revised in 1968. Inthe second revision anumber of changes have been made on account of the
experience gained on the uses of bitumen-mastic since 1968.Anumber of grades of mastic suitable to various
types of flooring have been incorporated. Recommendations with respect to thicknesses of bitumen-mastic of
various grades to various types of floor covering have alsobeen added for guidance.
In this third revision besides updating the referred Indian Standards, the details of materials and the values
given inTable 1have been modified.
[n the formulation of this standard due weightage has been given to international co-ordination among the
standards and practices prevailing indifferent countries inaddition to relating itto the practices inthe field in
this country. This has been met by referring tothe following publications:
BS 598(Parts 1and2) :1974 Sampling andexamination ofbituminous mixtures forroads andbuildings.
British Standards Institution ‘i
BS 6925: 1988 Specification for mastic asphalt for building and civil engineering (limestone
aggregate). British Standards Institution
The composition of the Committee responsible for formulation of this standard isgiven at Annex F.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in
the rounded off value shou,d be the same asthat ofthe specified value inthis standard.
-0
,.Is 1195:2002
Indian Standard
BITUMEN-MASTIC FOR
FLOORING — SPECIFICATION
( Third Revision)
1 SCOPE standards are subject to revision, and parties to
agreements based on this standard are encouraged to
1.1 This standard covers the requirements for four
investigate thepossibility of applying the most recent
grades ofbitumen-mastic for buildings, composed of
editions of the standards.
ground limestone oranyotherracks,coarseaggregate,
limestone dust filler and pigm~nts if required, 3 TERMINOLOGY
incorporated with asphaltic bitumen.
3.1 For the purpose of this standard the following
1.2 Bitumen-mastic flooring are graded according to definitions and those given in IS 334 shall apply.
usage asfollows:
3.1.1 Asphaltic Bitumen — Refinery bitumen, lake
Grade 1 Special flooring asphalt, asphaltite ofblends ofthese with one another
Grade II Light duty flooring havinghidingsproperties suitable forthemanufacture
Grade 111 Medium duty flooring of bitumen-mastic.
Grade IV Industrial factory flooring 3.1.2 Limestone — Anaturally occurring consolidated
stratified calcareous rock.
1.2.1Grades Iand 11maybe usedaspolished flooring
for light traffic or as an underlay to other floor NOTE—Thetermisinterpretedinaresistedgeologicalsense.
coverings.
3.1.3 Pigment — Finely ground metallic oxide Iike
1.3 This standard does not cover special grades of ferric oxide (Fe20J (see IS44) and chromium oxide
bitumen-mastic flooring such as chemical resistant, (see IS 54).
oil resistant or spark free flooring; for these purposes
special bitumen-mastics are available. 4 MATERIALS
t.4 A guide to the selection of the appropriate grade 4.1 Bitumen
isgiven in Annex A.
The physical properties of bitumen used in the
2 REFERENCES manufacture of mastic-bitumen shall conform to the
requirements laid down in Table 1 when tested in
The Indian Standards given at Annex B contain
accordance with the method of tests specified in
provisions which through reference in this text,
Table 1. The bitumen grades specified in IS 702
constitute provisions of this standard. At the time of
generally meet the requirements of Table 1.
publication, the editions indicated were valid. All
.
Table 1Physical Properties of Bitumen
(Clause 4.1)
SI Characteristic Requirements forGrade I Requirements forGrades Method nfTest,
No. II, 111and IV Rcfto
~ ,—’—. ISNn.
Mastic ColouredMastic MasticAsphalt ColouredMastic
Asphaltfor Asphaltfor forFlooring Asphaltfor
Flooring Flooring Flooring
(1) (2) (3) (4) (5) (6) (7)
i) Penetrationat25°C 10-25 10-25 5-20 5-20 1203
ii) Sotteningpoint(ringandball) 60-90 60-90 85-135 85-135 1205
iii) Solubllity in trichloroethylene, 99 99 99 99 1216
percent, A4ir
iv) Ash content (mineral matter), 0,5 0,5 0.5 0.5 1217
percentbymass,Mu-x
v) Loss on heating for 5 h at 0.5 0.5 0.5 0.5 1212
163”C,percentbymass,Mu-x
1IS 1195:2002
4.2 Aggregates floor. Thecomposition oftheremaining material shall
then be calculated as a percentage by mass of the
The aggregates shall consist of coarse aggregate, fine
bitumen-mastic excluding the material retained on a
aggregate and filler complying with 4.2.1, 4.2.2
600-micron IS Sieve and shall fall within the Iimits
and 4.2.3.
specified inTable 4.
4.2.1 Coarse Aggregate
Table 3 Percentage and Size of Coarse aggregate
The coarse aggregate shall consist ofclean igneous or
for Bitumen-Mastic for Flooring and Coloured
calcareous or siliceous rock obtained from natural
Bitumen-Mastic for Flooring
deposits either directly or by crushing screening or
(Ck.wses4.2.3.1 and 5.1)
other mechanical process. Itshallbefree from dustas
far as possible/practicable.
SI Grade Size and Type of Percentswe. Thickness
4.2.2 Fine Aggregate No. Coarse Aggr-egate Min - Max
(1) (2) (3) (4) (5)
The fineaggregate shallconsistsofnaturally occurring i) Iand11Retainedon600-micron 15-25 15-20
lime stone or any other rock ground to a grading as IS Sieve 85 percent
A4in, passing 4.75 mm
given inTable 2.
ISSieve100percent
ii) 111 Retainedon600-micron 25-35 20-30
4.2.3 Filler
IS Sieve 85 percent
Min, passing 4.75 mm
The filler shall consist of limestone rock crushed to
ISSieve100percent
tine powder with atleast85percent passing75-micron iii) IV Retainedon600-micron 30-50 30-50
IS Sieve. The calcium-carbonate contents of tiller IS Sieve 95 percent
Mirrrnpassing 9.5 mm
material shall not be less than 80 percent by mass
ISSieve90percent
when determined in accordance with the method
specified in Annex C.
Table 4Composition of Bitumen-Mastic
Excluding Coarse Aggregate
Table 2 Grading of Fine Aggregate
(Clause 5.1)
(Clause 4.2.2)
SI Grading percent byWeight SI Requirements Percentage by Mass
No.
No. A
%in Max ‘
Min h4ax
(1) (2) (3) (4)
(1) (2) (3) (4)
i) Solublebitumen 12.0 18.0
i) Passing75-micron1SSieve 45 55 ii) Passing75-micronISSieve 40.0 56.0
iii) Passing212-nsicronIS Sieveand 8.0 25,0
ii) Passing 212-micron IS Sieve and 10 30
retakd on75-rnicmnISSieve
retainedon75-micronISSieve
iv) Passing600-micronandretained 8.0 32.0
iii) Passing 600-micron IS Sieve and 10 30
on212-micronISSieve
retainedon212-micronISSieve
iv) Passing 2.36-micron IS Sieve and 5 20
retainedon600-micronISSieve 5.2 The analysis of bitumen-mastic shall be done in
v) Retainedon2.36-micronISSieve - . accordance with the method specified in Annex D.
4.2.3.1 The percentage and size of coarse aggregate 6MANUFACTURE AND COMPOSITION
incorporated inthe bitumen-mastic will be dependent
6.1 The fine aggregate, as specified in 4.2.1 and
primarily upon thethickness ofthefinished work. The
pigment if required shall be thoroughly incorporated
size shall be within the limits specified in Table 3.
at atemperature between 175°C and 205°C with the
The percentage shall besuch that the total percentage
requisite proportion of bitumen. The requisite
of material retained on a 600-micron IS Sieve, on proportion of coarse aggregate shall be incorporated
analysis of the bitumen-mastic as laid, including the either during manufacture of the bitumen-mastic or
material derived from the fine aggregate, shall fall during remelting on site of work. Where the total
within the appropriate limits specified in Table 3. percentage of coarse aggregate does not exceed
35percent and/or 4.75 mm insize,wherever possible
5 COMPOSITION
the whole of this shall be incorporated during
5.1 On analysis of the bitumen-mastic as laid (or the manufacture. In cases where the material is not
block material as dispatched from the factory), the required forimmediate use,itshallbecastintoblocks.
proportions of coarse aggregate retained on a
6.2 Remelting on Site
600-micron IS Sieve shall be in accordance with
Table 3, depending on the thickness of the finished Thebitumen-mastic blocks shallbebroken intopieces
2Is 1195:2002
ofconvenient sizenot exceeding 60mmcubeandthen quarters of the mastic asphalt. Each increment shall
carefully remelted, preferably inmechanical mixers. beat least 2 kg inweight.
6.2.1 At this stage any coarse aggregate remaining to 8.2.1 All the five increments from a lot shalI be
be added shall be fed in successive portions until the
thoroughly mixed together atatemperature of 175to
complete charge is thoroughly incorporated. The 205°C. The mixture shall be floated on an iron plate
coarse aggregate should, asfaraspracticable, beadded with the aid of awooden float to athickness not less
in a dry state. than 25 mm. While still warm the specimen shall be
6.2.2 Whether the material is transported to the site loosened from the plate and arepresentative portion
in a molten condition or remelted on site the total weighing not less than 10 kg shall be forwarded to
duration ofheating and thetype ofplant used shallbe the laboratory for examination with full particulars as
such that the properties of the bitumen-mastic shall given in 8.5.
not be impaired.
8.3 Sampling from Blocks
7 HARDNESS NUMBER
Fromeachlotcastinblocks,fiveblocksshallbepicked
The hardness number of the bitumen-mastic when up at random. Each block shall be broken and a
determined in accordance with Annex E, shall be as number of pieces weighing about 2 kg shall be taken
follows: tlom different positions intheblocks soastorepresent
the block adequately. Ten kilograms of material thus
a) At the time of manufacture:
collected from all the five blocks shall constitute the
Grade I Not more than 15at45°C (after laboratory sample and shall be sent to the laboratory
addition of specified coarse with fill particulars as given in 8.5.
aggregates)
Grades II and III Notmore than 12at35°C(after 8.4 Criteria for Conformity
addition of specified coarse
The laboratory sample representing the lot shall be
aggregates)
tested forallrequirements. The lotshallbeconsidered
Grade IV Not more than 40 at 35°C to conform to the requirements ofthis standard ifthe
(before addition of specified laboratory samplepassestestsforalltherequirements.
coarse aggregates)
8.5 Labelling
b) At the time of laying
The specimen shall be adequately identified and the
Grade I Neither less than 2 nor more
identification shall be provided for reference to
than 12 at 45°C
schedule which shall be sent giving the appropriate .!
Grades II and III Neither less than 2 nor more items for the following: ;i
than 12 at 35°C
a) Name and address of authority giving
Grade IV Tobeagreed, depending onthe
instructions forthe examination tobecarried
size and percentage of
. out;
aggregate coarse
b) Sample number;
8 SAMPLING AND CRITERIA FOR c) Type ofmaterial;
CONFORMITY
d) Typeofbinder;
8.1 Lot e) Typeofaggregates;
The entire quantity of bitumen-mastic prepared in a f) Specification with which the material is
single charge of the mastic cooker shall constitute a intended to comply;
lot. In case wliere the practice of returning the first g) Name and location of mixing plant;
andthelastportions tothecooker isfollowed, portions
h) Sample taken before or after laying;
thus returned should be excluded from the lot.
j) Date of mixing, ifknown;
8.2 Sampling from Mastic Cooker
k) Date of laying, ifknown;
When mastic asphalt is to be used directly from the m) Date of sampling;
cooker, a sample composed of five increments taken
n) Site where laid;
at equal intervals shall be withdrawn from each lot
during discharge from the mastic cooker. The P) Position from which sample was taken;
increments shall be taken at the beginning, the end, q) Number and nominal thickness of course;
andsoonafterdischarge ononequarter, half,andthree r) Nature of foundation;
3IS 1195:2002
s) Nature ofsurface treatment, ifany; and Marking shall beby asuitable labelling system or by
t) Tests to be made, or information sought. the application of suitable paint or by branding.
Marking systems shallnot impair theefficiency ofthe
To facilitate the testing procedure and interpretation
bitumen-mastic when laid.
of test results, itisessential that asmuch information
aspossible should be given to the laboratory. 9.2 BIS Certification Marking
9 MARKING Each block may also be marked with the Standard
Mark.
9.1 Bitumen-mastic manufactured incompliance with
the standard shall be legibly marked with the 9.2.1 The use of the Standard Mark is governed by
following: the provisions of the Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made
a) Registered name or trade-mark of the
thereunder. The details of conditions under which a
manufacturer, and
licence for the use of the Standard Mark may be
b) Number of the Indian Standard. grantedtomanufacturers orproducers maybe obtained
from the Bureau of Indian Standards.
ANNEX A
(Clause 1.4)
GRADES AND RECOMMENDED THICKNESS OF BITUMEN-MASTIC
FLOORING’FOR TYPICAL SITUATIONS
Situation Grade
Recommended Thickness, mm
/
~
/ \
15-20 15-20 20-30 30-50
Underlays for other floor covering x x —
Hospital wards x — —
Hospital corridors (foot traffic) — x —
Schools x — — —
Shops (floors totake movable racks) x — —
Shops (floor totake fixed racks) x —
Oflices x — —
Factory floors — light x — —
Factory floors — medium — x —
Factory floors — heavy — — . x
Loading sheds — — — x
Breweries — — — x
Railway platforms — — — x
Domestic floors (either as a finished x —
or asanunderlay)
Heavy foot-trafficked floors or – x — —
passageways
NOTES
1‘x’indicatesapplicability.
2 Thislistisbynomeanscomprehensiveandisintendedtogiveonlyanapproximateguidetotheselectionoftheappropriategradefor
specificpurposes.
3 Forspecialrequirements,suchassuspendedfloorswherewetprocessesareused,twocoatsarenormallynecessary,thebottomcoattobe
asawaterproofmembrane,thewearingsurfacetobeinaccordancewiththetableabove.Bitumen-masticasanunderlaytoreceiveother
flooring,suchasrubber,linoleum,thermo-plastictilesandwoodblocks;notlessthan15mminonecoat.
4AsvaryingconditionsofhumidityfrequentlyatTectcork,closecollaborationbetweenthecorksupplierandthebitumen-masticcontractor
shouldbeestablishedwhencorkisusedasthefloorcovering.
4. 6*
IS 1195:2002
ANNEX B
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
44:1991 Iron oxide pigments for paints 1212:1978 Determination of loss on heating
54:1988 Green oxide ofchromium forpaints (first revision)
245:1983 Trichloroethylene, technical 1216:1978 Determination ofvolubilityincarbon
(third revision) disulphide trichloroethylene
334:1982 Glossaryoftermsrelatingtobitumen ~rst revision)
and tar (second revision) 1217:1978 Determination of mineral matter
702:1992 Industrial bitumen (second revision) (ASH) @st revision)
1203:1978 Det.ermination of penetration 1840:1961 Benzene, reagent grade
(first revision) 2386 (Part 1): Method of test for aggregates for
1205:1978 Determination of softening point 1963 concrete :Part 1 Particle size and
(jlrst revision) shape
ANNEX C
(Clause 4.2.3)
DETERMINATION OF CALCIUM CARBONATE CONTENT
----
C-1 Approximately 1gofthesampleshallbeweighed concentrated hydrochloric acid. It shall be again !
t,
into a 250-ml beaker and approximately 15to 20 ml brought to the boil and a 4 percent solution of .,
,
of concentrated hydrochloric acid diluted with three ammonium oxalate added slowly to excess, followed
times itsvolume ofdistilled water shallbe added. The by 1:10 ammonia solution until neutral or faintly
whole shall be boiled for a few minutes and alkaline. Afewdrops ofoxalate solution shallthen be
approximately 100 ml of distilled water added. The added to check that precipitation is complete. The
contents of the beaker shall again be filtered and
solution shall then be filtered through a filter paper
washed. The filter paper and its contents shalI be
(Whatman No. 42 or the equivalent) and thoroughly
placed in atared platinum crucible, dried and ignited
washed with distilled water.
to constant weight. The weight ofthe residue shall be
C-2 Aftertheaddition of2or3drops ofmethyl orange multiplied by 1.784 7 calculated as a percentage of
indicator solution, the filtrate shall be brought to the the sample tested and reported as the calcium
boil and ammonium hydroxide solution added until carbonate content of the material.
the solution is alkaline. It shall then be filtered and
C-3 A recognized alternative method, such as
washed and the filtrate neutralized by.the gradual
volumetric determination bypotassium permanganate,
addition ofdilute hydrochloric acid.Thesolution shall
may beused onagreement between the purchaser and
then be made acidic by the addition of 1 ml of
the vendor.
5IS1195:2002
ANNEX D
(Clause 5.2)
METHOD FOR DETERMINATION OF BINDER CONTENT AND
FINE AGGREGATES IN BITUMEN-MASTIC
D-1APPARATUS D-1.1.2 Rej7ex Condenser
D-1.1 The apparatus shall consist of a simple hot There should be sufficient flow of cold water to
extractor consisting of the following : condense the solvent.
D-I.1.1 A cylindrical container as shown in Fig. 1 D-1.1.3 Asuitableheater, suchasanelectric hot-plate
shallbemadeffombrassgauzeofabout1.70mmaperture or a gas ring.
widthwhich isrestedon,orsuspendedtlom, threepegs
D-1.1.4 A suitable filter paper which shall not allow
inside a brass or welded iron pot as shown in Fig. 2.
any filler material to pass through.
Alternatively, the brass gauze container may rest on a
suitablestoolstanding inthebottom ofthepot.Thepot D-2 SOLVENT
isflanged and fitted with a cover and suitablejointing
D-2.1 The solvent shall be benzene (see IS 1840) or
gasket.Thecover isheld inpositionbyswiveling bolts
trichloroethylene (see IS 245).
fitted with wing nuts. The essential features of
construction are indicated in Fig. 1, 2 and 3, it is NOTE—Whenchlorinatedsolventsarerecoveredbydistillation
advantageous tohave containers andpotsofmorethan fortirther use,careshouldbetakentoensurethatthesolvent
satisfiestherequirementsoftheappropriatestandard.Inparticular,
one size, the size employed being appropriate to the
aciditymaydevelop,andausetidprecautionistostorethesolvent
quantity of material taken for analysis. overquicklimeincolouredglassormetalcontainers.
r
ll”lmm
=
w \ BRASS GAUZE
CYLINDER 10 MESH T
PER 25mm APPROX 175mm
1
,.
FIG. 1TYPICALBRASSGAUZECONTAINER4
Is 1195:2002
Alldimensionsinmillimetres.
FIG,2 TYPICALHARD-SOLDEREDBRASSORWELDEDIRONPOT
r
I
-.--
,
FIG,3TYPICALASSEMBLEDAPPARATGS
7Is 1195:2002
D-3 SIZE OF SAMPLE hourly intervals do not exceed 0.05 percent. The
cylinder and contents shall be cooled in a desiccator
About 6 kg of the bitumen-mastic shall be taken for
before weighing. In order to correct for any fine
the test.
material present inthe solution at the end of the test,
the solvent shall be evaporated off, the residue
D-4 PROCEDURE
weighed, andarepresentative portion ofit(between 2
The determination shall be made in duplicate. The to 3g) treated with the solvent and filtered through a
filter paper shall be dried at 100°to 120”C,placed in
sintered silica filtering crucible or filter paper. In the
a large weighing bottle orjar, cooled in a desiccator case of materials containing high filler content the
and weighed. The filter paper shallthen be fi~ed into whole of the solution at the end of the test should be
the gauze cylinder to form a complete lining, The
filtered or centrifuged. The aggregate shall then be
sample shall be warmed just sufficiently to facilitate graded according to the procedure laid down in
breaking up, and arepresentative portion, obtained if
IS2386 (Part 1).
possible byquartering, shallbeweighed tothenearest
0.05 percent of weight taken and transferred without The binder content B shall be calculated on the dry
loss to the filter paper and placed inside the gauze sample by means ofthe following formula:
cylinder. Alternatively, the cylinder and its paper
~=loo~–(Fv2+w3)
lining may be placed on the balance and the material percent bymass
weighed into it. The gauze cylinder shall then be q
placed inside the pot and 800 to 1 500 ml of the
where
solvent, according to the size of the extractor, shall
be poured over the sample. The cover shall bebolted W, = mass of sample in g,
on with the dried gasket in position. Atler fixing the
Wz = mass of recovered aggregate in gauge
reflux condenser, heat shallbe applied to the pot and
cylinder in g, and
so adjusted as to avoid intense local heating, but at
W, = mass of residue obtained on evaporating
thesametimetoensure asteadyreflux actionof2to 5
the solvent in g.
dropspersecond falling fromtheendofthecondenser.
D-5 REPORTING OF RESULTS
Heating shall be continued until extraction is
complete. If the difference between the results obtained by the
duplicate determinations exceeds 0.4, they shall be
The washed mineral aggregate, with its container,
discarded andthe test repeated. Ifthe difference does
shall then beremoved and dried to constant weight at
not exceed 0.4, the individual values and the mean
100°to 120”Csuchthat successive weighings athalf-
value shall be reported.
ANNEX E
(Clause 7)
METHOD FOR DETERMINING HARDNESS NUMBER
E-1 DEFINITION OF HARDNESS NUMBER E-2APPARATUS
The hardness number isthe figure denoting the depth, Theapparatusemployedshouldbecapableoffulfilling
in hundredths of a centimetre, to which a flat-ended the above requirementsaccurately. One convenient
indentation pin inthe form of a steel rod 6.35 mm in form of apparatus is shown in Fig. 4.
diameter will penetrate the mastic under a load of
31.7 kg,applied foroneminute, thetemperature being E-3 METHOD
maintained at 35+ 0.5°C or 45 + 0.5°Cas specified.
E-3.1 In order to ensure that the test results are
The load is equivalent to 100 kg/cm2 and is
reproducible, particular attention is called to the
conveniently applied by means of a lever giving a
following points.
suitable mechanical advantage.
8Is 1195:2002
B
A—Yoke,stalkandtray ./—Indicatingneedle
B— Weight(centralhole) K— Beamsupportyoke
C— Weight(slotted) L—Supportbracket
D— Indentorpinspindle M— Calibrateddial
E— Locklever N—Waterbath
F— Spindlehead P—Controlsforwaterstirrer
G—AdjustingNut R—Controlsforheaterbladeandthermostat
H— Beam S’—Bathilluminator
FIG.4 TYPICALAPPARATUSFORHARONESSTESTING
E-3.1.1Sample in cold nmning water. It shall then be immersed in
water atthetest temperature (* 0.1“C)for a~least 1h
In preparing samples for test, the mastic as laid shall
immediately prior to testing. For test temperature
be filled directly from the mixer atthe time of laying,
(see 7).
into moulds which are not less than 100 mm in
diameter or 100 mm square, and float finished, The E-3.1.3 Testing
samples, which shall be taken in duplicate shall be
The sample shall then be transferred to the test
moulded toathickness of25mm.Whereitisnecessary
machine where it shall again be immersed in water
to make atest on samples cut from the floor, special
maintained at the test temperature ,(* 0.1 “C)
precautions should betaken to ensure .tiat the sample
throughout the test. The indentor pin shall then be
isof uniform thickness andthat the base islevel. The
adjusted lightly but fmly in contact with the surface
sample should not be remelted.
of the sample, the pressure being no greater than is
E-3. 1.2 Test Temperature necessarytoprevent lateralmovement inthespecimen.
The requisite load shall then be applied for exactly
For the purpose of this standard, the sample shall be
60s and the depth of indentation recorded in tenths
cooled for not less than 3 h inair ornot lessthan 1h
of amillimetre.
9Is 1195:2002
E-3. 1.4 Test Result differs from the mean bymore than two hardness
number units, it shall be rejected and the average of
Test points shall be not lessthan 25mm apart andnot
the remainder determined, except that if there are
lessthan 25 mm from the edge. At least five readings
fewerthan fourresults tobeaveraged thesample shall
shall be taken and the results averaged. If any result
be discarded and the test made on another sample.
ANNEX F
(Fcvewor~
COMMITTEE COMPOSITION
Flooring, WallFinishingandRoofing SectionalCommittee,CED5
Organization Representative(s)
Inpersonal capacity (A-39/8,DDA F!ats, Munirka, New Delhi 110067) SHruP.B. WAY (Chairman)
AllIndiaBrick&Tile Manufacturers Federation, NewDelhi SHRJS.P.BANSAL
BhorIndustries Limited, Mumbai SHRIK.L.SHAH
SHRIR.K.PATEL(Alternate)
Builder’s Association ofIndia,Mumbai SHIUW.R.TALWAR
SnruPAWANTALWAR(Alternate)
BuildingMaterials &Technology PromotionCouncil,NewDelhi SnruJ.SENGUPTA
CEATLimited,Hyderabad SHRIS.SONDRAM
SHRJRAJENDEPRAL(Alternate)
Central Building ResearchInstitute, Roorkee SHRILATHIJCJAALSINGH
SHIUS.K.MIITAL(Alternate)
Central PublicWorksDepartment, NewDelhi CHIEFENGINEE(RCSQ)
Engineet-in-Chiefs Branch,NewDelhi sHRrh4AUTrprNDKmAUR
SHRIMATRIrvooMAHINDR(UAlternate)
HindustanZincLimited, Udaipur SHRJC.S.MEHTA
IndiaMeteorological Department,NewDelhi SHRIA.V.R. K.RAO
SHRIS.C.GOYAL(Affernate)
IndianInstituteofTechnology, Kharagpur MsRAJNIAHUJA
Institution ofEngineers (India)Limited, Kolkata SHRIP.B.VIJAY
Maharashtra Engineering ResearchInstitute,Nasik CHIEFENGINEE&RDIRECTOR .
SCIENTJFJRCESEARCHOFFICER(Alternate)
Ministry ofRailways (RDSO), Lucknow EXECUTIVEENGINEE(RP&D-11)
EXECWITVEENGUWE(RP&D-I)(Afternate)
ModernTiles&Marble, NewDelhi SHRIA. C,KAPOOR
SHRtSUSHASHKAFGOR(Alternate)
(Confinued onpage 1I)
10Is 1195:2002
(Confinued/rcmr page 10)
Organization Representatives(s)
National TestHouse,Kolkata SHRID.K.KANUNGO
SHRIR.KAPDDR(Alternate)
ProdoriteAnti-Corrosives Limited,Chennai StrroM.ANNAMALAI
DRP.SACHINDRAP(AWLterrrale)
Projects&Development IndiaLimited, Sindri DRP.K.JAISWAL
SHRSA. K.PAL(Alterrrate)
PublicWorksDepartment, Chennai SUPERSNTENINENNGGtNEE(RP&D)
EXECUTIVEENGEWER(Alternafe)
Rashtriya Pariyojna NirmanNigam Limited,NewDelhi SHRIR.C.KEHRAM
SHRIB. B. KANWAR(Alterna(e)
Steel Authority ofIndiaLimited, Ranchi SHIUS.SAH
SHroRAVIcH.4NDRA(AMlternate)
STPLimited. Kolkata SHRIT. K.ROY
SHruB. B. BANEP.SE(EAlternate)
Inpersonal capacity (C-474B, Sushanr Lo/c,Phase I, Gurgaon, Haryarra) SMU0. p. RATRA
Inpersonal capacity (5-9-101/J, Ist jloor, Public Garden Road, SM MUZAFFAARLIKHAN
Hyderabad 500001 Andhra Pradesh)
BISDirectorate General SHRIS.K.JAIN,Director andHead(Civ Engg)
[RepresentingDirectorGeneral(Ex-o~cio)]
Member Secretary
SHRSR.K.GUPTA
JointDirector(CivEngg),BIS
Bituminous Flooring, Wall Covering and Roofing Subcommittee, CED 5:5
Inpersonal capacity (B-190,Sector 55,Noida 201301, UP.) SHPJR.S.SHUKLA(Convener)
BharatPetroleum Corporation Limited,Mumbai SsuuP.C.SRIVASTAVA
SHRIJ. A.JANAJ(Alternate)
BuildingMaterials &Technology PromotionCouncil,NewDelhi SHRIJ.SENGUFTA
CentralBuildingResearch Institute, Roorkee SHRIM.ASLAM
DRR.S.SRIVASTAV(AAlternate)
CentralRoadResearch Institute, NewDelhi HSAD(FLEXIBLEPAVEMEN)TS
SHFOSATENDEKRUMAR(Alternate)
ProdoriteAnti-Corrosive Limited,Chennai SrmrR.SRINNASAN
SHMM.ANNAMALA(Atlternate)
Engineer-in-Chief’s Branch,NewDelhi COLS.K.HAIELA
SHItUMAUTtPINDEKRAUR(Alternate)
EngineersIndiaLimited, NewDelhi SHWJ.K.BHAGCHANOANI
SHRIS.DAS(Akerrrate)
HindustanPetroleum Corporation Limited,Mumbai SHIOS.K.BHATNAGAR
SHRIC.V.RAMASWAM(AVlternate)
IndianOilCorporation Limited,NewDelhi Smu K.V.fk.JRUSWAMY
LightRooting Limited,Chennai SsrRIA.FEZELULHAQ
SHrrrV.SrVARA(IAlternate)
LloydInsulation (Ind]a)PvtLimited,NewDelhi StmrMOHITKHANNA
SHRIK.K.MITRA(Alternate)
S.N.Industries, New Delhi SHRID.N.ROY
SHRIB.MOITRA(Alternate)
STPLimited, Kolkata SHRlT.K.ROV
WasterworkChemicals PvtLimited,Mumbai SHRSN.VEERAMANI
SW G,R.PARAMESWAR(AAlNternate)Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of’ Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters inthe country.
Copyright
BIS has the copyright of all its publications, No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
shoo Idascertain that they are inpossession of the latest amendments or edition by referring to the latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This lndian Standard has been developed from Doc :No. CED 5 (5399).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak 13havan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375, 3239402 (Common to all offices)
R~gional offj~es : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : [/14 C.[.T. Scheme VII M, V. 1.P. Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626, 33791 20
Nor(hcrn SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern C.I.T. Campus, IV Cross Road, CHENNA1 600113 2541216,2541442
2542519,254 ]3 15
{
Western Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 { 8327891, 8327892
Branches : AE[MEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GIIAZIABAD. GUWAHAT1. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT, THJRUVANANTHAPURAM. VISAKHAPATNAM
PrintedatPrabhatOffsetPress,NewDelhL2
|
6932_6.pdf
|
IS : 6932 ( Part VI ) - 1973
( Reaffirmed 1995 )
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART VI DETERMINATION OF VOLUME YIELD OF
QUICKLIME
( Fourth Reprint DECEMBER 1998 )
UDC 691.51 : 543 [666.924.1)
0 Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 February 1974IS : 6932 ( Part Vl ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART VI DETERMINATION OF VOLUME YlELD OF
QUICKLIME
0. FOREWORD
0.1 This Indian Standard ( Part VI ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a separate
Indian Standard. This part covers determination of volume yield of quick-
lime.
0.3 In reporting the results of a test or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part VI ) covers the methods of tests for determination
of volume yield of quicklime.
2. GENERAL
2.1 Preparation of the Sample-The sample shall be prepared in
accordance with 7.2 of IS : 712-1973t.
*Rules for rounding off numerical values ( revised ).
tSpecification for building limes ( second revisinn ).
@ Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 6932 ( Part VI ) - 1973
2.2 The distilled water ( see IS : 1070-1960* ) shall be used where use of water
as a reagent is intended.
3. DETERMINATION ON VOLUME YIELD OF QUICKLIME
3.1 Apparatus -The Southard viscosimeter ( Fig. 1 ) shall be used for
adjusting the consistency of the putty and a vessel of the shape and dimensions
shown in Fig. 2 shall be used for the determination of the volume yield. The
Southard viscosimeter consists of a vertical metal cylinder 50 mm in internal
diameter equipped with a tight-fitting metal piston having a working stroke
of 65 mm measured from the upper open end of the cylinder. The piston
can be raised, without rotation, by a coarse-thread screw having 2 threads/
cm passing through a nut at the lower closed end of the cylinder and engaging
FIG. 1 SOUTHARD VISCOSIMETER
*Specification for water, distilled quality ( rsui~cd)(. Since revised ).
2IS : 6932 ( Part VI ) - 1973
the piston on the lower side of the latter. In operation, the piston is lowered
to the bottom of its stroke, the cylinder is filled carefully with the putty
avoiding the inclusion of air bubbles, and the putty is struck off smooth at
the top. The piston is then raised streadily by rotating the screw at the rate
of one turn per second for 10 seconds, thus ejecting the contents of the
cylinder vertically upwards. The degree to which the ejected cylinder of
putty has slumped is then determined by measuring its present height by
means of a metal bridge or similar device. For this purpose it is convenient
to provide the top of the cylinder with an extended external horizontal
flange with a plane surface on which the bridge may be applied. The lime
putty vessel used for determining the volume yield consists of a tinned iron
cylindrical pot 63 f 1 mm in diameter with a volume of 250 ml with
soldered joints and a reinforced rim of brass, the upper edge being made
plane.
3.2 Preparation of Sample for Test-Sufficient lime putty for the deter-
mination of volume yield shall be prepared after conducting the test described
in 2.4 of IS : 6932 ( Part III )-1973* and the ends of the filter cloth shall
be folded together to form a bag and tied. This shall be suspended by cord
above the vessel to allow the lime putty to drain. The bag shall be pressed
by hand with moderate pressure to accelerate the process. The consistency
of the putty adjusted to a standard value such that a slump of 1.3 cm is
obtained when tested in the Southard viscosimeter described under 3.1. The
consistency of the putty shall be adjusted by trial by adding or subtracting
water and ‘ knocking up ’ thoroughly; mixing and working the material
before each trial, and repeating until the required slump is obtained with a
permissible deviation of not more than 0.2 cm from the standard slump of
l-3 cm. The viscosimeter shall be washed after each examination. A small
mixer of the type given in IS : 1625-1971t shall be used for the’ knocking up ’
of the material before each determination, the material being passed through
twice. When the putty contains more water it shall be removed by placing
the putty for a short period on a clean absorbent surface.
3.3 Procedure - The volume yield of the lime putty shall be determined
from the density of a portion of the putty when adjusted to the standard
consistency in the manner described under 3.2. The density of the putty
shall be determined by weighing a known volume of putty, using the density
vessel shown in Fig. 2, care being taken to eliminate air bubbles. Where no
isothermal slaking temperature has been specified by the vendor, the duplicate
slakings shall be carried out at 50 and 100°C and after the determination of
volume yields on duplicate samples of putty, that putty which exhibits the
higher volume yield shall be chosen for the purpose of recording. The other
sample of putty shall be discarded.
*Method of tests for building limes: Part III Determination of residue on slaking of
quicklime.
iCode of practice for preparation of lime mortar for use in buildings (firrt rcvirion ).
3IS : 6913 (.Part VI ) - 1973
IEO UP PLANE
ON EDGE
63t,lO -l’t
.
.aa-_-_-- ---_--
[
BRA&+
I
250 ml APPROX
ROUND
CORNER
1 mm- THICK SHEET-/
All dimensions in millimetres.
FIG. 2 LIME PUTTY DENSITYV ESSEL
3.4 Report of Test Results
3.4.1 The volume shall be calculated from the formula:
Volume yield in ml per g of quicklime = 2
where
d = density of the lime putty.
3.4.2 The volume yield shall be -pressed in ml/g of quicklime taken.
Table 1 gives the volume of lime for different densities of lime putty for
guidance.ISr6932(PartVI)-1973
TABLE 1 VOLUME YIELD OF QWICKLIME FOR DIFFERF,NT
DENSITIES OF LIME PUTTY
DENSITY VOLUME DENSITY VOLIJMF.
d YXELDED d YIELDBD
(11 (2) (1) (2)
ml/g mVg
l-20 3.50 1.38 1.84
1.21 3.33 1.39 l-79
1.22 3.18 l-40 1.75
1.23 3.04 1.41 1.71
l-24 2-92 l-42 1.67
1.25 2.80 I -43 1.63
I.26 2’69 l-44 l-59
1.27 2.59 1.45 1.56
l-28 2.50 1.46 I -52
1.29 2.41 l-47 1.49
1.30 2.33 1.48 1.46
1.31 2.26 l-49 1.43
1.32 2-19 l-50 1.40
I.33 2.12 1-51 1.37
1.34 2.06 1.52 l-35
1.35 2.00 1.53 1.32
I.36 1.94 1.54 1.30
1.37 l-89 1’55 1.27BUREAU OF INDIAN STANDARDS
Headquarters:
ManakBhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 11 3234062,91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
TWestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
Pushpak’, Nurmohamed Shaikh Mary, Khanpur, AHMEDABAD 380001 550 13 48
* Peenya Industrial Area, 1s t Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kafaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 IO 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
?atliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 41 lb05 32 36 35
T.C. No. 14/1421, University PO. Palayam, THIRUVANANTHAPURAM 695034 621 f7
‘Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 27 10 85
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at’Simco Printing Press, Delhi
|
11973.pdf
|
IS:11973 - 1986
Indian Standard
CODE OF PRACTICE FOR
TREATMENT OF ROCK FOUNDATIONS, CORE
AND ABUTMENT CONTACTS WITH ROCK, FOR
EMBANKMENT DAMS
Foundation and Substructure Sectional Committee, BDC 52
Chairman
SIIRI K. R. DATYE
Rehem Mansion 2
44 Bhagat Singh Road, Colaba, Bombay
Members Representing
ADDITIONAL CHIEF E N o I N E E R Irrigation Department, Government of Uttar Pradesh, Lucknow
( BUIL~INQS )
Smu R. K. MATHUR ( Alternate)
SHRI R. N. BANSAL Irrigation Works, Punjab, Chandigarh
SHRI S. P. GUPTA ( Alternate )
SH~I MAHAVIR RIDASARIA Ferro Concrete Co ( India ) Pvt Ltd, Indore
SIIRI ASHOK BIDASARIA ( Alternate )
SERI S. CIIAKRABARTI Gammon India Limited, Bombay
SHRI D. I. DESAI ( Alternate )
CHIEF ENQINEER ( IP ) AND SPECIAL Irrigation Department, Government of Gujarat, Gandhinagar
SECRETARY TO GOVT OF GUJARAT
SKJPZRIN~ENDINQE NQINEER ( Alternate)
CHIEF ENGINEER ( MEDIUM & MINOR Irrigation Department, Government of Andhra Pradesh, Hyderabad
IRRJ~.~T~~N )
DIRECTOR ( Alternate )
CHIEF ENUTNEEK. ( SUPA DAM Irrigation Department Government of Karnataka, Mysore
CONSTRUCTION )
DIRECTOR ( ERDD )-II Central Water Commission, New Delhi
DEPUTY DIRECTOR ( ERDD )-II ( Alternate )
SIIRI A. H. DIVANJI Asia Foundation and Construction Limited, Bombay
SHRI A. N. JANGLE ( Alternate)
KM DJVATIA E. National Hydroelectric Power Corporation Limited, New Delhi
SHRI BR~JENDER SHARMA ( Alternate )
SIIRI A. C. GOYAL Tata Consulting Engineers, Bangalore
SHRI BRIJENDER SUAR~XA ( Alternate )
SIIILI B. K. PANT~AKY Hindustan Construction Co Ltd, Bombay
SRRI D. M. Savun ( Alternate )
SRRI M. R. PUNJA Cemindia Limited, Bombay
SIIRI D. J. KETEAR ( Alternate )
RESEARCH OPFICER Irrigation Department, Government of Maharashtra, Bombay
SHRI DAM~DAR S.AHOO Government of Orissa, Irrigation and Power Department
SHRI C. SUDIIINDRA Central Soil and Materials Research Station, Ministry of Irrigation,
New Delhi
DEPUTY DIRECTOR ( SOIL ) ( Alternate )
SUPERINTENDINU ENQINEER ( BRIDUES Roads Wing, Ministry of Shipping and Transport, New Delhi
AND STANDARDS )
SHRI G. RAMAN, Director General, BIS ( Ex-o#cio Member )
Director ( Civ Engg )
Secretary
SHRI M. SADASIVAM
Assistant Director ( Civ Engg ), BIS
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication it protected under the Indian Copyright Act ( XIV of 1957 ) and reproduction in whole or in
part by any means except with written permission of the publisher shall be deemed to be an infringement of
copyright under the said Act.IS:11973 -1986
Indian Standard
CODE OF PRACTICE FOR
TREATMENT OF ROCK FOUNDATIONS, CORE
AND ABUTMENT CONTACTS WITH ROCK, FOR
EMBANKMENT DAMS
0. FOREWORD
0.1 This Indian Standard was adopted by the emphasized while providing guidelines which would
Indian Standards Institution on 29 August 1986, permit a site engineer to use his discretion without
after the draft finalized by the Foundation and Sub- compromising the overall design requirements.
structures Sectional Committee had been approved
0.3 This standard is to be read with:
by the Civil Engineering Division Council.
IS : 4999-1968 Grouting of pervious soils
0.2 The treatment of foundations and abutments
for embankment dams on rock foundations is an art IS : 5050-1968 Code of practice for design,
of applying the knowledge of local geology and construction and maintenance of relief
certain basic principle covering positive cut off wells
extending to bed rock. It would not be practicable
to prepare a rigid set of rules or stipulate standard IS : 6066-1984 Recommendations for pressure
procedures which would require to be enforced grouting of rock foundations in river valley
without leaving any latitude for the exercise of projects (Jirst revision )
discretion ‘by the site engineer. The aim of these
IS : 8411-1977 Guidelines for design of under-
recommendations is to summarize well-known and
seepage control measures for earth and
proved principles and to describe commonly used
rockfill dams
procedures, equipment and techniques in order to
enable an engineer incharge to draft specifications IS : 11293 ( Part 1 )-1985 Guidelines for the
for a specific case. The need for following an ex- design of grout curtains: Part 1 Earth and
perimental approach and learning through trial is rockfill dams
1. SCOPE
1.1 The scope of this standard is limited to earth
and rockfill dams where the control of seepage is
achieved primarily by a positive cutoff extending to
bed rock so that the core is seated on rock all along
the foundation as well as the flanks and abutments.
The shell or casing zones may however rest on over-
burden.
1.2 Treatment of rock foundation for strengthening TRANSITIONS
and stahilization of slopes is excluded from this
standard. The scope is limited to treatment requi-
red for control of seepage.
2. ALIGNMENT OF THE DAM
2.1 Excessive skewness of the dam axis with respect
to the valley alignment is to be avoided. Diver-
gence of abutment contours with reference to the
axis of the dam is to be avoided by choice of align-
.
ment, and the axis of the dam may be adjusted to
FLOW
avoid divergence of contours with reference to
dam axis. FIG. 1 PLAN OF ROCK CONTACT AT
CENTRAL CONTACT AREA
2.2 Despite these adjustments, because of irregula-
rity of rock surface, there may still be areas of core 3. ROCK PROFILE ALONG THE FOUNDA-
contact where the rock contours have an undesirable TION
orientation. Trimming of rock shall then be done 3.1 Rock profiles should be examined both along
to attain a maximum 90” angle with the axis on a the axis and in the transverse direction. The beha-
horizontal plane ( see Fig. 1 ). Such trimming viour of the core material and the cracking hazard
should be accommodated with the core contact and is dependent on the pattern of stresses developed
transitions. from the interaction of the rock and the core
2IS :11973- 1986
material. In the following paragraph, guidelines are 3.1.5 The hazard of slides in either overburden
furnished stipulating requirement of rock profile materials or rock during excavation for the core,
along the axis and in the transverse direction. The spillway, or shells shall be given careful considera-
consequence of rock geometry in the longitudinal tion in planning and in the layout of the dam.
and transverse directions creating zones of tensile
4. ROCK PROFILE ACROSS CUT-
stress in the core should be examined. These may
OFF TRENCH
require special consideration and adverse conse-
quences of such geometries may be mitigated by
4.1 The excavated slope ofthe cut off trench should
filling with concrete in critical area and providing
be 1:l or flatter irrespective of the slopes required
supplementary features as filters plastic concrete for stability of excavation. Adequately designed
septums, etc. filter, single or multiple layer, should be provided
against the downstream face of the cut-off trench.
3.1.1 Abrupt changes in section, for example,
The filter should be capable of preventing internal
benches on the abutment slopes, should be avoided
erosion of core material and satisfy the filter
to minimize the hazard of transverse cracking
criteria. The consequences of the loosening of the
because of differential settlement between the deep
rock due to construction operations should be
and shallow portions of the dam. If a site with
examined while establishing filter requirements for
a bench on the abutment is to be developed,
the downstream rock face.
trimming or rounding of the bench should be
considered. 4.2 Alternatively, excavated surface through
weathered rocks may be treated with shotcrete.
3.1.2 Necessary trimming or excavation of the
Where loosening of the rock by excavation may
abutments should be done very carefully. The line
create open voids, low pressure pack grouting should
of excavation should be presplit or cushion blasting
be done of the rock contact.
used to minimize damage to the rock beyond the
excavation line. Surfaces against which material is 4.3 The minimum width of the core trench should
to be placed commonly are excavated to a slope not be larger than 4 m or 10 percent of head. If it
steeper than 4 horizontal to 1 vertical ( see Fig. 2 ). is not possible to accommodate a cut-off trench of
Flatter s1ope.s or rounding may be necessary, parti- top width detailed as above within the core width,
cularly in upper portions of the abutment. consideration should be given to use the plastic
3.1.3 Changes in slope should be limited to 20” concrete diaphragm in part of the cut-off depth.
and the number of changes in slope should be mini- 5. FOUNDATION PREPARATION
mum. This can be achieved by excavation of rock
or placing concrete against the rock. 5.1 Basically, the surface under the entire core and
under a portion of the upstream filter and down-
3.1.4 Removal of overburden materials under the
stream transition zone shall be completely excavated
upstream and downstream shells may not be neces-
to such rock as will offer adequate resistance to
sary. Removal of overburden may however be
erosion of fines in the core.
required if excessive settlement of the shell sections
would develop under their weight, if overburden All loose or semi-detached blocks of rock should
materials are so weak as to result in slides, or if see- be removed. The quality of rock shall be judged
page passing through the core or through the in terms of the characteristic of core material. Rock
foundation materials cannot be controlled and of ‘Lugeon’ values in percolation test within 10
discharged safely with the overburden in place. ( Ten ) will generally be free of cracks larger than
MAX. CHANGE IN SLOPE 20’
ESTIMATED
EXISTING GROUND
EXCAVATED SURFACE TO BE
SOUND ROCK
VERTICAL AND NEAR
VERTICAL BEDROCK SURFACES
IN SOUND ROCK TO BE
EXCAVATED TO MAXIMUM SLOPE
OF 1/2H TO 1V
ESTIMATED BEDROCK SURFACE
- CONCRETE IN- FILL
ALL OVER BURDEN AND
WHERE DIRECTED
SLUMPED ROCK TO
BE EXCAVATED
FIG. 2 TYPICAL CORE ABUTMENT EXCAVATION DETAIL
3IS:11973 - 1986
0025 mm. Erosion of fines from core materials 5.7 The final rock surface should have smooth
commonly used would not occur through such contours against which soil can be compacted by
cracks. Grouting may be necessary to bring down heavy equipment. Hand compaction is generally
‘Lugeon’ values to above allowable limits in the unsatisfactory and it is advisable to place plastic
contact zonc3. concrete in core contact areas of conduit trenches
and other irregularities transverse to the dam axis
5.2 The amount of care required in treating the for a width at least 0.5 H or preferably 1’0 H.
rock suface is’controlled by the character of the core
material. If the core material is resistant to piping, 5.8 Surface treatment as described may be difficult
especially if it contains considerable coarse material to accomplish on steeply sloping abutments. In this
with adequate proportion of sand, surface treatment case, gunite may be used for filling depressions
is less demanding than if the core material is susce- after the cracks and joints have been cleaned and
ptible to piping; for example, a fine silty sand and sealed. If there is extensive jointing, especially if
very lean clays. In the latter case, extreme care the joints slope upward away from the face,
should be taken and the core material should be adequate sealing of the joints may require construc-
placed only after very careful inspection of ting a concrete slab, which is dowelled to the rock,
the treated surface. For dispersive clays, special and then grouting through the slab.
precauutions, such as protection by filter fabric or
plastic concrete may be required. 5.9 The depth of excavation necessary in weathered
rock is difficult to establish during initial design.
5.3 Blasting should be kept to the minimum
The depth of weathering is usually very irregular,
practical in order not to open up joints or other-
being controlled by minor variations in joint spac-
wise disturb the rock surface, and no blasting
ing and rock type. Abrupt changes in elevation
should be done on surfaces that have been grouted
of the surface of ‘groutable rock’ probably will be
or slush-grouted.
found. Overhangs, some of large size, should be
5.4 All knobs and overhangs should be removed by anticipated.
barring and wedging or by light blasting. Cracks
and joints that are exposed in these operations 5.10 Usual practice is to select material, preferably
should be’ cleaned ( usually to a depth of not less a plastic soil, for the first lift over the rock
than three times their width at the surface ) using surface. If plastic soils are limited, the most
air and water, picks, or other tools, as necessary, to plastic soil available should be used. Gravel or
remove completely soil or weathered rock which stone exceeding about 50 mm in size should be
would be subject to erosion. Such joints and cracks removed or excluded from the material placed in
should then be filled with grout under a small this first layer over the rock to improve compaction
gravity head, say, of 3 m. Wherever possible, a pipe at the contact. The surface on which the core
should be set to the bottom of the joint or crack and material is placed should be moist but free of
grout pumped in until the joint or crack is comple- standing water, and the material when placed
tely filled. Grout should then be broomed and should be wet of optimum. In dry climates or
brushed across the top of the joint to ensure that the during dry weather, difficulty may be experienced
contact with the core material will be tight and with this first lift becoming excessively dry where it
non-erodible. In the absence of gravity grouting, feathers out on a gentle to moderate slope. In
slush grouting alone may not be effective because such a case the edge of the fill should be sloped
complete filling may not be assured. Grout used slightly downward toward the contact with the
for this purpose should be highly plastic buttery. rock. Against steep rock faces or adjacent to
The maximum size of sand for the slush grout used concrete structures, sloping the fill slightly upward
for filling cracks should not exceed one-third the near the contact is desirable to provide better clear-
width of the crack to be filled. ance and better compaction at the contact.
5.5 Concrete with admixtures of approved quality 6. FOUNDATION CLEAN-UP
and sufficient water to achieve a slump of loo-150
mm may be easily compacted by hand and 6.1 All foundation areas should be dewatered for
used for backfilling of irregularities such as depres- final inspection after clean-up prior to the placement
sed areas, holes and potholes. of core material. The prepared rock surface in
the central contact area should be free of water at
5.6 Small ribs and similar irregularities should be the time when embankment material is placed and
filled with plastic concrete to produce slopes not for foundation treatment measures, such as slush
steeper than about 1:l where the difference in grouting and crack-grouting.
elevation ici a few centimetres to a metre or so.
Surface treatment in this fashion should extend 6.2 Where existence of deep depressions and
upstream to approximately the mid-point of the occurrence of springs complicate the clean up,
upstream filter and downstream at least 0.6 to 0.9 m special provisions should be made to dry up the
beyond the downstream edge of the fine filter. In foundation in preparation for pl.acing embankment
particularly adverse situations, such as where there fill. Gravel filled drains channellizing the water
are joints wider than the coarser particles of the from the springs to central sumps and submersible
filter, surface treatment as described may be pumps or pneumatically operated sump pumps
necessary under the entire transition zone. ( placed inside the sumps ) have been found to be
4
LIS : 11973 - 1966
effective. A cover of polythene should be placed c) To reduce the hydrostatic pressure in the
over the gravel to prevent contamination of the downstream foundation of the dam. The
gravel by the fill material. Stand pipes should be latter is generally a problem only for dams
provided for discharge of water from the sumps. on fairly weak foundations and critical
The top of stand pipes should correspond to the abutment configurations. This is usually
static head. accomplished in conjunction with an
abutment drainage system.
6.3 Where rock is friable and subject to cracking
8.2 To prevent possible piping of the fine core
by exposure and drying, coating of asphalt emul-
material through the foundation, blanket grouting
sion or slush grout comprising a workable mix of
is accomplished as determined by the rock condi-
cement, sand and bentonite is desirable.
tions. If the core foundation of the dam consists
of closely fractured and jointed rock, a blanket
6.4 To prevent cracks fi,orn developing in surfaces
grout pattern is used with holes spaced at 3 m to
already prepared, all necessary excavation requir-
5 m with depths of 6 m to 10 m. If the foundation
ing blasting should be completed before starting
rock is massive, no blanket grouting is done. Loca-
grouting and surface treatment and clean up.
lised area consisting of faults, fissures, or cracks are
generally grouted upstream of the cutoff and
7. TREATMENT OF ROCK DEFECTS AND sometimes downstream.
DISCONTINUITIES
8.3 If the rock does not respond to cement grouting
7.1 In evaluating and planning for excavation and and post grouting ‘Lugeon’ values remain above 10
seepage control measures, special attention shall be (Ten) locally, the nature and size of cracks should
given to d&continuities such as faults and relief be carefully examined. When the high ‘Lugeon’
(sheet) joints, which may extend for long distance as values are attributable to fine cracks, closely spaced,
nearly plane surfaces. Relief joints may exist cement grouting may not be effective in reducing
naturally or may open during excavation. They are the permeability. In hard inerodible rocks, such
most likely to occur in deep, steep-walled valleys, fine cracks may be permitted. In other cases such
specially in brittle rocks, or where high modulus as gauge zones supplementary measures should be
rock is underlain by low modulus rock. Since they resorted to for prevention of internal erosion ( set
are roughly parallel to the valley wall, they may IS : 6066-1984*).
cause slides during construction. Openings of
several centimetres have been observed. Control 9. DRAINAGE
of seepage through such joints becomes a major 9.1 Galleries or tunnels are sometimes excavated
problem. Installation of concrete cutoffs across into abutments and foundations to provide access
particularly bad joints may be warranted or for drilling drain holes and grout holes into the
extensive grouting may be necessary. Drainage foundation or into the embankment foundation
from such joints shall be provided. contact. Drilling from these tunnels after filling of
the reservoir is subjected to the hazard of uncontro-
7.2 When seams are filled with silt, clay, etc, or in
lled ‘blow in’ under high heads. If tunnels are
faults with gauge, it is essential to excavate and
provided, the elevations should be judiciously chosen
backfill the seam and gauge zones in the entire
so that the hazard of ‘blow in’ can be prevented by
core contact zone. It is advisable to excavate and
lowering the reservoir before undertaking the drilling
backfill a further length on the upstream for a
operations for corrective grouting or drainage.
distance equal to the reservoir head and backfill it
with concrete. On the downstream side the seams 9.2 Relief wells and drainage trenches are often
should be excavated and backfilled with a well used at downstream toes of dams on pervious over-
designed and adequate filter again for a distance burden to provide relief of seepage pressure and to
equal to the reservoir head. control seepage discharges without permitting
piping. Installation of relief wells and their monitor-
8. GROUTING ing shall be done as per IS : 5050-1968t. When
drain holes are installed in rock containing fines the
8.1 There are three main objectives in the grouting drain should be protected by a filter system as
programme ( see also IS : 6066-1984” ). These are shown in Fig. 3.
as follows:
9.3 On projects where the foundation is such that
seepage could cause migrati n of particles from the
a) To reduce the seepage flow through the
foundation materials, the drainage blanket shall
dam foundation;
be filter graded with respect to the foundation.
b) TO prevent possible piping or washing of Drain pipes may be included in the blanket to
fines from the core into cracks and fissures ensure ample discharge capacity.
in the foundation; and
*Recommendations for pressure grouting of rock founda-
tions in river valley projects (Jirst revision ) .
*Recommendations for pressure grouting of rock founda- TCode of practice for design, construction and maintenance
tions in river valley projects (Jirst revision ). of relief wells.
5IS : 11973 - 1986
9.4 Iti s essential to ensure continuity of filter downstream side of cutoff trench as shown in
system from the drain to the core contact on the Fig. 4.
DOWNSTREAM FACE
OF EMBANKMENT
QL,Omm SLOTTE :D BRASS PIPE
6R PVC WITH FILTER FABRIC
1.5m min
AS REQUIRED.
FIG. 3 INSTALLATIOONF HORIZONTALDRAIN IN ABUTMENT OFHIGH
EMBANKMENT DAM
NOTE: CONTINUOUS FILTER SYSTEM FROM CHIMNEY
DRAIN TO DOWN STREAM SLOPE OF CUTOFF
TRENCH FILTER TO BE EXTENDED TO BOTTOM
OF CUTOFF TRENCH.
FIG.4 FILTERS YSTEMF OR CUTOFF TRENCH
|
3466.pdf
|
IS : 3466 - 1988
Indian Standard
,-
[ _‘8e ' SPECIFICATIONF OR
\
MASONRY CEMENT
( Second Revision
First Reprint JUNE 1991
UDC 666.946.5
:+
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 Muy 1989IS I 3466 - 1988
Indian Standard
SPECIFICATIONF OR '
MASONRY CEMENT
(S econd Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Kevision ) unslaked lime, the use of masonry cement is
was adopted by the Bureau of Indian Standards quite popular in a number of countries abroad
on 3 October 1988, after the draft finalized by and its use should be-encouraged in this country
the Cement and Concrete Sectional. Committee also. The use of masonry cement will not only
had been approved by the Civil Engineering improve the quality of masonry mortars but will
Division Council. also meet the emergent need to increase the
production of cement by better utilization of
0.2 Masonry cement is obtained by intimately
available resources in the country. Masonry
grinding a mixture of Portland cement clinker
cement is. however, not intended for use in
and gypsum with pozzolanic or inert materials,
structural “oncrete, for flooring and foundation
and air entraining plasticizer in suitable propor-
work or for reinforced and prestressed concrete
tions, generally to a fineness greater than that of
works.
ordinary Portland cement. Masonry cement is
chiefly intended for use in masonry mortars for 0.3 This standard was first issued as an emer-
brick, stone and concrete block masonry, and for gency standard in 1966 to meet the immediate
rendering and plastering work. Because of its needs of the building industry and subsequently
property of producing a smooth, plastic, cohe- revised in 1967. In the present revision, require-
sive and strong, yet workable, mortar when ments regarding air content and water retention
mixed with fine aggregates, masonry cement is have been lowered, retest has been allowed in
considered superior to lime mortar, lime-cement case of Le-Chatelier and autoclave soundness, test,
mortar or cement mortar. Lime mortars are and a clause on false set of cement has been
relatively weaker in strength and slower setting incorporated in addition to some other minor
and they sometimes bleed under presstire. modifications.
Ordinary cement mortars, although fast setting
0.4 Mass of cement packed in bags and the
and capable of high strength development, are
tolerance requirements for the mass of cement
harsh, non-plastic and non-cohesive with the
packed in bags shall be in accordance with the
result that they cannot take up the shrinkage and
relevant provisions of the Strindards of Weights
temperature movements in the masonry and are
and Measures ( Packaged Commodities 3 Rules, 1977
liable to result in comparatively wide cracks
and A-1.2 I see Appendix A ). Any mod&
passing right through the bricks or building
cation in these rules in respect of tolerance on
blocks as compared to a number of evenly
mass of cement would apply automatically to
distributed hair cracks in the joints which occur
this standard.
when weaker mortars containing lime are used.
Properly proportioned and gauged lime-cement 0.5 For the purpose of deciding whether a
mortars can be made to possess the desired particular requirement of this standard is com-
pioperties of a good masonry mortar but the plied with, the final value, observed or calculated,
preparation of lime-cement mortars is time expressing the result of a test or analysis, shall
consuming and also unslaked lime and magnesia, be rounded. off in accordance with IS : 2-1960*.
when present in such mortars, can cause delayed The number of significant places retained in the
expansion and consequently defects in the rounded off value should be the same as that of
masonry and plaster work. In order to avoid the specified value in this standard.
the necessity for mixing cement and lime, and in
order to minimize the risk of trouble from expan-
sion due to the presence of small quantities of *Rules for rounding off numerical values ( rh&d ).
1. SCOPE 2. TERMINOLOGY
1.1 This standard lays down the requirements 2*o For the Purpose of this standard, the
for masonr;h;r;ent to be used for all general following definitions shall apply.
purposes mortars for masonry are 2.1 Masonfi+hnent - Product obtained by
required. intergrinding a mixture of Portland cement
1IS : 3466 - 1988
clinker with pozzolanic materials, such as flyash done by spreading out the sample to a depth of
and calcined clay pozzolana; or non-pozzolanic 75 mm at a relative humidity of 50 to 80 percent
(inert) materials, such as limestone, conglomera- for a total period of 7 days. The expansion of
tes, dolomitic limestone, dolomite, granulated cements so aerated shall not be more than 5 mm
slag and waste materials like carbonated sludge, and 0.6 percent, when tested by Le-Chatelier
mine tailings, etc, and gypsum and an air- method and autoclave test respectively.
entraining plasticizer in suitable proportions so
that the resulting product conforms to the re- 4. STAINING
quirements laid down in the standard.
4.1 This requirement shall apply only when a
2.2 Portland Cement Clinker - Portland purchaser specifically states that cement shall be
cement clinker conforming to the requirements non-staining to limestone. Non-staining cement
of IS : 269-1976*. shall contain not more than 0 03 percent of water
soluble alkali when determined in accordance
3. PHYSICAL REQUIREMENTS with the method given in IS : 4032-1985*.
NOTY - The amount and nature of the staining
3.1 Masonry cement, when tested in accordance
material in limcrtones seems to vary with the stone.
with the methods of test specified in IS : ‘4031- The alkali in any cement may, therefore, induce mark-
19887, shall conform to the physical require- edly different staining on different stones, even though
ments given in Table 1. it may have come apparently from the same source.
The amount of water soluble alkali permitted ‘by the
specification should not cause stain unless stone high in
3.1.1 If cement exhibits false set, the ratio of final
staining material is used, or unless insufficient means
penetration measured after 5 minutes of comple- have been used to prevent infiltration of water into the
tion of mixing period to the initial penetration masonry.
measured exactly after 20 seconds of completion
5. STORAGE
of mixing period, expressed as percent, shall be
not less’ than 50. In the event of cement exhibit-
5.1 The cement shall be stored in such a manner
ing false set, the initial and final setting time of
as to permit easy access for proper inspection
cement when tested by the method described in
and identification, and in a suitable weather-
I$ :I 4@31-lb88t after breaking the false set, shall
tight building to protect the cement from damp-
confbrm toi the requirements given in Table I.
ness and to minimize warehouse deterioration.
31132 In the event of cements failing to comply
6. MANUFACTURER’S CERTIFICATE
iith any ne or both the requirements of sound-
1
nessls ecified in Table ,I, further tests in respect
6.1 The manufacturer shall satisfy himself that
df ie)ak h failure shall be made as described in
the cement conforms to the requirements of this
IS 14103l - 1988t from another portion of the same
standard, and if requested, shall furnish a certi-
‘sample after aeration. The aeration shall be
ficate to this effect to the purchaser or his
representative.
*Method of chemical analysis of hydra#ulic cement
( first rcviswn ).
TABLE I PHYSICAL REQUIREMENTS
( ch‘S6S 3.1, 3.1.1 and3.1.2 )
L CEARAOTERXETIC REQUIREMENT
!J 0.
i) Fineness: Residue on 45-micron IS Sieve, Max, percent ( by wet sieving ) 15
ii) Setting Time ( by Vicat Apparatus ):
a) Initial, Min 90 min
b) Final, Max 24 h
iii) Soundness:
a) Le-Chatelier expansion, Max 10 mm
b) Autoclave expansion, Max 1 percent
iv) Compressive Strength: Average compressive strength of not less than 3
mortar cubes of 50 mm size, composed of 1 part masonry cement and 3
parts standard sand+ by volume, Min
7 days 2.3 MPa
28 days 5 MPa
v) ,Air Content: Air content of mortar composed of 1 part masonry cement G percent
and 3 parts standard sand* by volume, Min
vi) Water Retention: Flow after suction of mortar composed of 1 part 60 percent of
masonry cement and 3 partsstandard sand* by volume, Min original flow
+(S/andard sand shall conform to IS : 650-1966 ‘Specification for standard sand for testing of cement ( Jsrst r&ion )‘.
2IS I 3488 - 1988
7. BASIS OF PURCHASE 8.2 The average net *mass of cement per bag
shall be 50 kg ( see Appendix A )?
7.1 The purchaser shall specify whether non-
8.2.1 The average net mass of cement per bag
staining masonry ‘cement as specified in 4 is
may alo be 75 kg subject to tolerances as given
desired. When this is not specified, the require-
in 8.2.1.1 and packed in suitable bags as agreed
ments for ordinary masonry cement shall govern.
to between the purchaser and the manufacturer.
8. DELIVERY
8.2.1.1 The number of bags in a sample taken
8.1 The cement shall be packed in bags [jute for weighment showing a minus error greater
sacking bag conforming to IS : !?580-1982*, than 2 percent of the specified net mass shall be
double hessian bituminized (CR1 type), multiply not more than 5 percent of the bags in the
paper conforming to IS : 11761-1986t, polyethy- sample. Also the minus error in none of such
lene lined (CR1 type) jute, light weight jute con- bags in the sample shall exceed 4 percent of the
forming to IS: 12154-1987$, woven HDPE specified net mass of cement in the bag. How-
conforming to IS : 11652.19865, woven polypro- ever, the average net mass of cement in a sample
pylene conforming to IS : 11653-198611, jute syn- shall be equal to or more than 25 kg.
thetic union conforming to IS : 12174-19877 or
any other approved composite bags] bearing the 8.3 Supplies ofcement in bulk may be made
manufacturer’s name or his registered trade- by arrangement between the purchaser and the
mark, if any. The words ‘masonry cement’ supplier ( manufacturer or stockist ).
and the number of bags (net mass) to the tonne
or the nominal/average net mass (SGI 8.2) of the NOTE - A single bag or container containing 1 000 kg
or more net mass of cement shall be considered as
cement shall belegibly and indelibly marked on
bulk supply of cement. Supplies of cement may also be
each bag. Bags shall be in good condition at made in intermediate containers, for example, drums of
the time.of inspection. 200 kg, by agreement between the purchaser and the
manufacturer.
NOTE - The bags shall conform to relevant Indian
Standards except dimensions. 9. SAMPLING
8.1.1 Similar information shall be provided 9.1 Samples for Testing and by Whom to
in the delivery advices accompanying the ship- be Taken - A sample or samples for testing
ment of packed or bulk cement ( see 8.3 ). may be taken by the purchaser or his represen-
tative, or by any person appointed to superintend
8.1.2 The bags or packages may also be mark-
the work for the purpose of which the cement is
ed with the Standard Mark.
required or by the latter’s representative. The
NOTE - The use of the Standard Mark is governed by samples shall be taken within three weeks of
the provisions of the Bureau of Indian Standards Act 1986 delivery and the tests shall be made within four
and the Rules and Regulations made thereunder. The
weeks of delivery.
Standard Mark on products covered by an Indian
Standard conveys the assurance that they have been
produced to comply with the requirements of that 9.1.1 When it is not possible to test the sampl-
standard under a well-defined system of inspection, es within four weeks of delivery, the samples
testing and quality control which is devised and supervis-
shall be packed and stored in air-tight containers
ed by BIS and operated by the producer Standard
marked products are also continuously checked by BIS till such time as they are tested.
for conformity to that standard as a further safeguard.
Details of conditions under which a licence for the use 9.2 In addition to the requirements of 9.1, the
of the Standard Mark may be granted to manufacturers
methods and procedure of sampling shall be in
or producers may be obtained from the Bureau of
accordance with IS : 3535-1986*.
Indian Standards.
8.1.3 In order to distinguish the masonry 9.3 Facilities for Sampling and Identifying
cement from the ordinary Portland cement, a -The manufacturer or supplier shall afford
distinctive bright coloured mark along with the every facility, and shall provide all labour and
words ‘Masonry Cement’ shall be marked out- materials for taking and packing the samples
side the bag. for testing the cement and for subsequent identi-
fication of the cement sampled.
lS peci8cation for jute sacking bag for packing cement
( suond rroision )i
10. TESTS
+Specification for multiwall paper sacks for cement,
valved-sewn-Gussetted type.
$Specification for light weight jute bag for packing 10.1 The sample or samples of cement for tests
cement.
shall be taken as described in 9 and shall be
fSpecilication for high density polyethylene ( HDPE )
woven sacks for packing cement. tested in the manner described in the relevant
JISpecification for polypropylene ( PP ) woven sacks for clauses.
packing cement.
TSpecification for jute synthetic union bags for packing
*Method of sampling hydraulic cements ( firzt recision ).
cement.
318:3466-1988
10.2 Tempeiature of Testing - The iempe- requires independent tests, the samples shall be
rature range within which physical tests may be taken before or immediately after delivery at
carried out should, as far as possible, be 27*2“C. the option of the purchaser or his representative,
and the tests shall be carried out in accordance
10.3 NOXPCO pliance with Tests - Any
with this standard on the written instruction of
cement tihic t does not comply with any of the
the purchaser or. his representative.
tests specified above, or which ‘has not been
stored in the manner provided under 5 may be
rejected as not complying with this standard. 10.4.2 After a representative sample has been
drawn, tests on the sample shall be carried out
10.4 Independent Testing as expeditiously as possible.
10.4.1 If the purchaser or his representative
APPENDIX A
( Clauses 0.4 +nd 8.2 ) -,
TOLERANCE REQUIREMENTS FOR THE MASS OF CEMENT PACKED IN BAGS
A-1. The average net mass of cement packed in A-l.1 The number of bags in a sample showing
bags at the plant in a sample shall be equal to a minus error greater than 2 percent of the
or more than 50 kg. The number of bags in a specified net mass ( 50 kg ) shall be not more than
sample shall be as given below: 5 percent of the bags in the sample and the
minus error in none of such bags in the sample
Batch Size Sam&3 Sire
shall exceed 4 percent of the specified net mass
100 to 150 20 of the bag.
151 to 280 32 NOTE- The matter given in A-l and A-l.1 are
extracts based on the Standards of Weights and Measures
281 to 500 50
( Packaged Commodities ), RuLss, 1977 to which reference
501 to 1 200 80 shall be made for full details. Any modification made
in these Rules and other related Acts and Rules would
1 201 to 3 200 125 apply automatically.
3 201 and over 200 A-l.2 In case of a wagon/truck load of 20 to 25
The bags in a sample shall be selected at tonnes, the overall tolerance on net mass of
random ( see IS : 4905-1968* ). cement shall be 0 to + 0.5 percent.
*Methods for random sampling.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian Standards. Act, 1985 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, * when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Oihces )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 t 331 13 75
Eastern : l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTiiAPURA hd.
Reprography Unit, BIS, fiewD elhi, India_, AMENDMENT NO.1 NOVEMBER 1991
TO
IS 3466 : 1988 SPECIFICATION FOR MASONRY
CEMENT
( Second Revision )
(Page 4, clause A -12 ) - substitute ‘up to 25 toNles’/or ‘of 20 to 25
tOMITS’.
(CEDZ)
Reprography Uai~,B IS. New Delhi. lndirAMENDMENT NO. 2 JULY 2000
TO
IS 3466 : 1988 SPECiFICATION FOR MASONRY
CEMENT
(Second Revision)
Substitute ‘net mass’ for ‘nominal average net mass’ and ‘average net
mass’ wherever these appear~in the standard.
( Page 3, clause 8.3 ) - Insert the following new clause after 83:
“8.4 The words ‘Not for structural concrete, flooring and foundation’ shall be
marked on each bag or package.”
(CED2)
Reprography Unit, BIS, New Delhi, India
|
1200_21.pdf
|
IS:12oo(PartxxI)-1973
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XXI WOODWORK AND JOINERY
Second Revision)
(
Civil Works Measurement Sectipnal Committee, BDC 44
Chairman Re@enfing
SHRI V. R. VAISH Bureau of Public Enterprises, Ministry of Finance
Members
SHRI N. P. ACHARWA Calcutta Port Trust
SHRI R. G. ANAND Indian Inrtitute of Arch&co, Bombay
ASSISTANT ADVISER ( PHE ) Ministry of Health & Family Planning
SHRI B. G. BALJEKAR Hindustan Steel Works Construction Ltd, Calcutta
SHM P. L. BHASIN Institute of Surveyors, New Delhi
CHIEF ENQINEER Heavy Engineering Corporation Ltd, Ranchi
CHIEF ENGINEER ( R & B ) Public Works Depart.ment, Government of Andhra
Pradesh
SUPERINTENDING ENOINEER
( PLANNING & Dss~o~ ) ( Mlernnre )
SHRI R. K. CHOUDHRY Bhakra Management Board, Nangal Township
SHRI P. S. RAO ( Afterndc )
SHRr V. B. DES&X Hindusian Construction Co Ltd, Bombay
DIRECTOR, IRI Irrigation Department, Government of Uttar Pradesh
DIRECTOR ( RATES & COSTS) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( RATES 8%
COSTS ) ( Aflernafe )
SHR~ P. K. DOCTOR Concrete Association of India, Bombay
SHRI D. S. VIJAYENDRA ( &emote)
EXECUTIVE EN~INBER ( PLANNING Ministry of Railways
& DESIONS) NORTHERN RAILWAY
SHRI P. N. GADI Institution of Engineers ( India ), Calcutta
SHRI W. J. DAGAMA Bombay Port Trust, Bombay
SHRI V. G. HEGDE National Buildings Organization, New Delhi
SHRI J. P. SHARMA ( Allcrnatr j
SHRI G. V. HINGORANI Gammon India Ltd, Bombay
SHRI I-I. K. KHOSLA Irrigation Department, Government of Haryana
SHRI KRISHAN KUMAR Ministry of Shipping & Transport ( Roads Wing)
( Conlinurd on pale 2 )
Q Cqvriahr 197.8
BUREAU OF INDIAN STANDARDS
This publication is protected under the Idian CopyriRhr Ad ( XIV of 1957 ) and
reproduction in wholc or in part by any meansexcePt with written permission of the
publisher shall be deelned to be an infringement of copgriyht under the said Act.
Jl’( CIntinutdfrpoapm 1)
Membrrr JwJm%
SHIIK.K.MADHOK Builder8 Association of India, Bombay
Sxnr MUNISHG UPTA ( Alkrnafr )
SHRZ R. S. MURTHY Engineer-in-Chief’s Branch, Army Headquarter&
New Delhi
SHRI V. V. SAS~DAUN( Altamak )
Smu T. S. MURTHY Nation&Project Construction Corporation, New
Smr K. N. TANEJA( A&male )
Smtt C. B. PATEL M. N. Dastur (c: Co Private Ltd, Calcutta
SHRI B. C. PATilL ( &fJWte )
SHSUY.G.PATBL Pate1 Engineering Co Ltd, Bombay
&SRI C. K. C~oxatix ( Alturnata )
Smu A. A. RAJU Hindustan Steel Ltd, Ranchi
SARI S. SRINIVWAN( Akmafc )
SRRI K, G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRIG . B. SINOH( Altwnatr )
SRCRSTARY Central Board of Irrigation and Power, New Delhi
DR R. B. SINOX Banaras Hindu University, Varanaai
S~IPRRINTRNDINOSU RVEYOR OP Central Public Works Department ( Aviation ), NCW
WORKS( AVIATION) Delhi
SURVEYOR OF WORKS (I )
ATTACHED TO SSW (AVIATION) (Alternate)
SUPERINTENDINGS URVEYOR OF Central Public Works Department, New Delhi
WORKS( I )
SURVEYOR OF WORKS (I)
A~AOEIEDT O SSW ( I ) ( Altemute )
TECHNICAELX AUINER Buildings and Communication Department, Govcrn-
ment of Maharashtra
j, D. AJITHAS IMHA, Director General, BIS (Ex-o$cia Member)
Director ( qiv Engg )
Srnltary
SHRIK . M. MATHUR
Assistant Director ( Civ Engg ), BIS
2I,sj&,q
.Ctnn/J/IPA
u~4.slLwbw cc
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XXI WOODW0R.K AND JOINERY
( Second Revision )
0. FOREWORD
0.1T his Indian Standard ( Part XXI ) ( Second Revision ) was adopted
by the Indian Standards Institution on 24 March 1973, after the draft
_I I_ _._
finalized by the Civ11 Works Measurement Sectionai Committee had been
approved by the Civil Engineering Division Council..
0.2 Measurement occupies a very jmportant place in the planning and
executidn of any civil engineering work from the time of first estimates to
the final completion and settlement of payments for a project. Methods
followed. for measurement are not uniform and considerable differences
exist between practices followed by different construction agencies and
also between various Central and State Government departments. While
it is recognized that each system o< measurement has to be specifically
&.., ~,l ,, ~tn LA CU * .”r \ ,, .A &m .LA.; .n . ; Ir *t .r “> -.t .i .v ..r . . .a n ..A *_ f . i .n . .n -n y~ v1 -*3 .1 oru ~g -, ., .i -7 -a ““t “;n ..n U. ..u . ;.t .h s;.n.. . un us-c?pa.n’ caCrt.ma,L,,,+,Y
responsible for the work, a unification of various systems at technical level
has been accepted as very desirable specially as it permits a wider range of
operation for civil engineering contractors and eliminates ambiguities-and
misunderstandings of various systems followed.
0.3 Among various civil engineering items, measurement of buildings was
the first to be taken up for standardization and this standard having
.~ ,.“.-“.,.l.‘:“.;IfIi~,. Arrl”a..t.; n. .r .r . 6 t.n” h‘“~“l-il“r‘lbin cr wor_k_ wag first yn-l.l+h“liMch..d.- .. ain.. .1dQ””W -c*a&\.nAr .l*. I,.mwa
revised in 1964.
0.4 In the course of usage of this standard by various construction agencies
in the country, several clarifications and suggestions for modifications were
received and as a result of study, the technical committee responsible for
this standard decided that its scope besides being applicable to buildings
should be expanded to cover method of measurement of civil engineering
works like industrial and river valley project works.
0.5 Since different trades are not related to one another the Sectional
~_nvm .. m._it_tr_p_ ____ d--e-c--id--e d that each trade as given in IS: !20@19@&* &g!! he
issued separately as a different part. This will also be helpful to usen in
using the specific standard.
*Method of measurement of building yorkr (rtrirrd).
3
i
c
: ” ”
.IS : 1200 ( Part XXI ) - 1973
0.5.1 This part covers method of measurement of woodwork and
joiner-y; applicable to buildings as well as to civil engineering works.
0.6 In reporting the result of a measurement made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*
1. SCOPE
1.1 This standard ( Part XXI ) covers the method of measurement of
woodwork and joinery in buildings and civil engineering works.
2. GENERAL RULES
2_.._1 C,‘’_lm__h-h-_in w* n_f_ _lt_rm__a_ __ - It~_q_s m__a_v_ _,b_ e- ~r-l u._b.b_e d_ ~_ t.o_ror-e,t h~e.r~ provided that
the break up of clubbed items is agreed to be on the basis of detailed
description of items stated in this standard.
2.2 Booking of Dimensions - In booking dimensions, the order shall
be consistent and generally in the se.quence of length, breadth or width and
height or depth, or thickness.
2.3 Description of Items - The description of each item shall, unless
otherwise stated, be held to include where necessary, conveyance and
delivery, handling, unloading, storing, fabrication, hoistmg, all labour for
finishing to, required shape and size, setting, fitting and fixing in position,
straight cutting and waste.
3 4 .xd l Au ., *,, =... ;. L.B I*b U,., &“+ =~ a .aCY.m_ ~ ~ T “.T &* .> UlP _ r. n“‘~.lhr.. wwI;..c“t”= ~Yk-U-a-tLf.=. t-l 2!! w. ..n1r..l..”T Y<h..al.l.l !X!
measured net in decimal system, as fixed in position as given in 2.4.t
and 2.4.1.t .
2.4.1 Length and width shall be measured to the nearest 0.01 m.
Width of single or detached planks shall, however, be measured to the
nearest 2 mm. Thickness shall be measured tothe nearest 2 mm.
1
2.4.1.1 Scantlings, battens, and baulks shall, however, be measured
to the nearest 2 mm in each cross-sectional dimension.
NOTE - Scantling means a piece of timber whose cross-sectional-dimensions exceed
5 cm but do not exceed 20 cm in both directions; batten means a piece of sawn timber
whose cross-sectional dimensiona do not exceed,. 5 cm in either direction; and baulk
means a piece of sawn timber whose cross-scctlonal dimensions exceed 5 cm in one
A__ir_r_r_r_in_n_. . a_.i.d- 2__1 ) c__m_ _i. _n _ o_t_h_e_r_ . d_i~r~e _ct_i.o~n_ _~?
2.4.2 Areas shall be worked out to the nearest 0.01 ma.
2.4.3 Cubical contents shall be worked out to the nearest @OOl m*.
*Ruler for rounding off numerical values’ ( revised).
4
.B
IS:1200(P1lrtXXI)-1973
2.5 Bills of Qqaatitics -Bills of quantities shall fully describe materialr
-, __ ~~~.~~L_l~_~__ L____L aI_ . ..__L &_ I__ __.__...__I
and workmanship, ana accurately represent int: \V~OIKL O UC ~X~CUL=U.
3. GENERAL
3.1 The description and type of the wood to be. used shall be stated; each
kind of wood shall be measured separately.
3.3 The work shall be measured separately for ‘ fixed ’ and ‘ framed and
fixed ‘. ‘ Framed and fixed ’ work shall be that which involve mortice and
tenon or dove-tailed joints.
3.4 All work shall include nails. \Vork ‘ secret fixed ‘, ‘ fixed with screws ’
or ‘ fixed with screws and cups ’ or ‘ fixed with bolts and washers ’ shall be
so described and measured separately. If screws are of other than ordinary
steel, they shall be so described. Screws used for fixing builders hardware
shall be measured along with the hardware.
3.5 All work shall be measured net as fixed, that is, no extra measurement
shall be made for shape, joints, etc, except as mentioned in 3.5.1 to 3.5.4.
3.5.i Scantlings, battens, etc, in sections other than rectangular shall be
measured as the least rectangle from which the section can be obtained.
3.5.2 In cast of scantlings, battens, etc, with varying sections, largest
section shali be measured.
3.5.3 Mitred pieces shah be measured along longest length.
3.5.4 Circular or segmenta portions shall be measured net separately.
3.6 The description of items shall include all the necessary keys, wedges,
dowels, wood or bamboo pins to tenoned joints and clenching of nail
heads.
2
J., 7 11 1.. 1 A. ,,L. c. b.a a. us L.. r. lv r. t, jn Afr Lc U.m Lm ‘Ibl U tL:lm.1h‘“e~r ~) “l. “= 6n ”n ’ th “n *f +C~..nLnI”n‘r.L Ua.ln.UA I.ebzGvbf.e.. l ..ha,nlln a*1 h“bm
to site length of framed member. Extra lengths where required to
add&l
be embedded in walls/floors shall be added to site lengths.
3.8 Unless specifically mentioned a tolerance of 1.5 mm shall be allowed
for each wrought face.
3.9 Items of plain woodwork exceeding 20 cm in width, if required in
one width, shall be so described and measured separately.
3.10 All lineal labours, such as rebates ( straight or splayed ) beads and
chambers shall be described and included with the item.
53.11 Plugging to walls for planks, etc, shall be described and measured in
running metres per row stating the spacing of plugs. Plugging to walls
for fittings or detached work, etc, shall be described and enumerated.
3.12 Wrought timber shall be so described and measured separately
except where planing is measured separately.
Non -The term ‘ wrought’ carries the same meaning aa ‘ planed *.
3.13 Planing shall be measured in square metres for all wrought surfaces,
unless timber has been described as wrought.
3.14 The following labours shall be measured separately in square metres
when the timbers measured in cubic metres and in running metres stating
the thickness when timber is measured in square metres:
a) Scribing,
b) Notching exceeding 15 cm each in girth, and
c) Circular cutting.
3.15 Unless included in the description of main item the following labours
shall be measured separately in running metres stating width or girth, and
include all mitres and stops:
a) Rebates, tongues and grooves;
b) Beads, staff beads and flutes; and
c) Mouldings.
3.16 The following labours shall be measured separately in numbers:
a) Ends, splayed or rounded and wrought;
b) Wrought and pointed or rounded ends to posts, etc, including
mitred intersections where necessary;
c) Rafter feet projecting with splayed or moulded ends;
d) Notches not exceeding 15 cm each in girth stating thickness;
e) Boring holes ( other than for bolt ), stating diameter and depth of
holes; and
f) Cutting holes square in section, stating size and depth of holer.
1
4. TYPES OF WORK
4.1 Doors and windows leaves shall be described, method of fixing
indicated and measured in square metres. Each type shall be measured
separately.
NOTE -Where there is a combination of two or inore types of doorr or windarm, it
shall either be measured as clubbed item or the different portiom measured separately,
the dividing line being the centre of the rail scpikating the different portion:.
4.1.1 No extra width or labour shall be measured for rebated and/or
splayed meeting stiles of doors and windows.
6lS:12oo(?artxxI)-197s
4.2B oarding shall be described and measured in square metres under the
following headings stating the finished thickness in each case:
a) Roof boarding;
b) Ceiling;
c) Floors;
d) Pane&g;
e) Weather boarding; and
f ) Shelves, fittings racks, bins almirah linings and the like.
4.2.1D escription shall include all straight and raking cutting and
waste and heading joints where required.
4.2.2 Side joints shall be described and work with different kinds of
joints shall be measured separately.
4.2.3 In the case of rebated, tongued and grooved, grooved and fillercd
and secret jointed boarding and weather boarding the measurement shall
be net as fixed, extra width of rebates, tongues, etc, being ignored.
.
4.2.4 Boarding fixed to curved surfaces in narrow widths shall be
measured separately and shall include shooting the joints to proper splay.
4.2.5 In case of boarded floors the width of boards, the method of
jointing and nailing shall be described; if floors are to be traversed or
finished for polifiing, it shall be so stated.
4.2.6 In case of weather boarding, width and thickness of boards and
lap shall be stated. In case of feather-edged boarding, thickness shall be
the maximum thickness.
4.2.6.1 All chamfering, rebating, etc, to edges of weather boarding
shall be described.
4.3 Batten work shall bt? described and measured in running metres.
4.4 Trellis work shall be measured in square metres stating size of lath;
and spacing.
4.4.1 One-way and two-way trellis work shall each be meazured
separately.
4.4.2 Posts, rails, stiles, braces and other supports for trellis work and
for doors and windows frames in trellis work shall be measured reparately.
4.4.3 Doors and windows formed in trellis work shall be measured
alongwith trellis work.
4.5 Shoring and &rutting- Shoring and strutting timbers (use
and waste ) shall be measured in cubic metres and shall include necessary
7
iXS:lZOO(PartXXX)-1973
bolts, wedges, dog-spikes, nails, putting together, erecting, maintaining
in position for the required period, striking and removal.
4.6 Bally Work- Bally work shall be measured in running metrcs stating
mean diameter.
NOTE- Mean diameter shall be the average of diameters at the ends.
4.7 Staircases - Work to staircases shall be measured under a separate
heading and measured in detail as in 4.7.1 to 4.7.16. Where detailed
working drawings are available staircases may be measured as an omnibus
item fully described stating the tread area in square metres.
4.7.1 Landings including bearers shall be measured as for boarded
floors.
4.7.2 Treads and risers shall be measured in square metres, the area
being obtained by multiplying the length of tread by the exposed width
of tread plus the rise from step to step. Winders and riser shall he
included with the item.
41..7. ~.1Y U““ru\,”,r“;(njn n“Lf +Cr*~L~.rC-I&. U’“r);dc G.=.rY. , F. .l.iur.r.~x “=.nAr.l. wIl;.nl.CUII~.1tc1 “.hL.l,l.C ..I hVeC ‘;nLrIlL,r4rlUr,Ui LU! ’T !
the description, as also all labours, such as cross-tonguing, croos-grooving,
cross-rebating, framing and gluing, wedging and blocking.
4.7.4 Carriages, if provided, shall be measured separately.
4.7.5 Returned ends to treads with shaped brackets under a rounded,
quadrant of curtail ends to treads and risers shall be enumerated.
4.7.6 Wall strings shall be measured in running metres stating the width
and thickness and shall include plugging to wall and housing for treads
and risers.
4.7.7 Outer strings shall be measured in for wall strings and shall
: .i..J_ L.~ -lm.m~r - *__.._I_ ___I _I”_.... *_-__I-_ ^_. -_*_I_:__ _L - 3. &_ CL
Incluac: nousqq 101 LIC*US anu 10~15, uxurur~g VI riorcnmg a[ rnas ~0 nc
newel posts, landings, etc.
4.7.8 Cut strings shall be measured as for outer strings and shall
in&de cutting of upper edge for treads.
4.7.9 Ramped, circular and wreathed portion shall be measured
separately and so described.
4.7.10 Hand-rails sha!l be measured in running metres along top centre
line stating extreme section of straight portions and whether rounded or
moulded.
4.7.11 Circular level, ramped and wreathed hand-rails shall be measur-
ed reparateiy. Quadrants, s’hOrt ramps and wreaths and scroii ends shah
be enumerated.
8
,IS : 1200 ( P8rt XXI ) - 1973
4.7.12 Mitres, housing joints and hand-rail screws and dowels at junc-
tion of circular part with straight one shall be enumerated.
4.7.13 Balustcrs shall be described and enumerated stating size and
shall include framings or housing at ends.
4.7.14 Newels shall be described and measured in running metres stat-
ing the section, and if turned, the length of turning shall be stated.
4.7.15 Sunk panels and mouldings planted-on housed-in to newels shall
be stated.
4.7.16 Newel caps and pendants shall be described and enumerated.
4.8 Cased Frames of Vertical Sliding Windowa - Cased frames of
vertical sliding windows shall be described and measured in running
metre:, along the outer edge.
4.9 Skirtings, Cornices, Picture and Dado Rails, etc - Skirtings,
cornices, picture rails, dado rails and similar mouldings shall be described
including method of fixing and measured in running metres.
4.10 Trap Doors - Trap doors shall be described and enumerated 1(1
‘ extra-over ’ relevant i tern.
4.11 Pelmet boxes shall be described and measured in running metrer
along the sides and face planking.
4.12, Turned Work - Turned work shall be measured in running metru
stating the girth.
4.13 Sundriem - The following types of work shall be fully described and
enumerated:
4 Wardrobes and cupboards;
b) Draining boards;
4 Plate racks;
4 Curtain brackets;
4 Towel rails;
f 1 Toilet fixtures;
d Back boards to cisterns; and
h) Small fittings, such as door and window stops.
9
|
1030.pdf
|
IS1030:1998
Indian Standard
CARBON STEEL CASTINGS FOR GENERAL
ENGINEERING PURPOSES - SPECIFICATION
(Fifth Revision)
ICS 77.140.80
BUREAU OF INDIAN’ STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1998 Price Group 3Steel Castings Sectional Committee, MTD 17
FOREWORD
This Indian Standard (Fifth Revision) was adopted by the Bureau of Indian Standards, after the drawlf inalized
by the Steel Castings Sectional Committee had been approved by the Metallurgical Engineering Division Council.
This standard was first published in 1956 and was revised in 1962, 1974, 1982 and 1989. While reviewing the
standard in light of the experience gained during these years the committee has decided that the standard may
be further revised. In this revision various clauses have been aligned with the recent standards on steel castings.
Amendments No. 1 and 2 have also been incorporated in this revision.
In the preparation of this standard, assistance has been derived from IS0 3755 : 1991 ‘Cast carbon steels for
general engineering purposes’.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2 : 1960 ‘Rules for rounding off numerical values (revised)‘. The number of significant places retained in
the rounded off value should be the same as that of the specified value in this standard.
r--IS 1030 : 1998
Indian Standard
CARBON STEEL CASTINGS FOR GENERAL
ENGINEERING PURPOSES - SPECIFICATION
(Fifth Revision)
1 SCOPE 7 PARTICULARS TO BE SPECLFIED WHILE
ORDERING
This standard covers the requirements for carbon steel
For the benefit of the purchaser, particulars to be
castings for general engineering purposes.
specified while ordering for steel castings to this
2 REFERENCES specification are given in Annex B.
The Indian Standards listed in Annex A are necessary 8 CHEMICAL COMPOSITION
adjuncts to this standard.
8.1 The ladle analysis of steel when carried out either
by the method specified in IS 228 and its relevant parts
3 TERMINOLOGY
or any other established instrumental/chemical
For the purpose of this standard, the following methods shall be as given in Table 1. In case of dispute
definitions shall apply. the procedure given in IS 228 shall be the referee
method. However, where the method is not given in
3.1 Cast (Melt)
IS 228, the referee method shall be as agreed to
between the purchaser and the manufacturer.
The product of any of the following:
8.2 The manufacturer shall carry out analysis from a
a) One furnace heat,
sample of each melt and, if so specified by the
W One crucible heat, or
purchaser at the time of enquiry and order, shall supply
c) A number of furnace or crucible heats of simi- a test certificate of chemical analysis of the sample of
lar composition mixed in a ladle or tapped in steel for each melt.
separate ladles and poured simultaneously for
making a casting. 8.3 Product Analysis
If specified at the time of enquiry and order, product
3.2 Batch
analysis may be carried out from a test piece or from a
A group of castings of one grade of material, cast from casting representing each melt. Drillings for analysis
the same melt and heat-treated together under identical shall be taken from not less than 6 mm beneath the
conditions. cast surface, and in such a manner as not to impair
the usefulness of any casting selected. The permissible
4 GRADES variation in product analysis from the limits specified
in Table 1 shall be as given in IS 660 1.
4.1 This standard covers a total of eight grades of
carbon steel castings for general engineering purposes. 8.4 Residual Elements
4.2 Included in 8 grades are 4 grades with chemical 8.4.1 Elements not specified in Table 1 shall not
composition restricted to ensure ease of welding at ordinarily be added to the steel and all reasonabic
the purchaser’s end and these grades carry the precautions shall be taken to prevent contamination
suffix ‘W’. from scrap, etc, to keep them as low as practicable.
8.4.2 Analysis and reporting of the analysis in test
5 SUPPLY OF MATERIAL
certificate for the residual elements shall be done only
General requirements relating to supply of steel when so specified by the purchaser in enquiry and order.
castings shall be as laid down in IS 8800. However, the manutacturer shall ensure that the residual
elements are within the limits, when such limits are
6 MANUFACTURE specified by the purchaser in enquiry and order.
Steel for the castings shall be made by electric arc or
9 WORKMANSHIP AND FINISH
electric induction or such other processes as may be
9.1 The castings shall be accurately moulded in
agreed to between the purchaser and the manufacturer.
1y’s 1030 : 1998
accordance with the pattern or the working drawings the castings to be uniformly heated to the necessary
supplied by the purchaser or as mutually agreed to temperature. All castings shall be suitably heat treated
with the addition of such letters, figures and marks as so as to attain the specified mechanical properties.
may be specified.
12.2 Unless otherwise specified in enquiry and order
9.2 The purchaser shall specify the tolerances on all or agreed to between the purchaser and the manufac-
important dimensions. On other dimensions, toler- turer, all castings shall either be fully annealed or
ances specified in IS 4897 shall apply. normalized or normalized and tempered.
12.3 Test pieces shall be heat treated along with the
10 FREEDOM FROM DEFECTS
castings they represent.
10.1 All castings shall be free from defects that will
adversely a&ct machining or utility of castings. 13 MECHANICAL TESTS
10.2 When necessary to remove risers or gates by 13.1 The mechanical properties specified are those
flame or arc or a combination thereof, or by any other which are to be obtained from test bars cast either
process involving intense heat, care shall be taken separately from’or attached to the castings to which
to make the cut at a sufDcient distance from the body they refer and heat treated as given in 12. The test
of the casting so as to prevent any defect being values so exhibited, therefore, represent the quality of
introduced into the casting due to local heating. Any steel from which the castings have been poured; they
such operation is to be done before final heat do not necessarily represent the properties of the
treatment. castings themselves.
10.3 In the event of any casting proving defective 13.2 The tensile test shall be carried out in
from foundry causes in the course of preparation, accordance with IS 1608. The relevant mechanical
machining or erection, such a casting may be rejected properties shall be asgiven in Table 2.
notwithstanding any previous certification of satisfac-
13.3 If specified in enquiry and order, impact test
tory testing and/or inspection.
shall be carried out in accordance with IS 1757 and
11 FETTLING AND DRESSING the values obtained shall conform to the requirements
given in Table 2.
All castings shall be properly fettled and dressed, and
all surfaces shall be thoroughly cleaned. 13.4 Bend Test
12 HEAT TREATMENT If so specified at the time of enquiry and order the
bend test shall be carried out in accordance with
12.1 The castings shall be heat treated in a properly
IS 1599. ‘l&t pieces shall be capable of being bent
constructed furnace, having adequate means of
cold without fracture to an angle given in Table 2 round
temperature control, which shall permit the whole of
a mandrel having a diameter of 50 mm.
Table 1 Chemical Composition
(Clauses 8.1, 8.3 and 8.4.1)
SI Grade Constituent, Percent, Mar
No. / \
C” Si Mn P S C13’ Ni*' MO*’ Cu*’ V’
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
9 200-400N - - - 0.045 0.040 - - - - -
ii) 200-400W 0.25 0.60 1 .oo 0.040 0.035 0.35 0.40 0.15 0.40 0.05
iii) 230-450N - - - 0.045 0.040 - - - - -
iv) 230-450W 0.25 0.50 1.20 0.040 0.035 0.35 0.40 0.15 q.40 0.05
v) 280-520N - - - 0.045 0.040 - - - - -
vi) 280-520W 0.25 0.60 1.20 0.040 0.035 0.35 0.40 0.15 0.40 0.05
vii) 340-570N - - - 0.045 0.040 - - - -
viii) 340-570W 0.25 0.60 1.50 0.040 0.035 0.35 0.40 0.15 0.40 0.05
NOTE-The choice of chemical composition except for P and S in the grades other than the grades requiring case ofwelding and having the
s&ix W is left to the discretion of the manufacturer.
‘) For each reduction ofO.O1 percent carbon helow 0.25 percent, an increase of0.04 percent manganese above the maximum +ecified will
be permitted up to a maximum of 1.40 percent for grade 280-520 W.
*) The total content of these elements shall not exceed 1 .OOp ercent in case of grades with suffix W.
2IS 1030 : 1998
Table 2 Mechanical Properties
(CXmses 13.2, 13.3 and 13.4)
SI Grade Teusile Yield’) Elongation Reduction w=t Angle of
NO. Stragth stress Percent of Area Strength Bend
MPa MPn Percent J Degrees
Min Min M/n Min Min Min
(1) (2) (3) (4) (5) (6) (7) (8)
i) 200-400N 400 200 25 40 30 90
ii) 200-400W 400 200 25 40 45 90
iii) 230-450N ,450 230 22 31 25 90
iv) 230-450W 450 230 22 31 45 90
v) 280-520N 520 280 18 25 22 60
vi) 280-520W 520 280 18 25 22 60
vii) 340-570N 570 340 15 21 20 60
viii) 340-570w 570 340 15 21 20 60
NOTES
1 Impact test and bend test are optional (see 13.3 and 13.4).
2 The W grades restrict the chemical composition and may be ordered when ensuring ease of welding in a requirement.
‘) If measurable tbe upper yield stress, otherwise 0.2 percent proof stress.
13.4.1 Bend test pieces shall be of suitable length, a) Ultrasonic examination (see IS 7666),
convenient for the machines in which they will be bent, b) Magnetic particle examination (see IS 3703),
and shall have either a diameter of 25 mm or a
c) Liquid penetrant examination (see IS 3658),
rectangular section of 25 mm x 20 mm. The edges of
and
the rectangular test piece shall be rounded to a radius
d) Radiographic examination (see IS 2595).
of not more than 1.5 mm and in case of rectangular
test piece the test shall be made by bending the test 14.3 Unless otherwise agreed upon the following shall
piece over the thinner section. be the acceptance standards:
14 NON-DESTRUCTIVE TESTS a) IS 9565 for ultrasonic inspection,
b) IS 10724 for magnetic particle inspection,
14.1 Non-destructive testing shall be applied if so
c) IS 11732 for liquid penetrant inspection. and
specified in enquiry and order. Under this heading
are grouped the tests, which aim at revealing defects d) IS 12938 for radiographic inspection.
which cannot be revealed by a simple visual
15 REPAIR OF CASTINGS
examination, such as, penetrant, magnetic particle,
ultrasonic, X-radiographic, or gamma-radiographic 15.1 Unless otherwise specified by the purchaser in
inspection; also included under this heading are tests enquiry and order, castings may be rectified by
on the surface condition by visual or visual-tactile welding. All repairs by welding shall be carried out
examination. The purchaser shall specify in enquiry in accordance with the procedure laid down in IS 5530.
and order: If castings have been subjected to non-destructive
testing by agreement between the purchaser and the
a) The type of non-destructive testing which he
manufacturer, the castings sh‘all be re-examined in the
intends to carry out or to have carried out;
area of repair following any rectifying operation
b) The area or areas of the casting to which
performed on the castings.
these tests apply, and the types of disconti-
nuity, where relevant; 15.2 To form the basis of an agreement between the
cl Whether all, or what proportion, of the cast- purchaser and the supplier in this respect where
ings are to be tested; relevant, the following classification shall apply
concerning the extent of repair:
4 The severity level defining the accept-
ability or non-acceptability of defects which a) Weld repair involving a depth not exceeding
may be revealed; and . 20 percent of wall thickness or 25 mm, which-
e) Whether the manufacturer is or is not con- ever is lower, shall be termed as a
tractually responsible for carrying out the minor repair.
tests.
b) Any weld repair exceeding the above shall be
14.2 Unless otherwise agreed upon, when non-de- termed as a major repair. Further any single
structive testing is to be done, the castings shall be
repair having an area exceeding 250 Imn square
examined as follows:
for every millimetre ofwall thickness shall alsoIS 1030:1998
he deemed to be a major repair, regardless of 18 MARKING
the considerations mentioned in (a) above.
. 18.1 Each casting shall be legibly marked with the
following as may be relevant. However, where linkage
15.3 Carbon Equivalent
and traceability are required the relevant marking shall
Unless otherwise specified in the enquiry and order. be indelible:
or othetwise agreed to, the Carbon Equivalent (C.E.)
a) The number or identification mark by which
for the purpose of guidance in determination of the
it is possible to trace the melt and the heat-
pre- and post-weld treatment applicable to carbon and
treatment batch from which it was made;
low alloy steels shall be computed as follows:
b) The manufacturer’s initials or trade-mark; and
Carbon Mn Cr+Mo+V Ni+Cu c) Other identification marks in accordance with
Equivalent (C. E.) =C+-+ +---
any agreement between the purchaser and the
6 5 15
manufacturer.
16 HYDRAULIC TEST NOTE-It is recommended that minimum markings he
used.
16.1 When so specified by the purchaser in enquiry
18.2 By agreement between the purchaser and the
and the order, a hydraulic test shall be carried out; the
manufacturer, castings complying with the require-
details of the test shall be as agreed to between the
ments of this standard may, after inspection, be leg-
purchaser and the manufacturer.
ibly and indelibly marked with an acceptance mark.
16.2 The castings shall not be peened, plugged or
impregnated, to stop leakages. However, unless 18.3 BIS Certification Marking
otherwise specified at the time of enquiry and order,
The castings may also be marked with the Standard
rectification and upgradation of a casting by welding
Mark.
may be carried out in accordance with the approved
procedures as laid down in the relevant clause of the 18.3.1 The use of Standard Mark is governed by the
standard. provisions of Bureau oflndian Standards Act, 1986
and the Rules and Regulations made thereunder.The
17 METHOD OF SAMPLING details of condition under which the licence for the
use of Standard Mark may be granted to manufacturers
The method of sampling steel castings for the purpose
or producers may be obtained from the Bureau of
of chemical analysis and mechanical tests including
Indian Standards.
re-test shall be in accordance with IS 6907.
ANNEX A
(cla?m 2)
LIST OF REFEREED INDIAN STANDARDS
IS No. Title IS’ No. Title
228 Methods for chemical analysis of steels 3703 : 1980 Code of practice for magnetic particle
(second revision) flaw detection (second revision)
1500 : 1983 Methods for Brine11 hardness test for 4897 : 1994 Deviations for untolemnced dimensions
metallic materials (second revision) and mass of steel castings (third
1599 : 1985 Method for bend test (second revision) revision)
1608 : 1995 Mechanical testing of metals-Tensile 5530 : 1987 Code of procedure for repair and
testing (second revision) rectification of steel castings by metal
arc welding process (jkst revision)
1757 : 1988 Methods of Charpy impact test (V-
notch) for metallic materials (second 6601 : 1987 Permissible deviations in chemical
revision) composition for products analysis of
steel castings @rst revision)
2595 : 1978 Code of practice for radiographic
testing yirst revision) 6907 : 1992 Methods of sampling steel castings
(second revision)
3658 : 1981 Code of practice for liquid penetrant
flaw detection yirst revision) 7666 : 1988 Recommended procedure for ultrasonic
4IS 1030 : 1998
IS No. Title IS No. Title
examination of ferritic castings of 10724 : 1990 Acceptance standards for magnetic
carbon and low alloy steel wfirst particle inspection of steel castings
revision) (first revision)
8800 : 1997 Technical delivery conditions for steel 11732 : 1995 Acceptance standards for dye penetrant
castings (third fvvision) inspection of steel castings
9565 : 1995 Acceptance standards for ultrasonic 12938 : 1990 Acceptance standards for radiographic
inspection of steel castings (jbirst inspection of steel castings
m&on)
ANNEXB
(Clauw 7)
INFORMATION TO BE SUPPLIED BY THE PURCHASER
B-l BASIS FOR ORDER c) Optional/Additional tests required, if any;
While placing an order for purchase of steel castings d) Whether the castings are to be inspected and
covered by this standard, the purchaser should specify tested in the presence of the purchaser’s
the following: representative;
a) Material specification; e) Condition of delivery;
b) Drawing or reference number of the pattern fl Any special requirement; and
(if supplied by the purchaser), along with a
g) Test report, if required.
copy of the drawing,Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indim Sfmdurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes arc
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
stauld ascertain that they are in possession of the latest amendment. or edition hy referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’
This Indian Standard has been developed from Dot: No. MTD 17 (4148).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI llooO2
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
1 60 20 25
Southern : C.I.T. Campus, IV Cross Road, C!IENNAI 600113 ‘235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093. 1 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE, BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THERUVANANTHAPURAM.
|
13912.pdf
|
IS 13912:1993
Indian Standard
CLOSURE OF DIVERSION CHANNEL AND
OPEN CUT OR CONDUIT INTHE
BODY OF THE DAM-CODE OF PRACTICE
UDC 627’47 : 627’845 : 006’76
0 BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG (I
NEW DELHI 110002
December 1993 Price Group 2Diversion Works Sectional Committee, RVD 7
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Diversion Works Sectional Committee had been approved by the River Valley Division Council.
Diversion channel and open cut or conduit in the body of the dam needs to be closed by lowering
the gates at the entry end ( if not utilized for other purposes ). This operation is started when the
dam is completed up to crest, with energy dissipation arrangements and alternative passage to
discharge the water from reservoir behind the dam is available. After the closure of the channel/
conduit by gate, the conduit in the body of the dam has to be filled in with concrete of appropriate
strength to make it part of the dam body. This standard is intended to give guidelines to be
followed for execution of this work.IS 13912: 1993
Indian Standard
CLOSURE OF DIVERSION CHANNEL AND
OPEN CUT OR CONDUITINTHE
BODY OFTHE DAM -CODE OF PRACTICE
1 SCOPE the dam. The height of the barrier and the
diameter or pipe should be decided after inspec-
This standard covers the method of closure of ting the conduits for seepage after lowering of
diversion channel and open cut or conduit in the gate. The diameter of the pipe should not be
body of dam. less than 150 mm.
2 REFERENCES
3.6 Before undertaking closure of the gate, the
condition of the sills, girders, guide grooves and
The Indian Standard IS 9349 : 1986 ‘Recommen-
hoisting mechanism, etc, should be examined.
dations for structural design of medium and high
After having done this, depending upon the
head slide gates (Jirst revision )’ is a necessary
damage, the methodology to be followed should
adjunct to this standard.
be decided. In addition to the lowering of the
gate, remedial measures such as placing an invert
3 METHOD FOR CLOSURE
filter and replacing the damaged concrete, etc,
3.1 During construction of open diversion may be required before lowering of the gate.
After closure by lowering of gates, the conduit
channel or conduit in the body of the dam it is
should be thoroughly inspected to check damage
necessary to construct a gate structure for closure
to concrete and reinforcement on faces both on
of the ,channel/conduit with the hoisting equip-
invert and sides of conduit. The damaged surfaces
ment level higher than probable maximum reser-
should be thoroughly cleaned and prepared to
voir level during the non-monsoon period allowing
receive fresh plugging concrete.
for the rise in water level at the time of closure.
3.1.1 For dams higher than 50 metres, inspection
3.7 The portiou of the channel/conduit falling in
of gate, the conduit opening and its seals should
the body of the dam should then be plugged by
be done by a team of divers so that corrective
minimum M 15 grade concrete placed by use of
measures are implemented before actual closure
concrete pump or placer ( see Fig. 2 for guidance )
operations starts. Under water photography
or by conventional method in case the conduit
may also be equally helpful in detection of
size is large. l‘he length of concrete plug should
faults, etc.
be minimum 3 times the diameter of the conduit.
Closed end of the plug inside the barrel should
3.2 The conduit opening in the gate structure be provided with stopper for proper placement of
should have seals provided all round the opening concrete by pump.
to ensure minimum leakage of water during
sealing. The drawings and record of the work
3.8 After having observed the provisions given
executed should be maintained for proper design
in 3.6, it would be necessary to channelise the
of gate.
leakage water coming through seals of the gate
by placing a concrete barrier and channelising
3.3 Closure of the diversion works should be
the water through a pipe as mentioned in 3.5 to
synchronised with provision of alternative passage
see that the area where concrete plug is required
to the river flow either through permanent
to be done is in reasonably dry condition to
sluices or from spillway to cater to the down-
ensure good quality concrete. After the plug
stream needs for conservation uses or for main-
concrete has attained adequate strength and
taining ecology, so that downstream supplies may
undergone necessary shrinkage, the process of
continue with least disruption.
contact grouting as shown in Fig. 2 would be
undertaken. After completing contact grouting,
3.4 Gates and hoists used for closure of channel
the pipe which carries the leakage water out,
or conduit should be designed to cater to the
should be closed and grouted at a pressure 25
dynamic water forces and bouyancy caused
percent higher than that of leakage water to see
during closure according to IS 9349 : 1986.
that the pipe is fully grouted and water is
Proper provision of air vent should be made
prevented from flowing through the pipe.
to cater to the air demand during closure
operation.
3.9 Grout pipes and grout buttons should be
3.5 Leakage of water through the seals of gate provided at the rate of 3 m c/c in either direction
should be arrested by a barrier as shown in Fig. 1 to grout the shrinkage gap between* the old
and led through a steel pipe outside the body of conduit concrete and new plug concrete.
1IS 13912: 1993
GA1 E GROOVE
A'- A’
+ 150 DEWA~‘ERING PIPE ~
COXCRCTE BA
--r
A
PLAN OF DIVERSION CONDUIT ( INTAKE >
FE. 1 ARRANGEMENT FOR DISCHARGE OF SEEPAGE WATER THROUGH PIPF!
STARTING FROM BARRIER
3.10 Grouting of the shrinkage gap in the conduit 3.12 After inspecting the downstream conduit
sides and roof should be done at a pressure 25 joint in the body of dam, gate lifting mechanism
percent more than the upstream water head only should be removed and salvaged.
after 180 days of plug concrete.
3.11 The steel pipe provided for draining seepage 3.13 Details of construction difficulties experienc-
water should be grouted after grouting specified ed during the construction and grouting works
in 3.9 is done. The pressure used should be of diversion channel should be neatly mentioned
25 percent more than upstream water head. in a proper form for future guidance.IS 13912 :1993
SECTIONALELEVATDNTHROUGH TUNNELPLUG
I
$a 75 ’ 75 LONGPIPE/,
?
q 40 RETURN PIP
Cp 40 HEADER PIPE
t# 75.75 LONG PIP
GROUT PLUG
. ; , ,,
DETAIL A DFTA.!L A
B - 0
( SHOWING CONTACT GROUTING )
FIG.2 DETAILSO F PLUG AND GROUTINGStandard Mark
The USC of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act. 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
.
.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publicatrons. NO part of these publications may be reproduced in
any form without the prior permission in writtng of BlS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arlses on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’. Comments on this
Jndian Standard may be sent to BIS giving the following reference:
Doc:No. RVD7(40)
Amendments lssued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Cantral : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
I
Eastern : l/l4 C. I. T. Scheme VII M. V. I. P. Road. Maniktols 37 84 99. 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
53 23 84
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 { 235 02 16, 235 04 42
235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol. Andheri ( East ) ( 632 92 95, 632 78 58
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printrade, New Delhi, India
|
806.pdf
|
IS:806-1988
Indian Standard
CODE OF PRACTICE FOR
USE OF STEEL TUBES IN GENERAL
BUILDING CONSTRUCTION
(First Revision)
Eleventh Reprint JUNE 1996
( Incorporating Amendment No. 1 )
UDC 669.14.018.29-462 : 69
8 Copyright 1973
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr5 February 1968Indian Standard
CODE OF PRACTICE FOR
USE OF STEEL TUBES IN GENERAL
BUILDING CONSTRUCTION
( First Revision)
Structural Engineering Sectional Committee, SMBDC 7
Chairrnan Representing
DIBECTORSTANDARDY( CIVIL) Ministry of Reilwnys
Members
SBRI L. N. A~RAWAL Industrial Fasteners Association of India,
Calcutta
Saax M. M. M~RA~KA ( Alternate )
Sam B. D. AEUJA Netionel Buildings Organization, New Delhi
SHEI P. C. JAIN ( Afternate )
SHSI P. C. BAASIN Ministry of Transport & Communicstion [ Depert-
merit of Transport ( Roads Wing ) ]
SH~IS.R.CHAKRAVARTY Centrsl Engineering and Design Bureau, Hindu-
st8n Steel Ltd, Ranchi
Sasr P. D. DHARWA~KAR ( Alternate )
SHRI D. P. CKATTERJEE Inspection Wing, Directorate General of Supplies
& Disposels (Ministry of Supply, Technic81
Development & Materials Plannmg )
DR P. N. CRATTEEJEI.: Government of West Bong81
DR P. K. CHOIJDEURI Bridge & Roof CO ( Tndi8r Ltd, Howrah
SHRI A. SIENG DPTA ( Alternate )
Dn P. DAYARATNA~ Indian Institute of Technology, Kenpur
SHRI D. S. DESAI M. N. Dsstur dc Co Private Ltd, Calcutta
Snsr 11. DHAR Braithwaite & Co ( India ) Ltd, Calcutta
DARECTC~( DAMS)-1 Central Weter 86 Power Commission (Water
Wing ), New Delhi
SERI B. T. A. SAGAR ( AIterna?e )
SHBI M. A. D’SOUZA Bombay Municipal Corporation, Bombay
SEXRIJ . S. PINTO ( AIternate )
EXECWTIVE ENQINEER (CENTRAL Centrel Public Workr Depertment, New Delhi
STORES DIVISION No. II )
f Continued on page 2 )
BUREAU OF INDIAN STANDARDS
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002lS:8%-1968
( Continued from page 1 )
Members Representing
SHBI W. FEPNANDES Richardson & Cruddas Ltd, Bombay
Surx P. V. NAIK ( Alternate )
SRUI P. Ssrr GUPTA Stewarts & Lloyds of India Pvt Ltd, Calcutta
SRBI AI. bl. Geoelr ( Allernale )
SHIU SAILAPATX GIJPTA Public Works Department, Government of West
Bengal
SHBI G. 8. IYEB Ths Hindustan Construction Co Ltd. Bombay
DR 0. P. JAIN Institution of Engineers ( India ), Calcutta
JOINT DIEECTOB STANDAEDS Ministry of Railways
(B&S)
DEPUTY DIRECTOR STAND-
ARDB ( B t S )-II ( Alternate )
SARI Ox KHOSLI Electrical Alanrxfecturing Ct, Ltd, Calcutta
SH~I S. N. SINO~ ( Alternare )
Sent P. K. DIALLICK Burn h Co Ltd. HowraIl
SHRI A. P. Kayal. ( Altrrnare )
SIIRI A. K. MITRA Hindufitan dtael Ltd, I~urgnpur
&RI I~. V. HllASsAR RAO PANTuLU ( A~tertiofe I
SIIRI M. G. PAQHYE 1r l.igaLion 9 1’0~ er Depart nbelll, G0va1 Iment of
.\ltihara?rllt.ra
SunI P. V. PAwA~C ( Alrernatc)
Sttnl B. K. PANTHAKY lndhlr ltoncls Cmprsss, Xe\r Dellki
Sum U. BALWANT RAO ( Alrrrnare J
Pmv G. S. R.~HASW \MY St,ructural Engineerinr! Research C’cntra (CYIH).
Roorkee
SMRI Al. iZAna!nH ( A~fer~rafe )
PBOF i). N. SAXYAL Engineer-in-Chiel’s Branch, Ministry of Vel’encc
SunI B. S. Pitanrstr RAo ( Alternare )
DB B. R. SES Indian Illntitute of Technology, Kharagpur
SHEI K. V. SHETTY Central Mechanics1 Eugineering Research Ir+i-
tuto ( CSIR ), Durgspur
San1 S. K. Ollosrr ( AIrrrnatP )
PROF P. K. Sobr Jadavpur University, Cnlcutta
BUPR~IN~N~INO ENIJINEEII Government of Madras
( PLANNING AND DESICW
c!IllcLs j
EXECUTIVR ENGIXEER ( BUILDING
CENTHE DLVISION) ( AIrerrrate )
MAJ R. P. E. VAZIFDAB Bombay Port Trust, Bombsy
Snnr M. N. VENKATPSAN Central Water & Power Commission ( Power
Wing ), New Delhi
Sam P. V. N. IYENOAR ( Alrernafe )
DB A.K. CHATTEBJBE. Director Qeneral, BIS ( Ex-officio Member )
Director ( Strut & Met )
Secretary
SHRI II. S. NAOAEAJ
Assistunt Director ( Strut it Met ), BIS
2IS : 806 - 1968
Indian Standard
CODE OF PRACTICE FOR
USE OF STEEL TUBES 1N GENERAL
BUILDING CONSTRUCTION
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 5 January 1968, after the draft finalized by the
Structural Engineering Sectional Committee had been approved by the
Structural and Metals Division Council and tile Civil Engineering Divi-
sion Council.
0.2 This standard is one of a series of Indian Standards being publishrd
under the IS1 Steel Economy Programme. The object of this pro-
qramme is to achieve economy in the use of structural steel by establish-
ing rational, efficient and optimum standards for structural sections;
formulation of s‘tandard codes of practice for the design and fabrication
of steel structures; popularization of welding in steel construction and
co-ordination and sponsoring of experimental research relating to the
production and use of structural steel which would enable the formula-
tion and revision of standard specifications and codps of practice.
0.3 This standard was first published in 1957. Since its publication foul
amendments have been issued. In this revision, the following modifica-
tions have been incorporated:
a) Amendments No. 1, 2, 3 and 4 have been incorporated.
b) References to latest Indian Standards have been given.
c) The standard has been completely metricized.
d) Mihimum wall thicknesses of tubes have been reduced based on
evidence obtained as a result of recent experimental and other
investigations, subject to certain minimum maintenance condi-
tions being observed.
0.4 This code is complementary to IS : 800-1962*. The use of tubular
steel in structural work would result in considerable savings, particular-
ly in the case of roof tlusess, latticed girders and compression mrmbers
*Code of prectice for use of StrUCtUr81 steal in gr~~ral building construction
( revfacd ).
3I§:806 -1968
in general. It would, therefore, be recognized that large scale use of
tubular steel in structural work is of considerable importance in the
interest of steel economy.
0.5 In order to popularize the use of tubular construction, it is also
proposed to compile design handbooks, typical designs and other aids to
design which, when they become available, would be of assistance to
those not previously experienced in tubular design and construction.
0.6 Grades YSt 22, YSt 25 and YSt 32 of steel tubes mentioned in this
standard are covered in IS : 1161-1963*.
0.7 In the formulation of this code, assistance has been derived from B.S.
449 : 1959 ‘ Use of structul.al steel in building’, issued by the British
Standards Institution.
0.8 This standard contains clause 7.8 which calls for agreement between
the purchaser and the manufacturer.
0.9 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, ex-
pressing the result of a test or analysis, shall be rounded offin accordance
with IS : 2-1962t. The number of significant places retained in the
rounded off value should be the same as that of the specified value in I
this standard.
1. SCOPE
1.1 This code deals with the use of structural steel tubes in general
building construction and is complementary to IS : 800-19621. Provisions
which are of special application to construction using steel tubes are
included in this code.
2. GENERAL
2.1 Unless otherwise specified in this code, provisions of IS : 8OO-1962$
with regard to terminology, plans and c’rawings, loads and general consi-
derations for the design, fabrication and erection are applicable in the
use of steel tubes in general building construction.
3. MATERIALS
3.1 Steel Tubes --Steel tubes used in building construction shall be hot
finished tubes conforming to the requirements specified in IS : 1161-
1963*
*Specification for steel tubes for structural purposes (revised) ( Second revision
in 1968 ).
tRules for rounding off nulnerical values ( revised).
$Code of practice for we of structural ateel in general building construction
( revised ).
4Is:806- 196%
3.1.1 Tubes made by other than hot finishing processes, or which have
been subjected to cold working, shall be regarded as hot finished if they
have subsequently been heat-treated and are supplied in the normalized
conditions.
NOTE - Grade EltW YSt 22 tubes specified in IS : 1161-1963’ with a carbon
content less tb~n 0.30 percent, may be considered as hot finished for the purposes
of 3.1.1.
3.2 Electrodes -The electrodes used for welding steel tubes shall con-
form to the requirements of IS : 814-19631_.
4. WIND PRESSURE
4.1 In calculating the effective wind pressure on exposed circular tube
members of a structure, the effective area shall be taken as 0.6 times the
projected area of the member. ( Refer to IS : 875-1964$ for values of
wind pressure. )
5. PERMISSIBLE STRESSES
5.0 The provision as regards permissiblestresses on the net or gross cross-
sectional areas, as the case may be, in 5.1 to 5.8 of this code, is applica-
able to steel tubes for which the minus tolerance on the weight per unit
length of tube is not more than 4 percent. If on the steel tubes used the
minus tolerances on the weight per unit length are larger than 4 percent,
a corresponding reduction in cross-sectional areas is required to be
made in applying the permissible stresses.
5.1 Axial Stress in Tension -The direct stress in axial tension on the
net cross-sectional area of tubes shall not exceed the values of F1 given
in Table 1.
TABLE 1 PERMISSIBLE AXIAL STRESS IN TENSION
GRADE FI
(1) (2)
kgf/cm’
Yst 22 1250
Yst 25 1500
Yst 32 1900
5.2 Axial Stress in Compression - The direct stress in compression on
the cross-sectional area of axially loaded steel tubes shall not exceed the
values of F, given in Table 2 in which l/r is equal to the effective length
of the member diviclrd by the radius of gyration.
*Specific&tion for steel tubes for structural purposes ( revised ) (Second revision
in 1968 ).
tSpecificetion for covered electrodes for metal arc welding of mild steel ( revised)
( Third revision in 1979 ).
;Code of practice for structural safety of buildings: Loading standards ( rellised).
5_.
Is:806-1968
TABLE 2 PERMISSIBLE AXIAL STRESS IN COMPRESSION
( Clause 5.2 )
I/r FC
C__--_--__--h----___-------5
GBADE YSt 22 GRADE YSt 25 GRADE YSt 32
kgf/cm* kgf/cm’ kgf/cm*
(1) (2) (3) (4)
0 1 260 1 boo 1 900
LO 1217 1448 1 821
i
20 1175 1400 760
30 1131 I 352 1 G79
4a 1088 1 303 1610
50 1046 1 255 1539
60 1002 1 207 1 468
70 970 1 155 1375
80 929 1088 1 263
90 876 1003 1 128
too 814 910 989
110 745 813 869
120 674 721 758
130 603 638 665
140 WO b6b 684
lb0 490 503 517
160 432 443 450
170 381 392 398
I80 339 348 353
190 304 311 316
200 271 278 280
210 243 249 250
220 219 225 227
230 198 204 208
240 180 185 187
2bo 162 167 167
300 106 106 106
350 71 71 72
NOTE I -Intermediate values may be obtained by linear interpolation.
NOTE 2 -The formula, from which these values have been derived, is given in
Appendix A.
5.3 Bending Stresses- In tubes, the tensile bending stress and the
compressive bending stress in the extreme fibres shall not exceed .the
values ,of Fb given in Table 3.IS :806-1968
TABLE 3 PER\IISSIBLE BENDING STRESS IN EXTREME FIBRES 1N
TENSION AND COMPRESSION
( C/a,tsr, 5.3 1
GRADF. FII
(1) (2)
kgf,rm*
YSt 22 1400
Yst 25 1 655
YSt 32 2 050
5.4 Shear Stress - The maximum shear stress in a tube calculated by
dividing the total shear by an area equal to half the net cross-sectional
area of the tube shall not exceed the values of F, given in Table 4. The
net cross-sectional area shall be derived by deducting areas of all holes
from the gross cross-sectional area.
TABLE 4 PERMISSIBLE MAXIMUM SHEAR STRESS
GRADE F,
(1) (2)
kgf/cm’
Yst 22 900
YYt “3 1 100
YSt 32 1350
5.5 Bearing Stress -The average bearing stress on the net projected
area of contact shall not exceed the values of Fn given in Table 5.
TABLE 5 PERMISSIBLE MAXIMUM BEARlNG STRESS
GRADE FP
(I! (2)
kgf/cm’
\-St 22 1 700
YSt 25 I 900
\‘st 32 2 500
5.6 Combined Bending and Axial Stresses - Members subject to both
bending and axial stresses shall be so proportioned that the quantity:
where
.I;, = calculated axial stress, that is, asial load divided 1,)
appropriate area 01‘ member;
Fa - pernlissible stress in member for axial load;
7tS:806-1968
.fb = calculated bending stress in the extreme fibre; and
Fb = permissible bending stress in the extreme fibre.
5.6.1 When bending occurs about both axes of the member, fb shall be
taken as:
f, = t’(f*+ l2 + (/bY 1”
where fiz and/,, dI’e the two calculated unit fibre stresses.
5.7 Permissible Stresses in Welds
5.7.1 Butt IVe!ds --The stress itI a butt weld shall be calculated on an
area equal to the effective throat thickness multiplied by the effective
length of the weld measured at the centre of its thickness. In a butt
weld the allowable RJlSiie, compressive and shear stresses shall not ex-
ceed the stresses respectively permissible in YSt 25 tubes or in the parent
metal, whichever is less.
5.7.2 Fillet Welds and Filiet-Burt Welds - 1 see 6.7.3.2(cj j -- The stress
in a fillet weld or a fillet-butt weld shall be calculated OJI an area equal
to the minimum effective throat thickness multiplied by the length of
the weld. A method of calculating the length of the weld is given in
Appendix EL In a fillet weld or in a tillet-butt weld, the permissible
stress shall not exceed the shear stress permissible in YSt 25 tubes or in
the parent metal, whichever is less.
5.7.2.1 Conlbined stresses in afillet orfiller-butt weld - LVhcn the
fillet welds in a connection arc subjected to the action of bending com-
bined with direct load, the maximum resultant stress shall be calculated
as the vector sum, and shall not exceed the permissible stress as specified
in 5.7.2.
5.8 Increase of Stresses
5.8.1 Increase of permissible stresses ~OJ occasional loads may be
allowed according to the provisions of IS : 800-1962*
5.8.2 Irrespective of any permissible increase of allowable stress,.the
equivalent stress,f, due to co-existent bending and shear stresses shall
not exceed the values given in Table 6.
TABLE 6 MAXIMUM ALLOWABLE EQUIVALENT STRESS
GRADE F,
(1) (2)
kgf/cm’
Yst 22 19oc
k’st 25 2 285
YSt 32 2 no0
-------_-
*Coda of practice for use cl’ structu ral steel in general building construction
( revised ).
8IS:806-1968
5.8.2.1 The equivalent stress f,i s obtained from the following
formila:
f r. = &? + 3Ja
where
fb = the calculated bending stresses ( compression or tension )
at the point under consideration, and
fs = the calculated actual co-existent shear stress at the point
under consideration.
6. DESIGN
6.1 General -The principles and procedures of design contained in
Section IV of IS : 80%1962* generally applicable to structures using
steel tubes.
6.2 Basis of Design -The basic methods of design for structures using
steel tubes are generally similar to those for other types of elastic struc-
tures. Welding is generally adopted for connections in tubular steel
construction. Since the connections in such cases give rigid joints, it is
desirable to design such welded structures taking into consideration the
actual condition of rigidity particularly since such design results in
saving in materials and greater overall economy. For structures design-
ed on the basis of fixity of connections, full account is to be taken ofthe
effects of such fixity.
6.2.1 Structural frameworks using steel tubes including those with
welded connections may, however, be designed on a simple design basis,
comparable with that given in IS : 800-1962*. In such cases, secondary
stresses may be neglected in the design of trussed girders or roof trusses,
except where the axes of the members do not meet at a point. Where
there is such eccentricity, the effects of the eccentricity should also be
considered.
6.2.2 Curved Members and Bends -The design of curved members
and bends shall be given special consideration, alld allowance shall be
made for any thinning of the bent pal t which may be caused by
bending the member.
6.3 Minimum Thickness of Metals
6.3.1 For tubular steelwork painted with one priming coat of red
oxidezinc chromate paint after fabrication and periodically painted and
maintained regularly, wall thickness of tubes used for construction ex-
posed to weather shall be not less than 4 mm, and for construction not
exposed to weather it shall be not less than 3.2 mm; where stiuctures
are not readily accessible for maintenance, the minimum thickness shall
be 5 mm.
*Code of practice for use of structural eteel in general building construction
( revised1 .
915:806-1968
6.3.2 Steel tubes used for construction exposed to weather shall be
not less than 3.2 mm thick and for construction not exposed to weather
shall be not less than 2.6 mm thick, provided in each case the tube is
applied with:
a) one coat of zinc primer conforming to IS : 104-1962* followed
by a coat of paint conforming to IS : 2074-1962t, and
bj two coats of paint conforming to IS : 123-19622.
This painting sysfem should be renewed after every two years in the
case of tubes exposed to weather. In case some other metallic corrosion
protecting material is used, such as aluminium painting, the renewal of
coating may be done after longer intervals.
6.4 Compression Members
6.4.1 Eflective Length of Compression Members - Effective length (I)
of a compression member for the purpose of determining allowable axial
stresses shall be assumed in accordance with Table 7, where L is the
actual length of the strut, measured between the centres of lateral sup-
ports. In the case of a compression member provided with a cap or
base, the point of lateral support at the end shall be assumed to be in
the plane of the top of the cap or bottom of the base.
TABLE 7 EFFECTIVE LENGTH OF COMPRESSION MEMBERS
TYPE EFFECTIVF: LRNGTH
Effectively held in position and restrained in dmxtion trt 0.67 L
both ends
Effectively held in position 8t both ends and restrained in ws5 L
direction at one end
Effectively held in posit.ion at. both ends but not restrained in L
direction
Effectively held in position and restrained in direction at one L
end, and at the other end effectively restrained in direction
but not held in position
Effectively held in position and restrained in direction at one 1.5 L
end, and at the other end partially restrained in’ direction
but not held in position
Effectively held in position and restrained in direction at one 2.0 L
end but not held in position or restrained in direction at
t.he other end
*Specification for ready mixed paint, brushing, zinc chrome, priming, for use on
aluminium and light alloys ( revised ).
tspecilicstion for ready mixed paint, red oxide-zinc chrome, priming.
~+ecification for ready mixed paint, brushing finishing, semi-gloss, for genCral
urposea, to Indian Standard colours No. 445 Venetian red, No448 Deap Indian red,
R O. 451 Chocolate, No. 446 Red oxide, No. 449 Light purple brawn, No. 473 Gulf red
and red oxide (colour unspecified ) ( revised 1.6.4.1.1 Mhnbers of trusses - In the case of bolted, riveted or
weldtd trusses and braced frames, the effective length (r) of the camp-
rtssion*mtmbers shall be taken as between O-7 and 1-Ot imes the distance
between ctntres of intetsectlons, depending on the degree of end rts-
traint provided.
6.4.2 Maximum .Slmderness Ratio of Compression Members - The
ratio of effective length (I) to the appropriate radius of yration (t) of
a compression member shall not exceed the following va f ues:
Type of Member llr
4 Carrying loads resulting from dead loads and superim- 180
posed loads
b) Carrying loads resulting from wind or seismic forces only, 250
provided tht deformation of such members doej not ad-
versely, affect the stress in any part of the structure
4 Normally acting as a tie in a roof truss but subject to 350
possible reversal of stress resulting from the action of wind
6.4.3 Eccentricity of Beam Reactions on Columns - For the purpose
of determining the eccentricity of beam reactions or similar loadi on a
column in simple design procedure, the load shall be assumed to be
applied as given in Table 8.
TABLE 8 ASSUMED BCCENTMCITY OF i&MD@ IN COUlMNS
8x4 TYPO OF CONNICTION AUBUBIBDP oem or AP?LICATSOBI
No.
0) (2) @I
i) Stiffened bracket Mid-point of stiffened seating
ii) Uncltiffened bracket Outer face of vertical leg of bracket
i ii ) Clesta on tube Out&de of tube
iv) cap:
a) Beams of approximntely bqual Mid-point of cap
rpan and load, continuour over
the cap
b) Other beams Edge of atencbion torarb rpem of beam
except for roof truss bearings
c) Roof truss beerings No eccentricity for simple bearing without
connections capable of davel9ping an
apprecrable moment
6.44 Joints
6.4.4.1 Where in joints in compression members, the ends of the
members are faced for bearing over their whole area, the welding and
joining material shall be suffkient to retain the members accurately in
11E8:886-1968
place and to resist all forces other than direct compression, including
those arising during transit, unloading and erection:
6.4.4.2 Where such members are not faced for complete bearing,
the welding and joining material shall be sufficient to transmit all the
forces to which the joint is subjected.
6.4.4.3 Wherever possible, joints shall be proportioned and ar-
ranged so that gravity axes of the members and the joints are in line,
so as to avoid eccentricity.
6.4.5 Column Bases
6.4.5.1 Gusseted bases
a) For columns with gusseted bases the gussets and the welds con-
necting them to the shaft shall be designed to carry the load
and bending moment transmitted to them by the base plate;
b) Where the end of the column shaft and tbe gusset plates are
faced for bearing over their whole area, the welds connecting
them to the base plate should be sufficient to retain the parts
securely in place and to resist all forces other than direct
compression, including those arising during transit, unloading
and erection.
4 Where the end of the column shaft and the gusset plates are
not faced for complete bearing, the welds connecting them to
the base plate shall be sufficient to transmit all the forces to
which the base is subjected.
6.4.5.2 Slab bases - For columns with slab bases where the end of
the shaft is faced for bearing over its whole area, the welds connecting
it to the base plate should be sufficient to retain the parts in place and
to resist all forces other than direct compression including those arising
.during transit, unloading and erection. ( Fdr the design of slab bases
see 19.8.2 of IS : 800-1962*. )
6.4.6 Latticing and Battening of Compression Members
6.4.6.1 Latticing and battening where necessary shall be propor-
tioned according to the appropriate clauses of IS : 800-1962*.
6.4.6.2 Whenever possible, lattices and battens shall be so arrang-
ed that their gravity axes are in line with gravity axes of the main
members to which they are connected.
6.5 Dasiga of Berms
6.5.1 The tensile and compressive stresses in the extreme fibrcr of
tubes in bending shall not exceed the values prescribed under 5.3.
*cod0 Of prWtiC0 for U66 Of 6trUChld 6bd in gdnmal building cOn6t~otiOU
( rrvkd L
12IS:806-1968
6.5.2T he maximum shear stress in tubes in flexure, calculated by
dividing the total shear by an area equal to half to the net cross-sec-
tional area of the tube, shall not exceed the values prescribed under 5.4.
6.5.3 Stifleners for Tubes - Where the tubular steel beam rests on
abutment or other supporting member, it shall be provided with a shoe
adequate to transmit the load to the abutment and to stiffen the end of
the tube.
6.5.3.1 Where a concentrated load is applied to a tubular member
transverse to its length or the effect of load concentration is given by the
intersection of triangular truss members, consideration shall be given to
the local stresses set up and the method of application of the load, and
stiffening shall be provided as necessary to prevent the local stresses
from being excessive. The increase in the intensity of local bending
stresses caused by concentrated loads is particularly marked if either
the diameter of connected member or the connected length of a gusset
or the like is small in relation to the diameter of the tubular member to
which it is connected.
6.5.4 Limiting Dejections of Beams - The deflection of a member
shall not be such as to impair the strength, efficiency or appearance of
the structure or lead to damage to fittings and finishings. Generally,
the maximum deffection should not exceed l/325 of the span for sim ly
supported members. Th is requirement may be deemed to be satis g cd
if the bending stress in compression or tension does not exceed
315OOD -
kgf/cm4, where D is the outer diameter of the tube in cm and
I
I is the effective length of the beam in cm.
6.5.4.1 Purlins
a) The requirements uuder 6.5.4 regarding lixniting deflection
may be waived in the design of simple tubular purlins provid-
ed that the following requirements are satisfied:
NATURE OF .END MINIMUM VALUE OF SECTION MINIMUV~
FIXING MODULUS &lTSIDE
C-------- h---__._ - __~ DIAMETER
Grade Grade Grade FOR GRADES
YSt 22 YSt 25 YSt 72 sst 22.
cm3 (.m:, cm3 YSt 25
AND YSt 32
cm
Simply supported WL/ 11200 lVL/ 13 230 WL/ 16 400
Effectively continuous WLI 16 800 WLI 19 840 WL124.600 :I$:
where
W- the total distributed load in kg on the purlins arising
from dead load and snow but excluding wind, and
13lS:806-1968
L. = the distance in cm between the centres of the steel princi-
pals or other supports.
b) A purlin shall be considered as effectively continuous at any
intermediate point of support if it is actually continuous over
that point or if it has there a joint able to provide a fixing
moment of not less than WL/l2, where W and L are as defined
above.
6.6 Separators and Diaphragms - When loads are required to be
carried from one tube to another or are required to be distributed
between tubes, diaphragms which may be tubular, designed with suffi-
cient stiffness to distribute the load between the tubes, shall be used.
6.7 Connections
6.7.1 General-Connections in structures using steel tubes shall be
provided by welding, riveting or bolting. Wherever possible, coanec-
tions between tubes shall be made directly tube to tube without gusset
plates and other attachments. Ends oftubes may be Battened as specified
in 7.7 or otherwise formed to provide for welded, riveted or bolted
connections.
6.7.2 Eccentricity qf Members -Tubes meeting at a point rhall,
wherever practicable, have their gravity axes meeting at a point SO as
to avoid eccentricity.
6.7.2.1 Eccentricity of connections - Wherever practicable, the
centre of resistance of the connection shall lie on the line of action of
the load so as to avoid eccentricity moment of the connection.
6.7.3 Welded Connections
6.7.3.1 A weld connecting two tubes end to end shall be full pene-
tration butt weld. The eifective throat thickness ofthe weld shall be
taken as the thickness of the thinner part joined.
6.7.3.2 A weld connecting the end of one tube ( branch tube) to
the surface of another tube ( main tube ) with their axes at an angle of
not less than 30” shall be of the following types:
a) A butt weld throughout,
b) A fillet weld throughout, and
c) A fillet-butt weld, the weld being a fillet weld in one part and
a butt weld in another with a continuous change from the one
form to the other in the intervening portions.
Type (a) may be used whatever the ratio of the diameters of the
tubes joined, provided complete penetration is secured either by the
use of backing material, or by depositing a sealing run of metal on the
back of the joint, or by some special method of welding. When type (a)
is not employed type (b) should be used where the diameter of the
branch tube is less than one-third of the diameter of the main t&e, and
14IS:806-1968
type (c) should be used where the diameter of rhe branch tube is equal
to or greater than one-third of the diameter of the main tube.
For the purpose of stress calculation, the throat thickness of the butt
weld portion shall be taken as the thickness oi the thinner pax,t joined,
and the throat thickness of the fillet weld and the fillet-butt weld shall
be taken as the minimum effective throat thickness of the fillel o fillet-
butt weld.
6.7.3.3 Angle between tubes - f\ weid connecting the end of one
tube to the surface oranother, with the axes of the tubes intel,secting at
an angle of less than 30”, shall be permitted only if adequate efficient)
of the junction has been demonstrated.
6.7.3.4 Connections where Ihe axes ofthe two tubesdo not irftersecf -.
A weld connecting the end of one tube to the surface of another whelc
the axes of the two tubes do nor intersect, shall be subject to the pro-
visions under 5.7, 6.7.3.2 and 6.7.3.3, provided that no part of the curve
ofintersection of the eccentric tube with the main tube lies outside the
curve of intersection of the corresponding largest permissible non-
eccentric tube with the main tube (see Fig. I ).
6.7.3.5 Connections of tubes with flatterred ends -Where the end
of the branch tube is flattened to an elliptical shape 5.7, 6.7.3.2 to 6.7.3.4
shall apply, and for the application of 6.7.3.2 and 6.7.3.4 the diameter
of the flattened tube shall be measured in a plane perpendicular to the
axis of the main tube.
7. FABRKATION
7.1 General
7.1.1 The general provisions in Section V of IS : 800-i962* are also
applicable to the fabrication of structures using steel tubes. Where
welding is adopted, reference to appropriate provision of IS : 820- t
{Ire Note ) and IS : 816-1956$ shall be made.
NOTE -Until this standard is published, provisions for welding in tubular
construction shall be as agreed to between the concerned parties.
7.1.2 The component parts of the structure shall be assembled in such
a manner that they are neither twisted nor otherwise demaged and be
so prepared that the specified cambers, if any, are maintained.
*Code of pract: .e for use of structural stoel in general building cmstruction
( revised ) .
tCode of practice for use of r;elding in tubukr construction (undzr prepurafion ).
fCo& of practice for use of metal are \velding for general construction in mild
steel. ( Since revised ).
15IS : 806 - 1968
TYPE I Butt Weld
ema. = + (9, - De,)
. \
TYPE It Fillet Weld
e
l!L?Pl
// . \ e
- --I -- -t - .-+- -- -- / - -- t f -$ aE
L- \ /
\ --‘--- 2-L
TYPE III Fillet-Butt Weld
e mar= +(k0,)
+(!$
e,h = -0~)
NOTE - Dotted circle shows curve of intersection of largeet permicMibb non-
eccentric tube with main. Solid circle indicates curve of intersection of ecosntric
branch.
FIG. 1 DIAGRAM SHOWING LIMITSO F ECCENTRICITYF OR
TUBE CONNECTIONS
7.2 Straightening-All material before being assembled shall be
straightened, if necessary, unless required to be of a curvilinear form
and shall be free from twist.
16lS:806-1968
7.3 Bolting
7.3.1 Washers shall be specially shaped where necessary, or other
means used, to give the nuts and the heads of bolts a satisfactory
bearing.
7.3.2 In all cases where the full bearing area of the bolt is to be
developed, the threaded portion of the bolt shall not be within the
thickness of the parts bolted together, and washers of appropriate thick-
ness shall be provided to allow the nut to be completely tightened.
7.4 Cut Edges - Edges should be dressed to a neat and workmanlike
finish and be free from distortion where parts are to be in contact
metal-to-metal.
7.5 Caps and Bases for Columns - The ends of all tubes for columns,
transmitting loads through the ends, should be true and square to the
axis of the tube and should be provided with a cap or base accurately
fitted to the end of the tube and screwed, welded or shrunk on.
7.5.1 The cap or base plate should be true and square to the axis of
the column.
7.6 Sealing of Tubes - When the end of a tube is not automatically
sealed by virtue of its connection by welding to another member, the
end shall be properly and completely sealed.
7.6.1 Before sealing, the inside of the tube should be dry and free
from loose scale.
7.7 Flattened Ends - In tubular construction, the ends of tubes may be
flattened or otherwise formed to provide for welded, riveted or bolted
connections provided that the methods adopted for such 0attening
do not injure the material. The change of section shall be gradual.
7.8 Oiling and Painting - If not galvanized, all tubes shall, unless other-
wise specified, be painted or oiled or otherwise protectively coated before
exposure to the weather. If they are to be painted in accordance.with
any special requirements, this shall be arranged between the purchaser
and the manufacturer.
7.9 Marking, Shop Eiection and Packiog - Appropriate provisions of
IS : 800-1962* shall apply.
8. INSPECTION AND TESTING
8.1 Appropriate provisions of IS : 800-1962* shall apply.
*Code of practice for use of struct,urnl steel in general building comtruetion
( revised ).
17IS: 806-1968
APPENDIX A
( Table 2, Note 2 )
FORMULA FOR DERIVING PERMISSIBLE AXIAL
STRESS IN COMPRESSION
A-l. For values of l/r less than 60, the value of F, shall not exceed that
obtained from linear interpolation between the value of F, for l/r = 60
as found under A-2 and a value of 0.6f, for l/r z 0.
A-2. For values of f/r from 60 to 150, the average axial stress on the
cross-sectional area of a strut or other compression member shall not
exceed the value of F, obtained by the formula given below:
I
F, z--1
I + 0.15 set ( t;$F) radians
where
F, = the permissible average axial compressive stress;
fu = the guaranteed minimum yield stress;
nr = factor of safety taken as l-67;
i/r = slenderness ratio, ‘I’ being the effective length and ‘r’
radius of gyration; and
E = modulus of elasticity 2 047 000 kgf/cms.
A-3. For values of l/r greater than 150, the average axial stress on the
cross-sectional are? of a strut or other compression member shall not 1
exceed the value Fe ( 1.2 - T&-r ) where F, is obtained as given
under A-2.
APPENDIX B
( Clause 5.7.2 )
DETERMINATION OF THE LENGTH OF THE CURVE OF
INTERSECTlON OF A TUBE WITH ANOTHER TUBE
OR WITH A FLAT PLATE
B-l. The length of the curve of intersection (see Fig. 2) may be taken as:
-_ _
P = a -I- b f 3,“~” + b2
18IS:806- 1%8
where
d
a = -;; cosec fj;
L
d 3 - (d/D )”
b=-x for intersection with a tube (see Note)
3 2- (d/D)a
= -$, for intersection with a flat plate;
d = outside diameter of branch;
6 = angle between branch and main; and
D = outside diameter of main.
NOTE - Alternatively, b = +> where 0 is measured in radianr and
# Ii
rin - = - .
2 D
FIO. 2 LENOTH OF THE CURVEOF INTERSECTION OF A TSJEE
WITH ANOTHER TUBE OR wlrH A FLAT PLATE
19BUREAU OF INDIAN STANDARDS
Headquarters :
ManakB havan, 9 Bahadur Shah,Zafar Marg, NEW DELHI 110002
Telephones : 331 01 31
331 13 75
371 94 02
Telegrams : Manaksanstha
(Common to all Offices)
Reglofral Offices : Teiqhone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 116002 3316617
3353841
‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 37 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 663843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 606113 2352315
TWestem : Manakalaya, E9 MIDC, Marol, Andheri (East), BOMBAY 460093 832 92 95
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380061 361348
*Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462993 554621
Plot No. 21 Satyanagar, BHUBANESHWAR 751607 463627
Kalaikathir Building, 8&3 Avanashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector l$ A, Mathura Road, FARIDABAD 121001 8-26 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C L.N. Gupta Marg, Nampaliy Station Road, HYDERABAD 560601 261063
R 14, Yudhister Marg, C Scheme, JAIPUR 302095 381374
1171418 B Sarvodaya Nagar, KANPUR 208005 2168 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 238923
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 262305
T.C. No. 14/1421, University P.O., Palayam, THIRUVANANTHAPURAM 695034 621 17
inspection Offices (With Sale Point) :
Pushpanjali, 1st floor, 205-A, West Hi Court Road, Shankar Nagar Square, 52 51 71
NAGPUR 440010
Institution of Engineers (India) Building 1332 Shivaji Nagar, 323635
PUNE 411005
Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
l
CALCUTTA 700072
TSales Oftice is at Novetty Chambers, Grant Road, BOMBAY 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narasimharaja Square, 2223971
BANGALORE 560002
Printed at Simco Printing Press, Delhi
|
2720_34.pdf
|
IS : 2720 ( Part XXXIV ) - 1972
Standard (R eaffi-*1 9”)
hi?ian
METHODS OF TEST FOR SOILS
PART XXXIV DETERMINATION OF DENSITY OF SOIL
IN-PLACE BY RUBBER-BALLOON METHOD
( Third Reprint JULY 1983 )
-.
\
4
b.’
U3C 624.131.431.5
. . .
-\
L
4’
0 copyright 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHt 110002
Gr 3 May 1972IS:272O(PartXXXIV)-1972
Indian Standard
’
METHODS OF TEST FOR SOILS
PART XXXIV DETERMINATION OF DENSITY OF SOIL
IN-PLACE BY RUBBER-BALLOON METHOD
Soil Engineering Sectional Committee, BDC 23
Chaifman Representing
PROF DINESH MOHAN Central Building Research Institute ( CSIR ),
Roorkee
SHRI D. R. NARAEARI t Alternak to
Prof fiineah Mohan ) ’
Pros ALAN SINQE University of Jodhpur, Jodhpur
DR A. BANEHJEE Cementation Co Ltd, Bombay
SHRI S. GUPTA ( Altemate)
SHRI B. B. L. BFATNAQAR Land Reclamation, Irrigation & Power Research
Institute, Amritsar
SHRI K. N. DADINA In personal capacity ( P-820, .Ncw Alipore, Calcutta 53 )
SKRI A. G. DASTI~AR Hindustan Construction Co Ltd, Bombay
SHRI R. L. DEWAN Bihar Institute of Hydraulic & Allied Research,
Khagaul, Patna
DR G. S. DAILLON Indian Geotechnical Society, New Delhi
DIRECTOR ( CENTRAL SOIL Central Water & Power Commission, New Delhi
MEORANICS REEEARCFI
STATION )
DEPUTY DIREQTOR ( CEN-
TRAL SOIL MECXANI(~(
RE~EAR~H STATION ) ( Alternate )
PROF R. N. DOoRA Indian Institute of Technology, New I3elhi
Snnr S. K. GULHATI ( Alternute )
SHRI B. N. GUPTA Irrigation Research Institute, Roorkee
JO;;\DI~ECTOR REREARC~ (FE), Railway Board ( Ministry of Railwavn )
.
DEPUTY DIRECTO n Rr-
SEAHCEI ( SOIL MECHA-
NIOS ), RDSO ( Altnnate )
SHRI S. S. J~SHI Engineer-in-Chief’s Branch, Ar*k:.$ Hc-,i.::.~;~ar~ers
SHRI S. VARADARAJA ( Altcrnntr )
SRRII . P. KAPILA Central Board of Irrigaticn & Pkjwcr, New Delhi
SARI G. KTJEOKXLMANN Rodio Foundation Engine&:.g i,td; mrt:lH azarat &
Co, Bombav
SHRI A. H. DIVANJI ( Alternnte)
( (htinard on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAnG
NEW DELL?i ;‘~OC’XIS t 2720 ( Part XXXIV ) - 1972
( Continued fromp agn 1 )
SARI 0. P. MALHOTRA Public Works Department, GovernmeAt of Punjab
SHRI M. A. MEHTA Concrete Association of India, Bombay
Sam T. M. MENON ( Altcmac )
SHRI T. K. NATARAJAN Central Road Research Institute (CSIR ), New
Delhi
SRRI RbVINDEK LAL National Buildings Organization, New Delhi
SBRI S. H. BAL~CHAN~ANI ( Ahmati )
REREARCH OFFICER Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab
RESEARCH OFFIOER Engineering Research Laboratories, Hyderabad
DR SHAMSHEHP RAKASH Universitv of Roorkee, Roorkee
SHRI S. N. SINHA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BIBRNO~ ( Allemau )
SUPERINTENDINQ ENGINEER Concrete & Soil Research Laboratory, Public Works
( PLANNINQ AND DRSI~N Department, Government of Tamil Nadu
CIRCLE )
EXECUTIVE ENGINEER ( IN-
CRAROE, SOIL MECHANICS
& RESE~X~FI DIVISION ) ( Ahmats )
SHRI C. G. SWAMINATHAN Institution of Engineers ( India ), Calcutta
SARI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SARI S. R. TALPADP: ( Altemak )
SHRI H. G. VEKMA PubI; ad’44;ks Department, Government of Uttar
SH~I D. C. CHATURVEDI ( Ahmate ) ’
SHRI D. AJITHI SIXHA, Director General, IS1 ( Ex-o&o Membe)r
Director ( Civ Engg )
SHKI G. RAMAN
Deputy Director ( Civ Engg ), IS1
Soil Testing Procedures and Equipment Subcommittee, RDC 23 : 3
Conucncr
PROF ALAM SINQH University of Jodhpur, Jodhpur
Mcmbcrs
UR R. K. BHANDAXI Cent;ilhPoad Reseaich Institute ( CSIR ), New
SHRI T. N. BAA~QAVA Roads Wing ( Ministry of Shipping & Transport )
SARI A. S. BISHNOI ( Alternate )
SHRI R. L. DEWAN Bihar Institute ‘of Hydraulic & Allied Research,
Khagaul, Patna
( Conhued on page 10 )~._ .-..l. -.._“_ _ - ___.__._
IS : 2720 ( Part XXXIV l-1972
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIV DETERMINATION OF DENSITY OF SOIL
IN-PLACE BY RUBBER-BALLOON METHOD
0. FOREWORD
0.1 This Indian Standard (Part XXXIV) was adopted by the Indian
Standards Institution on 31 January 1972, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 With a view to establish uniform procedures for the determination of
different characteristics of soils and also for facilitating comparative
studies of the results, the Indian Standards Institution is bringing out this
‘Indian Standard Methods of test for soils’ (IS: 2720) which is being
published in parts. This part deals with the procedure for the determina-
tion of the density in-place of compacted or firmly bonded soil using a
rubber-balloon apparatus. The in-place density of natural soil is needed
for the determination of bearing capacity of soils, for the purpose of stability
analysis of natural slopes, for the determination of pressures on underlying
strata for calculation of settlement, etc. In compacted soils the in-place
density is needed to check the amount of compaction that the soil has
undergone forcomparison with design data.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this field
in this country.
0.4 In reporting the result of a test or analysis made in accordance with this
standard, if the final value, ‘observed or calculated, is to be rounded off, it
shall be done in accordance with IS : Z-1960*.
1. SCOPE
1.1 This standard (Part XXXIV ) covers the procedure for determining
the density in-place of compacted or firmly bonded soil using a rubber-
balloon apparatus. This method is not suitable for very soft soils which
-__._ --.
*Rules for rounding off numerical values ( raked ) .
3F
_.- --
IS : 2720 ( Part XXXlV ) - 1972
will deform under slight pressure or in which the volume of the hole cannot .
be maintained at a constant value.
2. APPARATUS
2.1 Calibrated Vessel -designed to contain a liquid with a relatively
thin, flexible elastic membrane ( rubber-balloon) for measuring the volume
of the test hole under the conditions of this method (set Fig. 1 ). The cali-
brated equipment may also be a graduated glass cylinder provided with a
syitable guard and guard base with provisions for attachment of the
elastic membrane without leakage. The graduations shall be such that the
volumes can be read accurate to 5 ml. The apparatus shall be equipped so
that an externally controlled pressure or partial vacuum can .be applied to
the contained liquid ( seeN ote 1 ). Suitable provision shall also be made
for the measurement of the pressure applied. It shall be of such weight
and size that it will not cause distortion of the excavated test hole and
adjacent test area during the performance of the test. Provision may be
made for placing weights ( surcharge ) on the apparatus, if necessary_, when
the weight of the apparatus itself is not sufficient to hold it down durmg the
test. The flexible membranes shall be of such sizes as to fill the test holes
completely without wrinkles or folds when inflated within the test holes,
and their strength shall be sufficient to withstand such pressures as are
necessary to ensure complete filling of the test holes (see Note 2 ).
NOTE 1 -- Any arrangement for providing pressure and partial vacuum which does
not impair the portability of the apparatus may be used. A convenient method is to
use a pressure actuator bulb similar to the one used in the blood-pressure measuring
apparatus used by doctors. By providing suitable valves and other arrangementa the
same actuator can be used for creating the required vacuum.
NOTE 2 - The description and requirements given in 2.1 are intended to be non-
restrictive. Any apparatus using a flexible membrane ( rubber ) and liquid that can be
used to measure the volume of a test hole in soil under the conditions of this method
tn an accuracy within 1-O percent is satisfactory.
2.2 Balances -A balance or scale of approximately 20-kg capacity
accurate to 1 g and a balance of 2-kg capacity accurate to O-2 g.
2.3 Apparatus for the Determination of Moisture Content -shall
be in accordance with IS : 2720 (Part Ii)-1969*.
2.4 Miscellaneous Equipment -- Small pick, chisels, spoons for
digging test holes, plastic bags, buckets with lids, or other suitable metal
containers that can be closed for retaining the soil taken from the test
holes, thermometer for determining temperature of water, small paint
brush.
*Methods of test for soilr: Part 11 Determination of mobture. content (Jrrf rrpiriorr ).
4d_--.-._ . . _ ..-.
IS : 2720 ( Part XXXIV ) - 1972
BRAOUATEO OlRECT
READING CVLINOER
I
IN GUARO\
CONTAINEO
LIQUIO
r TO PRESSURE/VACUUM
ACTUATOR BULB
TO BE TESTEO
0 PRESSURE
-\-\.
-_. OAUBE
FLEXIBLE MEMBRANE
4
-- I (RUBBER-BPLLOON)
VOlO TO BE FILLED
WHEN EXTERNAL
PRESSURE IS APPLIED FIELO TEST liOLE
Fta. 1 SCHEMATIC DRAWINQO F CALIBRATEDV ESSEL
INDICATING Fkmcmz
3. CALIBRATION CHECK OF VOLUME INDICATOR
3.1 Verify the procedure to be used and the accuracy of the volume indi-
cator by using the apparatus to measure containers or moulds of determi-
nable volume that dimensionally simulate test holes that will be used in
the field. The apparatus and procedure shall be such that these volumes
5IS : 2720 ( Part XXXIV ) - 1972
shall be measured to within 1 *O percent (see Note). Containers of different
volumes shall be used so that the calibration check of the volume indicator
covers the range of anticipated test hole sizes.
NOTE -The lOO-mm and GO-mm moulds dexribed in IS : 2720 ( Part VII )-1965+
and IS : 2720 ( Part VIII )-1965t or other moulds prepared to simulate actual test
holes may be used. Where several sets of apparatus are used, it may be desirable to
cast duolicates of actual test holes. These sets should reoresent the ramze of size and
irregularities in t”.e walls of test holes that will be enco&tered. These Lbricated holes
may be used as standards for the calibration check of the volume indicator. This may
be accomplished by forming plaster of Paris negatives in the test holes and using these
as forms for Portland cement concrete castings. After removing the plaster of Paris
negative from the concrete casting, the inside surface of the fabricated holes should
be seated watertight and their volume determined as indicated in 3.1.
3.1.1 Volumes of Containers- Determine the weight of water, in
grams required to fill one of the containers. Slide a glass plate carefully
over the top surface of the container in such a manner as to ensure that the
container is filled completely with water. Determine the temperattire of
the water in the container. A thin film of cup grease smeared on the top
surface of the container shall make a watertight joint between the glass
plate and the top of the container. Calculate the volrime of the container,
in millilitres, by multiplying the weight of water, in grams, used to fill the
container by the unit volume of water, in millilitres per gram, at the
observed temperature, taken from Tabie 1. Repeat this procedure until
three values are secured for the volume of the container having maximum
range of variation of 3 ml. Repeat the procedure for each of the containers
to be used in the calibration check.
3.1.2 Calibration Check Tests -Place the rubber-balloon apparatus filled
with water to the required level ( see Note 1) on a relatively smooth hori-
zontal surface and take an initial reading on the volume indicator.
Transfer the apparatus to one of the containers and take the* reading on
the volume indicator when the rubber-balloon completely fills the contai-
ner ( see Notes 2 and 3 ). Apply pressure to the liquid in the apparatus until
there is no further change indicated on the volume indicator. Note and
record the pressure. Where necessary, add weight ( surcharge ) to the
apparatus to prevent it from rising ( see Note 4 ). Note and record the total
amount of weights added. The difference between the initial and final
readings of the volume indicator is the indicator volume value for the
container. The membrane may be withdrawn from the container by
applying a partial vacuum to the liquid in the apparatus. Repeat the
procedure for the other containers.
NOTE 1 -Water may be used as fill liquid and in freezing temperatures anti-freeze
fluids may be used in the calibrated vessel or cylinder.
*Methods of test for soils: Part VII Determination of moisture content-dry density
relation using light compaction.
tMethods of test for soils: Part VIII Determination of moisture content-dry density
relation using heavy compaction.. . _._
IS : 2720 ( Part XXXIV ) - 1972
NOTE 2 -If the calibration container or mould is airtight? it may be necessary to
provide an air escape, since the rubber membrane can entrap atr within the container
and cause erroneous volume measurement. After the volume of the container has
been determined with water and prior to the insertion of the rubber-balloon, rmall air
escape-holes may be provided by placing lengths of small diameter string over the edge
of the container and down the inside wall slightly beyond the bottom cehtre. This
will permit air leakage during the filling of the container with the membrane. If such
a procedure is necessary in the laboratory, it may bg necessary to use a similar
procedure on tightly-bounded soil in the field.
NOTI 3 - Before any measurements are made, it may be necessary to distend the
rubber-balloon and remove air bubbles adhering to the inside of the membrane by
kneading.
NOTE 4 - In field tests the additional weights (surcharge) will increase the stress in
the unsupported soil surrounding the test hole and will tend to cause it to deform.
The stress may be reduced by using a base plate.
TABLE 1 VOLUME OF WATER PER GRAM BASED ON TEMPERATURE
(Clourc 3.1.1 )
TEIIPRRATURE VOLUlUEOF WATER.
“C ,’
ml/g
12 1* OOO4 8
14 lQO0 73
16 l%Jl 03
1.001 38
;I 1.001 77
l-002 2 I
1.002 68
z I*003 20
28 1.003 75
1+ I04 35
;; 1.004 97
34 1.005 63
36 I.006 33
38 1.007 06
40 l-007 86
lx@8 57
2 1.009 39
l.OiO 31
z 1.011 12
50 1.012 04
4. PROCEDURE
4.1 Prepare the surface of the test hole site so that it is reasonably plane.
Set the apparatus on the test hole site and take an initial reading on the
volume indicator of the calibrated vessel using the same pressure on the
k liquid in the vessel and the same amount of surcharge weight as was used
in the calibration check. After taking this initial reading on the volume
indicator, scribe the outline of the apparatus on the test hole site. Record
the pressure used, the amount of the surcharge, and the initial volume
reading. If the apparatus was calibrated with a base plate, the base plate
shall remain in-place throughout the field test.
7IS : 2720( Part XXXIV ) - 1972
4.2 Remove the apparatus from the test hole site and dig a hole centered
within the outline scribed for the apparatus. Exercise care in digging the
test hole so that soil around the top edge of the hole is not disturbed.
Place all the soil removed from the test hole in an airtight container for i
weight and moisture content determinations. The test hole shall be of the
minimum volume given in Table 2. Larger holes will provide imprdved
accuracy and shall he used, where practicable. The dimensions of the
test holes are related to the apparatus design and the pressure used. In
general, the dimensions shall approximate those used in the calibration
.
check procedure.
TABLE 2 MINIMUM FIELD TEST HOLE VOLUMES AND MINIMUM
MOISTURE CONTENT SAMPLES BASED ON MAXIMUM
SIZE OF PARTICLE
( Clauses 4.2 and 4.4 )
SL MAXIMUM PARTICLE TEST HOLE MOISTURE CONTENT
No. SIZE VoLUME, Min SAPPLE, Min
(1) (2) (3) (4)
mm ems B
il 4-75 700
ii) 10 1400
iii) 20 2 loo
iv) 40 2 800 1000
v) 63 3 800 1500
4.3 After the test hole has been dug, place the apparatus over the test hole
in the same position used for the initial reading and inflate the flexible
membrane.in the hole, allowing air from the hole to escape without gett-
ing entrapped between the inner surface of the test hole and the flexible
membrane (see Note 2 under 3.1.2 ) . Apply the same surcharge weight
and pressure on the liquid in the vessel as used during the calibration
check procedure. Take and record the reading on the volume indicator.
The difference between this reading and the initial reading obtained in 4.1
is the ‘volume of the test hole (see Note). Note the temperature of the
water used and correct the volume for temperature, taking into considera-
tion the temperature at which the apparatus was calibrated. After the
test, pump the water and flexible membrane back into the cylinder by
applying vacuum.
NOTE -Attention i$ called to instances in weak soils, where the pressure applied to
the liquid in the vessel may deform the test hole to such an extent as to give an errone-
ous volume. In such instances, the apparatus shall be re-calibrated using less 1
surcharge weight and less pressure on the liquid in the vessel, or it may be necessary to
resort to another method such as that given in IS : 2720 ( Part XXVIII j-1966*.
-- __
*Methods of test for soils: Part XXVIII Determination of dry density of soils,
in-place, by the sand replacement method.
8IS : 2720 ( Part XXXIV ) - 1972
4.4 Determine the weight of all the moist soil removed from the test hole
to the nearest 5 g. Mix this soil thoroughly, select a sample in accordance .
with Table 2 for the determination of moisture content and determine its
weight to the nearest O*lg. Dry the moisture content sample to a constant
weight at a temperature 100 to. 110°C and determine the dry weight to
the nearest 0.1 g [ se6 also IS : 2720 (Part II )-196911.
5. CALCULATIONS
5.1 Calculate the moisture content, w, of the soil as follows:
weight of moisture
w = ___.______._~ x 100
weight of dry sol1
5.2 Calculate the wet unit weight, Ym, of the soil removed from the
test hole, in g/cma, as follows:
weight of moist soil
Y
D1= volume of test-hole
5.5 Calculate the dry unit weight, Yd, of the soil removed from the
test hole, in g/cm*, as follows:
Yd = ( w--;;Oo ) x 100
*Methods of test for soila: Part 11 Determination of moisture content (jr~l reui&n ),
9IS : 2720 ( Part XXXIV ) - 1972
( Confiauad /ran *gc 2 )
Mm&s 1plplurclrmg
DIRBOTOR SOIL Central Water & Power Commission, New Delhi
M F o R A ~~?%E~~H
STA'TION)
DRPUTY DIIIECX-OR (CEN-
TRAL SOIL ME~KANICS
RIC~EARCH STA~ON) (Altemete)
Smtr H. K. GUHA Geologists Syndicate Private Ltd, Calcutta
-SanrN.N. HHA'IVPAOHABYYA
( Akmatm )
SHRI S. K. GULHATI Indian Institute of Technology, New Delhi
SHRI S. S. JO.SHI Euginekr-in-Chief’s Branch, Army Headquarters
SHRI 0. P. MALHOTRA Buildings & Road Research Laboratory, Public Works
Department, Government of Punjab
DR I. S. UPPAL ( Altwnate )
SHRI D. R. NA~AHART Cent;iorF3ilding Research Institute ( CSIR ),
SHRI G. S. JAIN ( Afternds)
DR V. V. S. RAO United Technical Consultants Pvt Ltd, New Delhi
SH RI K. K. GUPT.A ( Alfemats )
REPRESENTATIVE Publzadzrks Department, Government of Uttir
SHWI H. C. VERMA Associated Instrument Manufacturers ( Ind,ia ) Pvt
Ltd. New Delhi
Sam M. N. BALIOA ( Aftme& ) .
10BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Off ices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. I 331 01 31
NEW DELHI 110002 331 1375
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I, P. Road. 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, I 21843
CHANDIGARH 160036 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 ( 41 25 19
41 29 16
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, I 2 63 48
AHMADABAD 380001 2 63 49
$Peenya Industrial Prea 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
I 6 98 32
117/418 B Sarvodaya Nagar, KANPUR 208005 I 21 68 76
21 82 92
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhse Approach, P. 0. Princep 27 66 00
Street. Calcutta 700072
tSales Office in Bombay ir at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
Ib-_.___* --.- ll_-.-. ..^__ ____,__.____.. .. __ --
AMENDMENT NO. 1 AUGUST 1983
TO
IS:2720(Pari 34)-1972 METHODS OF TEST FOR SOILS
PART 34 DETERMINATION OF DENSITY OF SOIL IN-
PLACE BY RUBBER-BALLOON METHOD
Alterations
---_--
(Page 4, clause 2.3, line 2) - Substitute
'IS:272O(Part 2)-1973*' for' %:272o(wt 2)-1969".
(Page 4, foot-note with '*' mzrk) - Substitute
the folloving for the existing foot-note:
'*Methods of ,est for soils: Part 2 Determination of
water content (secoti revision).'
(Pages 5 and 6, clause 3.1,.) Jote,l ines 1 aTZd2 ) -
Substitute 'IS:2720("art 7)-lpSO* and TS:2720(?art 8)-
E@zT: for 'IS:2720(Part 7)-1965* and IS:2720(Part 8)-
*
(Page 6, foot-notes with '*I and 't' mrks) -
Substitute the following for the existing foot-notes:
'*Methods of test for soils: Part 7 Determination of
moisture content-dry density relation using light
compaction (second revision).
methods of test for soils: Part 8 Determination of
moisture content-dry density relation using heavy
compaction (second revision).'
3 (Page 8, clause 4.3, Note, Last line) - Substitute
'IS:2720(mt 28)~1974+' HOP 'IS:2720(Part 28)~1966*';
I
1--_---___ ..-_._
(Page 8, foot-note.tdth ‘*’ mark) - Substitute
the folloving for the existing foot-note:
'*Methods of test for soils: Part 28 Determination of
dry density of soils, in-place, by the sand re-
placement method (first revision).’
(Page 9, clause 4.4, lust line) - Substitute
'IS:2720(Part2 )-1973" for 'Is:272o(ParItI )-196g*‘.
(Page 9, foot-note tith ’ *’ mark) - Substitute
the following for the existing foot-note:
'*Methods of test for soils: Part 2 Determination of
moisture content(kecond revision).’
t
(BDC 23)
r
2
c.
Reprography Unit, BIS, New Delhi, fndiz
|
1200_11.pdf
|
IS:1200 (Part XI) - 1977
(Reaffirmed1997)
Edition 4.1
(1989-12)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XI PAVING, FLOOR FINISHES, DADO AND SKIRTING
( Third Revision )
(Incorporating Amendment No. 1)
UDC 69.003.12:693.7+69.025.3
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3IS:1200 (Part XI) - 1977
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XI PAVING, FLOOR FINISHES, DADO AND SKIRTING
( Third Revision )
Civil Works Measurements Sectional Committee, BDC 44
Chairman Representing
SHRI S. R. NAIR Engineer-in-Chief’s Branch, Army Headquarters
Members
SHRI N. P. ACHARYYA The Commissioner for the Port of Calcutta, Calcutta
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHRI T. V. SITARAM (Alternate)
CHIEF ENGINEER (R & B) Public Works Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDING ENGINEER
(P & D) (Alternate)
SHRI V. B. DESAI Hindustan Construction Co Ltd, Bombay
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
DIRECTOR (RATES & COSTS) Central Water Commission, New Delhi
DEPUTY DIRECTOR (RATES &
COSTS) (Alternate)
SHRI P. N. GADI Institution of Surveyors, New Delhi
SHRI P. L. BHASIN (Alternate)
SHRI G. V. HINGORANI Gammon India Ltd, Bombay
SHRI G. K. C. IYENGAR Heavy Engineering Corporation Ltd, Ranchi
SHRI M. L. JAIN The National Industrial Development Corporation
Ltd, New Delhi
SHRI H. K. KHOSLA Irrigation Department, Government of Haryana,
Chandigarh
SHRI S. K. KOGEKAR National Buildings Organisation, New Delhi
SHRI G. S. LIKHARI (Alternate)
SHRI S. K. LAHA Institution of Engineers (India), Calcutta
SHRI V. D. LONDHE Concrete Association of India, Bombay
SHRI N. C. DUGGAL (Alternate)
SHRI K. K. MADHOK Builders’ Association of India, Bombay
SHRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE (Alternate)
(Continued on page 2)
© BIS 2003
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:1200 (Part XI) - 1977
(Continued from page 1)
Members Representing
SHRI B. S. MATHUR Ministry of Shipping & Transport (Roads Wing)
SHRI A. D. NARAIN (Alternate)
SHRI R. S. MURTHY Engineer-in-Chief’s Branch, Ministry of Defence
SHRI V. G. PATWARDHAN (Alternate)
SHRI C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI RADHEY SHIAM Hindustan Steelworks Construction Ltd, Calcutta
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI G. B. SINGH (Alternate)
SHRI P. V. SATHE Public Works & Housing Department, Government of
Maharashtra, Bombay
SENIOR CIVIL ENGINEER (PLG & Ministry of Railways
DESIGNS), NORTHERN RAILWAY
SHRI B. K. SHAH Bombay Port Trust, Bombay
DR R. B. SINGH Banaras Hindu University, Varanasi
SHRI S. SRINIVASAN Hindustan Steel Ltd, Ranchi
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (AVI)
SURVEYOR OF WORKS (I) (Alternate)
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (NDZ)
SURVEYOR OF WORKS (I)
ATTACHED TO SSW (I) (Alternate)
SHRI J. C. VERMA Bhakra Management Board, Nangal Township
SHRI I. P. PURI (Alternate)
SHRI D. AJITHA SIMHA, Director General, ISI (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), ISI
2IS:1200 (Part XI) - 1977
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XI PAVING, FLOOR FINISHES, DADO AND SKIRTING
( Third Revision )
0. F O R E W O R D
0.1This Indian Standard (Part XI) (Third Revision) was adopted by
the Indian Standards Institution on 30 September 1977, after the draft
finalized by the Civil Works Measurement Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2Measurement occupies a very important place in planning and
execution of any civil engineering work from the time of first estimates
to final completion and settlement of payments of the project. The
methods followed for measurement are not uniform and considerable
differences exist between various Central and State Government
departments. While it is recognized that each system of measurement
has to be specifically related to the administrative and financial
organizations within the department responsible for work, a
unification of the various systems at technical level has been accepted
as very desirable, specially as it permits a wider circle of operation for
civil engineering contractors and eliminates ambiguities and
misunderstandings arising out of the inadequate understanding of
various systems followed.
0.3Among the various civil engineering items, measurement of
building had been first to be taken up for standardization and this
standard, having provision relating to all building works, was first
published in 1958 and then revised in 1964.
0.4In the course of usage of this standard (IS:1200-1964*) by various
construction agencies in the country, several clarifications and
suggestions for modifications were received and, as a result of study,
the Sectional Committee decided that its scope, besides being
applicable to buildings, should be expanded so as to cover also method
of measurement applicable to civil engineering works like industrial
works.
*Method of measurement of building works (revised).
3IS:1200 (Part XI) - 1977
0.5Since various trades are not related to one another, the Committee
decided that each type of trade as given in IS:1200-1964* be issued
separately as a different part, which will be helpful to specific users in
various trades. This part covering method of measurement of paving
and floor finishes applicable to building as well as civil engineering
works was, therefore, issued as a second revision in 1971.
0.6In the course of use of this standard in the past 6 years, a number
of suggestions were received and accordingly certain amendments
were issued to this standard. This third revision incorporates all such
amendments besides making other provision up-to-date.
0.7This edition 4.1 incorporates Amendment No. 1 (December 1989).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
0.8For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a measurement, shall be rounded off in
accordance with IS:2-1960†. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1This standard (Part XI) covers the method of measurement of
pavings, floor finishes, dado and skirting in buildings and civil
engineering works.
NOTE — The method of measurement of airfield pavements is covered in IS: 1200
(Part XVII)-1969‡.
2. GENERAL
2.1Clubbing of Items — Items may be clubbed together provided
that the break-up of the clubbed items is agreed to be on the basis of
the detailed description of the items.
2.2Booking of Dimensions — In booking dimensions, the order
shall be consistent and generally in the sequence of length, breadth or
width and height or depth or thickness.
2.3Description of Items — The description of each item shall,
unless otherwise stated, be held to include wherever necessary
conveyance and delivery, handling, unloading, storing, fabrication,
hoisting, all labour for finishing to required shape and size, setting,
fitting and fixing in position, straight cutting and waste, return of
packings, and other incidental operations.
*Method of measurement of building works (revised).
†Rules for rounding off numerical values (revised).
‡Method of measurement of building and civil engineering works: Part XVII Road
work including airfield pavement (revised).
4IS:1200 (Part XI) - 1977
2.4Dimension — All work shall be measured as laid in the decimal
system as under unless otherwise stated hereinafter. The length and
breadth shall be measured before laying skirting, dado or wall plaster:
a)Dimensions shall be measured to the nearest 0.01m, and
b)Areas shall be worked out to nearest 0.01m2.
2.5Bills of Quantities — Items of work shall fully describe the
materials and workmanship and accurately represent the work to be
executed.
2.6Cuttings — All cuttings shall unless otherwise stated be held to
include the consequent waste.
2.7Mode of Measurement — All work shall be measured in square
metres unless otherwise stated. Deductions for ends of dissimilar
materials or other articles embedded shall not be made for areas not
exceeding 0.1m2.
2.7.1Work in isolated width not matching with the general finish shall
be measured as below:
a)Width 30cm and below in running metres (the description to
include for cutting to edges if any), and
b)Width above 30cm in square metres.
2.8Expansion and dummy joints shall be described and measured
separately in running metres stating depth and width of joints. The
filler shall be described and included in the description of item.
2.9Work in repairs shall be so described and preparation of old
surfaces to receive such work shall be included in the description.
2.10Work in isolated areas not exceeding 1m2 each shall be so
described stating the nature thereof.
2.11Work to a pattern or in more than one colour shall be so described
stating the nature thereof.
2.12Curved work, conical work and spherical work shall be described
separately stating the radius.
2.12.1Labour in such works shall be so described and measured
separately.
3. IN SITU FINISHES
3.1In situ finishes shall be classified according to the kind of material
(for example, granolithic, terrazzo, mosaic, etc) and measured
separately. The following particulars shall be given for each
classification:
a)Composition and mix;
b)Thickness, which shall be exclusive of keys, grooves and open joints;
5IS:1200 (Part XI) - 1977
c)Number of coats;
d)Nature of surface treatment (for example, steel trowelled, wood
floated, polished, sprinkled with carborundum powder, etc);
e)Nature of base and any special treatment to the same; and
f)Situations, for example, whether in flooring or in dado/skirting.
3.2Work executed to imitate stone slab, or stone blocks shall be so
described stating the average size of the slabs or blocks, the surface
finish (for example, plain, rough, etc).
3.3Work to floors laid in bays and work to floors laid in panels
between dividing strips shall be so described stating the size of bay or
area of panel or bay. The dividing strip shall be measured separately
(see 3.13).
3.4Work in floors laid in one operation with the base concrete shall be
so described.
3.5 No deduction shall be made for voids not exceeding 0.2m2.
3.6Work in treads, risers and edges of landings shall be measured in
square metres. Work in landings shall be included in the main item.
3.7Work to wall strings and open strings shall be measured in square
metres. Ends, angles, ramps and wreathed corners shall be included
with the item.
3.8Moulded nosings shall be measured in running metres; returned
moulded ends and angles to mouldings shall be included in the
description.
3.9Dados (including raking dados) shall be measured in square
metres. Skirting (including raking skirting) shall be measured in
running metres stating the height. Mitres, stops, returned ends and
the like shall be included with the item.
3.10Work to kerbs shall be measured in running metres stating the
girth on face. Raking kerbs and vertical kerbs shall each be so
described. Arrises, rounded edges and coves shall be included in the
description. Angles and intersections shall be enumerated separately.
3.11Forming channels shall be measured in running metres as extra
over the finishings in which they occur stating the girth on face.
Arrises shall be included in the description. Ends, angles, intersections
and outlets shall each be enumerated separately.
3.12Lining to channels shall be measured in running metres stating
the girth on face. Arrises and coves shall be included in the
description. Ends, angles, intersections and outlets shall each be
enumerated separately.
3.13Dividing strips shall be described stating size and thickness and
measured separately in running metres. Description shall include for
ends, angles and intersections and method of fixing, embedding, etc.
6IS:1200 (Part XI) - 1977
4. TILE, SLAB OR BLOCK FINISHES
4.1 Particulars of the following shall be given:
a)Kind of tile, slab or block units (for example, precast concrete,
precast terrazzo, brick, natural stone, cast stone, slate, marble,
woodblocks, cork, rubber, etc);
NOTE — In case of precast concrete work, the mix to be stated.
b)Thickness and size of tile, slab or block units;
c)Shape of units where other than rectangular;
d)Nature of surface finish (for example, glazed, rubbed, polished,
type of dressing in case of stone, etc);
e)Bedding or other method of fixing units;
f)Grouting, pointing or other finish to joints;
g)Nature of base (for example, wood, screeded bed, concrete,
brickwork, etc);
h)Situations, for example, whether in flooring or in dado/skirting;
and
j)Layout of joints.
4.2Temporary moulds for precast tile, slab or block units shall be
deemed to be included with the item.
4.3 No deduction shall be made for voids not exceeding 0.2m2.
4.4Square cutting at joint and at boundaries shall be deemed to be
included with the items except as provided in 4.5. Raking, cutting and
curved cutting shall each be measured separately in running metres
except where occurring within a pattern. In case of work laid to
diagonal patterns, straight cutting at boundary (measured around the
perimetre of each area) shall be measured in running metres.
4.5Fair edges, rebated edges, rounded edges, chamfered edges,
splayed edges, bevelled edges and the like shall be measured
separately in running metres including ends, angles, mitres,
intersections, etc.
4.6Moulded edges, grooves, flutes and the like shall each be measured
separately in running metres. Ends, angles and intersections shall
each be enumerated separately.
4.7Cutting and fitting around steel stanchions and the like (grouped
together) shall be described and enumerated.
4.8Cutting and fitting around pipes, tubes, bars, cables, conduits and
the like shall be described and enumerated.
7IS:1200 (Part XI) - 1977
4.9 Cutting and fitting around profile of steps shall be enumerated.
4.10Cutting and fitting around ducting brackets, newels, WC
pedestals, vents, soot-doors and the like (grouped together) shall be
enumerated stating the size in stages of 25cm girth.
4.11Dividing strips shall be described stating size and thickness and
measured separately in running metres. Description shall include for
ends, angles and intersections and method of fixing, embedding, etc.
4.12Dados (including raking dados) shall be measured in square
metres. Skirting (including raking skirting) shall be measured in
running metres stating the height. Mitres, stops, returned ends and
the like shall be included with the item.
4.13Channels, and lining to channels shall each be measured
separately in running metres describing the section and average
depth. Channels to falls shall be so described. Rounded edges shall be
included in the description. Ends, angles, intersections and outlets
shall each be enumerated separately.
4.14Kerbs shall be measured in running metres describing the section
and shall include rounded edges coves, etc.
4.15Special tiles and special slabs to form coved internal angles of any
radius, rounded external angles, architraves, mouldings, ceiling ribs,
cornices and the like shall each be measured in running metres
separately according to size and shape.
4.16Work to treads, risers and edges of landings shall be measured
separately in square metres. Work in landings shall be included in the
main item.
5. SHEET FINISHES
5.1 Particulars of the following shall be given:
a)Kind of sheeting (linoleum, cork, rubber, etc);
b)Thickness and quality of sheeting;
c)Method of fixing and joining; and
d)Nature of base.
5.2Laps and seams shall be included in the description stating the lap
and type of seam and shall not be measured separately.
5.3Sheet finishes to vertical inclined and horizontal surfaces shall be
measured separately.
5.4 No deduction shall be made for voids not exceeding 0.2m2.
8IS:1200 (Part XI) - 1977
5.5Raking cutting and curved cutting shall each be measured
separately in running metres except where occurring within a pattern
(see 2.11). Forming rounded external angles and coved internal
angles shall each be measured separately in running metres stating
the girth.
5.6Cover strips over joints of finishes shall be described stating the
size and measured in running metres. Description shall include for
ends, angles and intersections.
5.7Cutting and fitting around steel stanchions and the like (grouped
together) shall be described and enumerated.
5.8Cutting and fitting around pipes, tubes, bars, cables, conduits and
the like shall be described and enumerated.
5.9 Cutting and fitting around profile of steps shall be enumerated.
5.10Cutting and fitting around ducting brackets, newels, WC
pedestals, vents, soot-doors and the like (grouped together) shall be
enumerated stating the size in stages of 25cm girth.
6. BEDDING AND BACKINGS
6.1 Particulars of the following shall be given:
a)Composition and mix;
b)Thickness which shall be exclusive of keys, grooves, open joints;
and
c)Nature of base and any treatment of the same.
6.2Screeded beds for all floor finishes shall be described and
measured.
6.3 No deduction shall be made for voids not exceeding 0.2m2.
6.4Bedding and backing laid in bays or laid in panels between
dividing strips shall be so described stating the size of bay or area of
panel or bay.
6.5Bedding and backing in treads, risers and edges of landings shall
each be measured separately in square metres. Work in landings shall
be included in the main item.
6.6Bedding and backing in skirtings and dados shall be measured
separately.
6.7Forming channels in beds shall be measured in running metres as
extra over the beds in which they occur stating the girth on face.
Arrises, rounded edges, coves, ends, angles, intersections, outlets and
the like shall be included with the items.
9Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:BDC 44 and amended by EDC44
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 December 1989
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
|
9178_1.pdf
|
IS:9178(Part1)-1979
(Reaffirmed2001)
Edition1.2
(1992-08)
Indian Standard
CRITERIA FOR DESIGN OF STEEL BINS FOR
STORAGE OF BULK MATERIALS
PART1 GENERAL REQUIREMENTS AND
ASSESSMENT OF LOADS
(Incorporating Amendment Nos. 1 & 2)
UDC 624.953.042[669.14]:621.796.6
© BIS 2004
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 7IS:9178(PartI)-1979
Indian Standard
CRITERIA FOR DESIGN OF STEEL BINS FOR
STORAGE OF BULK MATERIALS
PARTI GENERAL REQUIREMENTS AND
ASSESSMENT OF LOADS
Structural Engineering Sectional Committee, SMBDC 7
Chairman Representing
DIRECTOR STANDARDS (CIVIL) Ministry of Railways
Members
SHRI R. M. AGARWAL Institution of Engineers (India), Calcutta
DR PREM KRISHNA (Alternate)
SHRI A. K. BANERJEE Metallurgical and Engineering Consultants (India)
Ltd, Ranchi
SHRI S. SANKARAN (Alternate)
SHRI P. G. BARDHAN Braithwaite & Co Ltd, Calcutta
SHRI S. K. GANGOPADHYAY (Alternate)
SHRI S. N. BASU Inspection Wing, Directorate General of Supplies
and Disposals, New Delhi
SHRI D. B. JAIN (Alternate)
SHRI P. C. BHASIN Ministry of Shipping and Transport (Department of
Transport) (Roads Wing)
SHRI V. S. BHIDE Central Water Commission, New Delhi
DEPUTY DIRECTOR (GATES
AND DESIGNS) (Alternate)
DR P. N. CHATTERJEE Government of West Bengal
DR P. DAYARATNAM Indian Institute of Technology, Kanpur
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. R. KULKARNI (Alternate)
DIRECTOR (TRANSMISSION) Central Electricity Authority, New Delhi
DEPUTY DIRECTOR (TRANS-
MISSION) (Alternate)
JOINT DIRECTOR STANDARDS Ministry of Railways
(B & S)
ASSISTANT DIRECTOR (B & S)-
SB (Alternate)
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN (Alternate)
(Continued on page 2)
© BIS 2004
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:9178(PartI)-1979
(Continued from page 1)
Members Representing
SHRI P. K. MALLICK Jessop & Co Ltd, Calcutta
SHRI S. MUKHERJEE Steel Authority of India Ltd, New Delhi
SHRI S. K. MUKHERJEE Bridge & Roof Co (India) Ltd, Howrah
SHRI B. K. CHATTERJEE (Alternate)
SHRI P. N. BHASKARAN NAIR Rail India Technical and Economics Services, New
Delhi
SHRI A. B. RIBEIRO (Alternate)
SHRI R. NARAYANAN Structural Engineering Research Centre, Madras
PROF H. C. PARMESWAR Engineer-in-Chief’s Branch, Ministry of Defence
SHRI C. S. S. RAO (Alternate)
SHRI DILIP PAUL Industrial Fasteners Association of India, Calcutta
REPRESENTATIVE Burn Standard Co Ltd, Howrah
SHRI A. P. KAYAL (Alternate)
REPRESENTATIVE Hindustan Steel Works Construction Ltd, Calcutta
REPRESENTATIVE Richardson & Cruddas Ltd, Bombay
SHRI P. V. NAIK (Alternate)
SHRI P. SENGUPTA Stewarts & Lloyds of India Ltd, Calcutta
SHRI M. M. GHOSH (Alternate)
SHRI G. SRINIVASAN Bharat Heavy Electricals Ltd, Tiruchchirappalli
SHRI G. L. NARASAIAH (Alternate)
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SHRI B. P. GHOSH (Alternate)
SHRI M. D. THAMBEKAR Bombay Port Trust, Bombay
SHRI L. D. WADHWA Engineers India Ltd, New Delhi
SHRI B. B. NAG (Alternate)
SHRI C. R. RAMA RAO, Director General, ISI (Ex-officio Member)
Director (Struc & Met)
Secretary
SHRI S. S. SETHI
Assistant Director (Struc & Met), ISI
Panel for Steel Silos and Bunkers, SMBDC7/P-24
Convener
SHRI K. VEERARAGHAVACHARY Bharat Heavy Electricals Ltd, Tiruchchirappalli
Members
SHRI S. GOPALKRISHNAN Structural Engineering Research Centre, Madras
SHRI R. NARAYANAN (Alternate)
REPRESENTATIVE Ministry of Railways
SHRI N. K. ROY Fertilizer Corporation of India Ltd, Sindri
2IS:9178(PartI)-1979
Indian Standard
CRITERIA FOR DESIGN OF STEEL BINS FOR
STORAGE OF BULK MATERIALS
PARTI GENERAL REQUIREMENTS AND
ASSESSMENT OF LOADS
0. F O R E W O R D
0.1This Indian Standard (Part I) was adopted by the Indian Standards
Institution on 15 May 1979, after the draft finalized by the Structural
Engineering Sectional Committee had been approved by the Structural
and Metals Division Council and the Civil Engineering Division Council.
0.2Bins are known as silos if they have circular or polygonal shape in
plan. When square or rectangular in plan they are known as bunkers.
In this standard a bin shall mean both silo and bunker unless
otherwise stated.
0.3The functions of bins as storage structures are very important in
power stations, fertilizer complexes, steel plants, cement plants and
similar industries for efficient storage and use of bulk material both in
granular and powdery form. On the agricultural front bins are used to
store food grains for ensuring their supply all through the year. Bulk
storage of materials in bins has certain advantages over other forms of
storage. Therefore an Indian Standard on this subject has been a long
felt need and this standard is aimed at giving the necessary guidance
in the analysis and design of steel bins for storing, various materials of
different characteristics and flow properties.
0.4Bins have been designed on the basis of Janssen’s Theory (with
modifications to the original). From experimental investigations and a
study of the performance of the existing bins it has been noticed that
the pressure distribution is influenced by the size and shape of the
material to be stored (that is granular or powdery), moisture and
temperature, bulk density, which in turn is affected by storage and
flow characteristics. Besides there is an increase in the imposed loads
during filling and emptying, the latter being more predominant.
0.5For reasons mentioned above in the bins designed by conventional
methods, materials do not easily flow due to arching and piping. This
required frequent poking—manually, pneumatically, with steams or
by other mechanical means. With research data available, this
problem has been successfully solved by adopting mass flow or funnel
3IS:9178(PartI)-1979
flow bins where the shape of the bin hopper and size of the openings
are based on the flow properties of the stored material.
0.6In order to deal with the subject in an effective manner this
standard has been prepared in three parts namely:
PartIGeneral requirements and assessment of loads
PartIIDesign criteria
PartIIIBins designed for mass flow and funnel flow
0.7This standard keeps in view the practices being followed in the
country and elsewhere in this field. Assistance has also been derived
from the following publications:
DIN1055(Sheet6)Design loads for building—Loads in silos/bins.
Deutscher Normenausschuss.
PIEPER(K)andWENZEL(F)Pressure Distribution in Bins (in
German). V erleg Wilhelm Ernst & Sohn, Berlin, Munchen. 1964.
LAMBERT(F.E.). The Theory and Practical Design of Bunkers. The
British Constructional Steelwork Associations Ltd, London.
REISNER(W) and ROUTHE(M. E.). Bins and Bunkers for Handling
Bulk Materials. Trans-Tech. Publication, Ohio, USA.
JENIKE(A.W.). Storage and Flow of Solids. Bul123. 1964 Utah
Engineering Experiment Station, University of Utah, Utah, USA.
JOHAN(J.R.)andCOLIJN(H). New Design Criteria for Hopper and
bins. Iron and Steel Engineer, October 1964.
0.8This edition 1.2 incorporates Amendment No. 1 (February1985)
and Amendment No. 2 (August1992). Side bar indicates modification
of the text as the result of incorporation of the amendments.
0.9For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS:2-1960*.
1. SCOPE
1.1This standard (Part I) deals with the general requirements and
assessment of bin loads for granular and powdery materials in
different bin shapes.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
*Rules for rounding off numerical values (revised).
4IS:9178(PartI)-1979
2.1Aeration—A process in which air is moved through the stored
materials for ventilation.
2.2Arching—A phenomenon in the bin during the emptying of
stored material giving rise to formation of arches of the material across
the bin walls.
2.3Bin—A structure meant for storing bulk material in vertical
direction with outlets for withdrawal either by gravity alone or by
gravity assisted by flow promoting devices.
2.3.1Silo—A bin, circular or polygonal in plan.
2.3.2Bunker—A bin whose cross section in plan is square or
rectangular.
2.4Bin, Asymmetrical—A bin in which the outlets are
asymmetrically placed to axes of the bin.
2.5Bin, Interstice—Bin formed out of the space enclosed by a
battery of interconnected bins.
2.6Bin Loads—Load exerted by a stored material on the walls of a
bin.
2.7Bulk Solid—Bulk of granular and powdery material.
2.7.1Granular Material—Material having mean particle size more
than 0.2mm. No cohesion between particles is assumed.
2.7.2Powdery Material—Material having mean particle size less
than 0.06mm.
2.8Bunker Closure or Gate—The closing arrangement for the
outlet at the bottom of the hopper for discharging the stored material.
2.9Consolidated Pressure—The normal pressure acting on the
bulk solid causing the particles to move closer together, thereby
changing the bulk density and flow properties of the material.
2.10Food Grain—All cereals, pulses and millets, except oilseeds.
2.11Funnel or Plug Flow—The flow pattern in which the material
flows primarily in the central region of the bin or hopper.
2.12Hopper—The bottom converging portion of the bin.
2.13Mass Flow—Flow in which the entire mass of material flows
without stagnation.
2.14Poking Hole—Hole provided at suitable location on the sides
for poking the stored material either manually, mechanically,
pneumatically or with steam.
5IS:9178(PartI)-1979
2.15Valley Angle—The angle of the corner of pyramidal hopper
measured with respect to the horizontal plane.
2.16Waist or Transition—The junction of the vertical walls and
the sides of hopper.
3. NOTATIONS
3.0For the purpose of this standard, the following notations shall have
the meaning indicated against each:
A = Horizontal cross sectional area of the stored material at
depthZ.
a = Side of a square bin or shorter side of a rectangular bin
b = Longer side of a rectangular bin
D = Internal diameter in a circular bin
d = Maximum diameter of the circle that can be inscribed in the
bin
h = Height of bin
P = Pressure of air injected for pneumatic emptying of a bin
a
P = Pressure
i = Suffix indicating h, v or w corresponding to horizontal
(lateral), vertical or wall friction respectively
P = Horizontal (lateral) pressure on the bin wall due to stored
h
material depth Z
P = Vertical pressure on the horizontal cross-section of the stored
v
material
P = Vertical load transferred to the wall due to friction between
w
material stored and the bin wall
P = Pressure obtained on the wall of a bin imagined to be
ni
enlarged in plan so as to make the eccentric opening
concentric
S = Bottom diameter of insert
R = A/U
U = Perimeter of the cross-section of the stored material at depth Z
W = Bulk density of the stored material
Z = Depth below the levelled surface of the maximum possible fill
in the bin (see Fig. 1)
δ= Angle of wall friction of the stored material on the walls of
the bin
θ = Slope of hopper wall with horizontal
6IS:9178(PartI)-1979
= Angle of internal friction of the stored material (for
non-cohesive materials it is also the angle of repose)
µ = Coefficient of wall friction (tanδ=P /P )
w h
µ = Coefficient of wall friction during filling
f
µ = Coefficient of wall friction during emptying
e
λ = Pressure ratio(P /P )
h v
λ = Pressure ratio(P /P )during filling
f h v
λ = Pressure ratio(P /P )during emptying.
e h v
FIG.1 DEPTH BELOW THE LEVELLED SURFACE OF THE MAXIMUM
POSSIBLE FILL IN THE BIN
4. GENERAL
4.1Location—Location of bins and specially those storing
foodgrains shall conform to the relevant provisions of
IS:5503(PartI)-1969*. Depending upon material handling and
pressure requirements, bins should be suitably located.
4.2Economic Consideration—Optimum dimensions, shape and
lay-out, etc, of bins shall be selected in accordance with
clauses4.2.1to4.2.3. In addition the material handling facilities shall
also be considered.
4.2.1Dimensions—Volume of each bin and height to diameter ratio
shall be governed by the storage and functional requirement of materials.
To achieve reduction in lateral pressure over a longer height, it may be
preferable to select a height diameter ratio greater than or equal to two.
4.2.2Shape—A bin may be circular or polygonal in plan and is provided
with a roof and a bottom which may be flat, conical or pyramidal. In case
of gravity flow bin, the angle made by the hopper with the horizontal
shall preferably be determined in accordance with IS:9178(Part III)†.
*General requirements for silos for grain storage:Part I Constructional
requirements.
†Criteria for the design of steel bins for storage of bulk materials:Part III Bins
designed for mass flow and funnel flow (under preparation).
7IS:9178(PartI)-1979
4.2.3Layout—Storage bins may be either free standing individual
bins or arranged in the form of batteries of free standing bins or bins
inter-connected in one or both the directions.
5. DESIGN PARAMETERS
5.1Design parameters of stored materials include bulk density w,
angle of internal friction ,angle of wall frictionδand pressure
ratio(λ)which are the governing factors for the computation of bin
loads. Storage and flow characteristics of granular materials differ
widely from those of powdery materials.
5.2Shape of the Bin—The cross-sectional shape of the bin is taken
into account by the factor R. In the case of interstice bins, the value of
R shall be approximated by the value of R for an equivalent square bin
of the same area.
5.3Bulk Density and Angle of Internal Friction—Tables1 and 2
give the classification and characteristics of bulk material commonly
stored.
TABLE 1 CLASSIFICATION OF BULK MATERIALS
MATERIAL CHARACTERISTIC CLASS
Very fine—100mesh and under A
Fine 3mm and under B
Size
Granular—12mm and under C
Lumpy-containing lumps over 12mm D
Irregular—being fibrous, stringy or the like H
Very free flowing 1
Flowability Free flowing 2
Sluggish 3
Non-abrasive 6
Abrasiveness Mildly abrasive 7
Very abrasive 8
Contaminable, affecting use or saleability K
Hygroscopic L
Highly corrosive N
Mildly corrosive P
Gives off dust or fumes harmful to life R
Other Characteristics Contains explosive dust S
Degradiable, affecting use of saleability T
Very light and fluffy W
Interlocks or mats to resist digging X
Aerates and fluidized Y
Packs under pressure Z
8IS:9178(PartI)-1979
TABLE 2 CHARACTERISTICS OF BULK MATERIALS
(Clause 5.3)
MATERIAL AVERAGE CLASS ANGLE OF
BULK INTERNAL
DENSITY FRICTION
W Min
(1) (2) (3) (4)
kg/m3 Degree
Ammonium chloride, crystalline 830 B26LP 30-45°
Ammonium nitrate 720-1000 B27NLS 25°
Ammonium sulphate 720-920 B26N 32-45°
Ashes, coal, dry, 12mm and under 560-640 C37 40°
Ashes, coal, dry, 75mm and under 560-640 D37 38°
Ashes, coal, wet, 12mm and under 720-800 C27PZ 52°
Ashes, coal, wet, 75mm and under 720-800 D37PZ 50°
Asphalt, crushed, 12mm and under 720 C26 30-45°
Benzine hexachloride 890 A36R 45°
Bicarbonate of soda 650 A26 30°
Calcium carbide 1120-1280 D27 30-45°
Carbon black, pelletized 320-400 B16TZ 28°
Carbon black powder 600-900 A17WZ 21°
Cinders, blast furnace 910 D38 35-45°
Cinders, coal 640 D28 35-45°
Coal, anthracite 830-960 C27P 30-45°
Coal, pulverized 510-560 — —
Coal, powdered 800-960 — —
Coal, bituminous, mined, run of mine 800 D26P 35°
Coal, bituminous, mined, sized 800-910 D26PT 22-31°
Coal, bituminous, mined, slack 12mm and under 640-800 C36P 29-45°
Coal, bituminous, stripping, not cleaned 800 D37P 45°
Coal char 380 B27SY 30-45°
Coke loose 360-510 D38TX 27-45°
Coke breeze 400-560 — ≥45°
Cement 1550 — 25°
Cement clinker 1650 — 35-37°
(Continued)
9IS:9178(PartI)-1979
TABLE 2 CHARACTERISTICS OF BULK MATERIALS—Contd
MATERIAL AVERAGE CLASS ANGLE OF
BULK INTERNAL
DENSITY FRICTION
W Min
(1) (2) (3) (4)
kg/m3 Degree
Copper sulphate, ground 1200 D26P 30°
Dicalcium phosphate 680 A36 45°
Disodium phosphate 400-490 B27PT 30-45°
Ferrous sulphate 800-1120 C27 30-45°
Flue dust, boiler house, dry 560-720 A18Y ≤30°
Fly ash, pulverized 560-720 — —
Gypsum, calcined, 12mm and under 880-960 C27 40°
Gypsum, calcined, powdered 960-1280 A37 45°
Gypsum, raw, 25mm and under 1440-1600 D27 30-45°
Lime, ground, 3mm and under 960 B36LZ ≥45°
Lime, hydrated, 3mm and under 640 B26YZ 30-45°
Lime, hydrated, pulverized 510-640 A26YZ 30-45°
Lime pebble 840-890 D36 ≥45°
Limestone, agricultural 3mm and under 1080 B27 30-45°
Limestone, crushed 1360-1440 D27 30-45°
Limestone dust 880-1520 A37YL 38-45°
Phosphate, rock, pulverized 960 — 40-52°
Phosphate rock 1200-1360 D27 30-45°
Phosphate sand 1440-1600 B28 30-45°
Potassium carbonate 810 B27L 30-45°
Potassium chloride, pellets 1920-2080 C27P 30-45°
Potassium nitrate 1210 C17PZ ≤30°
Potassium sulphate 670-760 B37Z 45°
Pyrites, pellets 1920-2080 C27R 30-45°
Salt, common, dry course 640-1020 C27PL 30−45°
Salt, common, dry fine 1120-1280 B27PL 30-45°
Salt cake, dry, coarse 1360 D27 30°
Salt cake, dry, pulverized 1140-1360 B27 35°
Sand, bank, damp 1760-2080 B38 45°
(Continued)
10IS:9178(PartI)-1979
TABLE 2 CHARACTERISTICS OF BULK MATERIALS—Contd
MATERIAL AVERAGE CLASS ANGLE OF
BULK INTERNAL
DENSITY FRICTION
W Min
(1) (2) (3) (4)
kg/m3 Degree
Sand, bank, dry 1440-1760 B28 30°
Sand, silica, dry 1440-1600 B18 30-45°
Silica gel 450 B28 30-45°
Soda ash, heavy 880-1040 B27 35°
Soda, ash, light 480-610 A27W 37°
Sodium nitrate granular 1120-1280 B17NS 24°
Sulphur crushed, 12mm and under 800-960 C26S 30-45°
Sulphur, 76mm and under 880-1360 D26S 32°
Sulphur, powdered 800-960 B26SY 30-45°
Trisodium phosphate 960 B27 30-45°
Triple superphosphate 800-880 B27NRZ 30-45°
Urea, prills 650 C17NXL 23-26°
Ammonium nitrate, prills 750-850 B17LPS 27°
Calcium ammonium nitrate 1000 — 28°
Diammonium phosphate 800-860 — 29°
Nitrophosphate (suphala) 820 — 30°
Double salt (ammonium sulphate nitrate) 720-950 B26NLS 34°
Single superphosphate (S. S. P.), granulated 780-840 — 37°
Barley 690 27°
Wheat 850 28°
Rice 900 33°
Paddy 575 36°
Maize 800 30°
Corn 800 27°
Sugar 820 35°
Wheat flour 700 30°
NOTE—The values given in this table may not be taken to be applicable universally.
The bulk density and angle of internal friction depend on many variable factors, such
as moisture content, particle sizes, temperature, consolidating pressure, etc. Detail
study and test shall be conducted on actual sample to obtain their values under the
actual condition of storage. A reference to IS:9178(Part III) ‘Criteria for the design
of steel bins for storage of bulk materials: Part III Bins designed for mass flow and
funnel flow (under preparation)’ may be made for details.
11IS:9178(PartI)-1979
5.4Wall Friction—In the absence of reliable experimental data, the
angle of wall friction for granular and powdery materials, irrespective
of the roughness of bin wall, may be taken as given in Table 3.
TABLE3 ANGLE OF WALL FRICTION AND PRESSURE RATIO
SL MATERIAL ANGLE OF WALL FRICTIONδ PRESSURE RATIOλ
NO.
While While While While
filling emptying filling emptying
i) Granular materials with mean 0.75 0.6 0.5 1.0
particle diameter ≥≥≥≥0.2mm
ii) Powdery materials (except wheat 1.0 1.0 0.5 0.7
flour) with mean particle
diameter less than 0.06mm
iii) Wheat flour 0.75 0.75 0.5 0.7
NOTE—For materials having mean particle diameters in between 0.06mm and
0.2mm, the necessary values of angle of wall friction may be obtained by linear
interpolation.
5.4.1If there is a possibility that the moisture, pressure increase due
to consolidation, etc, may affect the angle of internal friction and
wall frictionδthen these values shall preferably be determined
experimentally.
6. ASSESSMENT OF BIN LOADS
6.1General—There are three types of loads caused by a stored
material in a bin structure (see Fig. 2):
a) Horizontal load due to horizontal pressure (P ) acting on the
h
side walls.
b) Vertical load due to vertical pressure (P ) acting on the
v
cross-sectional area of the bin filling.
c) Friction wall load due to frictional wall pressure (P )
w
introduced into the side walls due to wall friction.
6.1.1For the purpose of computing bin loads the pressure ratio of
horizontal to vertical pressure may be assumed as given in Table 3.
6.1.2In this standard, Janssen’s theory has been used for the assessment
of bin loads and the values of λ, δ and W are assumed to be constant along
the bin height. The theory has been suitably modified wherever
necessary and with this the structural adequacy and safety are ensured.
12
IS:9178(PartI)-1979
FIG.2 BIN LOADS
6.1.3Mass Flow and Funnel Flow Bins—Bins may be designed on the
basis of mass/funnel flow characteristics of the stored material to
ensure free flow of material during emptying. Methods of designing
mass flow and funnel flow bins are given in IS:9178 (Part III)*.
6.1.4Loading Conditions for Design—In general the loading cases as
indicated in Table 4 will give the governing design pressures for the
most adverse loading conditions. However these conditions may be
affected by arching, piping and similar load increasing phenomena,
and the remedial measures may be adopted to overcome them.
TABLE4 GOVERNING LOADING CONDITIONS
LOADS GRANULAR MATERIAL POWDERY MATERIAL
Finite Depth Infinite Depth Finite Depth Infinite Depth
P Filling Filling Filling Filling
v
P Emptying Emptying Emptying Filling=
h
Emptying
P Emptying Filling= Emptying Filling=
w
Emptying Emptying
6.2Bin Loads Due to Granular Materials
6.2.1Normal Filling and Emptying
*Criteria for design of steel bins for storage of bulk material:Part III Bins designed
for mass flow and funnel flow (under preparation).
13
IS:9178(PartI)-1979
6.2.1.1Maximum pressures—The maximum values of the horizontal
pressures on the wall (P ), the vertical pressure on the horizontal
h
cross section of the stored material (P ) and the vertical load
v
transferred to the wall per unit area due to friction (P ) shall be
w
calculated as follows (see also Fig. 2):
Name of Pressure During Filling During Emptying
Maximum P WR WR
w
WR WR
Maximum P ---------- ----------
h µ µ
f e
Maximum P v --W ------R ---- --W ------R ------
µ λ µ λ
f f e e
6.2.1.2P and P cannot be maximum at the same time. Hence for the
v w
design of hopper bottom, maximum P (during filling) should be
v
considered and this value will be the maximum P at the particular
v
depth multiplied by area of cross-section of bin. The maximum P
w
(emptying) shall be calculated when the side walls are to be designed
at a particular depth as:
Z
Z –---------
∑ P = π DWR Z–Zoe
(
1–e
Zoe)
w
o
If h/D ratio is less than or equal to 2, the values shall be:
a)the total weight of stored material when hopper bottom is to be
designed, and
b)the value indicated as P when side walls are to be designed.
w
6.2.1.3Variation of pressure along the depth—The variation of P , P
w h
and P along the depth of the bin may be obtained from the expression
v
given below (Fig. 3):
P (Z)=(P ) (1 – e–Z/Z0)
i i max
where P stands for pressure and suffix i stands for w, h or v
corresponding to the pressure P , P or P respectively and Z
w h v o
assumes the values given below:
During filling, Z =R/µ λ
of f f
During emptying, Z =R/µ λ
oe e e
14IS:9178(PartI)-1979
Appendix A gives the values of (1–e–Z/Z0) for different values of
Z/Zo. Intermediate values may be obtained with sufficient accuracy by
linear interpolation.
FIG.3 PRESSURE VARIATION ALONG BIN DEPTH
6.3Bin Loads Due to Powdery Materials
6.3.1Normal Filling and Emptying—Maximum design pressures
under this case shall be computed as specified under 6.2. Appropriate
values of various design parameters shall be taken from
Tables2and3.
6.3.2Homogenization—In the case of homogenizing bin, the filling
consists of powdery materials which is circulated by compressed air for
mixing purposes. During homogenization of powdery materials the
lateral and vertical pressures depend upon the volume of the empty
space available in the upper portion of the bin. This may be kept about
40percent of the total volume of the bin. The lateral and vertical
pressures shall be calculated using the following expression and
should not be less than pressure evaluated as in 6.2.1:
P =P =0.6WZ
h v
15IS:9178(PartI)-1979
6.3.3Rapid Filling—During rapid filling-material being filled at a
rate higher than the minimum filling speed-up to a certain height Z
n
from the top layer, the upper stored material flows like a fluid. The
following expression may be used for computing the governing lateral
pressures during rapid filling of a silo with a filling speed v:
Rapid filling (P )=0.8W.Z
h n
where
Zn =(v–v o)t;
v =actual filling speed, m/h;
v =the minimum filling speed, m/h; and
o
t =time laps of one hour.
NOTE—The values of vo shall be taken as follows:
Material vo, m/h
Cement 26
Pulverized lime 1.4
Wheat flour 4.8
6.3.3.1Application of the formula given in 6.3.3 is only for materials
filled at a rate more than the minimum filling speed for different
materials. For speeds lesser than the minimum filling speed, the
pressures in 6.2 shall apply. However, when the filling speed exceeds
the minimum filling speed, a check should be made for the maximum
pressure due to rapid filling from the greater values arrived at
according to the formula given in 6.3.3 and the values given in 6.3.1,
6.3.2, 6.3.4 and 6.6.
6.3.4Pneumatic Emptying—During pneumatic emptying air under
pressure is blown inside the bin through a number of small holes located
in the bin walls near the bin bottom. This causes fluidization of the
material in the lower portion of the bin and gives rise to higher values
of P and P (both being equal). The lateral pressures during pneumatic
h v
emptying shall be calculated using the pressure scheme shown in Fig. 4.
6.4Fermentation Bins—In the fermentation bins the properties of
the material differ from the properties of granular and powdery
materials. The pressure varies with the content of water in the material
and stage of fermentation process. The loads shall be as given in Table 5.
6.4.1All fermentation bins shall have clearly visible and permanent
mark indicating the class if silage is to be stored. In addition, class 1
and 2 bins shall be marked to indicate that the bins may only be filled
to halfway mark with silage which is one class wetter. There shall be
an outlet to prevent the liquid from standing higher than 1m.
16IS:9178(PartI)-1979
FIG.4 PRESSURE SCHEME FOR PNEUMATIC EMPTYING
TABLE5 LOADS IN FERMENTATION BINS
(Clause 6.4)
CLASS1 CLASS2 CLASS3
SILAGE ALREADY DRY SILAGE WET SILAGE
VERY DRY
Dry mass in percentage by >35 23-35 <23
weight for fresh silage
Critical weight of stored 0.50W 0.75W 1.0W
material in kg/m3
P in kgf/m2 0.70WZ 0.70WZ 10WZ
h
P in kgf/m2 WZ WZ WZ
v
P
w
in kgf/m2 0.16Ph 0.14Ph 0.10Ph
6.5Hopper Slope—To facilitate easy and continuous flow it is
essential that the slope of the hopper is as steep as possible. In the
case of gravity flow, it is recommended that the angle made by the
hopper wall with the horizontal (valley angle in the case of square and
rectangular hopper bottoms), shall preferably be 15° more than the
angle of internal friction of the material. However the slope should not
be less than 60° to horizontal.
17IS:9178(PartI)-1979
6.5.1A nomograph to determine the hopper slope (valley angle) in the
case of rectangular and square hoppers, when the slope of the side
walls are known, is given in Fig. 5.
Example:
To find valley angle when A=46°, B=67°, place straight-edge so as to cut 46° on
A-Scale and 67° on B-Scale. Read off answer:
Valley Angle=43.4° on C-Scale
NOTE—This chart is based on the formula Cot2C=Cot2A+Cot2B
FIG.5 NOMOGRAPH FOR VALLEY ANGLES OF HOPPERS AND CHUTES
18IS:9178(PartI)-1979
6.6Effects Causing Increase in Bin Loads
6.6.1Arching of Stored Material—Some stored materials are
susceptible to arching action across the bin walls. Frequent collapse of
such arches give rise to increased vertical pressures. The vertical
pressure on the bottom of the bin storing such materials shall be
assumed as twice the pressure, P , calculated as per 6.2.1.1 and
v
6.2.1.2 subject to a maximum of WZ. However, this increased pressure
need not be considered when the bin is so designed to eliminate
arching.
6.6.2Eccentric Emptying—Eccentric emptying of a bin gives rise to
increased horizontal loads, non-uniformly distributed over the
periphery and extending over the full height of the bin. Eccentric
outlets in bins shall be avoided as far as possible, and, where they have
to be provided to meet functional requirements, due consideration
shall be given in design to the increased pressure experienced by the
walls. Unless determined by investigation the increased pressure may
be calculated as given in 6.6.2.1. This increased pressure shall be
considered, for the purpose of design, to be acting both on the wall
nearer to the outlet as well as on the wall on the opposite side.
6.6.2.1The additional pressure P ’ shall be considered to act for the
h
full height of the bin and is obtained from the following formula:
P '=P –P
h hi h
where
P =Pressure obtained on the wall of the bin imagined to be
hi
enlarged in plan so as to make the eccentric opening
concentric, and
P Horizontal pressure on the wall due to stored material.
h =
P and P shall be obtained in conformity with 6.2.1.
hi h
6.6.2.2The enlarged shape of the bin which is required for the purpose
of computation of the pressure P shall be obtained as shown in Fig.6.
hi
6.6.2.3The effect of eccentric outlets may be ignored in design if the
eccentricity is less than d/6 or the height of the bin is not greater
than2d.
6.6.3Aeration of Stored Material—When bins are provided with
equipment for ventilating the bin filling at rest, a distinction shall be
made between bins for granular material and bins for powdery material.
19IS:9178(PartI)-1979
FIG.6 EFFECT OF EMPTYING THROUGH ECCENTRIC OUTLETS
20IS:9178(PartI)-1979
6.6.3.1When the material is granular an increase in the horizontal
pressure is to be expected. Therefore, the horizontal pressure P h, as
calculated from 6.2.1.1, for filling is to be increased by the inlet
pressure of the air over the portion of the height of the bin in which the
air inlets are located. From the level of the highest inlet upwards, this
increase in pressure may be tapered off uniformly down to zero at the
top of the bin.
6.6.3.2For powdery materials the investigations made so far do not
indicate any significant increases in load when ventilating.
6.6.3.3Bins for storage of powdery materials are often equipped with
devices for pneumatic emptying and these bring about a loosening of
the bin filling in the region of the outlet. In this case also, no significant
increases in load due to the air supply have so far been detected.
6.7Effects Causing Decrease in the Bin Loads
6.7.1Bin Bottom—In view of the load reducing effect of the bin
bottom, the horizontal pressure during emptying may be reduced up to
a height 1.2d or 0.75h whichever is smaller from the bin bottom. This
may be considered as varying linearly from the emptying pressure at
this height to the filling pressure at the bin bottom (see also Fig. 3).
6.7.2Special Unloading Devices—If a bin is fitted with an unloading
device which allows only the topmost material at any time to be
with-drawn (while the layers below remain at rest) there is no need to
take into account the excess pressure during emptying.
7. FLOW CORRECTING DEVICES
7.1Flow correcting devices are provided to ensure free and continuous
flow and to reduce or eliminate the excess pressure during emptying.
7.2Insert type of flow correcting device is usually used in existing
installations with hoppers from which funnel flow takes place and
which needs to be converted into a mass flow hopper or to reduce
tendency to form stable arches or pipes. Flow-corrective inserts help to
increase the live storage capacity and to reduce segregation problems
in bins having hoppers with funnel flow.
7.2.1Insert type of flow correcting device may be used to correct two
types of flow problems. A large insert is placed (see Fig. 7A) near the
transition between the bin and hopper to cause mass flow in the vertical
bin position. A small insert is placed (see Fig. 7B) near the hopper
outlet to eliminate piping (rat-holing) and arching of bulk solids.
21IS:9178(PartI)-1979
FIG.7 TYPICAL DETAILS OF INSERTS TO FLOW CORRECTION
AND EMPTYING LOAD
7.2.2The influence of the insert on the flow of materials and on the
structural stability of the bin wall should be considered while
designing the bins. The performance of the inserts and their influence
on the material flow depend on the stored material and the geometry
of the bin and hopper and should be experimentally investigated. The
support of the insert should not obstruct the flow but at the same time
should not fail under the loads that are applied to it. As a guide the
diameter S of the insert bottom shall not be less than three times the
annular width S’ (see Fig. 8).
7.2.3The material remaining in the bin for a period of time may result
in the formation of arches in the region of insert, and may require to be
vibrated to initiate the flow. The insert should, therefore, be so
designed as to ensure all round flow.
7.3Poking devices may be incorporated in the bins for ensuring proper
flow. Poking may be manual, pneumatic with steam or using any
suitable mechanical means like vibrators.
22IS:9178(PartI)-1979
FIG.8 SKETCH SHOWING INFLUENCE OF INSERT ON THE
FLOW OF MATERIAL
8. MATERIAL HANDLING SYSTEM
8.1Since the material handling system has an effect on the design of
bins some details are given for information in Appendix B.
A P P E N D I X A
(Clause 6.2.1.3)
VALUES OF (1 –e—Z/Zo)
Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0
0.01 0.010 0.56 0.429 1.11 0.670 1.66 0.811
0.02 0.020 0.57 0.435 1.12 0.674 1.67 0.812
0.03 0.030 0.58 0.440 1.13 0.677 1.68 0.814
0.04 0.040 0.59 0.446 1.14 0.680 1.69 0.815
0.05 0.049 0.60 0.451 1.15 0.683 1.70 0.817
(Continued)
23IS:9178(PartI)-1979
Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0 Z/Z0 1–e—Z/Z0
0.06 0.058 0.61 0.457 1.16 0.687 1.71 0.819
0.07 0.068 0.62 0.462 1.17 0.690 1.72 0.821
0.08 0.077 0.63 0.467 1.18 0.693 1.73 0.823
0.09 0.086 0.64 0.473 1.19 0.696 1.74 0.824
0.10 0.095 0.65 0.478 1.20 0.699 1.75 0.826
0.11 0.104 0.66 0.483 1.21 0.702 1.76 0.828
0.12 0.113 0.67 0.488 1.22 0.705 1.77 0.830
0.13 0.122 0.68 0.493 1.23 0.708 1.78 0.831
0.14 0.131 0.69 0.498 1.24 0.711 1.79 0.833
0.15 0.139 0.70 0.503 1.25 0.713 1.80 0.835
0.16 0.148 0.71 0.508 1.26 0.716 1.81 0.836
0.17 0.156 0.72 0.512 1.27 0.720 1.82 0.838
0.18 0.165 0.73 0.518 1.28 0.722 1.83 0.840
0.19 0.173 0.74 0.523 1.29 0.725 1.84 0.841
0.20 0.181 0.75 0.528 1.30 0.727 1.85 0.843
0.21 0.190 0.76 0.532 1.31 0.730 1.86 0.844
0.22 0.198 0.77 0.537 1.32 0.733 1.87 0.846
0.23 0.205 0.78 0.542 1.33 0.735 1.88 0.847
0.24 0.213 0.79 0.546 1.34 0.738 1.89 0.849
0.25 0.221 0.80 0.551 1.35 0.741 1.90 0.850
0.26 0.229 0.81 0.555 1.36 0.743 1.91 0.852
0.27 0.237 0.82 0.560 1.37 0.746 1.92 0.853
0.28 0.244 0.83 0.564 1.38 0.748 1.93 0.855
0.29 0.252 0.84 0.568 1.39 0.751 1.94 0.856
0.30 0.259 0.85 0.573 1.40 0.753 1.95 0.857
0.31 0.267 0.86 0.577 1.41 0.756 1.96 0.859
0.32 0.274 0.87 0.581 1.42 0.758 1.97 0.861
0.33 0.281 0.88 0.585 1.43 0.761 1.98 0.862
0.34 0.288 0.89 0.589 1.44 0.763 1.99 0.863
0.35 0.295 0.90 0.593 1.45 0.765 2.00 0.865
0.36 0.302 0.91 0.597 1.46 0.768 2.05 0.871
0.37 0.309 0.92 0.601 1.47 0.770 2.10 0.873
0.38 0.316 0.93 0.605 1.48 0.772 2.15 0.883
0.39 0.323 0.94 0.609 1.49 0.775 2.20 0.889
0.40 0.330 0.95 0.613 1.50 0.777 2.25 0.895
0.41 0.336 0.96 0.617 1.51 0.779 2.30 0.900
0.42 0.343 0.97 0.621 1.52 0.781 2.35 0.905
0.43 0.349 0.98 0.625 1.53 0.784 2.40 0.909
0.44 0.356 0.99 0.628 1.54 0.786 2.45 0.914
0.45 0.362 1.00 0.632 1.55 0.788 2.50 0.918
0.46 0.369 1.01 0.636 1.56 0.790 2.55 0.922
0.47 0.375 102 0.639 1.57 0.792 2.60 0.926
0.48 0.381 1.03 0.643 1.58 0.794 2.65 0.929
0.49 0.387 1.04 0.646 1.59 0.796 2.70 0.933
0.50 0.393 1.05 0.650 1.60 0.798 2.75 0.936
0.51 0.400 1.06 0.653 1.61 0.800 2.80 0.939
0.52 0.405 1.07 0.657 1.62 0.802 2.85 0.941
0.53 0.411 1.08 0.660 1.63 0.804 2.90 0.945
0.54 0.417 1.09 0.664 1.64 0.806 2.95 0.948
0.55 0.423 1.10 0.667 1.65 0.808 3.00 0.950
24IS:9178(PartI)-1979
A P P E N D I X B
(Clause 8.1)
MATERIAL HANDLING SYSTEM
B-1.The purpose of providing material handling facilities in bins is to
make the necessary arrangement for filling and emptying the
material. This has influence in both layout and design of bunkers in
that the loading and unloading arrangements have to be considered in
the design.
The main equipments used for filling/emptying the bins are:
a) Belt conveyor
b) Bucket elevator
c) Screw conveyor
d) Pneumatic elevator (pumping)
B-2.Many of the equipment mentioned above require to be supported
over the bunker with a suitable opening on the cover of the bunker.
The additional load thus transmitted to the bunker or its supporting
beams should be considered for design.
B-3.Bins should be provided with bunker columns for proper
discharging of the materials. The arrangement may include the simple
devices like cast iron box with sliding doors operated by hand, by
bell-crank levers or by power or rotary valves or discharge gates or by
pneumatic methods. The load of the column and the arrangement of its
connection should be considered while designing bunkers and their
supporting frame.
25Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:SMBDC 7 and amended by
CED7
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 February 1985
Amd. No. 2 August 1992
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
|
4031_12.pdf
|
IS : 4031 ( Part 12 ) - 1988
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART 12 DETERMINATION OF AIR CONTENT OF
HYDRAULIC CEMENT MORTAR
( First Revision )
First Reprint MARCH, 1992
UDC 666’942 : 666 97 1’4 : 543 : 546’217
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
/NEW DELHI 110002
Gr 1 August 1988IS : 4031 ( Part 12 ) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART I2 DETERMINATION OF AIR CONTENT OF
HYDRAULIC CEMENT MORTAR
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 12 1 ( First Revi- of individual tests. Further, since publication of
sion ) was adopted by the Bureau of Indian the original standard in 1968, a number of
Standards on 22 April 1988, after the draft final- standards covering the requirements of different
ized by the Cement and Concrete Sectional equipment used for testing of cement, a brief
Committee had been approved by the Civil description of which was also covered in the
Engineering Division Council. standard, had been published. In this revision,
therefore, reference is given to different instru-
0.2 Standard methods of testing cement are ment specifications deleting the description of the
essential adjunct to the cement specifications. instruments, as it has been recognized that repro-
This standard in different parts lays down the ducible and repeatable test results can be obtained
procedure for the tests to evaluate the physical only with standard testing equipment capable of
properties of different types of hydraulic cements. giving desired level of accuracy. This part
The procedure for conducting chemical tests of ( Part 12 ) covers determination of air content of
hydraulic cement is covered in IS : 4032-1985*. hydraulic cement mortar.
0.3 Originally all the tests to evaluate the 0.4 For the purpose of deciding whether a parti-
physical properties of hydraulic cements were cular requirement of this standard is complied
covered in one standard; but for facilitating the with, the final value, observed or calculated,
use of this standard and future revisions, it has expressing the result of a test or analysis, shall be
been decided to print the different tests as rounded off in accordance with IS : Z-1960*.
different parts of the standard and accordingly, The number of significant places retained in the
this revised standard has been brought out in rounded off value should be the same as that of
thirteen parts. This will also facilitate updating the specified value in this standard.
_____~
*Method of chemical analysis of hydraulic cement *Rules for rounding off numerical values ( revised ).
(first revision ).
1. SCOPE 3. TEMPERATURE AND HUMIDITY
1.1 This standard ( Part 12 > covers the procedure 3.1 The temperature of moulding room, dry
for determination of air content of hydraulic materials and water shall be maintained at
cement mortar for evaluating the properties of 27 f 2°C. The relative humidity of the laboratory
masonry cement or masonry mortars. shall be 6.5 i: 5 percent.
4. GENERAL
2. SAMPLING AND SELECTION OF TEST
SPECIMENS 4.1 Standard Sand - The standard sand to be
used in the test shall conform to IS : 650-1966*.
2.1 The samples of the cement shall be taken in
5. APPARATUS
accordance with the requirements of IS :
3535- 1986* and the relevant standard . 5.1 Cylinder Measure - Cylinder measure
fication for the type of cement being testeds.‘%i and accessories conforming to IS : 11263-
representative sample of the cement selected as 1985t.
above shall be thoroughly mixed before testing.
*Specification for standard sand for testing of cement
(first revision ) .
*Methods of sampling hydraulic cements (firsr $ Specification for cylinder measures for determi-
revision ). nation of air content of hydraulic cement mortar.
1IS : 4031 (.Pa.rt 12 ) - 1988
5.2 Balance - The balance used in weighing mixer at slow speed ( 140 f 5 rev/min ). Immedi-
materials shall conform to the following require- ately determine the mass of 400 ml of mortar.
ments: Place the mortar gently in the 400 ml measure in
three equal layers, spading each layer thoro-
On balance in use, the permissible variation at
ughly with the spatula around the inner surface
a load of I 000 g shall be f 1’0 g. The permis-
of the measure. In spading the first layer, do not
sible variation on new balance shall be one-half
strike the spatula forcibly against the bottom of
of this value. The sensibility reciprocal shall be
the measure. In spading the second and final
not greater than twice the permissible variation.
layers, use only enough force to caust the spatula
NOTE 1 - The sensibility reciprocal is generally de- to penetrate the surface of the previous layer.
fined as the change in load required to change the
position of rest of the indicating element or the After the measure has been filled and spaded in
elements of a non-automatic indicating scale a definite the above manner, tap the sides of the measure
amount at any load. lightly with the flat side of the tapping stick once
NOTE 2 .- Self-indicating balance with equivalent each at five different points at approximately
accuracy may also be used.
equal spacing around the’outside of the measure
5.3 Standard Weights - The permissible vari- in order to expel entrapped air. Take care that
ations on weights in use in weighing the cement no space is left between the mortar and the inner
shall be as prescribed in Table 1. surface of the measure as a result of the spading
operation. Then cut the mortar off to a plane
TABLE 1 PERMISSIBLE VARIATION ON WEIGHTS
surface, flush with the top of the measure, by
WEIQIVI PERYISWIBT~E VARIATION ON drawing the straight edge with a sawing motion
WE1fJETS IN USE PLUS OH across the top of the measure, making two passes
hfrN1.s over the entire surface, the second pass be ing
g g made at right angles to the first. Take care in
500 0.35 the striking off operation so that no loose sand
300 0.30
grains cause the straight edge to ride above the
250 0.25
200 0.20 top surface of the measure. Complete the entire
100 0’15 operation of filling and striking off the measure
0’10 within one and a half minute. Wipe off all mortar
:o” 0’05
and water adhering to the outside of the measure.
10 034
0.03 Weigh the measure and its contents ( see Note ).
z 0.02 Record the mass of the mortar in grams, after
1 0.01 subtracting the mass of the container.
NOTE- This operation may be facilitated by placing
5.4 Planetary Mixer _L Planetary mixer con- the measure on a steady flat-surfaced support of lesser
framing to IS : 10890-1984*. diameter than the measure while filling and wiping.
5.5 Flow Table and Accessories-Flow table 6.3 Determination of Density of Cement -
and accessories conforming to IS : 55 12-19831. Determine the density cement in the usual
manner by the displacement of liquid in a Le
5.6 Tamping Rod - Tamping rod conforming
Chatelier flask as described in IS : 4031 ( Part
to 6.1 (c) of IS : 10086-1982J.
11 ) - 1988*.
6. PROCEDURE
7. CALCULATION
6.1 Preparation of Mortar-Prepare mortar
7.1 Calculate the air content of the mortar and
for the air entrainment test as given in 7 of
report it to the nearest 0’1 percent, using the
IS : 403 1 ( Part 7 j-19885 except that the
following formulae:
amount of water used for gauging shall be such as
to produce a flow of 80 to 95 percent with 10 A=lOO- -+, and
drops in six seconds.
6.2 Determination of Mass of 400 ml of D=AM !, ll+ M,+v”
Mortar - When the quantity of mixing water to s;-+gM + V”
produce a flow of 80 to 95 percent ( with 10
2
drops in 6 s ) has been found, return the mortar where
on the flow table to the bowl and remix for 15 s n = percentage of entrained air by
with the remainder of the mortar, using the volume,
Mm = mass of 400 ml of mortar in g,
*Specification for planetary mixer used in tests of D = density of air-free mortar,
cement and pozzolana. mass of cement in g,
Ml =
tSpecific&ion for flow table for use in tests of hydra- M, = mass of standard sand in g,
ulic cements and pozzolanic materials (f.i rst revision ).
VW = volume of water used in cm3,
++Specificationfo r moulds for use in tests of cement and
concrete & = density of cement, and
$ Methods for physical tests for hydraulic cement : & z density of standard sand.
P cea mrt en7
t
D (e ft ie rr sm rin ra et vi io sn
io rz
o
)
f compressive strength of masonry
Part
*M 11e Dth exo rd ms
i
no af
t
ionp hysic oa fl dent se its yts (ff io rsr
t
rh ey vd isr ia ou nli c
) .
cement:
2
Printed at Dee Kay Printers. New Delhi, India
|
6461_2.pdf
|
ISr6461(‘PutII)-197%
Indian Standard
GLOSSARY OF TERMS RELATING TO
CEMENT CONCRETE
PART II MATERIALS (OTHER THAN CEMENT AND
AGGREGATE)
( First Reprint JULY 1988 )
UIX OOl.U:666.972
@ Co&right 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
r2 July 1972IS:6461 (PartII)-1972
Indian Standard
GLOSSARY OF TERMS RELATING TO
CEMENT CONCRETE
PART II MATERIALS (OTHER THAN CEMENT AND
AGGREGATE )
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
DR A. S. BHADURI National Test House, Calcutta
SHRI E. K. RAMACHANDRAN( Afternatz 1
SHRI A. K. CHATTERJI Central Building Research Institute (CSIR ),
Roorkee
DR S. S. REHSI ( Alternate)
DIRECTOR Cent;ilbpd Research Institute ( CSIR ), New
DR R. K. GHOSH ( Alternate )
DIIUXTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR( CSMRS )
( Alternate )
SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. Bxsw~s ( Alternate )
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J, JAGUS ( Alternate )
JOINT DIRECTOR, S T A N n A R D s Research, Designs & Standards Organization,
(B&S) Lucknow
DEPUTY DIRECTOR,.~TANDARDS
( B & S ) ( &tern&e )
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
SHRI M. T. KANSE Directorate General of Supplies & Disposals
SHRI KARTIK PRASAD ,Roads Wing, Ministry of Transport & Shipping
SHRI S. L. KATHURIA ( Allernate 1
Snm S. R. KULKARNI M. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRI M. A. MEHTA The Concrete Association of India, Bombay
SHRI 0. MUTHACHEN Central Public Works Department
SUPERINTENDINGE NGINEER,
ENDC IRCLE ( Alternate )
SHRI ERACH A. NADIRSHAH The Institution of Engineers ( India ), Calcutta
SHRI K. K. NAMBIAR In personal capacityR w6 ’ Raz;Faajar GA$t
Crescent Park . a _, . _. .
Madras 20 )
BRIG NARESHP RASAD Engineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI ( Alternate )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002IS:6461 (Part II) - 1972
( Conthufurodm page 1 )
Members R~fNttdtlg
PROF G. S. RAMASWAMY Stru~;te~ginccring Research Ckntre ( CSIR ),
DR N. S. BHAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
Smu RAV~NDERL AL ( Al~crnatc )
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( AILcrnatc)
SECRETARY Central Board of Irrigation 8 Power, New Delhi
SHRIR . P. SHARW Irrigation & Power Research Institute, Amritsar
SHRI MOHINDERS INOH( Afkrmtc )
SHlU G. B. SINQH Hindustan Housing Factory Ltd, New Delhi
SHRI c. L. KAsLIWAL ( ~&?7l&? )
SHRI J. S. SINGHOTA Beas Designs Organization, Nangal Township
SHRI A. M. SINQAL( Altcrnofe )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRIT . S. RAMACHANDRAN( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Altrmate)
SHRI D. AJITHA SIMHA, Director General, BIS ( Ex-o&i0 Member )
Director ( Civ Engg )
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), BIS
Concrete Subcommittee, BDC 2 : 2
Convsw
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
Mambcrs
DR S. M. K. CHZTTY Cenr;~ork~dlding Research Institute ( CSIR )
SHRI C. A. TANBJA ( Alternate)
SHRI B. K. CHOKSI In personal capacity ( ’ Shrikunj’ Near Parkash
Housing Soci+y, Athwa L&s. Swat 1)
DEPUTY DIRECTOR, STANIJARDS Rese~;~aro~essgns & Standards Organization,
(B&S)
ASSISTANTD IRECTOR,S TANDARDS
( M/C ) ( Alternafe )
DIRECXOR Engineering Research Laboratories, Hyderabad
DIRECTOR(C&MDD) Central Water & Power Commission, New Delhi
DEPUTY DIRUXOR ( C & MDD )
( Altarnate )
SIIRI V. K. G~NBKAR Stru~tct~e5ngineering Research Ccntre ( CSIR ),
SHRI A. S. PRAU~A RAO (Alternate)
Ssrm K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. Btsw~ ( Alternote )
SHRI V. N. GUNAJI Buildings & Communications Department, Bombay
_ SZIRIP . J. JAOM The Associated Cement Compamcs Ltd, Bombay
( Continuedo n jaga8 )
2IS:6461(PartII)-1972
Indian Standard
GLOSSARY OF TERMS RELATING TO
CEMENT CONCRETE
PART II MATERIALS (OTHER THAN CEMENT AND
AGGREGATE)
0. FOREWORD
0.1 This Indian Standard (Part II ) was adopted by the Indian
Standards Institution on 25 February 1972, after the draft finalized by the
Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Cement concrete is one of the most versatile and extensively used
building materials in all civil engineering constructions. There are a
number of technical terms connected with the basic materials for concrete,
as well as the production and use of concrete which quite often require
clarification to give precise meaning to the stipulations in the standard
specifications, codes of practices and other technical documents. It has,
therefore, become necessary to standardize the various terms and definitions
used in cement and concrete technology and thus avoid ambiguity in their
interpretations. The Sectional Committee has, therefore decided to bring
out a series of glossaries of terms relating to concrete and concrete
materials.
0.3 For. convenience’of reference, the Indian Standard Glossary of terms
relating to cement concrete has been grouped into the following twelve
parts:
Part I Concrete aggregates
Part II Materials ( other than cement and aggregate)
Part III Concrete reinforcement
Part IV Types of concrete
Part V Formwork for concrete
Part VI Equipment, tools and plant
Part VII Mixing, laying, compacting, curing and other construc-
tion aspects
Part VIII Properties of concrete
Part IX Structural aspects
3IS;6461 (PartII)-1972
Part X Tests and testing apparatus
Part XI Prestressed concrete
Part XII Miscellaneous
0.3.1 In addition to the above, two separate standards have been
brought out concerning terminology relating to hydraulic cement and poz-
zolanic materials. These standards are IS : 4845-1968* and IS I 4305-1967f.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country. This has been met by deriving assistance from the
following publications:
BS : 2787-1956 Glossary of terms for concrete and reinforced
concrete. British Standards Institution.
BS : 4340-1968 Glossary of formwork of terms. British Standards
Institution.
ASTM Designation : C 125 Definitions of terms relating to concrete
aggregate. American Society for Testing and Materials.
AC1 No SP-19 ( 1967 ) Cement and concrete terminology. American
Concrete Institute.
AC1 617-1968 Recommended practice for concrete formwork.
American Concrete Institute.
1. SCOPE
1.1 This standard ( Part II ) covers definitions of terms relating to
. .._ _
materials ( other than cement and aggregates ).
2. DEFINITIONS
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Accelerator -A substance which, when added to concrete, mortar,
or grout, increases the rate of hydration of a hydraulic cement, shortens
the time of set, or increases the rate of hardening or strength development.
2.2 Addition -A material that is interground or blended in limited
amounts into a hydraulic cement during manufacture either as a
‘ processing addition ’ to aid in manufacturing and handling the cement or
as a c functional addition’ to modify the use properties of the finished
product.
*Definitions and terminology relating to hydraulic cement.
tGlozzary of terms relating to pozzolana.
4IS : 6461( Part II ) - 1972
2.3 Additive - See2 .2.
2.4 Admixture - A material other than water, aggregates, and
hydraulic cement, used as an ingredient of concrete or mortar, and added
to the batch immediately before or during its mixing to modify one or
more of the properties of concrete.
2.5 Air-Entraining - The capability of a material or process to develop
a system of minute bubbles of air in cement paste, mortar, or concrete.
* 2.6 Air-Entraining Agent - An addition for hydraulic cement or an
.
admixture for concrete or mortar which causes air to be incorporated in
the form of minute bubbles in the concrete or mortar during mixing,
usually to increase its workability and frost resistance.
2.7 Air-Entraining Hydraulic Cement - Hydraulic cement containing
an air-entraining addition in such amount as to cause the product to
entrain air in mortar within specified limits.
2.8 Alabaster-A massive densely crystalline, softly textured form of
practically pure gypsum.
2.9 Alkyl Aryl Sulfonate - Synthetic detergent from petroleum frac-
tions.
2.10 Barite - A mineral, barium sulphate ( BaSO, ), used in pure or
impure form as concrete aggregate primarily for the construction of high-
density radiation shielding concrete.
2.11 Bonding Agent - A substance applied to a suitable substrate to
create a bond between it and a succeeding layer as between a subsurface
and a terrazzo topping or a succeeding plaster application.
2.12 Breeze -Usually cinder; also fiue divided material from coke
production.
2.13 Brown Oxide-A brown mineral pigment having an iron oxide
content between 28 and 95 percent.
2.14 Carbon Black - A finely divided amorphous carbon used to colour
concrete; produced by burning natural gas in supply of air insufficient
for combustion; characterized by a high oil absorption and a low specific
gravity.
2.15 Catalyst ( or Promoter) - A substance that accelerates or causes
a chemical reaction without itself being transformed by the reaction ( see
also 2.1 ).
2.16 Cement Paste - A mixture of cement and water; may be either
hardened or unhardened.
5ISt6461(PartII)-1972
2.17 Compound, Joint Seallag- An impervious material used to fill
joints in pavements or structures.
2.18 Compound, Sealing - An impervious material applied as a coating
or to fill joints or cracks in concrete or mortar.
2.19 Compound, Waterproofing - Material used to impart water
repellency to a structure or a construction unit.
2.20 Dispersing Agent - An addition or admixture capable of
increasing the fluidity of pastes, mortars, or concrete by reduction of
interparticle attraction.
2.21 Filler
a) Finely divided inert material, such as pulverized limestone, silica,
or colloidal substances sometimes added to Portland cement paint
or other materials to reduce shrinkage, improve workability, or
act as an extender.
b) Material used to fill an opening in a form.
2.22 Flay Promoter- Substance added to coating to enhance
brushability, flow and levelling.
2.23 Fluosilicate- A salt, usually of magnesium or zinc, used on
concrete as a surface-hardening agent.
2.24 Fly Ash - A finely divided residue that results from the combustion
of ground or pulverized coal and is transported from boilers by flue gases
and collected by cyclone separation or electrostatic precipitation.
2.25 Hardener
a)’ A chemical ( including certain fluosilicates or sodium silicate )
applied to concrete floors to reduce wear and dusting.
b) In a two-component adhesive or coating, the chemical component
which causes the resin component to cure.
2.26 Plasticizer - A material that increases plasticity of a cement paste,
mortar, or concrete mixture.
2.27 Preformed Foam -Foam produced in a foam generator prior to
introduction of the foam into a mixer with other ingredients to produce
cellular concrete.
2.28 Pumice -A hiihly porous and vesicular lava usually of relatively
high silica content composed largely of glass drawn into approximately
parallel or loosely entwined fibres, which themselves contain sealed
vehicles.
2.29 Resin - A natural or synthetic, solid or semisolid organic material
ofindefinite and often high molecular weight having a tendency to flow
6Is86461 (PartII)-19’12
under stress, usually has a softening or melting range and usually fractures
conchoidally.
2.30 Retarder - An admixture which delays the setting of cement paste,
and hence of mixtures, such as mortar or concrete containing cement.
2.31 Wateerooftd Cement - Cement interground with a water repel-
lent material such as calcium stearate.
2.32 Waterproofing Compound- Material used to impart water
repellency to a structure or a construction unit.
* 2.33 Water-Reducing Agent - A material which either increases work-
ability of freshly mixed mortar or concrete without increasing water
content or maintains workability with a- reduced amount of water.
2.34 Water-Repellent Cement -A hydraulic cement having a water-
repellent agent added durin the process of manufacture, with the intention
of resisting the absorption o f water by then concrete or mortar.
7Is:6461 (P&II)-1972
( Continued from page 2 )
Members Representing
SHRI S. R. KULKARNI M. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRI B. C. PATEL ( Alternate)
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI RAVINDER LAL ( Alternate )
SHRI M. A. MEHTA The Concrete Association of India, Bombay
SHRI C. L. N. IYEN~AR ( Alternate )
DR P. K. MOHANTY Tor-Isteg Steel Corporation Ltd, Calcutta
DR R. S. PRASAD ( Alternate)
SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramanalaya ’ 11, First Crescent
Park Road, Gandhinagar, Ad?ar, Madras 20 )
DR M. L. PURI Centr$h&td Research Institute ( CSIR ), New
SHRI N. S. RAMASWAMY Roads Wing, Ministry of Transport & Shipping
SHRI R. P. SIKKA ( Alternate)
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
SU~PE~~ENDINO ENGINEER, END Central Public Works Department
SHRI S. G. VAIDYA ( Alternate)
SWRI N. M. THADANI In personal capacity ( 82, Marine Drive, Bombay 2)
GOL J. M. TOLANI Engineer-in-Chief’s Branch, Army Headquarters
MAJ D. D. SHARMA ( Alternate )
DR H. C. VIIVESVARAYA Cement Research Institute of India, New Delhi
8BUREAU OF INDIAN STANDARDS
Heedguerters :
Manak Rhavan, g Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
(Common to all Offices 1
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
TEastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 2 18 43
CHANDIGARH 160036 { 31641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
r 41 25 19
141 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg. Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. B2/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
6315 Ward No. 29, R. G. Barua Road,
-
5th Byelane. GUWAHATI 781003
5-8-56C L N.‘Gupta Marg, (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005 6 34 71
{ 6 98 32
117/418B Sarvodaya Nagar. KANPUR 208005 21 68 76
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road. 52 27
TRIVANDRUM 695001
lnspecfion Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambera, Grant Road, 69 66 28
Bombav 400007
tSaies Officb in Calcutta is at 6 Chowringhrr Approach. P. 0. Princep 27 68 00
Strrtit. Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
6925.pdf
|
Indian Standard
METHODS OF TEST FOR
DETERMINATI0.N OF WATER SOLUBLE
CHLORIDES IN CONCRETE ADMIXTURES
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
-DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Ir’ Members
DR A. S. BHADURI National Test House, Calcutta
SHRI E. K. RAMACHANDRAN
Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Alternate )
DIRECTOR CenEelhiRoad Research Institute ( CSIR.), New
DR R. K. GHOSH (Alternate)
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
SHRI K. H. GANQWAL Hyderabad Asbestos Cement Products Ltd,
Hvderabad
SRRI K. C. GHOSAL Alokuhyog Services Ltd, -New Delhi
SHRI A. K. BISWAS ( Alternate)
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HATTIAN~ADI Associated Cement -Companies Ltd. Bombav
SHXI P. J. JAQUS (Alternate)
JOINT DIRECTOR, STANDARDS Research, Designs & Standards Organization,
(B&S) Lucknow
DEPUTY DIRECTOR,
STANDARDS ( B & S ) CA lternate )
SHRI S. B. JOSEI ~ ’ S. B. Joshi & Co Ltd, Bombay
SHRI M. T. KANSE Directorate General of Supplies & Dispbsals
SHRI S. L. KATHURIA Roads -Wing, Ministry of Transport & Shipping
SHRI S. R. KULKARNI M. N. Dastur &‘Co (Private) Ltd, Calcutta
-. SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRI 0. MUTHACREN Central Public Works Department
SUYERINTENDING ENGINEER
2ND CIRCLE ( Alternate )
SHRI ERACH A. NADIRSHAH Institution of Engineers ( India ) , Calcutta
( Continued on page 2 )
@ Coprright 1973 I’
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Jet (XIV of 1957 ) and
reproduction in whole or in part by any means except with wrrtten permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.16:69!2sP973
( Continuedfromp age 1 )
Members Representing
SHRI 5(. K. NAMBIAR ’ In personal capacity ( ‘ Ramanalaya ’ II First Crescent
Park Road, Gandhinagar, Adyar, Madras )
Bma NAREEE PRASAD Engineer-in-Chief’s Branch, Army Headquarters
CoL J. M. TOLANI ( Alternate)
PROF G. S. RAMASWAMY Stru;cta~eeEngineering Research Centre ( CSIR ),
DR N. S. BHAL ( Alternate)
DR A. V. R. RAO National Buildings Organization, New Delhi
SRRI K. S. SRINIVASAN (Alternate)
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S.R . PINREIRO ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI R. P. SHARMA Irrigation & Power Research Institute, hmritsar
SHRI MOHINDER SIN~H ( Alternate )
SHBI G. B. SINGH Hindustan Housing Factory Ltd, New Delhi
SERI C. L. KASLIWAL (Alternate)
SERI J. S. SINQHOTA Beas Designs Organization, Nangal Township
SH~I T. C. GARQ ( Alternate)
SHRI R. K. SINHA Indian Bureau of Mines, Nagpur
SHRI K. ALSUBRAMANIAM India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN
( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA (Alternate)
SHRI D. AJ~THA SIMHA, Director General, IS1 ( Ex-o$cio Member )
d’ Director ( Civ Engg )
Secretary
SHRI Y. R. TENEJA
Deputy Director ( Civ Engg ), IS1
Cement Subcommittee, BDC 2 : 1
Convener
DR R. R. HATTIANQADI Associated Cement Companies Ltd, Bombay
c
Members
SHRI V. B. DESAI Hindustan Construction Co Ltd, Bombay
D~E;;~~C&MDD ) Central Water & Power Commission
DIRECTOR
( C&MDD ) ( Alternate)
DR R. K. GHOSH Cent;ralhyoad Research Institute (CSIR ), New
SHRI P. GON Hindustan Steel Ltd, Ranchi
SHRI P. J. JACXJS Associated Cement Companies Ltd, Bombay
( Continued on page 8 )IS : ma- 1973
Indian Standard
MET-HODS OF TEST FOR
DETERMINATION OF WATER SOLUBLE
CHLORIDES IN CONCRETE ADMIXTURES
0. FOREWORD
h
0.1 This Indian Standard was adopted by the Indian Standards,
““I Institution on 23 March 1973, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Various types of concrete admixtures are being used in this country,
such as accelerators, retarders, water-proofers and air entraining agents.
Some of these admixtures are likely to contain water soluble chlorides
which are likely to cause corrosion of reinforcement in the reinforced
concrete. In fact the use of such chlorides containing admixtures has
been prohibited by IS : 456-1964*. However, the option of using such
admixtures is left to the engineer-in-charge who has to use his discretion
on the basis of relevant data in respect of the admixtures. As informa-
tion on the percentage of water soluble chlorides in the admixtures is of
vital imnortance it is considered necessarv to bring out a standard dealing
I
with the methods of test for determination of water soluble chlorid:
content in concrete admixtures.
0.3 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS :2-1960t.
c
-,’ 1. SCOPE
1.1 This standard specifies the following methods of test for determina-
tion of water soluble chlorides in concrete admixtures:
a) Volumetric method,
b) Gravimetric method, and
c) Turbidimetric method.
*Code of practice for plain and reinforced concrete ( second revision ).
TRules for rounding off numerical values ( revised ) .
3s IS:69251973
2. SELECTION OF METHOD
2.0 One of the three methods may be used appropriately depending on
the concentration of the chlorides in the admixtures as per the declaration
of the manufacturer.
2.1 The volumetric method may be used when the chloride concentra-
tion is nearly 1 percent or above.
2.2 The gravimetric method may be used when the chloride concen-
tration is more than 2’5 percent.
2.3 The turbidimetric method may be used when the concentration of
chloride is as low as 2 ppm and above.
2.4 Where a choice is open between volumetric and gravimetric methods
volumetric method is preferable as it is quicker and less laborious.
Turbidimetric method may be adopted when the chloride concentration
is very low.
3. VOLUMETRIC METHOD
3.1 Reagents
3.1.0 Qgality of Reagents-Unless otherwise specified, pure chemicals
and distilled water (see IS: 1070-1960*) shall be employed in the tests.
NOTE - ‘ Pure chemicals ’ shall mean chemicals that do not contain impurities
which affect the results of analysis.
3.1.1 .Nitric Acid - 1 : 2.5 - 6 N.
3.1.2 Sodium or Potassium Chloride Solution ( Standard) -- 0.1 N.
3.1.3 Potassium Chromate Indicator Solution
3.1.4 Silver Nitrate Solution - 0’ 1 N.
3.1.4.1 Preparation -Weigh about 8.5 g of silver nitrate, dissolve in
distilled water and make up to 500 ml in a volumetric flask. +.
3.1.4.2 Standardization- Standardize the solution against 0.1 N
sodium chloride or potassium chloride solution using potassium chromate
solution as indicator. Adjust the normality exactly to 0.1.
3.1.5 Mrobenzene
3.1.6 Ferric Alum Indicator Solution
3.1.7 Ammonium Thiocyanate Solution -00’1 N.
*Specification for water, distilled quality ( revised ) .IS : 6925; X973
3.1.7.1 Prejaration-Weigh about 8’5 g of ammonium thiocyanate
and dissolve it in 1 litre of water in a volumetric flask. Shake well, and
standardize by titrating against 0’1 N silver nitrate solution using ferric
alum solution as indicator. Adjust the normality exactly to O-1.
3.2 Procedure
3.2.1 Weigh accurately sufficient quantity of the admixture such that
about 0.1 g of chloride is present in the sample. Add enough hot water
SO as to make a volume of 150 ml, stir until dissolution is complete.
If there is insoluble matter, filter and wash with water. Make up the
clear solution thus obtained to a volume of 250 ml with water, shake
h well.
3.2.2 Pipette 50 ml of the solution into a 250-ml conical flask contain-
Y
ing 5 ml of 6 _N nitric acid. Add 10 to 15 ml of 0’1 N silver nitrate
solution from the burette. Then add 2 to 3 ml of nitrobenzene and 1 ml
ferric alum indicator and shake vigorously to coagulate the precipi-
tate. Titrate the excess silver nitrate with 0.1 N ammonium thiocyanate
until a permanent faint reddish brown colouration appears. Repeat the
titration with another 50 ml portion.
3.2.3 From the volume of silver nitrate ( AgNOs ) solution added sub-
tract the volume of thiocyanate solution required. Take the average of
the two determinations. Calculate the percentage .of chloride (Cl) in the
sample:
1 ml 0.1 N AgNOs = 0.003 546 g, Ci
4. GRAVIMETRIC METHOD
4.1 Reagents
4.1.1 Concentrated Nitric Acid
4.1.2 Dilute Nitric Acid - 1 : 50.
4.1.3 Silver Nitrate jblution - approximately 0’1 N ( see 3.1.4 ).
4.1.4 Dilute Hydrochloric Acid - 1 : 100.
4.2 Procedure
4.2.1 Weigh out accurately sufficient quantity of the admixture such that
about 0.05 g of chloride is present in the sample. Add enough hot water
s’o as to make a volume of 150 ml, stir until the dissolution is complete.
Filter and wash with water if, there is insoluble matter. Add 1 to 2 ml
of concentrated nitric acid. Then add the silver nitrate solution slowly
and with constant stirring until the precipitation is complete. Add a
slight excess ( 5 to 10 ml ) of the silver nitrate solution. -Heat the sus-
pension nearly to boiling, while stirring constantly and maintain it at
5IS:6925;1973
this temperature until the precip2tate coagulate3 and the snpernatant
liquid is clear. Set aside the beaker in the dark .for one hour and filter
through a previously weighed sintered glass or porcelain crucible. Trans-
fer the last traces of silver chloride adhering to the beaker with a
policeman. Wash the precipitate in the crucible with 1 : 50 nitric acid
added in small portions until 3 to 5 ml of the washings collected in a test
tube give no turbidity with 1 or .2 drops of dilute hydrochloric acid. Dry
the crucible and contents in an air-oven at 130 to 150°C for one hour.
Allow to cool in a desiccator and weigh. Repeat the process of drying
and cooling until constant weight is attained.
4.2.2 Calculate the percentage -of chloride in the sample:
0’1 g AgCl - 0.024737 Ci
5. TURBIDIMETRIC METHOD
5.1 Apparatus
5.1.1 Turbidimeter
5.2 Reagents
5.2.1 Dilute Ntric Acid - 1 : 3.
5.2.2 Silver Ntrate Solution - See 4.1.3.
5.2.3 Standard Sodium Chloride Solution
5.2.3.1 Preparation - Weigh accurately 0’164 9 g of sodium chloride
( previously dried at 105 to 110°C for 2 h ) and dissolve in 1 000 ml of
distilled water in a volumetric flask. This solution contains 100 ppm
chloride, that is, 100 mg/l.
5.3 Procedure
5.3.1 Calibration of the Turbidimeter -Take 5 ml of dilute nitric acid
in a loo-ml volumetric flask, add 5 ml of silver nitrate solution and
make up the volume with distilled water. Shake well and use the solu-
tion as ‘ blank ’ for adjusting the ‘ z&o ’ of the galvanometer. Take L
20 ml of the standard sodium chloride solution in a loo-ml volumetric
flask, add 5 ml of dilute nitric acid and 50 to 60 ml distilled water. Shake
well and add 5 ml of silver nitrate solution and make up the volume with
distilled water. Shake well and use this turbid solution to adjust the
galvanometer deflection to full ~scale.
5.3.1.1 Run in 1’0, 2’5, 5.0, 7’5, 10’0, 15’0, 17’5 and 20.0 ml standard
chloride solution from a burette into separate lOO-ml volumetric flasks.
Take the first flask, add 5 ml of dilute nitric acid and 50 to 60 ml distil-
led water. Shake well, add 5 ml of silver nitrate solution and make up
6-the volume with ~distilled water. Shake well and measure the turbidity
after checking the galvanometer c zero ’ again. Repeat the above proce-
dure with the remaining solutions.
5.3.1.2 Plot the galvanometer readings against chloride concentration
in ppm.
5.3.2 Determination of Chloride in the Test Sample-Weigh accurately
sufficient quantity of admixture such that $it contains about 0’01 g of chlo-
ride and boil with 100 to 150 ml distilled water. Filter and wash with hot
distilled water. Collect the filtrate and washings into a 500-ml volumetric
flask and make up the volume. Take 50 ml (see Note) of this solution
into a loo-ml ‘volumetric flask, add 5 ml dilute nitric acid and 5 ml
cI silver nitrate solution, and make up the volume with distilled water.
v Shake well and measure the turbidity after checking the galvanometer
‘ zero ‘. Read the chloride ion concentration in ppm from the calibra-
tion plot prepared earlier and then calculate the percentage of chloride
in the sample.
Weight of chloride in g x loo
Percentage chloride = ---
Werght of the sample taken
NOTE-Suitable dilutions may have to be carried out such that the galvanometer
reading falls within the range 2 to 15 ppm chloride whenever it is found necessary.is :&!e - 1973
( Continued from page 2 )
1
Members Representiftg
JOINT DIRECTOR, RESEARCH Research, Designs & Standards Organization
(B&S) ( Ministry of Railways )
ASSISTANT DIRECTOR. RE-
SEARCH (B & S ) ( kter?ZUt)e
SHRI S. V. MAHESHWARY Rohtas Industries Ltd, Dalmianag&
SXRI M. A. MEHTA Concrete Association of India, Bombay’
SRRI K. P. MOHIIZ~EN Central Warehousing Corporation, New Delhi
SHRI K. K. NAMBIAR In nersonal cavacitv ( ‘ Ramanalava ’ II First Crescem
* Park Road,. Gondhinogar, Ad&, Madras )
SARI E. K. RAMACHAN~RAN National Test House, Calcutta
DR A. V. R. RAO National Buildings Organization, New Delhi
SEICI G. T. BHIDE ( Alternate )
S_n_r_u_ ~S1 . A. REDDY Gammon India Ltd, Bombay
@RI R. P. SHARMA Irri\g ation & Power Research Institute, Amritsar
SHRI MOHINDER SINCE ( Alternate j
SHRI K. K. SOMANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. GATTANI ( Alternate )
SHRI K. A. SUBRAMANIAM Cement Manufacturers Association, Bombay
SUPERINTENDING ENGINEER Publkadyorks Department, Government of Tam3
( PLANNING & ~DESIQNS
CIRCLE )
E~ECUZI~E ENGINEER, BUILD-
rno CENTRE DIVISIONS( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
DR C. A. TANEJA Cent;iorkEilding Research Institute ( CSIR ),
DR R. K. DATTA ( Alternate )
COL J. M. TOLAN~ Engineer-in-Chief’s Branch, Army Headquarters
MAJ D. D. SRARMA (Alternate)
DR S. P. VARMA Directorate General of Technical Development
SHRI N. G.~BAAK (Alternate )
DE H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Da S. K. CHOPRA (Alternate)
c
9
|
3025_32.pdf
|
IS : 3025 ( Part 32 ) - 1988
UDC5 28.1/‘3 : 543’3 : 543’847 ( Third Reprint DECEMBER 1998 )
( ReafTiied 1993 j
Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL
AND CHEMICAL) FOR WATER AND WASTEWATER
PART 32 CHLORIDE
( First Revision )
1. scope - This standard prescribes four methods for the determination of chloride. The argento-
metric method is suitable for use in relatively clear waters when O-1 5 to 10 mg of chloride is
present in the portion titrated. The end point of mercuric nitrate method is easier to detect
Potentiometric method is suitable for coloured or turbid samples. The ferricyanide method is ar
automated technique. In case of any difference of opinion, the argentometric method shall be the
referee method.
2. Argentometric Method
2.1 Principle - In a neutral or slightly alkaline solution, potassium chromate can indicate tht
end point of the silver nitrate titration of chloride. Silver chloride is precipitated before red silver
chromate is formed.
2.2 interference - Bromide, iodide and cyanide register equivalent chloride concentrations,
Sulphite, thiosulphate and sulphide ions interfere but can be removed by treatment with hydroger
peroxide. Orthophosphates in excess of 25 mg/l interfere. Iron in excess of 10 mg/l interferes
by masking the end point.
2.3 Apparatus
2.3.1 Erlenmeyer flask - 250 ml.
2.3.2 Burette - 50 ml.
2.4 Reagents
2.4.1 Potassium chromate indicator solution - Dissolve 50 g of potassium chromate in a little
distilled water. Add silver nitrate solution until a definite red precipitate is formed. Let it stand for
I2 h, filter and dilute to 1 litre with distilled water.
24.2 Standard silver nitrate titrant - 0.014 1 N. Dissolve 2.395 g of silver nitrate in distilled
Nater and dilute to 1 litre. Standardize against 0’014 1 N sodium chloride solution as prescribed
n 2.5.1. 1 *OO ml = 500 pg of chloride. Store in a brown bottle.
2.4.3 Standard sodium chloride solution - 0’014 1 N. Dissolve 824.0 mg of sodium chloride
: dried at 140°C ) in distilled water and dilute to 1 litre. 1’00 ml = 500 pg of chloride.
2.4.4 Special reagents for removal of interferences
2.4.4.1 Aluminium hydroxide suspension - Dissolve I.2 5 g of aluminium potassium sulphate
>r aluminium ammonium sulphate [AIK ( SOa )~.12H20 or Al NH4 ( SOa )s.l2HsO ] in 1 titre
If distilled water. Warm to 60°C and cldd 55 ml of concentrated ammonium hydroxide slowly
with stirring. Let it stand for 1 h. transfer to a large bottle and wash precipitate by successive
additions. with thorough mixing and decanting with distilled water, until free from chloride. When
reshly prepared, the suspension occupies a volume of about 1 litre.
2.4.4.2 Phenolphthalein indicator solution
2.4.4.3 Sodium hydroxide - 1 N.
2.4.4.4 Sulphuric acid - 1 N.
2.4.4.5 Hydrogen peroxide - 30 percent.
Adopted 1 January 1988 @ November 1988, BIS Gr 3
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 32 ) - 1988
2.5 Procedure
2.5.1 Use IO0 ml sample or a suitable portion diluted to 100 ml. If the sample is highly
coloured. add 3 ml of aluminium hydroxide suspension, mix, let settle and filter. If sulphide, sul-
phite or thiosulphate is present, add 1 ml of hydrogen peroxide and stir for I minute. Directly titrate
the samples in the pH range 7 to IO. Adjust sample pH to 7-10 with sulphuric acid or sodium
hydroxide if it is not in the range. Add I.0 ml of potassium chromate indicator solution. Titrate
with standard silver nitrate solution to a pinkish yellow end point. Standardize silver nitrate
solution and establish reagent blank value by titration method.
2.6 Calculation
- l/s ) x N x 35 450
Chloride, mg/l = ( ”
v3
where
VI = volume in ml of silver nitrate used by the sample,
v, = volume in ml of silver nitrate used in the blank titration,
v3 = volume in ml of sample taken for titration, and
N I normality of silver nitrate solution.
3. Mercuric Nitrate Method
3.1 Principle - Chloride can be titrated with mercuric nitrate because of the formation of soluble,
slightly dissociated mercuric chloride. In the pH range 2.3 to 2.8. diphenyl carbazone indicates
the end point by the formation of a purple complex with excess mercuric ions.
3.2 interference - Bromide and iodide are titrated in the same manner as chloride. Chromate,
ferric and sulphite ions interfere, when present in excess of 10 mg/I.
3.3 Apparatus
$3.1 Erlenmeyer flask - 250 ml capacity.
3.3.2 Microburette - 5 ml with 0.01 ml graduation intervals.
3.4 Reagents
3.4.1 Standard sodium chloride solution - See 2.4.3.
3.4.2 Nitric acid - 0. I N.
3.4.3 Sodium hydroxide - 0.1 N.
3.4.4 Reagents for chloride concentrations below 700 mgll
3.4.4.1 Indicator-acidifier reagent - The nitric acid concentration of this reagent is an impor-
tant factor in the success of the determination and can be varied as indicated in ( a ) or ( b ) to
suit the alkalinity range of the sample. Reagent ( a ) contains -sufficient nitric acid to neutralize
a total alkalinity of 150 mg as CaC03/l to the proper pH in a 100 ml sample. Adjust amount of
nitric acid to accommodate samples of alkalinity different from 150 mg/l.
a) Dissolve, in the order named. 250 mg s-diphenylcarbazone, 4-O ml. concentration nitric acid
and 30 mg xylene cyanol FF in 100 ml 95 percent ethyl alcohol or isopropyl alcohol.
Store in a dark bottle in a refrigerator. This reagent is not stable indefinitely. Deteriora-
tion causes a slow end point and high results.
b) Because pH control is critical, adjust pH of highly alkaline or acid samples to 2.5 & 0 1
with 0.1 N nitric acid or sodium hydroxide not with sodium carbonate ( Na&Os ).
Use a pH meter with a nonchloride type of reference electrode for pH adjustment. If
only the usual chloride-type reference electrode is available for pH adjustment, determine
amount of acid or alkali required to obtain a pH of 2.5 f 0.1 and discard this sample
portion. Treat a separate sample portion with the determined amount of acid or alkali and
continue analysis. Under these circumstances, omit nitric acid, from indicator reagent.
3.4.4.2 Standard mercuric nitrate t&ant - 0’014 I N. Dissolve 2.3 g mercuric nitrate
[ Hg( NO3 )s or 2.5 g Hg ( NO 3 12 . Hz0 ] in 100 ml distilled water containing 0.25 ml concentrated
nitric acid. Dilute to just under 1 Inre. Make a preliminary standardization by following the
procedure described in 3.5.1. Use replicates containing 5.00 ml standard sodium chloride solution
and IO mg sodium bicarbonate ( NaHC03 ) diluted to 100 ml with distilled water. Adjust titrant
to 0’014 I N and make a final standardization; I-00 ml = 500 pg Cl-. Store away from light in a
dark bottle.
2IS : 3025 ( Part 32 ) -1998
3.4.5 Reagent for chloride concentration greater than 100 mg/l.
3.4.5.1 Mixed indicator reagent - Dissolve 0.50 g diphenylcarbazone powder and 0’05 g
bromophenol blue powder in 75 ml 95 percent ethyl or isopropyl alcohol and dilute to 100 ml with
the same alcohol.
3.4.5.2 Strong standard mercuric nitrate titrant - O-141 N. Dissolve 25 g mercuric nitrate
[ Hg ( NOs 1s. HsO ] in 900 ml distilled water containing 5’0 ml concentrated nitric acid. Dilute
to just under 1 litre and standardize by following the procedure described in 3.5.2. Use replicates
containing 25.00. ml standard sodium chloride solution ‘and 25 ml disttlled water. Adjust titrant
to 0.141 N and make a final standardization; 1 *OO m,’ = 5.00 mg Cl.
3.5 Procedure
3.5.1 Titration of chloride concentration less than 100 mg/f - Use a 100 ml sample or smPll
portions so that the chloride content is less than 10 mg. Add 1.0 ml indicator-acidifier reagent.
For highly alkaline or acid waters, adjust pli to about 8 before adding indicator-acidifier reagent.
Titrate with O-014 1 N mercuric nitrate to a definite purple end point. The solution turns from
green blue to blue a few drops before the end point. Determine the blank by titrating 100 ml
distilled water containing 10 mg of sodium bicarbonate.
3.5.2 Titration of chloride concentrations greater than 700 mgll - Use a sample portion requir-
ing less than 5 ml titrant to reach the end point. Measure into a 150 ml beaker. Add approxi-
mately 0 5 ml mixed indicator reagent and mix well. The colour should be purple. Add 0.1 N
nitric acid dropwise until the colour just turns yellow. Titrate with 0.141 N mercuric nitrate to first
permanent dark purple. Titrate a distilled water blank using the same procedure.
3.6 Calculation
( VI- v2 ) x N x 35 450
Chloride ( as Cl ), mg/l =
V
where
v, = volume in ml of titrant used for sample,
v2 = volume in ml of titrant used for blank;
N B normality of mercuric nitrate solution; and
V = volume in ml of the sample taken for test,
4. Potentiometric Method
Al Principle - Chloride is determined by potentiometric titration with silver nitrate solution with
a glass and silver-silver chloride electrode system. The end point of the titration is that instrument
reading at which the greatest change in voltage has occurred for a small and constant indrement
of silver nitrate.
4.2 Interference - Iodide and bromide also are titrated as chloride. Ferricyanide causes high
results and should be removed. Chromate and dichromate interfere.
4.3 Apparatus
4.3.1 Glass and silver-silver chloride electrodes
4.3.2 Electronic voltmeter
4.3.3 Mechanical stirrer
4.4 Reagents
4.4.1 Standard sodium chloride solution - 0.014 1 N.
4.4.2 Nitric acid - concentrated.
4.4.3 Standard silver nitrate titrant - 0.014 1 ‘N.
4.4.4 Pretreatment reagents
4.4.4.1 Sulphuric acid - 1 :l .
4.4.4.2 Hydrogen peroxide - 30 percent.
4.4.4.3 Sodium hydroxide - 1 N.
3IS:3025(Part32) -1988
4.6 Procedure
4.5.1 Stendhdization - Place 10.0 ml of standard sodium chloride solution in a 260 ml beaker;
dilute to about 100 ml and add 2’0 ml concentrated nitric acid. Immerse stirrer and electrodes.
Set instrument to desired range of millivolts or pH units. Start stirrer. Add standard silver nitrate
titrant, recording scale reading after each addition. At the start large increments of silver nitrate
may be added, then as the end point is approached, add small and equal increments at longer
intervals so that the exact end point can be determined. Determine the volume of silver nitrate
used at the point at which there is the greatest change in instrument reading per unit addition of
silver nitrate. Plot a differential titration curve if the exact end point cannot be determined by
inspecting the data. Plot change in instrument reading for equal increments of silver nitrate against
volume of silver nitrate added, using average of burette readings before and after each addition.
4.5.2 Sample analysis - Pipette 100 ml of sample or a portion containing not more than
10 mg of chloride, into a 250 ml beaker. In the absence of interferring substances, proceed as
above.
In the presence of organic compounds, sulphite or other in_terferences, acidify sample with
sulphuric acid using litmus paper. Boil for 5 minutes to remove volatile compounds. Add more
sulphuric acid, if necessary, to keep solution acidic. Add 3 ml of hydrogen peroxide end boil for
15 minutes, adding chloride free distilled water to keep the volume above 60 ml. Dilute to
100 ml, add sodium hydroxide solution dropwise until alkaline to litmus, then 10 drops in excess.
Boil for 5 minutes, filter into a 250 ml beaker, and wash precipitate and paper several times with
hot water. Add concentrated nitric acid dropwise until acidic to litmus paper. then 2.0 ml in
excess. Cool and dilute to 100 ml, if necessary. Immerse stirrer and electrodes and startstirrer.
Make necessary adjustments according to manufacturer’s instructions and set selection switch to
appropriate setting for measuring the difqrence of potential between electrodes. Complete deter-
mination as detailed in 4.5.1. If an end point reading has been established from previous
determinations for similar samples and conditions, use this predetermined end point. For the
most accurate work, make a blank titration by carrying chloride free distilled water thcough the
procedure.
WASHWATER G G 2.00 WASH
TO SAMPLER BLACK 0.32 SAMPLE
c--- 0
10 TURNS
mn_ D W 0.23 AIR SAMPLER
, LO/h L:l
GREY 100 COLOUR REAGENT
*
COLORIMETER
S-mm FLOW CELL
LBO-nm FILTER
FIG. 1 FLOW SCHEME FOR AUTOMATED CHLORIDE ANALYSIS
‘
4IS : 3025 ( Part 32 ) - 1988
4.6 Calculation
Chloride ( as Cl ), mgll = (.V1 - Va :” * ’ 35 450
where
VI = volume in ml of silver nitrate titrant used in sample;
V2 = volume in ml of silver nitrate used in blank;
N= normality of titrant; and
V = volume in ml of the sample used in list.
5. Automated Ferricyanide Method
5.1 Principle - Thiocyanate ion is liberated from mercuric thiocyanate by the formation of
soluble mercuric chloride. In the presence of ferric ion. free thiocyanate ion forms a highly
coloured ferric thiocyanate, of which the intensity is proportional to the chioride concentration.
6.2 Interference - None of significance. Use a continuous filter on turbid sample.
5.3 Apparatus
5.3.1 Automated analytical equipment - The required continuous flow analytical instrument
consists of the interchangeable components as shown in Fig. 1.
5.3.2 Filters - 480 nm.
5.4 Reagents
5.4.1 Stock mercuric thiocyanate solution - Dissolve 4-l 7 g of mercuric thiocyanate in about
500 ml of methanol, dilute to 1 000 ml with methanol, mix and filter through filter paper.
5.4.2 Stock ferric nitrate solution - Dissolve 202 g of ferric nitrate [ Fe ( NOs )s, 9 Hz0 ] in
about 500 ml of distilled water, then carefully add 21 ml of concentrated nitric acid. Dilute to
100 0 ml with distilled water and mix. Filter through paper and store in coloured bottle.
5.4.3 Colour reagent - Add 150 ml stock mercuric thiocyanate solution to 150 ml of stock
ferric nitrate solution. Mix and dilute to 1 000 ml with distilled water. Add 0.5 ml of polyoxy-
ethylene 23 lauryl ether.
5.4.4 Stock chloride solution - Dissolve 1 -648 2 g sodium chloride, dried at 140°C in distilled
water and dilute to 1 000 ml, 1 .OO ml = 1 .OO mg of chloride.
5.4.5 Standard chloride solutions - Prepare chL:ide standards in the desired concentration
range, such as 1 to 200 mg/l, using stock chlc:rde solutior.
5.6 Procedure - Set up manifold as shown in Fig. 1 and follow general procedure prescribed by
the manufacturer.
5.7 Calculation - Prepare standard curves by plotting peak heights of standards processed
through the manifold against chloride concentrations in standards. Compute sample chloride
concentration by comparing sample peak height with standard curve.
EXPLANATORY NOTE
Chloride is one of the major inorganic anion in water and wastewater. In potable water, the
salty taste produced by chloride concentrations is variable and dependent on the chemical compo-
sition. Chloride concentration is higher in wastewater than in raw water. A high chloride content
may harm metallic pipes and structures as well as growing plants. This standard supersedes 24
of IS : 3025-I 964 ‘Methods of sampling and test ( physical and chemical ) for water used
in industry’ and 5 of IS : 2488 ( Part 3 )-I968 ‘Methods of sampling and test for industrial
effluents, Part 3’.
6
Printed at Dee Kay Printers. New Delhi. India
|
1498.pdf
|
IS :1488 - 1870
(R eaffiied 1997 )
lndian Standard
CLASSIFICATION AND IDENTIFICATION OF
SOILS FOR GENERAL ENGINEERING
PURPOSES
( First Revision )
Sevcmh Reprint OCTOBER 1999
UDC 624'131'2
Q CopvrrsAl 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DBLHI-110002
Gr 10 June 1972Indian Standard
CLASSIFICATION AND IDENTIFICATION OF
SOILS FOR GENERAL ENGINEERING
PURPOSES
( First Revision)
Soil Engineering Sectional Committee, BDC 23
Chaimtan
PROP S. R. MLHRA
Manak, Nehru Road, Ranikhct, Uttar Pradesh
Msntbrrr Rapwenting
Du ALAY SmaH University of Jodhpur, Jodhpur
Stmt B. B. L. BrshTNAaAa Land Reclamation, Irrigation & Power Research
Institute, Amritsar
Stmx K. N. DADXNA In personal ca acity ( P-820, .N8w Ali#wc, Cakutta 53 )
Sam A. G. DA~T~DAR Cementation & Ltd, Bombay
Stntt J. DAI-C Concrete Association of India, Bombay
Snar T. M. M~NON( Al&mate )
SARIR . L. DEWAN Bihar Institute of Hydraulic and Allied Research ‘, \ .
Khaaaul. Patna
PIor DtNzsH HotrAts Centrai &iildhg Research Institute ( CSIR ), Roorkec
Stun D. R. NARAHAIU ( Ahrnuk
hECKOR. hNTRAt SOXL MUZXA- &l tral Water 8: Power Commission, New Delhi
ma R&ARCH STATTON
DIR~~XOR( DAUS II ) ( Alfemafe )
Pxor R. N. DOOM Indian Institute of Technology, New Delhi
SIR1 B. N. &PTA Irrigation Research Institute, Roorkn
DR JAODISH NARAEN University of Roorkee, Roorkee
Jo~~~~~croa R~EAICCH ( FL ), Railway Board ( Muustry of Railways )
Dapwrv DIRZCTOR,R C~ZAR~X~
( SOIL MIXCHAX~U) , RDSO ( Altemak )
SmiS. S. JO~HI Engineer-in-Chief’s Branch, Army Headquarters
SHRXS . VARADARAJA ( Allnnale )
SHRI G. K~CKXLMANN Rodio Foundation Engineering Ltd; and Hazarat &
Co, Bombav
SHRI A. H. DIVANJI ( Al&maQ )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SRRI c. B. PATEL M. N. Dastur & Co ( Private ) Ltd. Calcutta
SHRI RAW~DIR LAL National Buildings Organisation, New Delhi
SHRI S. H. BALCHANDANX ( &mak )
( Coaiiaued ea bg# 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOOO2lst1498-1970
REPRESENTATIM All India Instrumenta Manuficturcn & Dealen
Association, Bombay
Indian National Society of Soil Mechania &
Foundation Engineering, New Delhi
REPRESENTATIVE Public Works ( Special Roads ) Directorate, Govern-
ment of West Bengal
RRSEARCHO FFICER Building and Roads Research Laboratory, Public
Works Department, Government of Punjab
RESEARCH OFFICER Engineering Research Laboratories, Hydcrabad
SECRETARY Central Board of Irrigation and Powqr, New Delhi
SHRI S. N. SINHA Roads Wig ( Ministry of Transport & Shipping )
SHRI A. S. BISHNOI( AItwnatc )
SUPERINTENDING E N c I N E E R Concrete and Soil Research Laboratory, Public Works
( PLANNING 6: DESIGN CIRCLE ) Department, Government of Tarn11 Nadu
EXECXJTWE ENGINEER (SOIL
MECZHANI~ & RIUEARCH
DWWON ) ( Altcmatc)
SHRI C. G. SWAMINATHAN Institution of Engineers ( India), Calcutta
DR H. L. UPPAL Central Road Research Institute ( CSIR ). New Delhi
%IRIH.G.\'ERYA Public Works Department, Government of Uttar
Pradesh
SHRI D. C. CHATURVEDI ( Altcw& )
SHRI Ii. AJITHA SIMHA, Director General, BIS ( Ex-o@cio Member)
Director ( Civ Engg )
Secnrary
SHRI G, RAMAN
Deputy Director ( Civ Engg ), BIS
Panel for Classification and Identification of Soils for General
Engineering Purposes, BDC 23 : P2
Convener
DR I. C. DOS M. PAIS CUDDOU Central Water & Power Commission, New Delhi
MCltlbCU
DIRECTOR ( DAMS II ) ( Alkrnalr to
Dr I. C. DOS M. Pais Cuddou )
DR ALAM SINGH University of Jodhpur, *Jodhpur
PROP DINESH MOHAN Gcntral Building Research Institute ( CSIR ), Roorkce
DIRECTOR Irrigation Research Institute, Roorkec
RE~~ARIX OFFICER ( .4lfrrnafe )
SHRI S. S. JOSHI Engineer-in-Chief’s Branch, Army Headquarters
DR H. L. UPPAL Central Road Research Institute ( CSIR ), New DelhiIS : la8 - 1970
Indian Standard
CLASSIFICATION AND IDENTIFICATION OF
SOILS FOR GENERAL ENGINEERING
PURPOSES
( First Revision )
0. FOREWORD
0.1T his Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 19 December 1970, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Soil survey and soil classification are at present being done by sever-a!
organizations in this country for different purposes. The engineering
departments and research laboratories have done a great deal of work in
regard to soil exploration and classification in fields relating to irrigation,
buildings, roads, etc. The investigations relating to the field of irrigation
have two objectives namely, the suitability of soil for the construction of
dams and other kinds of hydraulic structures and the effect on the fertility
of soil when it is irrigated. With regard to roads and highways, investi-
gations have been undertaken to classify them from the point of view of
their suitability for construction of embankments, sub-grades, and wearing
surfaces. In the field of buildings, soil investigation and classification is
done to evaluate the soil as regards its bearing power to a certain extent.
Soil survey and soil classification are also done by agriculture departments
from the point of view of the suitability of the soil for crops and its fertility.
Each of these agencies was adopting different systems for soil classification.
The adoption of different methods by various agencies led to difficulties in
interpreting the results of soils investigated by one agency by the other and
quite often results were found to be not easily comparable. This Indian
standard was, therefore, published in 1959 to provide a common basis for
soil classification.
0.3 Soils seldom exist in nature separately as sand, gravel or any other
single component but are usually found as mixture with varying propor-
tions of particles of different sizes. This revision is essentially based on
the Unified Soil Classification System with the mod&cation that the fine-
grained soils have been subdivided into three subdivisions of low, medium
and high compressibility, instead of two subdivisions of the original Unified
Soil Classification System. The system is based on those characteristics of
3the soil which indicate how it will behave as a construction material. This
system is not limited to a particular use or geographical location. It does
not conflict with other systems; in fact, the use of geologic, pedologic,
textural or local terms is encouraged as a supplement to, but not as a
substitute for, the definitions, terms and phrases established by this system
and which are easy to associate with actual soils.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this field
in this country.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded
off value should be*the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers a system for classification and indentification of
soils for general engineering purposes. The information given in this
standard should be considered as for guidance only for treating the soil for
engineering purposes.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions given in IS : 2809-1972t
and the following shall apply.
2.1 CIay - An aggregate of microscopic and sub-microscopic particles
derived from the chemical decomposition and disintegration of rock consti-
tuents. It is plastic within a moderate to wide range of water content.
2.2 Silt-A fine-grained soil with little or no plasticity. If shaken in the
palm of the hand, a part of saturated inorganic silt expels enough ‘water to
make its surface appear glossy. If the pat is pressed or squeezed between
the fingers, its surface again becomes dull.
2.3 Sand and Gravel - Cohesionlebs aggrtgates of angular, sub-angular,
sub-rounded, rounded, flaky or flat nagments of more or less unaltered
rocks or minerals.
According to this system, gravel is a fraction of the soil material
between 80 mm and the 4.75-mm IS Sieve size and sand is the material
between the 4+75-mm IS Sieve size and the 75-micron IS Sieve size.
+Rulc.s for rounding off numerical values ( ret&? ).
?Clossary of terms and sy&ols relating to soil engineering (jirrf rauizion :.
4Is: 1430.* 1970
w
3. tx,WHFICATION AND IDENTIFICATION
3.1 Division - Soils shall be broadly divided into three divisions as given
in 3.1.1 to 3.i.3.
3.1.1 Coarse-Grained Soils - In these soils, more than half the total material
by weight is larger than 7Smicron IS Sieve size.
3.13 Fine-Grained Soils - In these soils, more than half of the material
by weight is smaller than 75-micron IS Sieve size.
3.13 Highly Organic Soils and Other Miscellaneous Soil Materials - These
&Is contain large percentages of fibrous organic matter, such as peat, and
particles of decomposed vegetation. In addition, certain soils containing
shells, concretions, cinders, and other non-soil materials in sufficient quanti-
ties are also grouped in this division.
3.2 Subdivision -The first two divisions ( see 3.1.1 and 3.1.2 ) shall be
further divided as given in 3.2.1 and 3.2.2.
3.2.B Coarse-Grained Soils - The coarse-grained soils shall be divided into
two subdivisions, namely:
a) Gravels - Ln these soils, more than half the coarse fraction
( +75 micron ) is larger than 4*75-mm IS Sieve size. This sub-
division includes gravels and gravelly soils.
b) Sends- In these soils, more than half the coarse fraction
( +75 micron ) is smaller than 4*75-mm IS Sieve size. This sub-
division includes sands and sandy soils.
3.2.2 Fine-Grained Soils - The fine-grained soils shall be further divided
into three subdivisions on the basis of the following arbitrarily selected
values of liquid limit:
4 Silts and clays of low com&wibility - having a liquid limit less than
35 ( represented by symbol L ),
b) Silts and ciays of medium compressibility - having a liquid limit
greater than 35 and less than 50 ( represented by symbol I ), and
4 Silts and clays of high compressibility - having a liquid limit greater
than 50 ( represented by symbol H).
NATE - In thb system the fine-grain4 soils UC not divided according to particle
size but according to plasticity and ccmpressibiiity. The term ‘ compressibility ’ here
shall imply volume change, shrinkage during dry periods and swelling during wet periods,
Y well as. consolidation under load. Soil particles finer than P-micron may, however, be
designated as clay-size particles and the particles between 75micron and P-micron as silt-
tie particles.
5”
Is:14s-1970
3.3 Groups - The coarse-grained soils shall be further divided into eight
basic soil groups. The fine-grained soils shall be further divided into nine
basic soil groups ( see Table 2 ).
3.3.1 Highly organic soils and other miscellaneous soil materials shall be
placed in one group. The groups shall be designated by symbols.
NOTE- These groups are broad, based on basic properties of soil; therefore, supplc-
mental detailed word descriptions are reqJired to point out pccularity of a particular
soil and differentiatei t from others in the same group.
3.3.2 The basic soil components are given in Table 1.
3.3.3 The various subdivisions, groups and group symbols are given in
Table 2.
3.4 Field Identification and CIassification’ Procedure - The field
method is used primarily in the field to classify and describe soils. Visual
observations are employed in place of precise laboratory tests to define the
basic soil properties. The procedure is, in fact, a process of elimination
beginning on the left side of the classification chart ( Table 2 ) and working
to the right until the proper group name is obtained. The group name
should be supplemented by detailed word descriptions, including the
description of the in-place conditions for soils to be used in place as founda-
tions. A representative sample of the soil is selected which is spread on a
flat surface or in the palm of the hand. Ali particles larger than 80 mm
are removed from the sample. Only the fraction of the sample smaller than
80 mm is classified. The sample is classified as coarse-grained or fine-
grained by estimating the percentage by weight of individual particles which
can be seen by the unaided eye. Soils containing more than 50 percent
visible particles are coarse-grained soils, soils containing less than 50 per-
cent visible particles are fine-grained soils.
If it has been determined that the soil is coarse grained, it is further
identified by estimating and recording the percentage of: (a) grave1 sized
particle, size range from 80 mm to 4.75-mm IS Sieve size ( or apprqximately
5 mm size ) ; (b) sand size particles, size range from 4.75 to 75-micron
IS Sieve size; and (c) silt and clay size particles, size range smaller ‘than
75-micron IS Sieve.
NOTE -The fraction of soil smaller than 7%micron IS Sieve, that is, the clay and silt
fraction is referredt o as fina.
3.4.1 Gravelly Soils - If the percentage of gravel is greater than that of
sand, the soil is a gravel. Gravels are further identified as being clean ( con-
taining little or no fines, that is less than 5 per cent ) or dirty ( containing
appreciable fines, that is more than 12 per cent ) depending upon the
percentage of particles not visible to the unaided eye. Gravels contaibing
5 to 12 percent fines are given boundary classification. If the soil is obviously
6IS: Mm- 1970
olean, the classification shall be either: (a) well graded gravel ( GW ), if
there is good representation of all particle sizes; or (b) poorly graded
gravel ( GP ), if there is an excess or absence of intermediate particle sizes.
A well-graded soil has a reasonably large spread between the largest and
the finest particles and has no marked deficiency in any size. If the soil
obviously is dirty, the classification will be either (c) silty gravel ( GM ), if
the fines have little or no plasticity; or (d) clayey gravel ( GC ), if the fines
are of low to medium or high plasticity < see 3.2.2 ).
3.4.2 &UZ” Soils - If the percentage of sand is greater than gravel, the
soil is a sand. The same procedure is applied as for gravels except that the
word sand replaces gravei and the symbol S replaces G. The group classi-
fication for the clean sands will be either : (a) well-graded sand ( SW ) or
(b) poorly-graded sand ( SP ), and the dirty sands shall be classified as
(c) silty sand ( SM ), if the fines have little or no plasticity; or (d) clayey
sand ( SC), if the fines are of low to medium or high plasticity ( see 3.2.2 ).
3.4.3 Boundary Classification for Coarse-Grained Soils - When a soil possesses
characteristics of two groups, c;ther in particle size distribution or in plasti-
city, it is designated by combinations of group symbols. For example,
a well-graded coarse-grained soil with clay binder is designated by GWGC.
3.4.3.1 Boundary classifications can occur within the coarse-grained
soil division, between soils within the gravel or sand grouping, and between
gravelly and sandy soils. The procedure is td assume the coarser soil, whea
there is a choice, and complete the classification and assign the propet
group symbol; then, beginning where the choice was made, assume a finet
soil and complete the classifictition, as6gning the second group symbol.
3.4.3.2 Boundary classifications within gravel or sand groups can
occur. Symbols’ such as GW-GP, GM-GC, GIV-GM, GW-GC, SW-SP;
SM-SC, SW-SM and SW-SC are common.
3.4.3.3 Boundary classifications can occur between the gravel and sand
groups. Symbols such as GW-S\V, GP-Sl’, GM-S11 and GC-SC are
common.
3.4.3.4 Boundary classifications can also occur between ccarse and fine
grained soils. Classifications such as SM-h4L and SC-CL are common.
3.4.4 Descriptive Ir$rmation for Coarse-Grained Soils - The following des-
criptive information shall be recorded for coarse-grained soils:
a; Typical name;
b) Maximum size, and fraction larger than 80 mm in the total
material;
c) Percentage of gravel, sand and fines in the soil or fraction of soil
smaller than 80 mm;
d) Description of average size of sand of gravel;
71611430-1970
e) Shape of the particles -angular, subangular, subrounded, rounded;
f) The surface coatings, cementation and hardness of the particles and
possible breakdown, when compacted;
g) The colour and organic content;
h) Plasticity of fines;
j) Local or geologic name, if known; and
k) Group symbol.
3.4.5 Fine-Grained Soils - If it has been determined that the soil is fine-
graincd, it is further identified by estimating the percentage of gravel, sand)
silt and clay size particles and performing the manual identification tests
for dry strength, dilatancy, and toughness. By comparing the results of
these tests with the requirements gven for the nine fine-grained soil groups,
the appropriate group name and symbol is assigned. The same procedure
is used to identify the fine-grained fraction of coarse-grained soil to deter-
mine whether they are silty or clayey.
3.4.6 Manaal Identifiation Tests - The following tests for identifying the
fine-grained soils shall be performed on the fraction of the soil finer than
the 425micron IS Sieve:
a) Dilatancy ( reaction to stiiag ) - Take a small re resentative sample
in the form of a soil pat of the size of about 5 cuY aic centimetres and
add enough water to nearly saturate it. Place the pat in the open
palm of one hand and shake horizontally, striking vigorously agamst
the other hand several times. Squeeze the pat between the fingers.
The appearance and disappearance of the water with shaking and
squeezing is referred to as a reaction. This reaction is called quick,
if water appears and disappears rapidly; slow, if water appears and
disappears slowly; and no reaction, if the water condition does not
appear to change. Observe and record type of reaction as da-
criptive information.
b) Toughness ( consistency near plastic limit ) - Dry the pat used in the
dilatancy test by working and moulding, until it has the. consis-
tency of putty. The time required to dry the pat is the indication
of its plasticity. Roll the pat on a smooth surface or between the
palms into a thread about 3 mm in diameter. Fold and reroll the.
thread repeatedly to 3 mm in diameter so that its moisture content
is gradually reduced until the 3 mm thread just crumbles. The
moisture content at this time is called the plastic limit and the
resistance to moulding at the plastic limit is called the toughness.
After the thread crumbles, lump the pieces together and continue
the slight kneading action until the lump crumbles. If the lump
can still be moulded slightly drier than the plastic limit and if high
pressure is required to role the thread between the palms of the
hand, the soil & described as having high toughness. Medium
8Isr14!w-1970
toughncsi si ndicated by a medium thread and a lump formed of
the threads slightly below the plastic limit will crumble; while low
toughness is indicated by a weak thread that breaks easily and can-
not be lumped together when drier than the plastic limit. Highly
organic clays have very weak and spongy feel at the plastic limit.
Non-plastic soils cannot be rolled into-thread of 3 mm in diameter
at any moisture content. Observe and record the toughness as
descriptive information.
Dry strength ( crushing m-istance ) - Completely dry the prepared soil
pat. Then measure its resistance to crumbling and powdering
between fingers. This resistance, called dry strength, is a measure
of the plasticity of the soil and is influenced largely by the colloidal
fraction content. The dry strength is designated as low, if the dry
pat can be easily powdered; medium, if considerable finger pressure
ISr equired and high, if it cannot be powdered at all. Observe and
record the dry strength as descriptive information.
NOTE -The presence of high-strength water soluble ccmendng mat&ah,
such as calcium carbonates or iron oxides may cause high dry rtrcngth. Non-
plastic roils, such as caliche, coral, crushed lime stone or soils containing
carbonaceous cementing agents may have high dry strength, but this can be
dcc?tcd by the d%rvcscencc causal by the application of dduted hydrochloric
.
Organic content and colour - Fresh wet organic soils usually have a
distinctive odour of decomposed organic matter. This odour can
be made more noticeable by heating the wet sample. Another
indication of the organic matter is the distinctive dark colour. In
tropical soils, the dark colour may be or may not be due to organic
matter; when not due to organic matter, it is associated with poor
drainage. Dry organic clays develop an earthy odour upon
moistening, which is distinctive from that of decomposed organic
matter.
Other id&t$cation tests
1) Acid t&t -Acid test using dilute hydrochloric acid ( HCl ) is
primarily a test for the presence of calcium carbonate. For
soils with high dry strength, a strong reaction indicates that
the strength may be due to calcium carbonate as cementing
agent rather than colloidal clay. The results of this test should
be included in the soil description, if pertinent.
2) Shine test - This is a quick supplementary procedure for
determining the presence of clay. The test is performed by
cutting a lump of dry or slightly moist soil with a knife. The
shiny surface imparted to the soil indicates highly plastic clay,
while a dull surface indicates silt or clay of low plasticity.
3) Miwellaneow test - Other criteria undoubtedly may be deve-
loped by the individual as he gains experience in clauifjring
9the soils. For example, differentiation between some of the
fine-grained soils depends largely upon the experience in the
feel of the soils. Also wet clay sticks to the fingers and dries
slowly but silt dries fairly quickly and can be dusted off the
fingers leaving only a stain. Frequent checking by laboratory
tests is necessary to gain this experience.
3.4.7 Boundal-y Class$cation for Fine-Grained Soils - Boundary classifications
can occur within the fine-grained soil divisions, between low and medium
or between medium and high liquid limits and between silty and clayey
soils. The procedure is comparable to that given for coarse-grained soils
( ~86 3.4.3 ), that is, first assume a coarse soil, when there is a choice, and
then a finer soil and, assign dual group symbols. Boundary classifications
which are common are as follows:
ML-MI, CL-CL OL-01, MI-MH, CI-CH, 01-OH, CL-ML, ML-OL,
CL-OL, CI-MI, MI-01, CI-01, MH-CH, MH-OH, and CH-OH.
3.4.8 Very Highly Organic Soils - Peat or very highly organic soils may be
readily identified by colour, sponginess or fibrous texture.
3.4.9 Descriptive Information for Fine-Grained Soils - The following descrip-
tive information shall be recorded for fine-grained soils:
a) Typical name;
b) Percentage of gravel, sand and fines;
c) Colour in moist condition and organic content;
d) Plasticity characteristics;
e) Local or geologic name, if known; and
f) Group symbol.
3.4.10 Descripion of Foundation Soils - The following information shall be
recorded to define the in-place condition of soils which are to be utilized
as foundation for hydraulic or other structures:
a) For coarse-graimd soils:
1) Natural moisture content ( as dry, moist, wet and saturated );
2) Perviousness or drainage properties in the natural condition;
3) Struct,ure (as stratified, uniform, uncemented, lensed; and
attitude, that is, strike and dip );
4) Type and degree of cementation; and
5) Degree of compactness ( as loose or dense ),
b) For fine-grained sails:
1) Natural moisture content ( as dry, moist, wet and saturated ) ;
2) Perviousness or drainage properties;
103) Structures ( as strati&d, homogtnous, varved, honeycomb,
root-holes, blocky, fissured, lensed; and attitude, that is, strike
and dip ). The thickness of lenses, fissures, etc, shall be noted;
4) Type and degree of cementation; and
5) Consistency (very soft, soft, firm, hard, very hard, sticky,
brittle, friable and spongy ).
Nom - The conaistcnq:and the compactness of undisturbed soil should be
dkfmai clearly from the consistency of the soil when disturbed and manipulated.
For exampI:, a very thick stratum of hard, dense shaie or prc-consolidated clay
of high beann capacity, not requiring piling, may be correctly classified as a fat
clay ( CH ) o tkh. igh @asticity. Obviously the clatihcation without description
of undisturbed condition might cause the interpretert o crroncously conclude
&at it is soft and plastici n its natural state.
35 Liborrtory Identihation and QassZcation Procedure- The
laboratory method is intended for precise delineation of tire soil groups by
using rt4ts of laboratory tests, for gradation and moisture limits, rather
than visual estimates. Classification by these tests alone does not fulfil the
requirements for complete classification, as it does not provide an adequate
description of the soil. Therefore, the descriptive information required for
the field method should also be included in the laboratory classification.
35.1 @ass$cation Criteria for Coarse&rained Soils - The laboratory classi-
tca,.ir4 criteria for classifying the coarse-grained soils are given in Tables
.
35.2 Boun&ary Classtjication for Coarse-&a&d Soils - The coarse-grained
soils containing between 5 and 12 percent of fines are classified as border-
line cases between the clean and the dirty gravels or sands as for example,
GW-GC, or SI’-SM. Similarly border-line cases might occur in dirty
gravels and dirty sands, where the Z, is between 4 and 7 as, for example,
GM-GC or SM-SC. It is possible, therefore, to have a border line case of
a border line case. The rule for correct classification in this case is to
favour the non-plastic classification. For example, a gravel with 10 percent
fines, a Cu of 20, a Cc of 2.0 and Z, of G would be classified GW-GM rather
than GW-GC ( Z, is the plasticitv Index of the soil ),
33.3 Classt~cation Criteria for Fin&mined Soils - The laboratory classi-
fication criteria for classifying the fine-grained soils are given in the
plasticity chart shown in Fig. 1 and Table 4. The ‘ A ’ line has the following
linear equation between the liquid limit and the plasticity index:
z9 = 0.73 ( WL - 20 )
where
1. = plasticity index, and
WL = liquid limit.
11IS : 1498 - 1970
60
0 10 20 30 &O 50 60 70 66 66 (00
LlOUlD LIMIT, @I
Fro. 1 PLASTICITY CHART
3.5.3.1 Organic silts and clays are usually distinguished from in-
organic silts which have the same position on the plasticity chart, by odour
and colour. However, when the organic content is doubtful, the material
can be oven dried, remixed with water, and retested for liquid limit. The
plasticity. of fine-grained organic soils is greatly reduced on oven drying,
owing to irreversible changes in the properties of the organic material.
Oven drying also affects the liquid limit of inorganic soils, but only to a
small degree. A reduction in liquid limit after oven drying to a value less
than three-fourth of the liquid limit before oven drying is positive identifi-
cation of organic soils.
35.4 Bowlday ClassiJication for Fine-Grailwd Soils - The fine-pained soils
whose plot on the plasticity chart falls on, or practically on:
a) ‘ A ’ line
b) ‘ we = 35 ’ line
c) (WL = 50 ’ line
shall be assigned the proper boundary classification. Soils which plot above
the ‘ A ’ line, or practically on it, and which have plasticity index between
4 and 7 are classified ML-CL.
3.6 Black Cotton Soils - Black cotton soils are inorganic clays of medium
to high compressibility and form a major soil group in India. They are
predominantly mnntmorillonitic in structure and black or blackish grey in
colour. They are characterized by high shrinkage and swelling properties.
The majority of the soils, when plotted on the plasticity chart, lie along a
12IS : 1488- 1970
band above the ‘ A ’ line. The plot of some of the black cotton soils is
also found to lie below the ‘ A ’ line. Care should therefore be taken in
clas@ing such soils.
3.7 Some other inorganic clays, such as kaolin, behave as inorganic silts
and usually lie below t!le ‘ A ’ line and shall be classified as such ( ML,
MI, MH ), although they are clays from mineralogical stand-point.
3.8 Relative Suitability for General Engineering Purposes - Table 5
gives the characteristics of the various soil groups pertinent to roads and
airfields. Table 6 gives the characteristics pertinent to embankments and
foundaticns. Table 7 gives the characteristics pertinent to suitability for
canal sections, compressibiliq, workability as a construction material and
shear strength. The information given in these tables should be
considered as a guidance only for treating a soil for a particular engineer-
ing purpose.
13TABUS 1 BASIC SOlL COMPONBNTS
( Claust 3.3:2 )
k son sou con- SYnaoL PARTICLL-SIZL RANOE
POXINT AND D-ON
(1) (2) (3) (4) (5)
i) Coarse-grained Boulder Rounded to angular, bulky, hard, rock
components particle; average diameter more than
300 mm
Cobble None Rounded to angulag bulky, hard, rock
particle; average dramctcr smaller than
300 mm but rctaincd on 80-mm IS Sieve
GrPWl G Rounded to angular, bulky, hard, rock
partidc; passing 80-mm IS Sieve but
retained on 4’75-mm IS Sieve
Coarse : 80-mmt o 20-mm IS Sieve
Fine : ZO-mm to 4’75-mm IS Sieve
Sand S Rounded to angular, bulky, hard, rock
particle; passing 4*75-mm IS Sieve but
retained on 75-micron IS Sieve
coarse : 4.79mm to 20-mm IS Sieve
Medium : 2.0-mm to 425micron IS Sieve
Fine : 425micron to 75micron IS Sieve
ii) Fine-grained Silt A4 Particles smaller than 75-micron IS Sieve;
components identified by bchaviour, that is, slightly
plastic or non-plastic regardless of mois-
ture and exhibits little or no strength
when air dried
Clay C Particles smaller than 75micron .IS Sieve;
identified by behaviour, that is, it can be
made to exhibit plastic properties within
a certain range of moisture and exhibits
considerable strength when air dried
Organic 0 Organic matter in various sizes and stages
matter of decomposition
NOTE - A comparison between the size classifications of IS : 1498-1959 ‘ Clasiication
and identification of soils for general engineering purpose ’ and the present revision is
rhown in Appendix A.
14TMLE 2 SO”, CLASJlRCAnON 1 INCLUDING FTRLD ID -CAT(ON ANY DESmON)
: rburr3, .3,
3.3.3 nnd 3.4 )
-
G
LI
s,, i”.JL
_-
-i-
_-
For undirmrbcd noi,*
cw Red
- -
CP Red
_- -
Y”“.p,astic fina UT Snn with low
GM Yellow plawcisy ( Lx idcntificrrio” pmr-
Craw,, with durn. IM h,,. and h,, brlow )
Ii”” (hp- l-
preciahlr
amount of
finrr ,
CC
_--- ~- _ . . :. :.. :. ./- *:.
.:::.: ; . ::.
cl
SW
Cle (a Ln i ttlern nd 0r 1 - ..
“0 hnn ) :.
0 Pmrly Srsdrd sand. “I Snavcl,)
SP rmd,: little or no Ant,
-- , -
m
SM Sh my i xtr usn rnd ,. poor,g Sradcd *and-silt
Sands with
Ii”” (A - -
preci.b Pe - -
rmO”nl 01
h”” ) SC Ezl \‘cllow Cl Csy lle ”y ms irm ,ud r. o. poorly Sradcd land.
- -i-
7
I_
-- _
I-
%md undisturbed *“ill
inlormalion “”
hlL Blue Qnick
- ___-.- _ --
Cf. Grrcn N \o cn re y .t !o ow ;irr typicd n*mr
_- indicate drSrcc an d
- -iI rhrrsrtrr of “l”*ticilv.
OL SlOW
_
- _ - __
Ml Qu rli ock w to
-
I
Silts and clays with m&u.”
r lio mm itp rc ~w wi ah rd ci rt y tha an nd 3 5li q au nid d Cl None
I”” than 50
- -- _-
01 Bmun
SIOW
_- -- --
MH
Silts and clap with hi&h
c”mpmribility and liquid CH
limit garter than 50
-
Orlpnic cl.? of medium to hiSh
OH plartirily
-- _-
lz-s l
P,
-As in the Original Standard, this Page is Intentionally Left Blank-- - _-._ _.,
---
TABLE 3 -CATION OP C9Om 8Om ( LAEOMTORY
-CATION CxmWUA )
( cl&se 35.1 )
-
GIUU?
SYnocJ
-_
Dermine pwcenuga of gm-
GW f& Greater than 4 vel and nnd from grain-sixe
c,Between1and3 cum. Depauling on pawn-
-_ tage of &Ice ( Eaction smaller
than 7!Lmicron IS Sieve)
GP Not meeting all gradatiat requiratmtr for GW coene-gkned aoils are clwi-
-_ ficd al f0llows:
Atterbtrg limits below ‘A ’ line or I9 len Lua than 5# GW. GP, SW, SP
than 4 More tha 12% Gyk GC, SM,
z _ .
cc
Atterbag liiu above ‘A ’ line with I,
gram than 7
_- I , uni~tyeoeslciat,
SW C, greater than 6
C, between 1 and 3 q-2
.- Coeukiit ofcurv8ture
I
SP Not meeting all gradation requiremenu fix SW
8X _
SC
L
I, -‘pIuddty index.
. ____c._ __ ._._As in the Original Standard, this Page is Intentionally Left BlankI
I I
/IAs in the Original Standard, this Page is Intentionally Left Blank1
Is : 1490 - 1970
UNIT DRY CRR S”“-C.AOr.
Slm,rn m S”n,‘“r TO W g/I cv ms,, ” P\ I‘ * Q,.u .Cr ~.,ll #M I onwurrcn m
F~arr Amo* FPOW Amv.x
(1) (2) (3) (9) (10)
:W EXCdk”, EXcelI,“, 2-00-2’24 w-80
CP Good 10 cxccllcnt Good “,ar,lcr-rypr ,,.,c,o,. rubbrr- I 76.2 24 30.60 8~3-13~84
I),,d roll,,, strrl-,,hcclrd
,“,,,I
d coed IO cxcc,,rnr Good 2~00-2-32 40.GO 8 3-13.84
GM
“CCQd Fli, Slight Poor 10 practically Rubber-tyrcd ,OllC,, rbcrpr- I 04-2.16 20.30 5-53-8~3
impcrGou loo, ,OllC,
cc Good F.i, Shgh lo, “mh”nl Sl,ght Poor to pracdcall, Z-OS-Z.32 20.40 5.53-8’3
Mnpcr~lo”,
SW Good Fair 10 gocd Xonc to , cry Exccllcnt Crawl,,.type ,,acm,. rubbr,. 1.76-2.08 20.40 5.53-l 1’07
rlight tyred rollc,
SP Fair 10 good F*i, None LO vc,y Ahno,, nose C,awlc,-type ,,acto,, rubber- I SJs2.16 IO-40
slight 1yrcd roll,,
d F,i, LOg ood F&r LOg wd Very hghl Rubber-lyrcd ,ollc,, rhrrpr- I 92-2.16 15-40 4’15-11 07
roar ,OllC,. clmc EO”l,Ol of
SM moisture
t u Fsi, Pm, 10 fair Slight IO high Slight ,o medium I%-2’08 IO-20 2.77-0 3
SC Poor Lo fair rwr Slight 10 high Poor 10 practically Rubber-lyrrd l”llC, -hcrpr- l 60-2-16 5.20 2.77-E 3
impcrxiou r,xJoarro ll,,
hi4 MI Pour tcI rai, Not :uirablc .\lrd,um LO rcry Fair IO pao, I 44-2 OS 15 o, ,c,s 2-77-5 53
Lllgh
CL, CI Poor (0 fair No, wimblc hlrdium 10 hirh Slcdum I 44-2 OS 15 0, ,c>, 1’38.4 15
OL,OI Poor Not ,uiuble hlcdrum 10 high hlcdium to high 1’44-1’68 5 0, lcu 1.38-Z 77
MH PCIO, No, suitable Medium 10 ver) High 1~28-la3 10 0, lcr, 1’38-2-7~
high
CH Pm, 10 rai, No, uitablc hfcdiun, Ihgh Shccps-loo, ,oIlc,, rubbcr-lyrcd I 44-l 84 I5 0, In, 1,3*-4,, 5
,“I,,*
OH Poor LO very pm, Not suitable XIcdwn High I 28-l 76 5 0, lc,, 0%9-2.77
PI No, suitable Not ,ti,ablc Sligh, Vrry high - _IflII496.197”
TMLE 6 CZL4RACTERIS~CS F’ER~ TO ZMBANKMENIS AND FOUNDATIONS
son ClOW umr Duu
wrra*
zslcm’
(1) (5) (6) (7)
GW 203.2~16 Good be‘ri”~ v.lue Positive CutaS
GP 134-2’00 do da
CM 1~92-2~16 do Toe umcb to noor
CC I34-2’08 do
a?
SW 1%.2’oS “L-a
SP I60.1%7. do
SM 1~762’00 da
SC la-2ao
ML, MI 1~52-1~92
CL, CI Stable; imprrviou, corn and blrnkctl 1~52-1~92
OL. 01 13.1’60
MH Poor stability, COW of b draulic till dam K - IO-’ 1’12-1’52
not dcr8nb.c in rolled I II corutruction to I@
CH 1%)-1a
OH I~NI~SO
Pt -
Pi,71 I
22TABLE 7 SUlTA8lLITY FOR CANAL SECTIONS, CO-, WO-
AS A CONSTltUCl’ION MATERIAL AND SEIEAR STnENm’Ii
( Cku.w 3.8 )
SOIL RVLATIVB SUITABILITY POP CkmlPBlmnmLPPY WOKKABILITYA I A SNMBINO
GROUP CANAL SECTIONr* WJISN COYPAOTSD CON~BD~EX~N STBBNOTEW BKN
,__- __A--_-_--- AND SATURATED MAT~IU COMPA~BD AND
Erosion Rcriatmxe Compacted Earth SA'PURA'M
Lming
GW I Negligible Excellent Excellent
GP 2 Negligible
GM 4 4 Negligible Good
04od
CC 3 1 very low Good to Feir
SW 6 - Negligible EBcelleDt Rxcellent
1: SP 7. if grwelly very low Fair Good
SM 8, if gravelly 5 ( Erwion criticd) Low Fair
SC 5 2 LOW .Good Good to Fair
ML. Ml - 6 ( Eroaion critial ) Medium Pair Fair
CL, CI 9 3 Medium Good to Fair Fair
OL, 01 7 (‘Erosion critical ) Medium Fair Pow
MH - - High Poor Fair to Poor
CH 10 8 (Volume change Higb Poor Poor
critkal )
OH - - High
- _-
Pt
lN itmbrr I ir the beat.
. $APPENDIX A E
3
( Table I )
%
i
COMPARISON BETWEEN SIZE CLASSIFICATIONS OF IS: 1498.1959 AND IS: 1498-1970 !j
Particle size in millimetres.
15:14¶8-1959 is , :+: 1c ,lNE 1 1 I 5lL Ml EDIUSI MZE I COARSE ,I I fi l_ N E I MEDIUM I COARSE n GRAVEL
2
i
YBUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 116002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113 234062,91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
‘Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
TWestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 4s
$ Peenya Industrial Area, 1s t Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
P!ot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-a-560, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 5251 71
Patliputra industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/1421, University P.O. Palayam, THIRUVANANTHAPURAM 695034 621 17
“Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 IO 85
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed al Simco Pnnting Press, DelhiAMENDMENT NO. I AUGUST 1982
TO
IS : 1498-1970 CLASSIFICATION AND
IDENTIFICATION OF SOILS FOR GENERAL
ENGINEERING PURPOSES
( First Revision)
Addenda
( Page 13, clause 3.8 ) - Add the following new clause after 3.8:
‘3.9 Degree of Expansion - Fine grained soils depending upon the
presence of clay mineral exhibit low to very high degree of expansion.
Based upon Atterberg’s limits and free swell of the soils the degree of
expansion and degree of severity for soils is shown in Table 8.’
[Page 14, co1 5 against Sl No. (ii) ] - Add the following new matter
at the end:
‘ Coarse: 75 rnieron to 7.5 micron
Fine: 7.5 micron.to 2 micron’
(Page 21, Table 5, ,i’ote 4 ) - Add the following new note after
note 4:
‘iVoTE 5 -In most of the expansive soils, the CBR ~alucs after soaking
are often found to be less than 2. The thickness of the pavements for such
small values turn out to extremely high and impracticable. A minimum CBR
value of 2 is recommended for use foi design purposes in such soil. ’
( Page 23, Table 7 ) - Add the following new table after Table 7:
TABLE 8 SHOWING THE DEGREE OF EXPANSION OF FINE
GRADED SOILS
( Clause 3.9 )
LIQUID LIMIT PLASTICITY SHRINKACE FREE SWELL DFXXWC OF D&ne~ OB
(WL) INDEX INDEX ( 1,s ) ( PIUXCENT ) EXPANSION SEVERITY
( Ip )
20-35 < 12 < 15 <. 50 Low Non-critical
35-50 12-23 15-30 50-100 Medium Marginal
50-70 23-32 30-60 100-200 High Critical
70-90 ~32 > 60 > 200 Very High Severe
(BJX23)
Printed at Slmco Printing Press, Delhi, IndiaAMENDMENT NO. 2 SEPTEMBER 1987
TO
IS:1498-1970 CLASSIFICATION AND IDENTIFICATION OF
SOILS FOR GENERAL ENGINEERING PURPOSES
(First Revision)
(Page 4, clause 2.3, line 5):
(Page 6, clause 3.4, para 1, lines 10 and 12
--
and para 2, line 3):
[Page 7, clause 3.4.4(b) and cc>]:
(Page 14, Table 1, co1 5, lines 6 and 8):
---
(Page 24, Appendix A, matter against
IS:1498-1970):
Substitute '75. mm' for '80 mm' wnerevek
existing.
(Page 21, Table 5, Note 3) - Substitute
'IS:2720(Part 81-1983' for 'IS:2720(Bart 8)-1965',
(Page-2 1, footnote with '*' mark) - Substitute
the following for the existing footnote:
'*Method of test for soils: Part 8
Determination of water content - Dry density
relation using heavy compaction (second
revision).'
(BDC 23)
Printed at Slmco Prlntlno Press, Delhi, India
|
228_3.pdf
|
IS:22B(Part3)-19187
Indian Standard ~(-‘“““1’9 97
)
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 3 DETERMINATION OF PHOSPHORUS
BY ALKALIMETRIC METHOD
Third Revision )
(
Fourth ReprinrN OVEMBER 1998
UDC 669.14+669.15-194:543.241[543.847]
@ CopyYigh1 987
BUREAU OFINDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SAH ZAFAR MAKG
NEW DELlU 11OOUZ
c1 3 September 1987ISr228(Part3)-1987
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS 6F STEELS
PART 3 DETERMINATION OF PHOSPHORUS
BY ALKALIMETRIC METHOD
( Third Revision)
Methods of Chemical Analysis of Ferrous Metals
Sectional Committee, SLMDC 2
Chaimtaa Repenting
Da C. S. P. IYER Bhabha Atomic Research Centre, Bombay
Mrmbrrs
SEW G. M. hPABA0 Steel Authority of India Ltd ( Bhilai Steel Plant),
Bhilai
Snn~ R. D. AQABWU ( Afhndr)
SEBI S. V. BHAQWAT Kbandelwal Ferro Alloys Ltd, Nagpur
SEBI D. N. GUPTA ( Alfanatr )
SHRI P. CEAKBA Indian Metals t Ferro Alloys Ltd, Koraput
CHEHIST & MICTALLU~~I~T Ministry of Transport ( Department of Railways)
AWWITAHTR ~~SEAROEO ~~IOER
(MET-~). RDSO. LUOKNOW
( Alm& ) .
f-%iIEF CHEMIST Tata Iron & Steel Co Ltd. Jamshedpur
AS~IETANT Cantr CHEVIOT ( Alhnatr )
Sam M. K. CHAKRAVABTY Ministry of Defence ( DGI )
SHRI P. K. S&N ( Altwnate )
DE M. M. CHAKBABOBTY Indian Iron & Steel Co Ltd, Burnpur
SERI M. S. CHATTEBJEE ( Altarnatr )
SHRI C. K. DI~~EIT Ordnance Factory Board ( Ministry of Defence ),
Calcutta
SHRI S. N. MOIT~A ( Alfemafr )
SHRI V. B. KHANNA Directorate General of Supplies & Disposals,
New Delhi
SHRI J. N. MUKHERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
( Continued on pcrgr 2 )
Q Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copy@ Ad ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 228 ( Part 3 ) - 1987
f Continued from peg* 1 )
Mmbus Rqmnting
SHIU P. NABAIN Mahindra Ugine Steel Co Ltd. Bombay
SERI G. R. SABYA ( Altrrnatr )
SEBI N. P. PANDA Steel Authority of India Ltd (Rourkela Steel
Plant ), Rourkela
SEXI B. MAEAPATRA ( Altrmutr )
DB L. P. PANDXY National Metallurttical Laboratory . ( CSIR 1,
Jamrhedpur -
DE D. C. P~CASEAII National Physical Laboratory (CSIR j,
New Delhi
SHEI J. RAI ( Altrrsutt )
SEW C. RAJA~AO Ferro Alloys Corporation Ltd, Shreeramnagar
SX~I K. RAMAXBIsENAN Eraen & Co, Bangalore
DsJ. RAJABAM ( Alternafa )
SHBI A. P. SINEA Steel Authorjty of India Ltd ( Bokaro Steel
Plant ), Bokaro
SHIU K. ANWAH ( Altmafr )
SHBI N. V. SUBBAI~AYAPPA Visvesvaraya Iron & Steel Ltd, Bhadravati
DE P. SUBRAHMANIAM Defence Metallurgical Research Laboratory.
Hyderabad
SEBI T. H. RAO ( Alfrraatr )
DR CH. VPNKATEBWARLU Bhabha Atomic Research Centre, Bombay
SEXI K. RAQHAVENDRAN, Director General, BIS ( Ex-oficio Mnnbcr )
Director ( Strut & Met )
SXRI M. L. SEAWA
As&ant Director ( Metalr ), BIS
Ferrous Metals Analysis Subcommittee, SMDC 2 : 3
COWdM
DB C. S. P. IYER Bhabha Atomic Research Centre, Bombay
Mcmbns
SEW S. BASXARAN Bharat Heavy Electricals Ltd, Hyderabad
SHRI MATA SARAN I Altrraat~ I )
SHBI B. RAHA ( Altehale II )
Sam U. P. BOSE Steel Authority of India Ltd ( Bhilai Steel Plant ),
Bhilai
SHRI E. M. VERQHESE ( Ahma )
CHIEB CHEXIST Tata Iron & Steel Co Ltd, Jamrhedpur
ASSISTANT CHIEY CHEMIST ( Ahmote )
DB M. M. CHAKEABOBTY Indian Iron & Steel Co Ltd, Burnpur
SHRI L. N. DAS ( Altmdr )
SXXI H. K. DAS Steel Authority of India Ltd ( Rourkela Steel
Plant ), Rourkela
SHRI K. BISENOI ( Altsrnatr )
SEBI .4. K. GUPTA National Physical Laboratory (CSIR ),
New Delhi
( Conlinwd on pegs1 1)
LIS : 228 ( Part 3 ) - 1937
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 3 DETERMINATION OF PHOSPHORUS
BY ALKALIMETRIC METHOD
( Third Revision)
0. FOREWORD
0.1 This Indian Standard ( Part 3 ) ( Third Revision ) was adopted by
the Indian Standards Institution on 16 January 1987, after the draft
finalized by the Methods of Chemical Analysis of Ferrous Metals
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2 IS : 228, which was issued as a tentative standard in 1952 and
revised in 1959, covered the chemical anaIysis ofpig iron, cast iron and
plain carbon and low alloy steels. For the convenience it was decided
to publish a comprehensive series on chemical analysis of steels
including high alloy steels. Accordingly, revision of IS : 228 was
taken up again and new series on methods of chemical analysis of steels
including high alloy steels was ublished in various parts as IS : 228
( Parts 1 to 13 ) ( see Appendix A 3 covering separate method of analysis
for each constituent in steels. However, IS : 228-1959’ version has
been retained for the analysis of pig iron and cast iron till a separate
standard for analysis of pig iron and cast iron is published.
0.2.1 This revision of IS : 228 ( Part 3 )-1972t.. has been undertaken
on the basis of experience gained during the implementation of the
standard by the manufacturers and testing labaratories.
0.3 In this revision method for determination of phosphorus in
following alloy steels has been incorporated:
a) Stainless steel, high chromium, nickel chromium and similar
alloy steels without tungsten or vanadium,
of
‘Methods chemical analyrir of pig iron, cast iron and plain carbon and low alloy
rteelr ( m&cd).
tMethods for chemical analyria of rteelr: Part 3 Determination of phosphorus by
alkalimetric method ( sscend r&.rion ).
3IS:22S(Part3)-1987
b) Steel containing high silicon, titanium or zirconium,
4 Chromium vanadium steels or other steels containing
vanadium but no tungsten,
4 High speed steels or other steels containing tungsten with or
without vanadium,
4 Austenitic manganese steels, and
f) Steels containing arsenic up to 0’1 percent.
0.4 In reporting the result of a test or analysis made in accordance
with this standard, if the final value, observed or calculated, is to be
rounded off, it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part 3 ) covers method for determination of
phosphorus content of plain carbon steel and alloy steels by alkali-
metric method.
2. SAMPLING
2.1 The samples shall be drawn and prepared as prescribed in the
relevant Indian Standard,
3. QUALITY OF REAGENTS
3.1 Unless specified otherwise, analytical grade reagents and distilled
water (see IS : 1070-19771) shall be employed in the test.
4. OUTLINE OF THE METHOD
4.1 Phosphorus is converted to orthophosphoric acid and precipitated
as ammonium phosphomolybdate. The precipitate is dissolved in
known excess of standard sodium hydroxide solution and the excess
is titrated against standard nitric acid solution.
_
4.2 Reagents
4.2.1 Dilute Jvitric Acid- 1 : 1, 1 : 3, 1 : 5 and 2 : 98 (v/v).
4.2.2 Potassium Permanganate Solution - Dissolve 2 g of potassium
permanganate in 100 ml of water.
*Ruler for rounding off numerical valuer ( rruirrd).
tspecification for water for general laboratory use (second rerririon) .
4IS:228(Part3)-1987
4.2-3 Sodium Nitrite Solution - 5 percent (m/v).
4.2.4 Concentrated Ammonium Hydroxide - Relative density 0’90.
4.2.5 Concentrated Nitric Acid - Relative density 1’42 ( conforming to
IS : 264-1976* ).
4.2.6 Ammonium Molybdate Solution-Add solution A (see 4.2.6.1 )
slowly and with constant stirring to solution B ( see 4.2.6.2 ) kept cool in
a cold waterbath. Add 10 ml of ammonium phosphate solution
( 1 g/l) and keep th e solution at least for 24 hours. Filter the solution
through Whatman filter paper No. 040 before use.
4.2.6.1 Solution A - Dissolve 100 g of molybdic acid (Moos, 85
percent ), or 118 g of ammonium molybdate in a mixture of 145 ml of
ammonium hydroxide ( rd = 0’90 ) and 270 ml of water. Cool the
solution.
4.2.6.2 Solution B - Add 490 ml of concentrated nitric acid
to 1 150 ml of water and cool.
4.2.7 Potassium Nitrate Solution - 1 percent (m/v).
4.2.8 Phenolphthalein Solution - 1 percent. Dissolve 1 g of powder
phenolphthalein in 100 ml of rectified spirit or methyl alcohol.
4.2.9 Sodium Hydroxide Solution - 0’1 N, dissolve 4’5 g of sodium
hydroxide in one litre of freshly boiled and cooled distilled water, and
standardize against staudard nitric acid ( 4.2.10 ).
4.2.10 Standard .Nitric Acid Solution - 0’1 N, dilute 7 ml of concentrated
nitric acid to one litre with freshly boiled distilled water. Standardize
against sodium carbonate previously ignited at 350°C and cooled.
4.2.11 Lilute Hydrochloric Acid- 1 : 1 (u/u) and 2 percent (v/v).
4.2.12 Hydrofluoric Acid - 40 percent.
4.2.13 Perchloric Acid - 70 percent.
4.2.14 Sodium Carbonate - 5 percent (m/v).
4.2.15 Ferrous Sulphate Solution -Dissolve 100 g of ferrous sulphate
crystals ( FeSOa, 7H,O ) in one litre of dilute sulphuric acid ( 5 : 95 ).
4.2.16 Dilute Ammonium Hydroxide - 1 : 1, 1 : 20 (v/v).
4.2.17 Sulphurous Acid - Saturate water with sulphur dioxide gas.
*Specification for nitric acid ( second rrucsion ).
5IS:228(Part3)-1987
4.2.18 Comentruted Hydrochloric Acid - Relative d,ensity 1’ 16 ( conform-
ing to IS : 265-1976* ).
4.2.19 Dilute Hydrobromic Acid - 1 : 4 (v/v).
5. PROCEDURE FOR PLAIN CARBON STEEL AND LOW
ALLOY STEEL WITHOUT VANADIUM
5.1 Transfer 2 g of the sample in a 250-ml conical flask. Add 30 ml of
dilute nitric acid (1 : 1) till the vigorous reaction subsides. Keep the
flask at low heat till it dissolves.
5.2 Add 5 to 10 ml of potassium permanganate solution and boil for
few minutes. If manganese dioxide does not precipitate add further
permanganate solution till a precipitate of manganese dioxide appears
and boil for few minutes. Add sodium nitrite solution dropwise till
the brown precipitate is dissolved. Boil to expel oxides of nitrogen.
5.3 Add ammonium hydroxide till brown precipitate of ferric
hydroxide appears. Dissolve the precipitate adding dilute nitric
acid(1: 1)d ro p wise and add 2 to 3 ml of concentrated nitric acid.
NOTE - Quantity of nitric acid added at this stage will depend upon the actual
volume of the solution. The analyst will ensure that the acidity of the solution
before precipitation of phosphomolybdate complex is maintained at 5-10 percent.
5.4 Warm the solution to about 60-80°C and add 50 ml of ammonium
molybdate solution, stopper the flask, shake vigorously for a few
minutes and allow to stand for half an hour.
5.5 Filter the precipitate through a filter paper pulp pad by suction.
Wash the flask, precipitate and filter pad twice with 5 ml portions of
dilute nitric acid (2 : 98) and five times with 5 ml portions of potassium
nitrate. Continue washing of the precipitate and filter pad with
potassium nitrate solution until the washings are acid free ( 10 ml
portion of the washings in presence of phenolphthalein should turn
pink on adding one drop of 0’1 N sodium hydroxide solution ).
5.6 Transfer the pulp along with the precipitate to the flask. Add
about 25 ml of water, few drops of phenolphthalein and a known
volume of sodium hydroxide solution (which should be l-2 ml in excess)
and shake to dissolve the precipitate. Dilute to about 100 ml and
titrate with standard nitric acid solution to the disappearance of pink
colour .
lS pecification for hydrochloric acid ( second rcuision ).
6IS:228(Part3)-1987
6. PROCEDURE FOR ALLOY STEELS
6.1 Stainless Steel, High Chromium, Nickel Chromium and
Similar Alloy Steel Without Tungsten or Vanadium - Transfer
2 g of the sample in a 400-ml beaker. Add 50 ml of a 1 : 1 mixture
of concentrated hydrochloric acid and nitric acid and a few drops
of hydrofluoric acid. Place the beaker at low heat until the reaction
subsides and then add 15 ml of perchloric acid. Evaporate to copious
fumes and fume for a few minutes. Cool, take up with 4-O ml of water
and 10 ml c f concentrated nitric acid, boil for few minutes, filter
through paper pulp and wash with hot dilute nitric acid (1 : 5).
Collect the filtrate in 500-ml conical flask and proceed as in 5.2 to 5.6.
6.2 Steel Containing High Silicon, Titanium or Zirconium
6.2.1 Follow the procedure given in 6.1 up to filtration and proceed as
follows.
6.2.2 Collect the filtrate in a 500-ml conical flask and preserve it.
Take the precipitate and pulp ( as in 6.1 ) in a platinum crucible and
ignite, fume with 1 ml hydrofluoric acid and a few drops of
concentrated nitric acid at low temperature. Fuse the residue with
sodium carbonate. Dissolve the melt in water, filter through paper
pulp and wash with sodium carbonate solution. Acidify the filtrate
with concentrated nitric acid and add to the main filtrate. Proceed
further as in 5.2 to 5.6.
6.3 Chromium Vanadium Steels or Other Steels Containing
Vanadium But No Tungsten
6.3.1 Proceed as in 6.1 when the solution is ready for the
precipitation of phosphomolybdate complex.
6.3.2 Cool the solution to lo-2O”C, add 5 ml of ferrous sulphate
solution and 2 to 3 drops of sulphurous acid, and shake to mix well.
Add 50 ml of ammonium molybdate solution, stopper the flask, shake
vigorously for a few minutes and allow to stand overnight. Proceed
further as in 5.5 to 5.6.
6.4 High Speed Steels or, Other Steels Containing Tungsten
with or Without Vanadium
6.4.1 Transfer 2 g of the sample to a 400-ml beaker. Decompose the
sample in 60 ml of dilute nitric acid (1 : 3) and a few drops of
hydrofluoric acid, if required. Add 20 ml concentrated hydrochloric
acid, 60 ml concentrated nitric acid and few drops of hydrofluoric
acid and evaporate to dryness. Digest with 20 ml of concentrated
7IS:228(Part3)-1987
hydrochloric acid, dilute to 50 ml with water and boil. Filter through
a paper pulp as far as possible by decantation, keeping back the
precipitate of tungstic acid in the beaker. Wash twice with hot dilute
hydrochloric acid ( 2 percent ). Collect the filtrate in a 500-ml conical
flask and evaporate to a small volume. Add 30 ml concentrated
nitric acid, and evaporate to syrupy liquid. Add 5 ml concentrated
nitric acid, dilute to about 25 ml and boil for a few minutes.
6.4.2 To recover phosphorus from the precipitate of tungstic acid,
dissolve the precipitate in the beaker with minimum quantity of dilute
ammonium hydroxide (1 : 1) and pour it through the filter pad
collecting the solution in a beaker, wash the beaker and the filter pad
with dilute ammonium hydroxide (1 : 1) until all of the tungstic acid
has been dissolved and collected. Add a few ml of the main filtrate
( end of.6.4.1 ) to’ this solution and slightly acidify with dilute nitric
acid (1 : 1). Add dilute ammonium hydroxide (1 : 1) in slight excess
and heat to flocculation. Filter through Whatman filter paper No. 42
and wash with dilute ammonium hydroxide (1 : 20). Dissolve the
precipitate in minimum hot dilute nitric acid (1 : 5) and add to the
main filtrate (see 6.4.1 ).
6.4.3 Treat the filtrate as in 5.2 and 5.3. If the sample contains
vanadium, proceed further as in 6.3.2. In the absence of vanadium,
complete the determination as in 5.4 to 5.6.
6.5 Austenitic Manganese Steels - Decompose 2 g of the sample
in a 400-ml beaker in 40 ml of dilute nitric acid (1 : 3). Add 15 ml
of perchloric acid and evaporate just to white fumes. Add hydrotluoric
acid drop by drop until all the hydrated silica is dissolved and a few
drops in excess. Heat so that perchloric acid refluxes on the sides of
the beaker for about 25 minutes. Cool, add about 40 ml of water and
10 ml concentrated nitric acid and boil for few minutes. Proceed
further as in 5.2 to 5.6.
6.6 Steels Containing High Arsenic Up to 0’1 Percent
6.6.1 Decompose 2 g of the sample in 400-ml beaker in 40 ml of’
dilute nitric acid (1 : 3). Add 20 ml of perchloric acid and fume to
expel1 nitric acid. Cool, add about 80 ml of dilute hydrobromic acid
and evaporate to copious fumes. Cool, add about 40 ml of water
and 10 ml nitric acid. Proceed further as in 5.2 to 5.6.
7. BLANK DETERMINATION
7.1 Make a blank determination following the same procedure and
using the same quantity of all reagents.
8IS:228(Part3)-1987
8. CALCULATION
8.1 Calculate phosphorus, percent, as:
(B-A) x C x 100
Phosphorus ( percent ) =
D
where
A = millilitres of standard nitric acid solution required in the
sample in the titration of the excess sodium hydroxide
( see 5.6 ),
B = millilitres of standard nitric acid solution required in the
blank determination (see 7.1),
C = phosphorus equivalent of 1 ml standard nitric acid
solution, and
D = quantity of sample in g.
8.2 Reproducibility - f 0’001 5 percent.
APPENDIX A
( Clause 0.2 )
IS : 228 Methods for chemical analysis of steels:
(Part 1 )-1972 Determination of carbon by volumetric method
( for carbon > 0’1 percent ) ( second revision )
( Part 2 )-1972 Determination of manganese in plain carbon and
low alloy steels by arsenite method ( secona’retiion )
( Part 3 )-1972 Determination of phosphorus by alkalimetric
method ( sechd revision )
(Part 4)-1974 Determination of carbon by gravimetric method
( for carbon ) 0’ 1 percent ) (second revision )
( Part 5 )-I974 Determination of nickel by dimethylglyoxime
( gravimetric ) method ( for nickel > 0’5 percent ) (second
revision )
( Part S)-1974 Determination of chromium by persulphate
oxidation method ( for chromium ) 0’5 percent ) (second
revision )
9IS:228(Part3)-1987
( Part 7 )- 1974 Determination of molybdenum by a-benzoinoxime
method ( for molybdenum > 1 percent ) ( second revlion)
(Part 8)-1975 Determination of silicon by the gravimetric method
( for silicon > 0’1 percent) (second revision )
( Part 9 )-I975 Determination of sulphur in plain carbon steels by
evolution method (second revision )
(Part la)-1976 Determination of molybdenum by thiocyanata
( photometric ) method ( for molybdenum up to 1 percent )
in low and high alloy steels (second revision )
(Part 11 )-1976 Determination of silicon by photometric method in
carbon steels and low alloy steels (for silicon 0’01 to
0’05 percent ) ( second revision)
(Part 12)-1976 Determination of manganese by periodate
( photometrie ) method in low and high alloy steels ( for
manganese up to 2 percent ) (second revision )
(Part 13 )-1982 Determination of arsenic
10IS : 228 ( Part 3) - 1987
( Con&4rdfiom pqc 2 )
Mmbrrs Represcntin~
S_HRIJ . MUKEERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
SRRI P. K. BANERJEE f Alternate )
Sam P. NARAIN Mahindra Ugine Steel Co Ltd, Bombay
SRRI G. R. SARYA ( Aftmate )
SRRI R. S. NATH Steel Authority of India Ltd ( Bokaro Steel
Plant ), Bokaro
SEW N. Gnwnapp~ ( Alternate )
DR L. P. PANUEY National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SEBI G. RAMDAL~ Visvesvaraya Iron & Steel Ltd, Bhadravati
SHRI R. D. VANDRIWAI.T.A Italab Pvt Ltd. Bombay
SHRI J. C. DEY ( Akcmate )
11BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131. 323 3375, 323 9402
Fax 91113234062, 91113239399, 91113239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory; Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 a-77 00 32
Regional Offlcee:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI llOgO2 323 76 17
‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 66 62
Northern : SC0 335336. Sector 34-A, CHANDIGARH 160022 603843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15 .
*Western : Manakalaya. E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 35
MUMBAI 400093
Branch OftTcee:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 38ooOl 550 1348
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 8394955
BANGALORE 560056
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-6-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 63
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B. Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C. No. 14/1421. University P. 0. Palayam. 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor. Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building. 1332 Shivaji Nagar. PUNE 411005 323635
‘Sales Office is at 5 Chowringhee Approach, P. 0. Princep Street,
CALCUTTA 700072 27 10 65
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja. India
|
2720_11.pdf
|
IS 2720 ( Part 11 ) : 1993
(Ruuiilpw)
.
6th if dfm fi Tg alVft 97 W’WWT TUWd% rnaFt WTFf W3-I
(~Fm-0
Indian Standard
METHODS OF TEST FOR SOILS
PART 11 DETERMINATON OF THE SHEAR STRENGTH PARAMETERS
OF A SPECIMEN TESTED IN UNCONSOLIDATED UNDRAINED TRIAXIAL
COMPRESSION WITHOUT THE MEASUREMENT OF PORE WATER PRESSURE
First Revision)
(
First Reprint NOVEMBER 1998
UDC 624-131-376-5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.
October 1993 Price CrouQ 3Soils and Soil Engineering Sectional Committee, CED 23
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after
the draft had been finalized by the Soils and Soil Engineering Sectional Committee had been
approved by the Civil Engineering Division Council.
With a view to establish uniform procedures for determination of different characteristics of
soils and also for facilitating the comparative study of the results, an Indian Standard Method
of test for soils, IS 2720 has been published in 41 parts. This part covers the determination of
the compressive strength of a specimen of saturated cohesive soil in the triaxial compression
apparatus under conditions in which the cell pressure is maintained constant and there is no
change in the total water content of the specimen.
This standard was first published in 1971. In this first revision apart from general updation.
the three amendments issued have been incorporated and the quantities and dimensions have
been given in SI units.
For the purpose of deciding whether a particular requirement of this standard is complied with
the final value, observed or calculated, expressing the result of a test or analysis, shall be
rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘.
The number of significant places retained in the rounded off value should be the same as that
of the specified value in this standard.IS 2720 ( Part II ) : 1993
Indian Standard
METHODS OF TEST FOR SOILS
PART 11 DETERMINATON OF THE SHEAR STRENGTH PARAMETERS
OF A SPECIMEN TESTED IN UNCONSOLIDATED UNDRAINED TRIAXIAL
COMPRESSION WITHOUT THE MEASUREMENT OF PORE WATER PRESSURE
First Revision )
(
1 SCOPE a test specimen are listed in 3.2 and 3.3 to
cover the three possible following procedures:
1.1‘ This standard ( Part 11 ) describes the test
for the determination of the compressive a) Procedure 1 - For obtaining a specimen
from a sampler tube of the same internal
strength of a specimen of saturated cohesive
diameter as the required specimen.
soil in the triaxial compression apparatus under
conditions in which the cell pressure is main- b) Procedure 2 - For obtaining a specimen
tained constant and there is no change in the from a sampler tube of larger diameter
total water content of the specimen ( see Notes than the required specimen.
1 and 2 ).
c) Procedure 3 - For obtaining a specimen
from a block sample.
NOTES
1 In this standard the term csamp!e’ is used to
3.2 Articles Common to a Sample Preparation
denote th: soil submitted to the laboratory for the
testing and the term <specimen’ refers to a portion by all Three Procedures
of the sample upon which the test is performed.
2 The result of any test made in accordance with 3.2.1 Split Afould
this standard requires interpretation in relatiaa to
Of diameter and length to suit the test
the nature of the soil and the way in which the
specimen was obtained and prepared. specimen.
1.1.1 This test is limited to specimens in the 3.2.2 Trimming Knife
form of right cylinders of nominal diameter 38,
Sharp-bladed for example a spatula or pallet
50, 70 and 100 mm and of height approxi-
knife.
mately equal to twice the nominal diameter
( see Note ). In case of remoulded samples; 3.2.3 Piano Wire Saw
ratio of diameter of specimen to maximum
size of particle in the soil should not be less 3.2.4 Metal Straightedge
than 5.
3.2.5 Metal Scale
NOTE - The diameter of the specimen is to be 3.2.6 Non-Corrodible Metal or PIastic End-
selected haviug regard to the character of the so11
Caps
and the maximum size of the particles present
in the sample. Generally, a diameter of 38 mm
Of the same diameter as the test specimen.
will b,: suitable for homogeneous fine-grained soils.
The upper end cap is to have a central spheri-
cal seating to receive the loading ram ( see
2 REEERENCES
Note ).
2.1 The Indian Standard listed below is nece-
NOTE - A plastic upper end cap, 20 mm thick, is
ssary adjunct to this standard:
normally satisfactory for use on soft or very soft
soils. Metal end caps are considered preferable for
IS No. Title use on stiff soils. A metal upper end cap 12 to
20 mm thick is normally satisfactory.
2720 Methods of test for soils: Part.
( Part 2 ) : 1973 2 Determination of water 3.2.7 Seamless Rubber Membrane
content ( second revision )
In the form of a tube, open at both ends of
3 APPARATUS internal diameter equal to the specimen dia-
meter and of length 50 mm greater than the
3.1 Apparatus required for the preparation of height of the specimen. The membrane
1IS 2720 ( Part 11) : 1993
thickness should be selected having regard the size of the specimen. capable of being opsn-
to the size, strength and nature of the soil to ed for the insertion of the specimen, suitable
be tested. .4 thickness of 0.2 to 0.3 mm is for use with the fluid selected for use at internal
normally satisfactory. pressures.up to 1 MPa and provided with a
means of applying additional axial compressive
3.2.8 :Membrcne Stretcher
load to the specimen by means of a loading
T:) wit the size of the specimen. ram. A transparent chamber is rticommended.
The base of the cell shall be provided with a
3.2.9 Rubber Rings suitable central p:des:al with drainage outlets
with valves.
Clf circular crzs; &tion to suit the diameter
of ihe end caps. 3.4.2 An Apparatus for Applying a.-zd Muiritain-
ing the Desired PrcFsure on the Fluid Within
3.2.10 Apparatils for Moisture Content Deter-
the Cell
mination
As described in section 1 of !S 2720 ( Part 2 ) : To an accuracy of 10 kPa ( preferably 5 kPa )
1973. with a gauge for measuring the pressure. .The
gauge shall be regularly calibrated.
3.2.11 Balance
3.4.3 Machine Capable of Applying A.rial Com-
Readable and accurate to O-5 g.
pression to the ;;pecimen
3.3 Additional Items for the Specific Procedures
At convenient speeds to cover the range 0.05
3.3.1 Extruders [ For Procedures (a) and (b) to j mm per minute. The machine should
of 3.1 ExtrudeIs ] have a capacity of 50 KN. A means of
measuring the axial compression of the speci-
3.3.2 Thin-walled Tubes [ For Procedure (b)
men to an accuracy cf 0.01 mm shall be
of 3.1 ] (for obtaining test specimens ) provided and the machine shall be capable of
applying an axial compression of about one-
The tubes shall be smooth inside and out
third the height of the specimen tested.
and turned at one end to form a cutti;;g edge at
rhe inner surface of the tube. The area ratio NOTE - In case the travel of the dial gauges is
( see Note ) shall be kept as low as posible not sufficient a magnetic spacer of known thickness
consistent with the strength requirements of may be r:sed.
the specimen tubes and its value shall not
exceed 10 percent. The length of the tubes 3.4.4 provision shall be made for measuring the
shaII be at Ieast 50 mm more than the requi::d additional axial load on the specimen. Proving
length of the specimens. ring of 1 KN capacity with sensitivity of 2 N
for low strength soils and one of 10 KN capa-
NOTE - The area ratio is defined 2s the volume of city with sensitivity of 10 N for high strength
soil displaced by the sampler io propor:ioh to the soils are found suitable.
volume of the sslllple and is detincd as:
D,= - Dc2 4 PREPARATION OF SPECIMENS
Area ratio = Dr” x 100 percent
4.1 Undisturbed Specimens
where
4.1.1 The object of the specimen preparation is
Do .= outside diame!cr of the tube, and
to produce cylindrical specimens of height
DC = inside diameter of the cutting edge. twice the sp:clmcn diameter with plane ends
normal to the axis and with the minimum
3.3.3 Soil Lathe [ For Procedure (c) of 3.1 ] change of the soil structure and moistcre
For preparing test specimens. content.
33.4 Meier Box [ For Procedure (c) of 3.1 ] The method of pl-sparation will depend on
whether the sample is received in the labora-
For cutting the ends of the specimen perpe,ldi- tory in a tube o,r as a block sample and any
cular to their axes. one of the procedures given in 4.1.1.I, 4.1.1.2
OT 4.1.1.3 may be used.
3.4 Apparatus Required for Triaxial ‘Test
---__
3.4.1 Triaxial Test Cell
1 kPd = IiXl kgf,rnz
PI iriaxial test cell of dimensions appropriate to 1 KK z 109 kgfIS 2720 ( Part 11 ) : 1993
4.1.1.1 A specimen from a sampler tube of the tubes or by hand trimming GII a soil lathe.
same internal diameter as the required specimen Specimens of sensitive clays and, in some
cases, of stiff fissured, clays, may be best
May be obtained as given in (a) to (e): prepared by the latter methcd. The prepara-
tion of specimens cn the soil lathe is dealt
a) When the ends of the sampling tube are
with in 4.1.1.3. To prepare specimens by
not Rat and normai to the axis of the
means cf thin-wslled tubes the sample shall be
tube, a length of the sample sufficient
extruded from the sample tube directly into a
to form a specimen shall be extruded
number of thin-walled spec@en tubes rigidly
from the tube and cut cff. This speci-
clamped with their cutting ends a short dis-
men shall then be placed in the split
tance from the ezd of the sampling tube. Tejt
mould and the ends trimmed flat and
speci;nc:;s shall be prepared from the thin-
normal to its axis.
walled specimens tubes in the manner described
b) As an alternative to (a) when the tube in 4.1.1.1.
enclosing the sample is in good condition
and the ends are plane and normal to 4.1.1.3 A specimen from a block sample
the axis of the tube, the specimen may
be prepared in the tube and extracted. May be obtained as given in (a) to (c) :
c) Auy wax. used for sealing, shall be a) A rectangular prism slightly Iarger than
removed and the cutting edge end of the required final dimension of the
the sample smoothed so that it is approxi- specimen shall be cut from the block
mately normal to the axis of the tube. sample. The rectangular prism shall bc
The extruder shdl then be used to ptish cut either on a required orientation or
the sample through the tube so that the an orientation as best suited to the
other end may be cut normal to the axis sample. The ends of the prism shall be
and finally smoothed with the metal made plane and parallel using the meter
straight edge. The sample should be box and the prism shall b.2 placed in the
extruded from the tube pushing from soil lathe. The excess soil shnll be cut
the cutting edge side and cut to the off in this layer. The trimming opera-
required length. During this operation tion, rotating, the sample between each
the sample tube shall be held vertical. cutting operation, shall be continued
Precautions shall be taken to prevent until a cylindrica1 specimen results.
adhesion between the soil and the
extruder, for example, by interposing b) The specimen shall be removed from
oiled paper discs or lightly oiling the the soil lathe, placed in the split mould
face of the extruder. and cut to the correct length and the ends
made plane and normal to the axis of
d) The length, diameter and mass of the specimen.
the specimen shall be measured to an
accuracy enabling the bulk density to be Cl The remainder of the preparation shall
calculated to an accuracy of f 1-O be as described in 4.1.1.1.
percent.
4.2 Remoulded Samples
e) The specimen shall be placed on one if
the end caps and the other end cap shall Rcmoulded samples prepared at the desired
be put on top of the specimen. The moisture and density by static and dynamic
rubber membrane shall then be placed methods of compaction or by any other suita-
around the specimen using the membrane ble method, where necessary.
stretcher and the membrane sealed to
the end caps by means of rubber rings. 5 TESTING
The specimen is then ready to be placed
on the pedestal in the triaxial cell. The 5.1 The specimen prepared as described in 4
pedrstzl should be either covered with shall be placed centrally on the pedestal of
a solid end cap or the drainage valve the triaxial cell. The cell shall be assembled
should be kept ciosed. wi:h the loading ram initially clear of the top
cap of the specimen and the cell containing
4.1.1.2 For obtaining a specimen from a sample
the specimen shall be placed in the loading
tlrbc of larger d,‘gmeter then tire required specimen
machine. The operatiitg fluid shall be admit ted
Two mthods ai’e abailable, either the spxinle;l to the cc!1 and the pressure rziscd to the
~n.ty bc cut :<I size by means of thin walled desired value.
3
cIS 2720 ( Part 11) : 1993
5.2 The loading machine shall be adjusted to 6.1.1 The area of the specimen normal to its
bring the loading ram a short distance away axi$ at any stage of the test shall be computed
from the seat on the top cap of the specimen on the assumption that the sample deforms as
and the initial reading of the load measuring a right cylinder. This area at any strain is
gauge shall be recorded. The loading machine given by:
shall then be further adjusted to bring the A
loading ram just in contact with the seat on A=+
the top cap of the specimen and the initial
readir,g cf the gauge measuring the axial where
compression of the specimen shall be recorded. A0 = initial area of the specimen
A rate of axial compression shall be selected normal to the axis, and
such that failure is produced within a period
e = ( L, - L )/Lo
of approximately 5 to 15 minutes. The test
shall be commenced, a sufficient number of where
simultaneous readings of the load and com- L, = initial length of the specimen,
pression measuring gauges being taken to and
define the stress strain curve (see Note ).
L = length of the specimen at the
The test shall be continued until the maximum
stage of test at which area is to
valae of the stress has been passed or until an
be determined.
axial strain of 20 percent has been reached.
The specimen shall then be unloaded and the 6.1.1.1 The principal stress difference ( o1 - CT):
final reading cf the load measuring gauge shall for any stage of the test shall be determined
be recorded as a check on the initial reading. by dividing the additional axial load by the
corresponding area A.
NOTE - It is often convenient to make a plot of
load versus compression as the rest proceeds, to 6.1.1.2 A correction to allow for the restrain-
enable the point of failure to be determined. ing effect of the rubber membrane shall be
made as given below:
5.3 The cell shall be drained of fluid and dis-
I-&
mantled, and the specimen taken out. The Correction = 4M D
rubber membrane shall be removed from the
specimen and the mode of failure shall be where
noted ( see Note I ). The specimen shall be
M= the compression modulus of the
weighed (see Note 2 ) and samples for the
rubber membrane in kg/cm of
determination of the moisture content of the
width ( see 6.1.1.4 ),
specimen shall be taken [ see Section 1 of IS
2720 ( Part 2,) : 1973 1. If there is a moisture E = the axial strain at the maximum
change in the specimen it should be recorded principal stress different, and
and discretion used with regard to accepta- D= initial diameter of the sample
bility of the test. in cm.
NOTES 6.1.1.3 The value of the correction calculated
1 The most convenient method of recording the as given in 6.1.1.2 shall be deducted from the
mode of failure is by m:ans of sketch indicating measured maximum principal stress difference
the position of the failure planes. The angle of to give the corrected value of the maximum
the failure plan (s) to the horizontal may be r;cor-
principal stress different.
ded, if required. These records should be comple-
ted without undue delay to avoid loss of moisture
6.1.1.4 The compression modulus of the rubber
from specimen.
membrane cannot be measured directly but
2 Comparison with the recorded mass of the speci-
may be assumed to be equal to the modulus
men before testing provides a check on the imper-
meability of the rubber membrane if water has been measured in extension. The extension modulus
used as th: operating fluid in the cell. of a circumferential strip ( 25 ) mm wide cut
from the membrane may be determined by
means of the arrangement shown in Fig. 1.
6 CALCULATIONS
The contact faces between the rubber and the
glass rods should be dusted with talc powder
6.1 According to the procedure given in this
to reduce friction.
standard the difference between the initial
reading and any subsequent reading of the
7 REPORTING OF RESULTS
loading measuring device is the axial load
applied to the specimen in addition to that due 7.1 The dimensions of each test specimen,
to cell pressure. the bulk density, the moisture content, the
4IS 2720 ( Part 11) : 1993
ce:l pressure, the value of the maximum 7.1.2 The type of sampler and method of
principal stress difference ( al-a, ), and the sampling in the field shall be reported.
corresponding strain and time to failure and
7.2 The shear parameters shal1 be obtained
the rate of strain at which the test was condu-
from a plot of Mohr circles for which purpose
cted shall be reported.
peak values of principal stress different: or
principal stress ratio or the ultimate value as
7.1.1 When required the stress-strain curve of
desired may be used.
the test shall be plotted with the axial strain
as abscissa and the principal stress difference 7.3 A proforma for the record of the test
as ordinate. results is given in Annex A.
MEAN LENGTH OF
MEMBRANEeZ(l-d-2t)+H(d*t)
LOAD PER 2Smm= y
EXTENSION LOAD PERem
MODULUS(M! = STRAIN
EXTENSION
STRAIN =
MEAN LENGTH
W
FIG. 1 APPARATUS FOR MEASURING THE EXTENSION MODULUS
OF RUBBER MBMBRANE1s 2720 ( Part 11 ‘r: 199.3
ANNEX A
( C!ause 7.3 )
UNCONSOLIDATED UNDRAINED TRIAXIAL COMPRESSION TEST WITIIQ~I1
THE MEASUREMENT OF POREWATER PRESSURE
Operator Date Depth
Borehole No.
Site Sample No.
Specimen preparation procedure
Initial length of specimen
Initial diameter specimen Bulk density
Initial weight of specimen Moisture content
Load gauge No. Load gauge constant
Cell pressure ( 0, ) = Rate of strain
Description of sample Sketch of specimen after failure
Mode of failure
Angle of shear plane with vertical axis
Comp- Load cotnp- Strain Cor- Load Deviator Vertical
ression Gauge ression rected Stress Stress =i
Gauge Reading of Sample Area (01 - %) 01 *3
Reading
-_-.-_..~
(1) (2) (3) (4) (5) (6) (7) (8) (9)Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 23 (
4992 )
Amendments Issued Since Publication
Amend No. Date of Issue Tex: Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Teiegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 32376 17,3233841
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
1 60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 1 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GWAZIABAD. GUWAI-IATI.
HYDERABAD. JAIPUR. KANPIJR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BlS, New Delhi
|
1367_10.pdf
|
..—
IS 1367( Part 10) :2002
ISO 6157-2:1995 —
?25=qi7&m
3n-qlom@fi
( dk’iw!JJ?m)
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 10 SURFACE DISCONTINUITIES — NUTS
Third Revision)
(
ICS 21.060.20
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002 Price Group 5Bolts, Nuts, and Fasteners Accessories Sectional Committee, BP 33
—
NATIONAL FOREWORD
This Indian Standard ( Part 10 ) (Third Revision )which is identical with ISO 6157-2:1995 ‘Fasteners
— Surface discontinuities — Part 2: Nuts’ issued by the International organization for Standardization
( ISO ) was adopted by the Bureau of Indian Standards on the recommendation of the Bolts, Nuts and
Fasteners Accessories Sectional Committee and approval of the Basic and Production Engineering
Division Council.
The concerned Technical Committee has reviewed the Scope of this particular standard and decided
that application of this standard may be extended to ‘Product Grade C’ products also.
This standard was originally published in 1961 and subsequently revised in 1967 and 1979. The last
revision was based on lSO/DIS 6157/11-1979. Consequent upon revision of IS 6157-2 the Sectional
Committee decided to revise this standard aligning with ISO 6157-2:1995 by adoption under dual
numbering system.
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain terminology and conventions are, however, not identical to those used in the Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’.
b) Comma ( ,) has been used as a decimal marker while in Indian Standards, the current practice
is to use a point ( .) as the decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their places
are listed below along with their degree of equivalence for the editions indicated:
International Corresponding /ndian Standard Degree of
Standard Equivalence
ISO 468:1982 IS 3073:1967 Assessment of surface roughness Technically
equivalent
ISO 898-2:1992 IS 1367 ( Part 6 ) :1994 Technical supply conditions for Identical
threaded steel fasteners :Part 6 Mechanical properties
and test methods for nuts with specified proof loads
( third revision)
ISO 898-2:1994 IS 13096 : 2000 Fasteners — Hexagon nuts with do
specified proof load values — Fine pitch thread —
Mechanical properties ( first revision)
ISO 2320: 19831) IS 1367 ( Part 8 ) :2002 Technical supply conditions for do
threaded steel fasteners :Part 8 Prevailing torque type
steel hexagon nuts — Mechanical properties and
performance properties ( third revision)
ISO 3269:1988 IS 1367 (Part 17) : 1996 Industrial fasteners — do
Threaded steel fasteners — Technical supply
condition : Part 17 Inspection, sampling and
acceptance procedure ( third revision)
1) since revised in 1997.
( Continued on third cover)IS 1367 (Part 10):2002
ISO 6157-2:1995
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 10 SURFACE DISCONTINUITIES — NUTS
Third Revision)
(
1 Scope
This part of ISO 6157 establishes limits for various types of surface discontinuities on nuts.
It applies to nuts with
— nominal thread diameters from 5 mm up to and including 39 mm;
— product grades A and B;
— all propeny classes according to ISO 898-2 and ISO 898-6, unless otherwise specified in product standards or
agreed between supplier and purchaser.
2 Normative references
The following standards contain provisions which, through reference in this text, constitute provisions of this part
of ISO 6157. At the time of publication, the editions indicated were valid. All standards are subject to revision, and
parties to agreements based on this part of ISO 6157 are encouraged to investigate the possibility of applying the
most recent editions of the standards indicated below. Members of IEC and ISO maintain registers of currently
valid International Standards.
ISO 468:1982, Sutface roughness — Parameters, their values and general rules for specifying requirements.
ISO 898-2:1992, Mechanical properties of fasteners — Part 2: Nuts with specified proof load values — Coarse
thread.
ISO 89&6:1994, Mechanical propetiies of fasteners — Part 6: Nuts with specified proof load values — Fine pitch
thread.
ISO 2320:1983, Prevailing torque type steel hexagon nuts — Mechanical and performance properties,
ISO 3269:1988, Fasteners — Acceptance inspection.
1s0 10484:—T),~idening test on nUts.
ISO 10485:1991, Cone proof /oad test on nuts.
1) To be published.IS 1367 (Part 10) :2002
ISO 6157-2:1995
3 Types,causes,appearanceand limitsof surfacediscontinuities
Even if the permissible limits for surface discontinuities indicated in this clause occur, the minimum values for the
mechanical and functional properties specified in ISO 898-2, 1S0 898-8 and ISO 2320, as appropriate, shall still be
met. In addition, the dimensional requirements of the appropriate product standard shall be satisfied.
NOTES
1 Thefigures inthis clause areexamples only; they alsoapply correspondingly to other types of nuts.
2 The individual figures show the surface discontinuities exaggerated insome casesfor clarity.
3.1 Cracks
A crack is a clean (crystalline) fracture passing through or across the grain boundaries and may possibly follow
inclusions of foreign elements. Cracks are normally caused by overstressing the metal during forging or other
forming operations, or during heat treatment, or may have been present in the raw material
Where parts are subjected to significant reheating, cracks are usually discolored by scale.
3.1.1 Quench cracks
2IS 1367 (Part 10) :2002
ISO 6157-2:1995
3.1.2 Forging cracksand inclusion cracks
3
.IS 1367 (Part 10) :2002
ISO 6157-2: 1995
3.1.3 Cracksin the lockingelement of all-metal prevailingtorque type nuts
Cause Cracks in the locking element of all-metal prevailing torque type nuts may occur during the cut-off, forging
or deflecting process, and are either on the external or internal face.
Appearance Internalcracks~
Extarnalcracks
Limits Cracks in the locking element resulting from the forging process shall be permitted, provided that all
mechanical and functional requirements are met and that
— there are not more than two cracks which extend the full width of the crown circle, rreither of which shall
exceed a depth of 0,05d;
— no crack extends into the tapped hole beyond the first full thread;
— no crack in the first full thread exceeds a depth of 0,5H1;
where
d is the nominal thread diameter;
HI is as defined in 3.1.2.
Cracks in the locking element resulting from the deflecting process shall not be permitted.
3.1.4 Cracks inthe washer retainerof nuts with captivewashers
A crack in the washer retainer is an opening in a lip or hub of metal used for securing a washer on a nut.
Cause \ washer-retainer cracks may occurwhen Pressureisappliedto the lip orhub during assembly of the washer.
Appearance r-retainer cracks
Limits Washer-retainer cracks are permissible if limited to the contour of the lip or hub used for retaining purposes,
provided that the washer is securely held and able to rotate freely.
4.—
IS 1367 (Part 10) :2002
ISO 6157-2:1995
3.2 Shear bursts
Shear bursts are open breaks in the surface of the metal.
5IS 1367 (Part 10) :2002
ISO 6157-2:1995
3.3 Bursts
Bursts are open breaks in the surface of the metal..—
IS 1367 (Part 10) :2002
ISO 6157-2:1995
—
3.4 Seams
A seam is a longitudinal surface discontinuity in the form of an unwelded open fold in the material.
Cause Seams are usually inherent in the raw material from which fasteners are made.
Appearance
Limits Seams shall be permitted, provided that a depth from the surface of 0,05d for all thread sizes is not ex-
ceeded, where d isthe nominal thread diameter.
A fold is a doubling over of metal which occurs at the surface of the nut during forging,
Cause Folds may be produced by material displacements during forging operations on nuts at or near the inter-
section of diameter changes, or on the top or bottom face of the nut.
Appearance Foldontop or
~bottom face
I!- Folds
~— —T
/ \
\
// “ \
/“
\ +
\’
\ //
L. __/
@
L
Foldst periphery of beering
~ Folds
facaofflangenuks
Limits Foldsare permitted, but those located atthe intersection of the flange periphev and bearing face of nuts
with aflange shall not intrude into the bearirmsurface.
7IS 1367 (Part 10) :2002
ISO 6157-2:1995
—
3.6 Voids
A void is a shallow pocket or hollow on the surface of a nut caused by non-filling of metal during forging or up-
setting.IS 1367 (Part 10) :2002
ISO 6157-2:1995
3.7 Tool marks
Tool marks are longitudinal or circumferential grooves of shallow depth.
Cause Tool marks are produced by relative motions between the work piece and the manufacturing tool.
Appearance Tool marks are most frequently elongated or circumferential.
@2!5!!9
ermiasible @
tool marks
Limits Tool marks on the bearing surface shall not exceed asurface roughness of R,= 3,2 pm when tested in ac-
cordance with ISO 468. Tool marks on other surfaces are allowed.
3.8 Damages
Damages are indentations of any surface of a nut.
Damages, for example dents, scrapes, nicks and gouges, are produced by external actions during handling
andtransport.
hi==
Damages have no precise geometrical shape, location or direction; they are identifiable asexternal action.
L Limits Damagesasdescribed aboveshallnot causerejection unless itcanbeshown that they impair usability. (See
alsothe requirements given at the beginning of clause 3.)
If necessaw, special packing and handling procedures may be used in order to avoid unacceptable damage
during transport.
91S 1367 (Part 10) :2002
ISO 6157-2: 1995
—
4 Inspectionand evaluationprocedure
Sampling shall be carried out in accordance with ISO 3269, using the following procedures.
4.1 Routine acceptance inspection
For routine acceptance purposes, visual inspection procedures may be used to ensure that products conform to
this part of ISO 6157.
4.2 Non-destructive testing
A representative sample shall be taken from the lot in accordance with ISO 3269 and subject to either x 10
magnification visual examination tests or other suitable tests, for example magnetic techniques or eddy current.
If no unacceptable surface discontinuity is found, the lot shall be accepted. If a user requires 100 ‘Yo examination,
this shall be stated at the time of ordering.
4.3 Destructive testing
If, after removing the surface coating, surface discontinuities are found which are likely to exceed the allowable
limits, parts with the most severe surface discontinuities shall be selected for destructive testing (see ISO 10484
and ISO 10485).
4.4 Referee test
For referee purposes, nuts shall satisfy the widening test in accordance with ISO 10484. The cone proof load test
in accordance with ISO 10485 may be applied in addition to the widening test, on agreement between the
manufacturer and user.
4.5 Evaluation
If on visual inspection any product is found with quench cracks or deflection cracks in the locking element, or
discontinuities which exceed the dimensional limits, the lot shall be subject to rejection.
If any part fails the appropriate destructive tests specified in 4.3 and 4.4, the lot shall be subject to rejection.
10( Continued from secorrdcover)
.
The concerned Technical Committee has reviewed the provisions of following ISO Standards referred
in this adopted standard and has decided that they are acceptable for use in conjunction with this
standard:
ISO Standard Title
ISO 104841) Widening test on nuts
ISO 10485:1991 Cone proof load test on nuts
In reporting the results of a test or analysis made in accordance with this standard, if the final value,
observed or calculated, is to be rounded off, it shall be done in accordance with IS 2:1960 ‘Rules for
rounding off numerical values ( revised)’.
‘)Tobe published..—
Bureau of Indian Standards .
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification ofgoods and
attending to connected matters in the country.
Copyright
BIShasthecopyright ofallitspublications. Nopartofthesepublications maybe reproduced inanyformwithout
the prior permission inwriting of BIS. This does not preclude the free use, inthe course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued tostandards astheneed arises onthebasis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when such review indicates that no changes are
needed; ifthe review indicates that changes are needed, itistaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. BP33(0264).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones:32301 31,3233375,3239402 (Common to all offices)
Regional Offices: Telephone
Central: Manak Bhavan, 9Bahadur Shah Zafar Marg 3237617
NEWDELHI 110002 { 3233841
Eastern: 1/14C.I.T.Scheme VIIM,V,I.P.Road, Kankurgachi 3378499,3378561
KOLKATA700054 { 3378626,3379120
Northern: SC0335-336, Sector34-A,CHANDIGARH 160022 603843
{ 602025
Southern: C.1.T.Campus, IVCross Road, CHENNAI 600113 2541216,2541442
{ 2542519,2541315
Western : Manakalaya, E9MIDC, Marol, Andheri (East) 8329295,8327858
MIJMBAI400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW.NAGPUR.NALAGARH.PATNA.PUNE,RAJKOT.THIRUVANANTHAPURAM.
Printed at New India Printing Press, Khurja, India
|
10733.pdf
|
IS : 10733- 1983
Indian Standard
SPECIFICATION FOR
ELECTRICALLY BONDED ROAD AND RAIL
TANKER HOSE OF RUBBER, RESISTANT TO
PETROLEUM PRODUCTS
Rubber Products Sectional Committee, PCDC 13
Chairman Representing
DR D. BANERJEE Escon Consultants Pvt Ltd, Calcutta
Members
SHRI M. L. BAHRANI Ministry of Defence ( R & D )
SHRI K. D. CHAUDHARY ( Alternate )
DR P. S. BHAROAVA Alkali & Chemicals Corporation of India Ltd,
Rishra
SHRI N. C. SAMAIDAR ( Alternate )
SHRI A. T. BASAK Directorate General: of Supplies and Disposals,
New Delhi
SHRI A. K. BOSE Directorate General of Technical Development,
New Delhi
SHRI R. N. P. DUBEY (‘-Alternate )
DR S. N. CHAKRAVARTY Modi Rubber Ltd, Modipuram
SHRI L. K. MATHUR ( Alternate )
SHRI W. G. DESAI All India Rubber Industries Association, Bombay
SHRI P. SRIDHARAN ( Alternate )
SHRI 0. P. DHAMIJA Export Inspection Council of India, Calcutta
SHRI P. K. CHATTERJEE( Alternate )
SHRI B. DUTTA Bengal Waterproof Ltd, Calcutta
SHRI S. B. GANGULI Dunlop India Ltd, Calcutta
SHRI T. V. RAMACHANDRAN ( Alternate )
SHRI A. GEORGE JOHN Madras Rubber Factory Ltd, Madras
SHRI K. J. ABRAHAM ( Alternate )
SHRr A. GHOSH National Test House, Calcutta
SHRI R. C. JHINGAN Indian Oil Corporation Ltd, Bombay
SHRI M. K. JAIN ( Alternate )
JOINT DIRECTOR (RUBBER) Research, Designs and Standards Organization,
Lucknow
DEPUTY DIRECTOR ( STAT ) ( MP ) ( Alternate )
SHRI LALIT MOHAN JAMNADAS Cosmos India Rubber Works Pvt Ltd, Bombay
SHRI PULIN L. KINARIWALA ( Alternate )
( Continued on page 2 )
0 Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.
1IS : 10733- 1983
(Continued from page 1 )
Members Representing
SHRI s. V. LATHIA Lathia Rubber Manufacturing Co I% Ltd, Bombay
SHRI Y. S. LATHIA ( Alternate )
SHRI S. K. MAHESHWARI Indian Petrochemicals Corporation Ltd, Vadodara
SHKI R. S. PATEL ( Alternate )
DR R. N. MEHROTRA Synthetics and Chemicals Ltd, Bombay
DR B. SURYANARAYANAN ( Alternate )
DR W. MILLNS Indian Rubber Manufacturer’s Research Association,
Thanu
SHRI N. NAGARAJAN Sundram Industries Pvt Ltd, Madurai
SHRI P. VIJAYARAGHAVAN (Alternate )
SHRI S. C. NANDY Bata India Ltd, Calcutta
SHRI SUNIL SARKAR ( Alternate )
SHRI R. R. PANDIT Bayer ( India ) Ltd, Bombay
HRI D. J. BHARUCHA ( Alfernate )
SHRI K. S. RADHAKRISHNAN National Rubber Manufacturing Ltd. Calcutta
SHRI R. P. MATHUR ( Alternate )
SHRI B. C. SEN Ministry of Defence ( R & D )
SHRI V. BHATTACHARYA ( Alternate )
SHRI E. V. THOMAS The Rubber Research Institute of India, Kottayam
DR M. G. KUMARAN ( Alternate )
SHRI EM. S. SAXENA, Director General, IS1 ( Ex-officio Member )
Director ( P & C )
Secretary
SHRI T. R. RAJAG~PALAN
Deputy Director ( P & C ), IS1
Hoses Subcommittee, PCDC 13 : 3
Convener
HRI LALIT MOHAN JAMNADAS Cosmos India Rubber Works Pvt Ltd, Bombay
Members
SHRI S. 0. JAMBHEKAR( Alternate to
Shri Lalit Mohon Jamnadas )
SHRI S. N. AGGARWAL Directorate General of Technical Development, New
Delhi
DR V. R. B. MATHUR ( Alternate )
SHRI A. K. BANDYOPADHAYA Ministry of Defence ( DGI )
SHRI V. BHATTACHARYA ( Alternate )
DR S. N. BANERJEE Ministry of Agriculture and Irrigation
SHRI B. K. VERMA ( Alternate )
SHRI N. R. CHOUDHARI Super Seals ( India ) Pvt Ltd, Faridabad
SHR~ C. P. BHATIA ( Alternate )
SHRI 0. P. DHAMIJA Export Inspection Council of India, Calcutta
SHRI P. K. CHATTERJEE( Alternate )
SHRI A. GHOSH National Test House, Calcutta
( Continued on page 12 )
2IS : 10733- 1983
In-dian Standard
SPECIFICATION FOR
ELECTRICALLY BONDED ROAD AND RAIL
TANKER HOSE OF RUBBER, RESISTANT TO
PETROLEUM PRODUCTS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 10 November 1983, after the draft finalized by the Rubber
Products Sectional Committee had been approved by the Petroleum,
Coal and Related Products Division Council.
0.2 The hose is primarily intended for loading and off-loading of road
and rail tanker vehicles carrying petroleum and blended products
having an aromatic hydrocarbon content of approximately 25 percent
( maximum ).
0.3 This standard covers 3 types of hoses. Type 1 and Type 2 hoses
are designed for road and rail tanker services as dry hoses which are
drained after each period of service. Type 3 is a smooth bore reeling
hose without helical wire reinforcement. For continuous service and/or
for products having higher aromatic content, the manufacturer should
be consulted.
0.4 Tests under 4.4, 4.5, 4.7 and 4.8 may be carried out on press
cured test slabs made from the same mix and vulcanized to the same
degree or state of cure as that of the finished hose.
0.5 For the purpose of deciding whether a particular requi.rement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960*. The number of significant places retained in
the rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 This standard prescribes the requirements, methods of sampling and
test for electrically bonded road and rail tanker hose of rubber, resistant
*Rules for rounding off numerical values (:revised ).
3IS : 10733- 1983
to petroleum products having maximum 25 percent aromatic hydro-
carbon content, and suitable for -26°C to 65°C working temperature
range.
2. TERMINOLOGY
2.1 For the purpose of this standard the definitions given in IS : 7503
(Part l)-1974” and IS : 443-1975t shall apply.
3. TYPES
3.1 This standard covers following three types of hoses:
Type 1A Rough bore hose, with internal and external helical wire
reinforcement, corrugated outer cover and for a working
pressure of 0.35 MN/m2.
Type 1B Smooth bore hose, with embedded helical wire reinforce-
ment plain or corrugated outer cover and for a working
pressure of 0.35 MN/m2.
Type 2A Rough bore hose, similar to type 1A but for a working
pressure of 0.7 MN/m2.
Type 2B Smooth bore hose, similar to type IB but for a working
pressure of 0.7 MN/m2.
Type 3 Smooth bore reeling hose without helical wire reinfor-
cement for a working pressure of 0.7 MN/m2. ( lMN/m2
= 10.2 kgf/cm2 approximately ).
4. REQUIREMENTS
4.1 Materials
4.1.1 Lining - The lining shall consist of a suitable rubber compound
resistant to petroleum products, uniform in thickness, concentric and
free from air blisters, porosity and splits. It shall bti seamless up to
nominal bore size 75.0 mm. Above 75.0 bore size lining may be formed
by using rubber sheet in such a way that at any point, the thickness of
lining shall not be less than that specified in 4.3.4.
4.1.2 Reinforcement - The reinforcement shall be of either woven
textile or braided textile consisting of natural or synthetic fibre or com-
bination thereof. In case of woven textile reinforcement, it shall be well
*Glossary of terms used in rubber industry, Part 1
TMethods of sampling and test for rubber hoses Cs econd revision) .
41s : 10733- 1983
rubberized from both sides with~a suitable rubber compound, applied on
bias at approximately 45” angle. The finishing end of the last ply shall
overlap the start of the first ply at least by 6 mm. The braided textile
reinforcement shall consist ~of yarns with two under two over type cons-
truction. It shall be firmly and evenly braided over the lining and the
braided plies shall be impregnated with suitable rubber compound.
4.1.3 Helical Wire - The wire used for helical reinforcement shall be
galvanized steel wire.
41.4 Electrical Bonding - Low resistant electrical bonding wire shall
be provided between or incorporated in the reinforcement plies and
arranged in such a manner that reliable electrical continuity is main-
tained along the length of the hose in service and possibility of fracture
of the strands is minimized. If the hose is supplied without end connec-
tions, the bonding wire shall protrude at least 40 mm at each end of the
hose and shall be folded into the hose bare. Where the hose is supplied
with built-in end connections, the bonding wire shall be anchored to
the nipples in a manner which shall ensure reliable electrical continuity
throughout the length of the hose.
4.1.5 Cover - The cover shall be of suitable rubber compound
resistant to weather, abrasion and petroleum products. It shall be
reasonably uniform in thickness, free from air blisters, porosity and
splits. The cover may have a cloth marked finish and with either plain
or corrugated surface as specified.
4.1.6 End Connections - If the hose has to be supplied with the end
connections of built-in type, the flanges shall be attached to the nipples
by welding or the nipples shall be threaded so as to fit the threaded
flanges. TB1e threads shall be as agreed to between the purchaser and
the supplier.
4.2 Construction
4.2.1 Types IA and 2A - Type 1A and type 2A hoses having rough
bore, shall be constructed with materials in the following order:
4 Internal wire helix ( connected to the nipples by welding or
brazing, if the hose is built on type );
b) Ply of a textile reinforcement impregnated with oil resistant
rubber;
4 Oil resistant rubber lining;
d) Plies of textile reinforcement impregnated with oil resistant
rubber;
5IS : 10733 - 1983
e) Rubber cover resistant to oil, weather and abrasion, applied
in such a manner that the hose shall have a corrugated
surface; and
f) External armouring~wire properly secured at each end.
4.2.2 Types IB and 2B - Type 1B and type 2B hoses having smooth
bore shall be constructed with materials in the following order:
a>I nner lining of oil resistant rubber;
b) Ply or plies of textile reinforcement impregnated with oil resis-
tant rubber;
c) Embedded wire helix spiralled over the nipples to a point
beyond second band and finished off with at least two close
turns anchored together by soldering or welding if the hose is
built-in type;
4 Oil resistant rubber filler;
e>P ly or plies of textile reinforcement with oil resistant rubber; and
f) Rubber cover resistant to oil, weather and abrasion. Surface
of cover shall be either plane or corrugated as agreed to
between the purchaser and the supplier.
4.2.3 Type 3 hoses having no helical wire, but only electrically bonded
wire and textile reinforcement shall be constructed with the materials in
the following order:
a) Inner lining of oil resistant rubber;
b) Plies of textile reinforcement impregnated with oil resistant
rubber and having embedded electrically bonded wire; and
c) Rubber cover resistant to oil, weather and abrasion.
4.2.4 If the hoses are to be supplied without built-in type end
connections, then the hose ends shall have soft ends ( without helical
wire reinforcement ) of approximately 125 mm length. ( This length
shall be included in the length of the hose. )
4.3 Dimensions and Tolerances
4.3.1 Bore Size - The nominal bore size of the hose when measured
according to the method prescribed in 4.2.1.2 of IS : 443-K975*, shall
be as given in Table 1 for ail the three types of hoses.
*Methods of sampling and test for rubber hoses ( second revision ).
6IS : 10733 - 1983
4.3.1.1 The dimensions of end connections shall be as agreed to
between the purchaser and the stipplier.
4.3.2 Mass of the Hose - The mass of the hose excluding the mass of
end connections shall be as given in Table 1.
TABLE 1 TOLERANCE ON BORE SIZE AND MAXIMUM MASS
OF HOSE
SL NOMINAL TOLERANCEO N MAXIMUM MASS PER METRE OF
No. BORE SIZE BORE SIZE FOR HOSE FOR TYPE
ALL TYPES r’-- h__-_----_?
1A 1B 2A 2B 3
(1) (2) (3) (4) (5) (6) (7) (8)
mm mm kg/m kg/m kg/m kg/m kg/m
9 11.25 1’28
ii) z.5 *1.50 1% G5 Go 1% 1.65
iii) Z *1.50 1,35 1.65 2.10 2’40 1 88
iv) il.50 1.88 2.25 2.78 3.00 2.25
v) 11.50 2’25 3.00 3.68 4.13 -
vi) :: 12.50 3.00 3.75 5.00 5.25 -
vii) 100 13’00 4.13 4.80 6.75 8.25 -
4.3.3 Length - The hoses shall be supplied in lengths as agreed to
between the purchaser and the supplier. Tolerance on any hose length
shall be *l percent.
4.3.4 Thickness of Lining and Cover - The thickness of lining shall
not be less than 2.00 mm and that of cover shall not be less than 1.25 mm
for all the three types of hoses, when measured according to the method
prescribed in 4.2.2 of IS : 443-1975*.
NOTE - In case of built-in type hoses, supplier’s certificate for the thickness
shill be accepted.
4.4 Tensile Strength and Elongation at Break for the Lining and Cover-
The tensile strength and elongation at break for the rubber used for the
lining and cover of the hose, when tested according to the method
prescribed in 5 of IS : 443-1975*, shall be as specified in Table 2.
4.5 Accelerated Ageing Test - After ageing at 100 f 1°C for 72 h when
tested according to the method prescribed in 6 of IS : 443-1975*, the
*Methods of sampling and test for rubber hoses ( second revision ).
7IS : 10733 1983
l
TABLE 2 TENSILE STRENGTH AND ELONGATION AT BREAK
FOR LINLNG AND COVl%R FOR ALL THE THREE TYPES
( Clause 4.4 )
SL REQUIREMENT LINING COVER
No.
(1) (2) (3) (4)
I) Tensile strength, MN/m**, Min 7.0 7.0
ii) E,lor.gation at break, percent, Min 250 300
*IMN/d= 10.2 kgf/cm2
rubber used for the lining and cover of the hose shall not vary by more
$_I0
than f25 percent for tensile strength and _4* percent for elongation
at break of the corresponding values obtained before ageivg.
4.6 Adhesion Test - For all types of hoses except those with built-in
type of fittings, adhesion shall be such that the rate of separation shall
not exceed 25 mm/min under a load of 4.5 kg, when tested according
to the method prescribed in 7 of IS : 443-1975* for the following:
a) Between braids or plies;
b) Between lining and braid or ply; and
c) Between cover and braid or ply.
4.7 Swelling Test - Representative samples of rubber lining and cover of
the bose when tested according to the method prescribed in IS : 3400
( Part 6 )-19831, immersing in a mixture of toluene and iso-octane
in the ratio of 30 : 70 (v/v) for 48 hours at room temperature, the
increase in volume shall be not more than 35 percent for the lining and
75 percent for the cover.
4.8 Fuel Soluble Matter - The rubber lining when tested according to
the method prescribed in Appendix A, shall not have fuel soluble matter
more than 5 percent.
4.9 Resistance to Vacuum - The hose shall be capable of withstanding
vacuum of 500 mm of mercury without any structural or permanent
damage to the hose.
4.10 Hydrostatic Pressure Tests
4.10.1 Elongation under Working Pressure and Permanent Elongation of
the Hose - The elongation under working pressure and permanent
*Methods of sampling and test for rubber hoses ( second revision ).
*Methods of test for vulcanised rubbers: Part 6 Resistance to liquids.
8IS : 10733- 1983
elongation of hose uihen tested according to the method given below
shall not exceed 10 percent for elongation under working pressure and
2.5 percent for permanent elongation for type lA, type 1B and type 2A
and type 2B hoses. For type 3 hose, elongaticn under working pressure
and permanent elongation shall not exceed 5 percent and 2.5 percent,
respectively.
4.10.1.1 Procedure
a>
Lay out the hose as straight as possible;
b) Fill with water, venting to remove all air and apply a pressure
of 0.07 MN/m’;
c>
Mark off a I-metre test length clear of end connections;
4 Increase the pressure at a rate of 0.075 to 0.15 MN/m2 per
second to the designed working pressure and hold for
5 minutes;
9 Measure the distance between the two marks made during (c)
and record the increase as a percentage of original test length
to get elongation at working pressqe; and
f) Reduce the pressure to O-07 MN/ma and mea sure the distance
between the two marks made during (c) again after 5 minutes.
Record the increase as a percentage of original test length to
get the permanent elongation.
4.10.2 Proof Pressure and Bending and Proof Pressure Test - The hose
when subjected to internal hydraulic pressure twice the working pressure
for ~ap eriod of 5 minutes, shall not show any leakage or rupture. Also
at this pressure when the hose is bent in a semi-circle round a drum of
radius given in Table 3 and straightened, the hose shall not show any
sign of failure.
TABLE 3 MINIMUM BENDING RADII FOR PROOF PRESSURE TEST
SL NOMINAL MINIMUM BENDING RADII FOR TYPE
No. BORE SIZE ( -h ----I-T
1A 18 2A 2B 3
(1) (2) (3) (4) (5) (6) (7)
mm mm mm mm mm mm
ij 25 - - - - 190
iij 31’5 130 130 190 190 230
iii) 155 155 230 230 280
iv) :: 205 205 305 305 360
v) 255 255 380 380 -
vi) :: 305 305 460 460 -
vii) 100 410 410 560 560 -
91s : 10733- 1983
4.10.3 Bursting Pressure Test - When tested according to the
method prescribed in 8.2 of IS : 443-1975*, the bursting pressure for
type lA, type 15, shall be not less than 1.4 MN/m2 and that for
types 2A, 2B and type 3 shall be not less than 2.8 MN/m’.
4.11 Electrical Bonding - Each hose shall have electrical continuity
after carrying out test described in 4.10.2.
NOTE- A suitable method of determining electrical continuity is by the use
of a 4.5-V battery and 35 V, 0.3A test bulb. A dimly lighted bulb is sufficient to
indicate satisfactory continuity.
5. PACKING AND MARKING
5.1 Packing - The hose shall be packed as agreed to between the
purchaser and the supplier.
5.2. Marking - Each length of hose shall be indelibly marked at least
once every 3 m with the following information:
a) The manufacturer’s name or recognized trade-mark, if any;
b) Nominal diameter and type of hose; and
c) Month and year of manufacture.
5.2.1 Each length of the hose may also be marked with the ISI Certi-
fication Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks ) tact and the Rules and
Regulations made thereunder. The IS.1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing
and quality co,ntrol which is devised and supervised by IS1 and operated by the
producer. I!21 marked products are also continuously checked by ISI for con-
formity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the IS1 Certification Mark may be granted to manu-
facturers or processors, may be obtained from the Indian Standards Institution.
6. SAMPLING AND CRITERIA FOR CONFORMITY
6.1 For the purpose of ascertaining the conformity of the hose in a
consignment to the specification, the scale of sampling and the criteria
for conformity shall be as prescribed in 3 of IS : 443-1975”.
7. TESTS
7.1 Unless otherwise agreed to between the purchaser and the supplier,
all tests shall be carried out within three months of the date of receipt of
material by the purchaser.
*Methods of sampling and test for rubber hoses ( second revision ).
10IS:10733 -1983
APPENDIX A
( Clause 4.8 )
METHOD FOR DETERMINATION OF FUEL
SOLUBLE MATTER
A-l. PROCEDURE
A-l.1 Cut the sample into pieces approximately 3 x3 mm and extract
5 g of the cornminuted sample with 100 ml of a mixture of 30 parts by
volume of pure toluene and 70 parts by volume of pure &-octane in a
glass flask for 96 hours at 40 f l”C, suitable precautions being taken
to prevent loss by evaporation. Filter the contents, while still hot, into
a hemisphertcal glass dish of suitable size, washing both the residue in
the flask and the filter with a further quantity of the solvent mixture.
Evaporate the contents of the dish on a boiling water bath and heat the
residue in a ventilated air-oven for 2 hours at 150&3”C. Carry out a
blank determination on the solvent mixture and correct the result as
necessary.
NOTE - If fuel soluble determination is made on a sample of lining taken from the
hose, buff to remove any adhering reinforcement fabric before cornminuting.
11IS : 10733- 1983
( Continued from page 2)
Members Representing
SHRI S. G. JAMBHEKAR All India Rubber Industries Associatian,Bombay
SHRI R. P. MATHUR ( Alternate )
SHRI R. C. JHINGAN The Indian Oil Corporation Ltd, Bombay
SHRI P. N. A. PADMANABHAN( Alternate )
JOINT DIRECTOR (RUBBER) Ministry of Railways
A.~~ISTANTR ESEARCH OFFICER
CM-III (Alternate )
SHRI R. P. MATHUR The National Rubber Manufacturers Ltd, Calcutta
DR C. K. DAS ( Alternate )
SHRI V. N. MAKAR Oriental Rubber Industries Ltd, Bombay
SHRI C. T. PATEL .(Alternate )
DR R. N. MEHROTRA Synthetics and Chemicals Ltd,Bombay
DR B. SURYANARAYANAN( Alternate )
SHRI M. MITRA Escon Consultants Pvt Ltd, Calcutta
SHRI B. CHAKAVARTY (-Alternate )
SHRI M. M. MUBEEN Korula Rubber Co Pvt Ltd, Bembay
SHRI N. A. KHANOLKAR ( Alternate )
SHRI V. D. PENDSE Swastik Rubber Products Ltd, Pune
SHRI R. M. KHALADKAR ( Alternate >
SHRI B. ROY East India Rubber Works Pvt Ltd, Galcutta
SHRI A. SEN DunlopLIndia Ltd, Calcutta
SHRI S. SAHGAL ( Alternate:)
12
|
7564_1.pdf
|
IS : 7564 (Part I) - 1974
Indian Standard
RECOMMENDATIONS FOR CO-ORDINATION OF
DIMENSIONS IN BUILDINGS-ARRANGEMENT
OF BUILDING COMPONENTS AND ASSEMBLIES
PART I FUNCTIONAL GROUP I -STRUCTURE
Modular Co-ordination Sectional Committee, BDC 10
Chairman Representing
SHRIJ . DURAI RAJ Hindustan Steel Works Construction Ltd, Calcutta
Members
SHRI J. -M. BENJAMIN Central Public Works Department (Architectural
Wing), New Delhi
SHRI S. C. XAPOOR (Alternate)
SHRI B. B. GARG Cent~Jorle21ding Research Institute (CSIR),
SHRI,B. K. TYACI (Alternate)
SHRI A. P. KANV~NDE Indian Institute of Architects, Bombay
SHRI M. K. LAKHANI Maharashtra Housing Board, Bombay
SHRI B. NARAYANR AO (Alternate)
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI M. M. MISTRY (Alternate)
SHRI T. R. MEHANDRU Institution of Engineers (India), Calcutta
SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRI S. G. MEHTA Gujarat Housing Board, Ahmedabad
SRRI H. B. BHATT (Alternate)
SHRI K. K. NAMBIAR Cement Service Bureau, Madras
$HRI S. S~VASWAMY(A lternate)
PROP S. K. NARAYANA School of Town Planning & Architecture,
New Delhi
SHRI P. B. RAI Town & Country Planning Organization (Ministry
of Works & Housing), New Delhi
SHRI V. NACARAJA (Alternate)
REPRESENTATIVE Delhi Development Authority, New Delhi
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJEE(A Zte&ate)
SHRI T. K. SARAN Bureau of Pubhc Enterprises (Ministry of Finance),
New Delhi
(Continzted on page 2j
0 Copyright 1975
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 7564 (Part I) - 1974
(Gntinucdfrom page I)
Members Representing
Sny M. V. SATHE Engineer-in-Chief’s Branch, -Army Headquarters,
New Delhi
SHRI S. BALAXRISHNAN (Alternate)
SHRI L. G. TOYE Ministry of Railways, New Delhi
Swxu N. V. SHAETRI (Alternate)
SHRI S. N. WIG Builder’s Association of‘India, Bombay
SHRI SAD&J RAM GUPTA (Alternate)
SHRI D. AJ~THAS IMHA, Director General, IS1 (E.&icio kfemeer)
Director (Civ Engg)
Secretary
SHRIS. P. MAGGU
Assistant Director (Civ Engg), IS1
2IS : 7564 (Part I) - 1974
Indian Standard
RECOMMEN~DATIONS FOR CO-ORDINATION OF
DIMENSIONS IN BUiLDINGS -ARRANGEMENT
OF BUILDING COMPONENTS AND ASSEMBLIES
PART I FUNCTIONAL GROUP I-STRUCTURE’
0. FOREWORD
0.1 This Indian Standard (Part I) was adopted by the Indian Standards
Institution on 4 November 1974, after the draft finalized by the Modular
Co-ordination Sectional domrhittee had been ‘approved by the Civil
Engineering Division Council.
0.2 iince the basic decision’to adopt a 10 cm module has been taken, the
work connected with the application of this module for -different building
components, such as bricks, walling materials, roofing materials etc, has been
done by different committees and dimensions have been recommended by
these committees for such components.
0.2.1 However, it has been felt that some th6ught had to be given to the
need for dimensionally co-ordinating a particular product, specially with
respect to the three dimensions - length, width, heightltbckness. It was
felt that in some cases such co-ordination of dimensions may or may not be
necessary, while in other cases it is absolutely imperative. To identify such
parameters for individual components, it was felt that building as a whole
should be examined from the point of view of various components that go
into it and then decide on the need for dimensional co-ordination on an
individual basis.
0.2.2 After such a decision has been arrived at, it will then be possible
for the relevant committees to adopt this principle in finally arriving at the
nominal and work sizes for the individual components. With this end in
view the building has been divided broadly into the following five functional
groups :
a) ’ Functional group 1 - Structure
b) Functional group 2 - External envelope
c) Functional group 3 - Internal subdivision
d) Functional group 4 - Services and drainage
e) Functional group 5 - Fixtures, furniture and equipment
0.3 It was indeed very useful for the Modular Co-ordination Sectional Com-
mittee to have the views of various architects, engineers and users in arriving
3IS : 7564 (Part I) - 1974
at a basic decision regarding the need for dimensionally co-ordinating some
of these products so that the relevant committees could exercise their mind
on such items only. Based on these decisions, it may be possible to review
the existing Indian Standards on different subjects where dimensions have
been already given and arrive at new dimensions where necessary.
0.3.1 It may be noted that the words ‘co-ordination’of dimensions’ instead
of ‘modular co-ordination’ have been used in the title of the standard with a
view to encouraging the concept of establishing the correlation of two or
more products when juxtaposed together to perform a function. If such a
function is not necessary or there is no function to be done, then it appears
there may not be a need for co-ordinating dimension in the products placed
together.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field in .
this country. This has been met by deriving assistance from the following:
BSPD 6432 : Part l-1%9 Recommendations for the co-ordination of
dimensions in building - arrangement of building components and
assemblies within functional groups; Part 1 Functional groups 1, 2,
3 and 4. British Standards Institution.
BSPD 6432 : Part 2-1969 Recommendations for the co-ordination of
dimensions in building - arrangement of building components and
assemblies within functional groups, Part 2 Funcfional group 5.
British Standards Institution.
0.5 This standard is one of a series of Indian Standards on modlllar
co-ordination.
1. SCOPE
1.1 This standard (Part I) lays down recommendations for co-ordinating
dimensions of building components and assemblies for functional group 1
structure which comprises of the following elements of construction :
Foundation, floors, roofs, floor and roof beams, roof trusses and
arches, columns, load bearing walls, staircases, ramps and raker beams.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions shall apply.
2.1 Element of Construction - A functional part of a building construc-
ted from building materials and/or building components.
2.2 Services -The group of installations each of which supplies one or
more services to a building.
4IS : ~7564( Part l) - 1974
!&3 Assembly - An aggregate of building components used together.
2.4 _Ba.ilding Component - A building product formed as a distinct unit
having specified sizes in three dimensions.
2.5 Bull-g Section - Building material formed to a definite cross-section
but of unspecified length. Sections are usually manufactured by a
continuous process, such as rolling, drawing, extruding -or machimng.
Examples are angles, bars, tubes, battens, sheet, plate, wire and cable.
2.6 Co-ordinating Plane - A plane by reference to IA-k’ h a building
component or assembly is coordinated with another.
2.7 Co-ordinating Space-A space bounded by co-oramaurrg planes
allocated to a component, including allowances for tolerances and joint
clearances.
.2.8 Co-ordinating Dimensions -A dimension of co-ordinating space,
which defines the relative positions of two or more components in an assem-
bly, according to the characteristics of the components which are relevant to
assembly.
2.9 Basic Size - The size by reference to which the limits of size are fixed.
3. GRADING OF COMPONENTS“AND ASSEMBLIES
3.1 Depending upon the relative importance, the components or assemblies
shall be given a grading, A, B, or C as follow:
Grading A - Components or assemblies for which dimensional CO-
ordination is essential.
Grading B - Components or assemblies which in some situations need
to be dimensionally co-ordinated.
Grading C - Components or assemblies which do not require to be
dimensionally co-ordinated.
4. CO-OBDINATING DIMENSIONS OF BUILDING COMPONENTS
AND ASSEMBLIES
4.1 The recommended co-ordinating dimensions of building components
and assemblies for functional group 1 - structure shall be as given in
Table 1.
5t:
TABLE 1 RECOMMEND ED CO-ORDINATING DIMENSIONS OF BUILDkNG COMPGNENTS AND ..
ASSEMBLIES FOR FUNCTIONAL GROUP I- STBUCTURE 4
(Cfause 4. I ) f
3
SL ELEMENT 0~ ASSEMBLY COMPONENT GRAD- CO-ORDINATING DIMENSIONS CRQSS
No. CON~RUOTION INC , h , REPERENCE x
Length Width Height Depth/ TO OTHER
Thick- FUNCTIONAL E
ness GROUPS I
5;
(1) (2) (3) (4) (5) (6) (7) (8) (9) (1% ;;!
i) Foundation c - - - -
ii) Floors
Solid A d - 3
Q, Hollow core A :: \i - : 3
Ribbed A :: / - :: 3
Joisted A ; - 3
Built-up A +- 11 - 1/ 3
Decking A 5 ; 21
Sheets A z 2, 3
Structural topping A _ - _ ,/
Ribs A 2/ 2/ - d
Sections, joists A
Concrete farmers A ; $1 ;
(hollow block)
Concrete reinforce- C - - - -
ment, bar
Slab drop (as in ffat
slabs)
Fixing accessoriesTABLE 1 RECOMMEiiDED CO-ORDINATING DIMENSIONS OF BUILDING COMPONENTS AND
ASSEMBLIES FOR FUNCTIONAL GROUP 1 - STRUCTURE - Contd
SL ELEMENT OF ASSEMBLY COMPONENT GRAD- CO-ORDINATING DIMENSIONS CRO.%
NO. CONSTRGGT~~N ING ,-------A--, REPERENCE
Length Width Height Depth/ TO OTHER
Thick- FUNCTIONAL
ness GROUPS
(1) (2) (3) (4) (5) (6) (7) (8) (3) ’ WY
iv) Structural floor and Hollow core - d
roof beams - Contd Built-up - d
Sections - 2/
- -
Concrete reinforo
ment, bar
Concrete farmers - 4
Fixing accessories - - 2, 3
Cased - 4
Fi;;r;z;ings, pre - d 3
Sheets, fire resistant - - 2, 3
Sections A - -
Fixing accessories c - - - - 223
Formwork A - - - -
Panels, preformed 2 2/ - -
Sections - -
Sheets A 2/’ 7 - - 223
Fixing accessories c - - -
v) Structural roof trusses
and arches
TrussTABLE 1 RECOMMENDED GO-ORDINATING DIMENSIONS OF BUILDING COMPONENTS AND
ASSEMBLES Fad FUNCTIONAL GROUP 1 - s~ucTm~- cod
ELEMENT OF ASSEMBLY COMPONENT GRAD- CO-OR~INATINCD IMENSIONS CROSS
2 CONSTRUCTION ING _----h--_~ REFERENCE
Length Width Height Depth/ TO OTHER
Thick- FUNCTIONAL
ness GROWS
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
..-
(ix) Ramps -Contd
Concrete reinforce- C - - - -
ment, bar
Fixing accessories c - - - - 2, 3
Formw Jrk A
Panels, preformed z* 3 1 Z
Sections A”
Sheets A 5: 7 1 z 2,3
Fixing accessories c - - - -
x) Raker beams (See A d d d d
‘Structural floor and
roof beams’ forcross
section dimensional
recommendations)
(see ‘Structural floor
and roof beams’
for components)
d = Th6 sign indicates that the dimension is required to be co-ordinated.
*Net sizes of forms will be derived from component sizes.
|
781.pdf
|
._.,
Is I 781 - 1984
(Reaffi&acdl990)
Indian Standard
. .‘.’
SPECIFICATION FOR CAST COPPER ALLOY
SCREW DOWN BIB TAPS AND STOP . . .,
VALVES FOR WATER SERVICES
( Third Revision )
Second Reprint OCTOBER 1991
UDC621.646.5/.6:[669.35.018.28]:696.117
@ Copyright 1985
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
March 1985
GrS
-- - -..
A_. .._. ._- .._. .~__. _ -I@ I 781 - 1984
Indian Standard
.
SPECIFICATION FOR CAST COPPER ALLOY
SCREW DOWN BIB TAPS AND STOP
VALVES FOR WATER SERVICES
( Third Revision )
Sanitary Appliances and Water Fittings Sectional
Committee, BDC 3
Chairman &lT6J6tlting
K. D. MULEX~ Municipal Corporation of Greater Bombay,
Saar
Bombay
Members
ADVISER ( PHE ) Central Public Health & Environmend
Engineering Organization ( Ministry of Works
& Homing ), New Delhi
DEPUTY ADVISING( P HE ) ( Altsrnute)
SH~I S. K. BANERJEE National Test Howe, Calcutta
SERI D. K. KANUN~O( Alternate )
SHBI M. K. BASU Central Glaaa ik Ceramic Research Institute
( CSIE;a,C$cutta
CH~EBE NQIN~~ Public Engineering Department,
Government of Kerala, Trivandrum
SERI K. RAMACHAND~AN( Altemutr )
CHIEF ENQINEE~ U. P. Jal Nigam, Lucknow
STJPERINTEND~E~NQ~ I~P~~E( BA ltmatr )
SHBIJ . D ‘CRUZ Municipal Corporation of Delhi, Delhi
SHRI s. A. SWAMY ( ~krMt6 )
DIRECTOR Bombay Potter% & Tiles Ltd, Bombay
SHRI B. R. N. GUPTA Engineer-in-Chief% Branch, Army Headquarters,
New Delhi
&RI K. v. &%IEFfNAMURTFfY
( Ahrnut6 )
SHBI P. JAOANATHR AO EID-Parry (.India ) Ltd, Madras
SHRI M. MOOSAS OLAIYAN (A&r&6_) ;
SHSI A. F. KHAN Mun~~xyCorporation of Greater Bombay,
DEPUTY HYDBAULIOE NO~WEEB
( Alt6rnat6 )
(Cdmw2)
BUREAU OF INDIAN STANDARDS
This publication is protected under the fad&m &#ri& Act ( XIV of 1957 ) and
reproduction in whole or in part by any mean6 except with written perminion of the
publther shall be deemed to be an infringebent of copyright unda the 6aid Act.
*IS:781-1984
( Contimmdfrom~ge 1)
Mmmbars
SEBI S. R. KSHI~~A~AB National Environmental Engineering Research
Institute ( CSIR ), Nagpur
Srrxxr R. C. REDDY ( Alkmutu )
SH~I K. LAK~EIKXXA~AYANAN Hindustan Shipyard Ltd, Vishakhapatnam
SEEI A. SaaarYr ( Altcrnota )
DR A. V. R. RAO National Buildings Organization ( Ministry of
Works and Housing ), New Delhi
SHBI J. SEN~UPTA ( Ahrnut6 )
S~~xoa CIVIL ENo1~Ert4t ( WATIEB Railway Board, New Delhi
SUPPLY )
SEBI S. K. SEAILMA Central Building Research Institute ( CSIR ),
Roorkee -
SEEI R. K. SOMANY Hiuduatan Sanitaryware & Industries Ltd,
Bahadurgarh
SU~VIEYOE oY Wo~rra ( NDZ ) Central Public Work6 Department, New Delhi
SUBVEYOE OP WOltKS I ( NDZ )
SRBI d .A ;:%N Directorate General of Technical Development,
New Delhi
Sam Id. hf. ALIKEAN ( &6mat6 )
SHBI T. N. UBO~EJA Directorate General of Supplies & Disposals,
New Delhi
Ssrur G. RAYAN, Director General, IS1 ( Ex-o@io M6mb6r)
Director ( Civ Engg )
h.Y6ttlu
SHBI C. K. BEBABTA
Senior Deputy Director ( Civ Engg ), IS1
Domestic and Municipal Water Fittings Subcommittee, BDC 3 : 2
HYDBAULIO EROINEI~B Municipal Corporation of Gnater Bombay,
Bombay
Dqr&r HYDBAULIO ENQINEEB
( Altrmotr )
S-I‘ Ymaar RAJ AOOABWAL Goverdhan Das P. A., Calcutta
~z~~)~ RAJ AU~ABWAL
CE~EP ENS& ~&~lo%tter Supply Sewerage Board,
CFIrEY BNorXEEl4 Tamil Nadu Water Supply & Drainage Board,
MiKhiU
CHIlw l%uNEaB Public Health Engiueeriug Department,
Government of Kerala, Trivaudrum
CHIEY &OIl’rImIt U. P. Jai Nigam, Lucknow
S,rJPlCBIIPTIDNDINBNQO IlpElBa ( A~tarnat6 )
Drarsoro~ MtiNctra Engineering Rerearch Institute,
R~~EAI~OH OYYIOEB ( &6rMt6 )
SEBI . D.‘Csnz Municipal Corporation of Delhi, Delhi
SJE BI S. A. SWAMY (Ahnat )
(continurdOfI~67619)
2. .
IS I 781.1984
Indian Standard
SPECIFICATION FOR CAST COPPER ALLOY
SCREW DOWN BIB TAPS AND STOP
VALVES FOR WATER SERVICES
( Third Revision
)
0. FOREWORD
0.1 This Indian Standard ( Third Revision ) was adopted by the Indian
Standards Institution on 28 Septmber 1984, after the draft finalized by
the Sanitary Appliances and Water Fittings Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 This standard was first issued in 1959 and subsequently revised in
1967 and 1977. The third revision of this standard has been ‘taken up to
incorporate changes in the light of comments received from users and
manufacturers. The scope of the standard has been enlarged to permit
bib taps have internal and external ends. Similarly, stop valves shall have
either or both ends, namely male or female or mixed ends.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded ofI value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers requirements of copper alloy screw down bib
taps and stop valves suitable for cold non-shock working pressure up to
1-O MPa. Bib taps shall have screwed male inlet. Stop valves shall have
screwed female ends or male ends or mixed ends ( mixed ends means one
end screwed male and the other end screwed female ).
NOTFJ - Cold service meana a temperature not exceeding 45°C.
*Rules for rounding off numerical values ( raised ).
3ISr781- 1984
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Bib Tap - A draw-off tap with horizontal inlet and free outlet.
2.2 Stop Valve - A valve with suitable means of connection for insertion
in a pipe line for controlling or stopping flow.
2.3 Screw-Down Bib Tap or Stop Valve - A bib tap or a stop valve
closed by means of disc carrying a renewable non-metallic washer which
shuts against the water pressure on a seating at right angles to the axis of
the threaded spindle which operates it.
3. NOMINAL SIZES
3.1 The nominal sizes of bib taps shall be 8, 10, 15,20 and 25 mm.
3.2 The nominal sizes of stop valves shall be 8, 10, 15, 20, 25, 32, 40 and
50 mm.
3.3 Nominal sizes of the bib tap and stop valves shall be designated by
the nominal bore of the socket or pipe outlet to which the tap or valve is
normally fitted.
4. MATERIAL
4.1 The material used for the manufacture of different components of bib
taps and stop valves shall conform to the requirements given in Table 1.
5. DIMEhSIONS AND TOLERANCES
5.1 Dimensions of bib taps and stop valves and their components shall be
in accordance with Table 2.
5.2 The overall length of stop valves shall be as given below with a
tolerance of A3 mm.
Nominal Size Ovsrnll Length, mm
--- - ------_-7
Internally y;rn$;$ Mixed Ends
Threaded
8 45 65 55
10 50 75 62
15 60 85 70
20 70 100 85
25 85 125 105
32 100 135 115
40 110 145 125
50 135 175 155’
4&S: 7811 1984
TABLE 1 MATERIALS FOR COMPONENTS OF BIB TAPS
AND STOP VALVES
( chzusc 4.1 )
SL COXPONENT MATERIAL CO~FOR~NQ TO INDIAN STANDARD
No.
(1) (2) (3) (4)
i) Body and bonnet a) Cast brass Grade 3 of IS : 292-1961,
Grade DCB 2 of IS : 1264-1981t
b) Leaded in tin Grade LTB 2 of IS : 318-19812
bronze
ii) Spindle, nuts Brass ( extruded, Type I half hard of IS : 319-19748
rolled or forged ) Grade CuZn 42 pb 2 of IS : 3488-
198011
Grade HT 1 of IS : 320-19807
Grade FHTB 1 of IS : 6912-5’
iii) Gland, crutch Brass ( extruded, Type I half hard of IS : 319-197%
( handle ) washer rolled, cast, die Grade DCB 2 of IS : 1264-1981t
,plate, etc cast ) Grade CuZn 42 pb 2 of IS : 3488-
198011
Grade 3 of IS : 292-1961*
Grade HT 1 ofIS : 320-19807
Leaded tin, bronze Grade LTB 2 of IS : 318-1981$
iv) Washer As specified in
IS : 4346-1982tt
*Specification for brass ingots and casting (first revision ).
tSpecilication for brass’ingots die castings, brass gravity die castings ( including
nova1 brass ) ( second revision ).
fSpecification for leaded tin bronze ingots and castings < second renision ).
&Specification for free-cutting brass bars, rods and sections ( third recision ).
1lSpecification for brass bars, rods and sections suitable for forging ( jirst revision ).
BSpecification for high tensile brass rods and sections ( other than forging stock )
( second revision ) .
**Specification for copper and copper alloys forgings ( under preparation ).
ttSpecification for washers for water taps for cold water services.
-..i : 2.4.
6. CONSTRUCTION AND WORKMANSHIP
6.1 All castings shall be sound and free from laps, blow holes and pitting,
and both external and internal surfaces shall be clean, smooth and free
from sand.
6.2 The bodies, bonnets, spindle and other parts shall be machined so
that when assembled, the parts shall be axial, parallel and cylindrical with
surfaces smoothly finished within the limits of dimensions specified for
various components. Bonnet may be located with the body with the help
of locking screw if desired by the purchaser.IS: 781- 1984
6.3 The wall thickness at any point of the body shall not be less than the
thickness D specified in Table 2. However, the minimum value of D may,
in the case of open end outlet of bib taps, be reduced by 0.40 mm. Bib
taps and stop-valves shall be designed and manufactured to tolerances set
to allow for interchangeability between units of same size of the same
manufacturer.
6.4 The seating of a bib tap or stop valve shall be solid with the body
and shall have a smooth machined surface. The edges shall be rounded
off to avoid cutting edges.
6;s Bib taps shall be constructed as to ensure that the stream of water
shall not unduly break or spread.
6.6 Screw Threads
6.6.1 The inlet and outlet connection threads shall have internal or
external threads conforming to IS : 554-1975*. External parallel thread .
shall conform to IS : 2643 ( Parts 1 to 3 )-1975f.
6i6.2 Bonnet threads shall be adequate to withstand minimum cold
working pressure. Minimum pitch of threads shall be 1.5 mm. The
internal thread in the bonnet for spindle shall be so formed that when the
spindle is screwed into the bonnet to its fully open position the ends of the
spindle projects beyond the face of the bonnet ,by at least 0.7 mm in the
taps or valveiup to 25 mm size, and by at least 1.5 mm in large sizes.
6.6.3 The threads on spindles shall be of square, ACME or V-form.
The length of spindle thread shall be such that when the washer plate is
rest.ing on the seating without any washer, a length of the thread equal to
not less than three-fourths of the external diameter of the threaded portion
of the spindle shall be in fuIl engagement with the internal thread of the
bonnet.
6.7 Body and Bonnet
6.7.1 The minimum bore of ends not threaded shall be according to
dimension c K ’ given in Table 2.
6.8 Washer Plate and Washer
6.8.1 The washer plate with its stem shall be either made in one piece
from cast brass or in two pieces from extruded or forged brass rods and
shall be machined all over.
--
*Specification for dimensions for pipe threads where pressure tight joints are
required on the threads ( second wvision ).
tSpecification for dimensionsf or pipe threads for fastening purposes:
Part I Basic profile and dimensions (Jirst revision ).
Part 2 Tolerances (Jirst revision ).
Part 3 Limits of sizes ( pfst nvision ).
6TABLE 2 DIMENSIONS AND TOLERANCES OF BIB TAps AND ST(JP VALVES AND THEIR COMPON~TS
(cIausf35.1 )
?’7 FA - i-----’ ---l
HANOLE
0
I -J
.eL.
BIB TAP EXTERNALLY THREADED INTERNALLY THREADED
STOP VALVE STOP VALVE
All dimensions in mi]iimetres.
#
)IMNN8101W I LISTorWA-
+ 1A B- (7 B E F G H L M N :“QQ R s T u v W SNNRPLATE
(WITH
NOMINAL + WASEEB IN
%ZE8 Min Min Min Min Min Min Min Min Min Min Min Min Min - 0“5 Min Min &fin Min Min Min Min POSITION,
+ Min )
I . — — . . — . _ — —. —1
I M20
8 47.8 13”3 7~8 165 6-3 2“0 7“9 38 100 1P3 2-8 6“5 2“4 11”0 47 1“6 1.Y2 19”5 7 I 3“5
:5
— — — — — — — — . I
M 20
10 540 140 9“4 18°7 7“5 2“0 95 9“5 #7 11”5 15’9 3“2 9.0 3-2 11”4 7“9 2“0 20”8 23”3 7 4
:5 I
— _ — _ . — . . — _
M 24
15 54”0 14”0 9“4 190 7“5 2“0 9“5 11”0 5“6 11”5 19’0 3“2 13”0 4“1 15”0 9“5 2“0 25”6 28’3 9 *5
:5
l— — _ . — — . _ — _ — —
M 30
20 60.4 15.7 10.9 201 8“9 2“5 11”1 12”5 e4 13.5 25’4 *O 18.0 *9 l&3 103 2“0 30’5 33”0 10.5 6
?5
— — — — . — — — _ — ‘i —
M 39
25 66’8 18”0 12.5 23’0 lml 2“5 12.7 13”0 7“1 17”0 33”3 4“0 23”0 I 4“9 19”1 11”0 2.8 37”6 42”4 11”5 7
?5
. — — — . — . .
M46
20”5 14’1 309 11”4 2“5 14”3 16”0 ?8 19”0 4’0”1 43 30 5“9 21”4 12”7 3“2 4?2 52’1 13”5 9“5
;5
–l— . — — — — — . — — _—
M 56
43 82’5 22”0 15”7 33”3 127 2“5 159 17”5 8“6 20”5 47’7 5“5 36 66 21”4 14’3 3“2 56-4 585 1Y5 11
:5
— — — . — — . . . —
M 72
50 95”0 25”3 17”3 35”9 14”0 2“5 17”4 17”5 12”5 260 63”5 6“3 46 8“3 25”1 1Y9 40 7&l 71”5 16”5 14”5
:5 -L
NOTE1—Length of thread R includes cut back under hexagon, ifany,
NOTE2— The values of K are for core diameter.
No~ 3—The diameter of U and Vare forface to face.
NOTE4—The dimension Fis packing face.
7
...As in the Original Standard, this Page is Intentionally Left BlankISr781-1984
6.8.2 The washer plate with its stem in tap or valve shall be free to
rotate and slide in the hole of spindle.
6.8.3 Washer plate shall have a stud for attaching the washer. The
stud shall be threaded and provided with a nut.
6.9 There shall be sufficient distance between the underside of the handle
and the top of the bonnet when the tap or valve is closed, so as to provide
enough clearance for repacking the gland without removing the handle of
the bib tap or stop valve.
6.10 The handle shall be close fit on the spindle and it shall be fixed by a
screw, riveting or other equally effective device. The handle shall not be
screwed on to the spindle.
6.11 Gland Packing - The stuffing box of bib tap or stop valve shall be
packed with a suitable asbestos gland packing conforming to IS : 4687-
1980* or hemp/jute conforming to IS : 54 141969t or other equally
efficient packing material suitable for both cold and hot water. A suitable
washer may also be fitted in the bottom of the gland or stuffing box.
6.12 A hexagonal shoulder shall be provided on the inlet end of taps and
both ends of stop valves. Square or hexagonal shoulders shall also be
provided on all bonnets. The dimensions across flats for both hexagonal
and square shoulder shall comply with as given in Table 2.
7. MINIMUM MASS
7.1 The minimum finished mass of the bib taps and stop-valves shall be as
given in Table 3.
8. FINISH
8.1 The bib taps shall be always polished bright.
6.2 The stop valves may be polished bright or they may have an
unpolished as ‘ cast ’ finish,
6.3 The bib taps or stop valves may also be nickel-chromium plated, the
thickness of plating shall not be less than service grade No. 2 of IS : 4827-
1X8$. The plating shall be capable of taking high polish and shall not
easily tarnish or scale.
*Specification for gland packing asbestos( Jilsf revision ).
iSpecificatiofi for gland packing jute and hemp.
tspecification for electroplated coatings of nickel and chromium on copper and
copper alloys.
9IS: 781 - 1984
TABLE 3 MINIMUM FINISHED MASS OF BIB TAPS AND STOP VALVES
( CIausc 7.1 )
SIZE MINIMUM FINISHED MAW
~--__-_-~----~- h--------_---~
Bib Taps Stop Valves
c-__---_--_*--------~
Internally Externally Mixed end
threaded threaded
(1) (2) (3) (4) (5)
mm kg kg kg kg
8 0’250 0.220 0’250 0’235
i0 0.300 0’300 0.350 0’325
15 0’400 0’330 0’400 0.365
20 0’750 0.675 0’750 0’710
25 I.250 1.1f30 1’300 I.250
32 - 1’680 1.800 1’750
40 - 2’090 2.250 2.170
50 - 3’700 3’850 3.750
9. TESTING
9.1 Every bib tap or stop valve complete with its components shall be
tested under an internal hydraulic pressure of 2 MPa minimum
maintained at that pressure for a period of at least 2 minutes during
which it shall neither leak nor sweat.
10. SAMPLING
10.1 The scale of sampling and criteria for conformity shall be as given in
Appendix A.
11. MARKING
11.1 Every bib tap or stop valve shall be legibly maiked with the manu-
facturer’s name or trade-mark and nominal size on the body.
11.2 A direction arrow pointing in the direction of flow shall be cast or
stamped on the body of all stop valves.
11.3 The bib taps and stop valves may also be marked with the IS1
Certification Mark.
NOTE- The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks) Act and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised arid supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions, under which a licence
for the use of the IS1 Certification Mark may be granted to manufacturers Or
processors, may be obtained from the Indian Standards Institution.Is : 781 - 1984
APPENDIX A
( Clause 10.1 )
SAMPLING AND CRITERIA FOR CONFORJWTY
FOR ACCEPTANCE
A-l. SCALE OF SAMPLING
A-1.1 Lot - In any consignment, all the items ( bib taps or stop valves )
made of the same material, of the same nominal size and belonging to the
same batch of manufacture shall be grouped together to constitute a lot.
A-l.2 For ascertaining conformity of the material to the requirements of
this specification, samples shah be tested from each lot separately.
A-1.3 The number of items to be selected from a lot shall depend upon the
size of the lot and shall be in accordance with co1 1 and 2 of Table 4.
TABLE 4 SCALE OF SAMPLING AND CRITERIA FOR CONFORMITY
NUMBEROBITEYS SAMPLE ACCJICPTANLNCE
INTHELOT SIZE NUMBEB SuB-x?I Z
(1) (2) (3) (4)
up to 150 8 0 3
151 to 300 13 0 5
301 9,500 20 1 8
501 ,t 1 000 32 2 13
1001 s, 3000 50 3 20
3 001 and above 80 5 32
A-1.3.1 The items from the lot shall be selected at random. In order
to ensure the randomness of selection, procedures given in IS : 49051968*,
may be followed.
A-2. NUMBER OF TESTS AND CRITERIA FOR CONFORMITY
A-2.1 AI1 the items selected according to co1 1 and 2 of Table 4 shall be
examined for material, workmanship, construction, finish, dmensions and
minimum mass. An item failing in one or more of these requirements
shall be considered as defective.
A-2.1.1 The lot shall be considered as conforming to these requirements
if the number of defective items found in the sample is less than or equal
to corresponding acceptance number given in co1 3 of Table 4.
*Methods for random sampling.Is:781-1984
A-2.2T he lot having satisfied the requirements given in A-2.1 shall be
further tested for hydraulic pressure test as given in 9.1o ft he specifica-
tion.
A-2.2.1 For this purpose, the number of items given in co1 4 of Table 4
shall be selected from the lot. These may be’ selected from those which
have been examined for other requirements according to A-2.1 and found
satisfactory.
A-2.2.2 The lot shall be considered to have satisfied the requirement
for hydraulic test if none of the items in the sub-sample fails in hydraulic
test according to 9.1.
12( Continurdfiom pap 2 )
Mmbm Rapresenting
SEBI B. R. N. GUPTA Engineer-in-Chief ‘a Branch, Army Headquarters,
New Delhi
Sam IL V. K~I~ENAYURTHY ( Alfsrnafe )
SH~I M. K. JAIN Hind Trading & Manufacturing Co Ltd,
New Delhi
SH~I K. K. JAIN ( Altcrnofr )
SHBI S. R. K~HI~~AQAR National Eaviornmental Engineering Rerearch
Institute ( CSIR ), Nagpur
SHRI A. W. DE~EFANDE ( Affwtofe )
SEBI G. A. Ln~aa Bomba Metal and Alloy Ma&facturing Co Pvt
Lt B , Bombay
SERI D. K. SBlIioAL Leader Engineering Works, Jalandhar
Sear B. B. SIKK~ ( Altcrnatr )
SH~I R. P. SIEKA Sant Brass Metal Works, Jalandhar
SEBI K. SUNIL KUYAB ( Alfsrnotr )
SH~I R. K. SOXANY Hindustan Sanitaryware & Industries Ltd,
Bahadurgarh
S-1 R. K. TANDON Ministry of Railways
Sgar T. N. UBOVEJA Dire;to;;e,eneral of Supplies & Disposals,
e
13BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafat Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 76 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 13 75
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktoia. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADgAS 600113 I 41 25 19
(41 29 16
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East3, 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Prea 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83, Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ z 39: 73:
21 68 76
117/418 B Ssrvodaya Nagar, KANPUR 208005
( 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Urliversity P.O.. Palayam 16 21 04
TRIVANDRUM 6’15035 16 21 17
Inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building,.1 332 Shivaji Nag&, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 88 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
$Sales Office in Bangalore is at unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
._AMENDMENT NO. 1 OCTOBER 1988
TO
IS : 781-1984 SPECIFICATION FOR CAST COPPER
ALLOY SCREW DOWN BIB TAPS AND STOP
VALVES FOR WATER SERVICES
{ Third Revision)
( Page 3, claw 0.2, third scn&cnce ) - Delete.
[ Page 5, Table 1, S1 No.. (i), co1 3 J - Substitute ‘ (b)..Leaded tk
bronzefor f (b) Leaded in tin bronze *.
( Pop 6, claute 6.3, line 2 ) c Substitute ‘T’for 6D’.
( Page 6, J~USS 6.6.3, line 4 ) - Substitute ‘ two-thirds 1’ for 4 three-
fourths ‘.
( Page 6, clause 6.7.1, line 2 ) - Substitute ‘P’for ‘K’.
( Pogc 7, 7~611 2 ) - Delete the legend ‘ OVERALL LENGTH ’ from
the figure for bib tap.
( Page 7, Table 2, &ncnsion L ) - Delete ‘ Min ‘.
( Pagr 7, Table 2, ht-~ohtn kading ) - Substitute ’ LIrT 'for ' LINT '.
( Pagr 7. Table 2, ffofc 2 ) - Substitute ’ K and Q ’ for ‘ K *.
( Pap 7, Table 2. JVofc 4 ) -
a) Substitute ‘ rp== ‘for ‘ face ‘.
b) Add the following notes after Note 4:
‘NoTPS- The dimension H ic length of body thread.
No= 6 - The dimension3 is diameter of stem of wvber plate. ’
( Page 9, &IUW 7 and 7.1 ) - Delete and renumber the &sequent
clauses.
( Page 10, Table 3 ) - Delete.
( Page 1.0, C&W 9.1, line 2 ) - Substitute ‘ l-5 .MPa ‘for c 2 MPa ‘.
( Page 11, clause A-1.3, line 2 and Table 4 ) - Substitute ( Table 3 ’
for ( Table 4 ‘.
(BOOS)
Reprography Unit, BIS,~Ncw Delhi. IndiaAMENDMENT NO. 2 NOVEMBER 1994
TO
IS 781: 1984 SPECIFICATION FOR CAST COPPER
ALLOY SCREW DOWN BIB TAPS AND STOP VALVES
FOR WATER SERVICES
( Third Revision)
[ Page 10, clause 9.1 ( see also Amendment No. I ) ] - Substitute the
following for the existing:
‘Every bib tap and stop valve complete with its components shall be tested in
closed position under an hydraulic pressure of 1.5 MPa (minimum) maintained at
that pressure for a period of at least 2 minutes during which it shall neither leak
nor sweat.’
(CED3)
Reprography Unit, BIS, New Delhi, India
|
7834_3.pdf
|
UDC 621’643’413’062’2 r’676’743.22 : 678’027’74]( First Reprint FEBRUARY ‘1991) IS : 7834 ( Part 3 ) - 1987
Indian Standard
SPECIFICATION FOR
INJECTION MOULDED PVC SOCKET FITTINGS WITH SOLVENT
CEMENT JOINTS FOR WATER SUPPLIES
PART 3 SPECIFIC REQUIREMENTS FOR 90” ELBOWS
( First Revision )
I. Scope - This standard ( Part 3 ) hys down the requirements for manufacture, dimension,
tolerances and marking for 90” elbows made of injection moulded PVC water supplies.
2. Requirements
2.1 Genera/ - The general requirements for material, manufacture, methods of test, sampling and
inspection shall conform to IS : 7884 ( Part 1 )-1987 ‘Specification for injection moulded PVC socket
fittings with solvent cement joints for water supplies: Part 1 General requirements ( first revision )I.
2.2 Manufacture
2.2.1 A typical illustration of elbow is shown in Fig. 1.
I ._ k-4 .-
I%. 1 99" ELBOW
2.2.2 Laying length - The laying length Z and the tolerance thereon shall comply with those given
in Table 1.
2.2.2.1 There are several methods for providing the laying length. One such method is illustrated,
n Fig. 2.
2.2.3 The inside diameter Of the socket and the socket length shall comply with those given in
IS : 7834 ( Part 1 )-1987.
3. Marking
3.1 Each elbow fitting shall be marked with the following information:
a) Manufacturer’s name or identification mark, and
b) Size of the fitting and the appropriate class (working pressure ) to which the pressure
rating of the fitting corresponds.
3.2 Standard Mark - Details available with the Bureau of Indian Standards.
Adopted 25 November IQ87 @ August 1988, BIS Gr2
.I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:7834(Part3)- 1987
TABLE 1 DIMENSIONS FOR LAYING LENGTH OF 90” ELBOWS
( Clause 2.2.2 and Fig. 1 1
Size 90” Elbow Laying Length, Z
mm mm
16 9+1
20 11 i 1
25 13:5 + 1’2
-1
32 17 + 1’6
-1
40 21 + 2
-1
50 26 + 2’5
-1
63 32’5 t 3’2
-1
75 38.5 + 4
-1
90 46 + 5
-1
110 56 + 6
-1
125 63’5 + 6
-1
140 71 + 7
-1
160 81 + a
-1
180 91 + 9
-1
200 101 f9
-1
225 114 + 10
-1
250 126 + 11
-1
280 141 + 12
-1
315 158’5 + 13
-1
STRAIGHT L -1 YPE RIBS
RIBS 2 NUMBER
03 1.5
l-l-2
ENLARGED DETAIL SECTION Al XX
AT D
FIG. 2 METHOD OF PROVIDING LAYING LENGTH THROUGH PROVISION OF RIBS
2IS : 7834 ( Part 3 ) - 1987
EXPLANATORY NOTE
The requirements of injection moulded PVC socket fittings are covered in eight parts. The
other parts are as follows:
Part I General requirements
Part 2 Specific requirements for 45” elbows
Part 4 Specific requirements for 90” tees
Part 5 Specific requirements for 45” tees
Part 6 Specific requirements for sockets
Part 7 Specific requirements for unions
Part 8 Specific requirements for caps
This standard was first published in 1975 and covered sizes of fittings up to 160 mm. The
present revision has been taken up to cover additional sizes of fittings up to 315 mm.
3
Printed at Central Electric Press, Delhi-28
|
9627.pdf
|
2: -
9627 1980
ASBESTOS CEMENT PRESSURE PIPES
(LIGHT ~DUTY)
Second Reprint JULY 1990
UDC 621.643.2-986[666.961]
-
@ Copyright 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOW2
Gr3 February 198 1ISr9627-1980
Indian Standard
SPECIFICATION FOR
ASBESTOS CEMENT PRESSURE PIPES
( LIGHT DUTY)
Cement and Concrete Sectional Committee, BDC 2
Cluwnroll Representing
rh II. C. VISvRSv.\l! .\Y\ Cement Research Institute of India, New Delhi
A~uI~Io~_~L DIR~CYUR, S~aana~ns Rrsrarch, Designs & Standards Organization
(R&Sj ( hlinistry of Railways ), Lucknow
Dmn>urv Dmecrcnc, STANIMRDS
( II&S ) ( dIterMtr)
SJII:I K. P. BANEKJEE Larsen & Toubro Ltd, Bombay
5 III~IF IIWSH N:hf.~x..~xr ( f~h’note )
.s.IlllI s . K . B.\X’EHJIV . > National Test House, Calcutta
S H, :I R. S. B,\ssi\l. Beas Designs Organization, Nangal Township
SRRI ‘T. C. G.4na ( Alternate)
(,H IliF ~NGINERH ( Dnsra~s ) Central Public Works Department, New Delhi
EX~C:I~TIY~ F,IWINEEI~ ( DESIQE~Y) III ( Alternate )
hII% r:X:ISBXl1 ( I’.l~oJZC!‘I’S) Irrigation Department, Government of Punjab,
Chandigarh
Drn~rc~~orc,I PRI ( rlltertrntc )
T~RWTOI~ ( CSMRS ) Central Water Commission, New Delhi
DIWWY DIHWTOIC ( CSMRS ) ( Alternate )
Ih R. K. GHOSII CenrihRoad Research Institute ( CSIR ), New
e
Snnr Y. R. Purl-1.1, ( .4lternotr I )
Snr:r M. DISAP.\RAN ( Altcrnatc II )
DR R. K. GHOSH Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
Srrnr P. C. JAIN ( Alternntc )
SHI~I .-3. K. Gt7p.r~ Hyderabad Asbestos Cement Products Ltd,
Hyderabad
I
DR R. R. HATTI.~N~AI)I The Associated Cement Companies Ltd, Bombay
Snnr P. J. J.aoua ( Alternate )it
Dn IQUAL ALI Engineering Research Laboratories, Hyderabad
SWHI S. R. K~LKAR~I %I. N. Dastur & Co ( Pvt ) Ltd, Calcutta
Slrnr S. K. L.4wa The Institution of Engineers ( India ), Calcutta
SHRI U, T. Uswat~.4 ( Alternate )
( Contimd on page 2 )
Q Copyright 1981
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian CopVright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the raid Act.IS:9627-1980 -
: ConfintrcJ /1-m fiage1 j
Saliorul lhlildings Organixarion, XP\~ 111,llri ,
SHHI J. SIG GUPTA ( r~ksmntc)
Slrn~ R. V. CHALAPATHI Rno Geological Survey of Intlia, (Zalclltta .
SHHI S. ROY (Alternate )
SURI T. N. S. RAO Gammon India Lrd, Bombay
SHHX S. R. PINHEIHO( AIfcrnatc)
.%a~ ARJW RIJH~IXGXANI Cwwnt Corporation of India Lttl, Srw Delhi
SHRI K. VITHAL RAO ( Alternate )
SBCXETARY Central Iloard of Irrigation & Power, New Delhi
D~Pnrn SECRETARY ( I ) ( Alternate )
Sxax N. %‘AGIXUJ Roads Wing, Minist-ry of Shipping & Transporr
SHRI R. L. KAPOO~ ( Alternate)
SRBI K. A. SUBILOIANXAM The India Cemcmts Ltd, Madras
SEXI P. S. Raar?\cltaNDR~r?( Altnnaic )
SEPEI~IXTFQDING E N G I N E E R Public Works Department, Government of
( DE~IG~PS) Tamil Nndu, Madras
EXIWUTWE ENQINEEB( SM&R
DIVISION) ( Afternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
Saar A. V. Raiuu?~ ( Altmatc )
SERI B. T. UIVWALLA The Concrete Association of India, Bombay
SHBI Y. K. MEHTA ( Alternate )
Sem G. RUAIY, Director Gc*neral, ISI ( Ex-oficio Member )
Director ( Civ Engg )
Sccrclary
SHIII M. IN. NREI..\KANDHAN
Assistant Dirrrtor (Civ Engg), IS1
Asbestos Cement Products Subcommittee, BDC 2 : 3
COIW~
DB H. C. VISVESVARAYA Cement Research Institute of India, New Drlhi
Members
DR S. K. CHOP~A (Alternate to ;
Dr H. C. VLvewaraya )
( Cmtinued on page 12 )
2lS:96!27-1960
Indian Standard
SPECIFICATION FOR
ASBESTOS CEMENT PRESSURE PIPES
(LIGHT DUTY )
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 30 October 1980, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
6.2 Asbestos cement pressure pipes are being used in this country for a
number ofyears and considerable experience is available in regard to
their manufacture and use for water supply.
0.3 There are several manufacturing units in the country manufacturing
asbestos cement pressure pipes ( light duty ) used for water supply.
Therefore, the Sectional Committee dealing with this subject decided to
evolve an Indian Standard covering the requirements of asbestos cement
pressure pipes ( light duty ) for the benefit of the manufacturers and
users.
0.4 Addition of ground silica or pozzolana to replace ordinary Portland
cement in the manufacture has been permitted in this specification in
case of autoclaved pipes.
0.5 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in the field in this country.
0.6 For the purpose. of deciding whether a particular requiement of
this standard is complied with, the final alue, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accordance
with IS: 2-1960”. The number of sigr. ‘&ant places retained in the
rounded off value should be the same as that of the specified value in
this standard.
*Rules for rounding off numerical values ( rcvired~.
3IS : 3627 - 1980
1. SCOPE
1.1 This standard covers the requirements for manufacture, classification,
dimensions, tests and acceptance criteria for asbestos cement pressure
pipes ( light duty ) of class 5 and class 10 (see 3.1).
2. MATERIAL
2.1 Composition - Asbestos cement pressure pipes shall be made from
a thorough and homogeneous mixture of ordinary Portland cement
conforming to IS : 269-1976*, rapid hardening Portland cement
conforming to IS: 8041-1978t, Portland slag cement conforming to
to IS: 455-1976: or Portland pozzolnna cement conforming
to IS : 148%1976s and asbestos fibre.
NOTE 1 -~\ddition of ground silica or pozzolana (up to a maximum of
40 percent by mass ) to replace ordinary Portland cement is permissible in case of
autoclavrd pipes.
XOTE 2 -Addition of inorganic fibres ( up to n maximum of 5 percent by
mass 1 is permissible.
2.2 Physical Properties
2.2.1 Hydraulic Bprsting Stress -The unit bursting stress arrived at
from hydraulic bursting test ( see 6.3) shall. not be less than 10 N/mm2
for Class 5 pipes and 12.5 N/mms for Class 10 pipes.
2.2.2 Trann~erse Crushing Stress - The unit transverse crushing stress
arrived at from transverse crushing test ( see 6.3 ) shall not be less than
30 N!mms. However this requirement shall be satisfied only in case of
pipes of diameter larger than 150 mm.
2.2.3 Longitudinal Bendirtg Stress - The unit longitudinal bending stress
arrived at from longitudmal bending test ( see 6.3 ) shall not be less than ’
20 X~mm”. However, this requirement shall be satisfied only in case of
pipes of diameter 150 mm and less.
3. CLASSIFICATION
3.1 The pipes shall be classified with respect to the hydraulic test pressure ,
as given in Table 1.
*Specification for ordinary and low heat Portland cement ( di~dwisiotr ).
tSpecitication for rapid hardening Portland cement ( jkt recision) .
:Specification for Portland slag cement ( third r&io,~).
SSpecification for Portland pozzolana cement ( saconrir mision );
4IS:9627 -1980
TABLE 1 CLASSIFICATION FOR ASBESTOS CEMENT PRESSURE
PIPES
( C!nucrs 3.1 nnn 3.2 )
!I) (2)
5 0.5
IO 1.0
3.2 The classification given in Table 1 is based on the hydraulic test
pressure and the hydraulic working pressure shall normally be not more
than 30 percent of the pressure defining the class.
3.2.1 The purchaser’s engineer shall decide on the class of pipe to be
used and other conditions of operation taking note of the conditions of
laying and operation of the pipes.
3.2.2 The relationship between the bursting pressure ( TSP ) and the
hydraulic test pressure (TP ) and the relationship between the bursting
pressure (BP ) and the normal hydraulic working pressure ( WP ) shall not
be less than the values indicated in Table 2.
TABLE 2 RELATIONSHIP BETWEEN BURSTING PRESSURE ( BP )
HYDRAULIC TEST PRESSURE (TP) AND THE NORMAL
HYDRAULIC WORKING PRESSURE ( WP )
BP
-
II E’
50 to 100 2 4
125 to 200 1.5 3.0
4. DIMENSIONS AND TOLERANCES
4.1 Nominal Diameter*
4.1.1 The size designation of pipes shall be according to their nominal
diameters. The nominal diameter of the pipes corresponds to the internal
diameter ( bore ), tolerances not being taken into account.
51s : 962? - 1980
4.1.3.1 ‘I~dutrmP O I/th e PSIP~~I~ dinnzrtu - Tolerance on the extern;d
ili;~~uctrr ;II, 100 111111fr om ends shall lw ;IS follows:
“~~fn/,i?/IN)inI ,,1eler T&raurc
mm mm
ii0 to ‘OO + 0%
4.1.3.2 ‘/~o/~~crmD-ItIs d e internal dicmetrs - The regularity of the
~ntcrnal diallrctw shall be checked by means of a sphere or a disc of a
1lialerinl unafKxtec1 by WI~CI~, which shall pass freely along the pipe. Tlie
disc shall be kept perlxntlicnl;:r to the axis of thr pipe. The diatneter of
the sphere or the disc shall Iw less than internal diameter of the pipe by
! 2.5 + 0.01 d) where d is the internal diameter in millimetrcs.
4.2 Thickness
4.2.1 The nominal thickness of different dasses and diameters of pipes
at finished ends shall be in accordance \~ith Table 3.
4.2.2 The thickness shall be measured 25 mm beyond the bevclletl
ends.
4.2.3 7 ol~rnnrrs ov th(, i’lirlmr.c of thr 1I ‘all
4.2.3.1 At finished ends, the tolernncc shall be as follolvs:
Arotninnl Thickness Tolrmnrr
Illlll ni iii
Up t6 and including IO - 1.5IS t 9627 - 1980
TABLE 3 CLASSIFICATION AND DIMENSIONS OF ASBESTOS CEMENT
PRESSURE PIPES
( Clatrm 4.2.1 and4.5)
cr,.\ss 5 Cr,ASS 10
~-_--_--h-----~ _---‘h__---~
Thicknws External Thicknrss External
Diameter I)iam~%f~r
ilj (2) (3) (4) (5) (6)
11llll m;r, mm 11m1 In,,,
iI 50 ‘I.5 69.0 9.5 GJ.0
ii ) 00 9.5 99.0 9-5 99.0
1. 1. \ 1 100 9.5 119.0 1I .0 122.0
i\r ! 125 9.5 144.0 11.0 147.0
l.1 150 9’5 169’0 11.5 173.0
Vii 200 9.5 219.0 X5.0 230-O
4.2.3.2 The tolerances specified in 4.2.3.1 are also subject to the
provision that the difference between any two measured diameters shall
uot be greater than 10 percent of the nominal diameter.
4.2.3.3 On the barrel of the pipe, the thickness at any point shall be
not less than that specified subject to the tolerance given under 4.2.3.1.
4.3 Nominal Length - The nominal length for pipes of all diameters
shall be 3 m, 4 m or 5 m.
4.3.1 Tolerances on .Jbminal Length
4.3.1.1 Tolcratms on nominal lengih - Except in the case of pipes from
which bursting test pieces have been cut, the tolerances on the nominal
length shall be t ii “,z. In the case of pipes from which bursting test
pieces have been cut ( not exceeding 1.0 percent in number ), pipes of
shorter length shall he accepted in accordance I\-ith 9.1.2.
4.3.1.2 The aggregate length of pipes supplied shall not be less than
the aggregate nominal length ordered and shall include the complete
requirements of joints for the ordered length, if the ,joints (see 7 ) are
ordered for.
7IS : 9627 - 1980
4.4 Straightness
4.4.1 The deviation in straightness determined by straightness test ior
pipes in accordance with IS : 591%1970* shall not exceed the following:
Nominal Diameter Maximum Deviation
mm mm
50 5.5 1
80 to 200 d1.5 1
Sl Vr1-.: 1 is the length of the pipe in metrcs.
4.5 The dimensions of the asbestos cement pressure pipes of different
classification as given in 3 and different nominal diameters as giverr
in 4.1 shall he as given in Tahle 3.
5. FINISH
5.1 All internal surface of the pipes should be regular.
5.2 Since pipes are laid with water jointing rings, the part of the pipes
where the rings are located should satisfy the tolerance of the external
diameter set out in 4.1.3.1 for length appropriate to the type of joint
adopted, and should be free from any local irregularity which could
affect the water-tightness.
5.3 The shape of the finished ends should be fixed by the manufacturer
to suit the type ofjoint used.
6. TESTS
6.1 The hydraulic pressure-tightness test shall be performecl on all the
pipes.
6.2 Hydraulic Pressure-Tightness Test - The pipe shall not indicate
any loss or visible sweating on the outside surface of the pipe, when the
hydraulic test pressure as given in Table 1 is maintained for 30 seconds.
The test time may be reduced to 10 seconds without changing the class
provided that the internal pressure is increased by IO percent.
6.3 Tests shall be conducted to check the physical properties mentioned
in 2.2.1 to 2.2.3 in accordance with IS : 5913-1970*.
*Metllotls of test for asbestos cement products.IS : 9627 - 1980
7. JOINTS
7.1 Two types of joints are normally provided with asbestos cement
pressure pipes and they are :
a ) asbestos cement couplings with rubber sealing rings; and
b ), cast iron detachable joints with rubber sealing rings and
bolts and nuts.
7.2 The composition of asbestos cement couplings shall conform
to 2.1, and the cast iron of the cast iron detachable joints shall conform
to IS : 87.94-1978*.
7.3 Rubber rings used in jointing shall comply with the requirements _
of IS : 5382-1969t. If the pipes are to be used for conveying drinking
water, the rings shall not affect the quality of water.
7.4 The dimensions of all parts ofjoints shall be as given by the manu-
facturer. The tolerances on the internal diameter shall be agreed to with
the manufacturer taking into account the tolerances on the rings and
pipes.
7.5 The assembled joints shall be flexible and capable of withstanding
the specified hydraulic pressure ( see 3.1 and 6.2 ) of the pipes on which
they are to be used, when the pipes are set at the maximum permissible
angular deviation indicated by the manufacturer of pipes. The permis-
. .“,.
1 I IU
sible angular deviation shall not be less than
External diameter in mm
but need not exceed 8”.
7.5.1 The number of joints which are to be tested shall be agreed to
between the purchaser and the manufacturer subject to 11.
8. COST OF TESTING
.
8.1 When tests are required to be made in addition to the manufacturer’s
certificate (see IO) in the presence of the purchaser or his representative,
this shall be stated in the enquiry and order, and the cost of the tests
shall be borne as follows:
a ) By the manufacturer in the event of the results showing that
the material does not comply with the specification, and
b >’ By the purchaser in the event of the results showing that the
material complies with the spedification.
*Specification for cast iron detachable joints for use with asbestos cement p&sure
pipes.
$Specification for rubber sealing rings fo,r gas ‘mains, water mains and sewers.IS : 9627 - 1980
9. CRITERIA FOR ACCEPTANCE
9.1 Inspection of Each Item of Consignment
9.1.1 Finish, Marking, Dimension and Tolerances
The finish ( see 5 ), the marking ( see 12 ), the dimensions, and the
tolerance on pipes and joints ( see 4 and 7.4 ) may be verified on each
item of the consignment.
9.1.2 Length Deliuery Tolerances -At least 90 percent of the pipes
supplied should be of the nominal length ( subject to the tolerance given
in 4.3.1), out of the maximum 10 percent of the shorter length, one-
third could be short up to 1 m and the rest could be short up to O-5 m
( see 4.3.1.2 ). The required number of additional joints, if any, required
to cover the entire length shall also be supplied by the manufacturer
without any extra cost.
9.1.3 The hydraulic pressure tightness test in accordance with 6.2
should be carried out by the manufacturer on all the pipes ( see 6.1) as a
part of the manufacturing programme. The purchaser, if he so desires,
may be present or depute a representative to be present while the tests are
being carried out ( see 9.2.2 ).
9.1.4 The pipes which do not satisfy the above requirements shall be
rejected.
9.2 Inspection by Sampling
9.2.1 The tests indicated in 2.2.1 to 2.2.3 shall. be conductecl on
samples of pressure pipes selected as in 11 (see 6.1 ).
9.2.2 If the purchaser does not witness the hydraulic pressure tightness
test, which the manufacturer carries out on all pipes as given in 9.1.3, hc
may, for checking purposes, ask for additional hydraulic pressure
of
tightness test ( see 6.2 ) on only samples pipes srlectccl as given in 11.
10. MANUFACTURER’S CERTIFICATE
10.1 The manufacturer shall satisfy himself that the pipes conform to
the requirements of this standard and, if required, shall ftirnish a
certificate to this effect to the purchaser or his representative, clearly
stating the class of the pipe.
11. SAMPLING
11.1 The sampling, inspection and acceptance shall IW in accordance
with IS : 7639-1975*. Each inspection lot shall include only items of 11~
‘hlethocls of sampling of asbestos cem(-sntp roducts.
10same diameter and of the same class. Unless otherwise agreed to between
the manufacturer and the purchaser; the maximum and minimum
inspection lots shall be as follows:
800 and 200 pipes respectively for pipes up to 100 mm dia, and
400 and 100 pipes respectively for pipes from 125 to 200 mm
diameter.
12. MARKING
12.1 The pipes shall be legibly and indelibly marked with the following
information:
a) Manufacturer’s name or trade-mark, if any;
b ) Date of manufacture;
c ) Nominal diameter; and
d ) Class of pipe with suffix ‘ LD ‘. .
12.1.1 Each pipe may also be marked with the ISX Certification Mark.
NOTE- The use of the IS1 Certification ‘Mark ia govermxl by the provisions of
the Indian Standards Institution (Certification Marks ) Act and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a viell-defined system of inspection, testion datn d
quality control which is devised and supervised by IS1 and operated by the_p r cer..
IS1 marked products are a@ continuously checked by IS1 for conform?ty to that
standard as a further safeguard. Details of conditions under which a hcence for
the use of the IS1 Certitication Mark gay be granted to ‘manufacturers or
processors, may be obtained from the Indii Standards Institution.ISr!w4?7-1980
( Continuedfrom juagc 2 )
Members
SHRI S.N.Bam Directorate General of Supplies and Disposals,
N_e.-w. . l--_k_lh_ i_ __
SHEI T. N. OBOVEJA ( Affsrnutc)
DEP&Y DIRECTOR, STANDARDS Research,. Designs & Standards Organization,
(B&S)-1 ( Mmtstry of Railways ), Lucknow
ASSISTANT D I R E c T’O R, I
STANDARDS ( B&S )-II ( Aftmntc )
SFIEI K. D. DHARIYAL Cent;~or~~~iding Research Institute ( CSIR ),
SJXBIS . GANAPATHY Southern Asbestos Cements Ltd, Madras
SHRI S. K. GHO~R Directorate General of Technical Development,
New Delhi
.Srm~ M. L. DABRAL ( Alternate )
&RI S. S. GOENKA Sarbamangala Manufacturing Co, Calcutta
SERI I. P. GOENKA ( Alternute)
SERI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd.
Hyderabad
@a~ SRINIVASAN N. IYER Asbestos Cement Ltd, Bombay
SBRI P. S. K ALA&I Saurabh Conrtruction Co, Indore
SHRI P. U. DHOLAKI.\ (Altemate )
SEXI I. B. LAL Rohtas Industries Ltd, Dalmianagar
SERI D. N. SIN~H ( Alternate)
SHEI G. R. MIIICHANDANI Engineer-in-Chief’s Branch, Army Headquarters
Saar K. R. BHAMBHANI ( Alternate )
SEE1 HARaRaD R. OZA Flowel Asbestos Products, Ahmadabad
SHBIEK. RAMACIIANDRAN National Test House, Calcutta
I SERI S. K. BANERJEE (Alternate )
DR A. V. R. Rno National Buildings Organization, New Delhi
SEBI J. SERFG UPTA ( Akernata )
SHRI R. V. CH’ALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Altemutr )
SHSI L. T. P. SINHA Development Commissioner, Small Scale
Industries, New Delhi
SERI V. N. SOMANI Shree Digvijay Cement Co Ltd, Bombay
SHEI S. R. BHAND&~I ( Alternate I )
SERI 1.1. SHAH (-Alternate II )
SUPERINT” B“ND INO S&VEYOR de Central Public Works Department, New Delhi
WORKS ( CZ )
SURVEYOR OF WOBKS ( CZ ) ( Afteraate )
12
|
3025_1.pdf
|
UDC Szs-i/*3 : 549’05 ” : ( First Rqpriat FEBRUARY @99!,) IS : 3025 ( Part 1 ) - 1987
* ;: _
I sl
’ #%&an Standard
METHODS OF SABtPLING AND TEST (PHYSICAL AND
CHEMICAli) FOR WATER AND WASTEWATER
PART 1 SAMPLING
First Revision )
(
1.
Scope - Prescribes the methods of sampling of water and wastewater for physical and cheml
cat examinations.
2. Terminology - For the purpose of this standard, the definition given in IS : 7022 (Part 1 )
1973 ‘Glossary of terms relating to water, sewage and industria r”e ffluents: Part 1, and IS : 702
( Part 2 )-I979 ‘Glossary of terms relating to water, sewage and industrial effluents: Part 2’, shal
apply.
3. Sampling
3.1 Filling the Containers - Iti the case of samples for the determination of physico-chemica
parameters one simple precaution, which is not, however, adequate in all cases, is to fill the flask!
completely and stopper them.in such a way that there is no air above the sample’. This limits inter
Ftction with the gas phase and agitation during transport ( thus avoiding modifications in carbon
dioxide content, and hence variations in ,oH; hydrogencarbonates are not converted into precipitablc
:arbonates; iron has less tendency to be oxidized, thus limiting colour variations; etc ),
Sample containers, whose contents are frozen as part of their preservation, should not bc
:ompletely filled.
I.2 Use of Appropriate Containers - The choice and the preparation of a container can be o
najor importance. However, it should be remembered that the container in which the sample i:
stored and the stopper should not:
a) be a cause of contamination ( for example, borosilicate or soda-lime glass containers ma]
Increase the content of silica or sodium );
b) absorb or adsorb the constituents to be determined ( for example, hydrocarbons may be
absorbed in a polyethylene container, traces of met.als may be adsorbed on the surface oi
a glass container ); and
c) react with certain constituents in the sample ( for example fluorides reacting with glass ).
It should be remembered that the use of opaque containers or brown ( non-actinic ) glass
:ontainers can reduce the photosensitive activities to a considerable extent.
Blank samples should be taken, preserved and analyzed as a check on the suitability of the
:hoice of container and cleaning procedure.
1.3 Cleaning of Containers
3.3.1 For samples for general chemical analysis
3.3.1.1 For analysis of trace quantities of chemical constituents of surface or wastewater,
t is usual to clean new containers thoroughly in order to minimize possible contamination of the
iample; the type of cleaners used and the container material vary according to the constituents
o be analyzed.
For general purposes, new glass containers should be cleaned with water and detergents to
emove dust and packing material. They should then be cleaned with chromic acid-sulphuric acid
lixture before being thoroughly rinsed Hiith distille’d wafer.
Adopted 31 January 1937 Q February 1933, BIB or 3
I
BUREAU OF INDIAN STAN.DARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 119992
’
, . . . . ._i .-_ . ~_ _ ._i&_._ , - .--- _._e_-. 1IS : 3025 ( Part 1 ) - 1987
it may be desired, for environmental or health reasons, to avoid the use of chromic acid.
Alternatively, proprietary cleaning agents may be used, provided it has been established that they
do not cause sample contamination.
it should be noted that detergents, possibly containing phosphates, cannot be used if phos-
phates or surface-active agents are to be determined, nor can chromic acid-suiphuric acid mixture
be used if trace q-uzmtities of suiphate and chromium are to be determined.
Polyethylene containers, in general, should be cleaned by filling with 1 moi/l nitric acid or
hydrochloric acid, leaving for 1 to 2 days, followed by thorough rinsing with distilled or de-ionized
water.
3.3.1.2 For samples for determination of pesticides, herbicides,and their residues - in general,
brown glass containers should be used because plastics, except poiytetrafluorethyiene ( PTFE ),
may introduce interferences which can be significant if trace analyses are to be performed.
The containers should becleaned with water and detergent, followed by thorough rinsing with
distilled water, then oven dried and cooled before being rinsed with hexane or petroleum ether.
Finally they should be dried with a stream of carefully purified air or nitrogen.
A continuous extraction with acetone for 12 h, followed by a hexane rinse and drying as
described above, can also be used.
3.3.1.3 For samples for microbiological analysis - The containers shall withstand a 160°C
sterilization and shall not produce or release at this temperature any chemicals which would either
inhibit biological activity, induce mortality or encourage growth.
When lower sterilization temperatures are used, poiycarbonate and heat resistant polypropy-
lene containers may be used. Caps or other stoppers shall withstand the same sterilization tsm-
peratures as the containers.
Glass containers should be cleaned with water and detergent, followed by thorough rinsing
with distilled water. Then they should be rinsed wlth nitric acid ( HNOa ) followed by thorough
rinsing .with distilled water in order to remove heavy metals or chromate residues.
A total of 0’1 ml of a 10 percent ( m/m ) solution of sodium thiosuiphate ( Na,SIOs ) can be
added, for every 125 ml of container capacity, before sterilization. This is to eliminate inhibition of
bacteria by chlorine.
3.4 Sample Volume - A two-iitre sample is normally sufncient for most physical and chemical
analysis. How8ver, the quantity may be varied depending upon the type of analysis, methods used
etc.
3.5 Sample Preservation - Waste waters usually decompose rapidly at room temperature, therefore,
certain tests, namely, dissolved oxygen, suiphides, residual chlorine, nitrite, pH, etc, should be
made or fixed at-site. For certain other tests, preservatives should be added immediately to indivi-
dual sampi& of the same water or wastewater in different sampling bottles for each test. Summary
of requirements for handling of samples is given in Table 1.
3.6 Sampling Devices - Glass or polyethylene bottles are buoyant therefore, a sufficiently heavy
bracket or. holder as given in Fig. 1 should be used to overcome buoyancy. The bracket shou\id be
tied with a string and lowered into canal, river or well. TO collect sample from a particular depth,
a sampler as given in Fig. 2 may be used. The sampler is lowered to a desired depth and Its stopper
is removed by means of a jerk. When the bottle is full, it cannot be stoppered and should be pui-
led in open condition.
3.6.1 A sampler as given in Fig. 3 should be used for sampling from 56 metres or more depth.
The sampler comprises bottles open at both ends. The bottle is lowered to the desired depth in
open position then closed by drop weight or messanger which slides down the supporting cord.
3.6.2 Sub-surface sampler - it is a device used to collect fluid samples from a bore hole at a
desired depth. it is very useful in collecting water samples from geothermal boreholes and in mak-
ing proper and complete geochemical study of the system underground. The design of the sampler
is shown in Fig. 4. A sample vessel (c) is fitted. at the lower end with a sample release value (D)
and an inward flow non-return valve (B) at the upper end. A mild-steel shim puncture seal (B2) is
located above, and in series with the non-return valve. A spring suspended weight fltted at its
lower end with a shim seal spear, comprising the inertia mechanism (A), is mounted directly above
the shim seal.%
2IS : 3025( Part 1) - 1887
TABLE 1 TECHNIQUES GENERALLY SUITABLE FOR THE PRESERVATION OF SAMPLES
( Clause 3.5 )
P8r8moterr Typo of Preservation Minimum Maximum Remarks
to be Cont8inor Technique Volume, Recommended
Studled ml Preservation
Time Before
Anelyair
(1) (2) (2) (4) (5) (6) (7)
I) Acidity P, G (B) Refrigerate at 4°C 100 24 h \ Preferably analyzed
at the spot
ii) Alkalinity P, G (B) Refrigerate at 4°C 100 24 h J
111) BOD P, G Cooiinog between 2 1000 24 h
if iarc and store
iv) Boron P 200 Se;;?, mon-
VI Carbon, G (B) Acidification to pH<2 100 24 h The preservation
organic wih suiphuric ecid technique Will
and cooling be- depend on the
tween 2 to 5°C method of analysis
used. Test should
be carried out as
soon as possible.
Freezing to -20%
may be used in
certain cases
COD P, G Cooling betwaen 2 100 As soon as Acldlficatlon is partf-
and 5% and stora possible cuiariy recom-
in dark mended, When the
COD is due to the
Acidification to 2 days presence of organic
materials
Frs%ito -20°C 1 month
Vii) Carbn P, G 100 On site
dioxide,
total
viii) Chlorine P, 6 5M) Anaiyse -
dioxide immedia-
tely
1x1 Chlorine, I=, G 500 Analyse Carried out on site
residual immed ia-
teiy
xl Chiorophyi I P, G Cooling to 4°C after 500 24 h
filtration and freez- 1 month
ing of residue
xi) Coiour P or G 500
(Brown)
xii) Cyanide P, G Add sodium hydroxide, 500 24-h -
adjust AH>12
xiii) Fluoride P I - 300 Several
months if
the sam-
pie is neu-
tral
xiv) Grease 6, wide Acidification to 1 000 24 h it is recommended
and oil with pHc2 extraction on that, immediately
calibra- site where practi- after sampling, the
tion cable extraction agent
used in the method
of analysis be
added or that ext-
raction be carried
out on site
xv) iodide G C;~i;$o between]
500 24 h Keep in dark
1 month -
A~;i~ization to:
J
( Continued )
3IS : 3025( Part 1) - 1887
TABLE 1 TECHNiQUES GENERALLY SUITABLE FOR THE PRESERVATION OF SAMPLES - Contd
SI Parameters Type of Preservation Minimum Maximum Remarks
No. to be Container Technique Volume, Recommended
Stud ied ml Preservation
Time Before
Aanlyzis
(1) (2) (3) (4) (3) (3) (7)
xvi) Metals, P, G 500 - Separate by filtra-
dlssolved tion with 0’45
pm membrane filter
immediately, add
reagent grade
nitric acid to bring
pH<2
xvii) Nitrogen, -P-G Add concentrated 500 24 h
ammo- sulphuric acid to
nia bring pH<2 and
refrigerate to 2
to 5°C
xviii) Nitrate P, G do 100 24 h For certain waste-
water the sample
cannot be preser-
ved and it is
necessary to carry
out analysis on
site
xix) Nitrite I’, G Add mercuric chloride 100 Analyse as -
(40 mg/l), refrige- soon as
rate to 2 to 5°C or possible
freeze at -20°C
xx) Organic P, G Add concentrated 500 Analyse as
matter sulphuric acid to soon as
bring the pH<2 possible
XXI) Odour G 500 6h Test shall preferably
be carried out on
site
xxii) Oxygen, P, G 300 Analyse as
dlssol- soon as
ved possible
xxiii) Ozone 1 000 On site
xxiv) Pesticides, G Cooling to 4°C 7 days ftthFt recommended
organ0 lmmedlately
chloride atter sampling, the
extraction agent
used in the method
of anaI;;is ths
added
extraction be
carried out on
site
qv) Pesticide, G Cooling to 4°C 7 days It is recommended
organo- that immediately
phosphorus after sampling,
the extraction
agent used in the
mathod of analy-
sis or be added
or that extraction
be carried out on
site
xxvi) pH P, G Transportation at a 3h $yil;see preferably
lower temperature
than initial tempe-
rature
xxvii) Phenol G Inhibition of bio- 500 24 h The preservation
chemical oxidation tee hnique will de-
by copper sulphate pend the
and acidification method ifn analy-
with Phosphoric sis to be used or
acid or alkalinization type of phenol
with sodium hydro-
xide to pH>ll
( Continued )
4IS : 3025 ( Part 1 ) - 1987
TABLE 1 TECHNIQUES GENERALLY SUITABLE FOR THE PRESERVATION OF SAMPLES - Contd
81 PsrtfomTbypgo fof~ s Preservation Minimum Maximum Remarks
No. Container Technique Volume, Recommended
Studied ml Preservation
Time Before
Analysis
(1) (2) (3) (4) (5) (7)
xxviii) Phosphate, GW Fiitratioi, immediately 100 Several
dissolved, using 45 pm mem- months
inorganic brane filter and add
suiphuric acid to
bring pH ~2
xxix) Residue P, G (B) -
xxx) Salinity 6, wax Use wax seal 250 Anda$eeyimme-
seal
xxxi) Silica P - - - if silica is high,
dilute at site with
silica free water
xxxii) P, G 24 h Should be carried
Synp$$d
_ out as soon as
mentary possible and
matter preferably on site
xxxiii) Sulphate P, G Co;;li; 5J; between - 1 week -
XXXiV) Sulphide P, G Treatment with 2 ml 100 1 week
of 1 mot per litre of
zinc acetate and
alkelinization with
2 ml of 1 moi per
litre sodium hydro-
xide
xxxv) Suiphite P, G Fixing on site byaddi- 1 week
tion of 1 ml of
2.5 percent ( m/m 1
solution of EDTA
per 100 ml of
sample
xxxvi) Taste 6 Refrigerate 500 Anaiyse as ‘soon
as possible
XXXVii) Temperature Record immedi-
ately
-
xxxvrii) Turbidity P, G Sto;; F dark for up to Analyse as soon
as possible
Note 1 - For determinations not listed, no special requirements have been set; use glass or plastic containers,
preferably refrigerate during storage and analyse as soon as possible.
Not. 2 - P - plastic (polyethylene or equivalent, coiouriess ); G - glass, G(A) or P(A) = glass, rinsed
with 1 : 1 nitric acid, G(B) c glass, borosiiicate, G(S) = glass; rinsed with organic solvents,
Sampler is lowered with the help of motorized wireline winch with specified speed. When it
reaches the desired place/depth, it is given a jerk mechanically in a typical manner with the help of
both the hands. Process is repeated five times and then sampler is pulled out. Water sample is
then taken out of the sampler.
3.7 Types of Samples
3.7.1 General - Analytical data may be required to indicate the quality of water by determina-
tion of such parameters as concentrations of inorganic material, dissolved minerals or chemi-
cals, dissolved gases, dissolved organic material, matter suspended in the water or bottom sedi-
ment at a specific time and location or over some specific time and location or over some specific
time-interval.
Certain parameters, such as the concentration of dissolved gases, should be measured in-silu,
if possible, to obtain accurate results. It is recommended that separate samples be used for che-
mical and biological analyses because the procedures and equipment for collection and handling
are different.IS:302S(Partl)-1887
FIG. 1 SAMPLE BOTTLE HOLDER
The sampling techniques will vary according to the specific. situation. The different types of
sampling are described in 3.6.
3.7.2 Spot samples - Spot samples are discrete samples generally collected manually, but which
can be collected automatically, for waters at the surface, at specific depths and at the bottom.
Each sample will normally be representative of the water quatity only at the time and place taken.
Automatic sampling is equivalent to a series of such samples taken on a pre-selected time or flow-
interval basis.
Spot samples are useful if the flow of” the water to be sampled is not uniform, if the values of
the parameters of interest are not constant, and if the use of a composite sample would obscure
differences between individual samples due to reaction between them.
Spot samples may also be required in investigations of the possible existence of pollution, or
in surveys to indicate its extent or,, in the case of automatic discrete sample collection, to determine
the time of day that pollutants are present. They may also be taken prior to the establishment of
a more extensive sampling programme.
The taking of spot samples may be specified for the determination of certain parameters, such
as the concentration of dissolved gases, residual chlorine and soluble suiphides.
3.7.3 Periodic samples at fixed time intervals - These samples are taken using a timing mecha-
nism to initiate and terminate thecollection of water during a specific time-interval. A common proce-
dure is to pump the sample during a fixed period into one or more containers, a set volume being
delivered to each container.
3.7.4 Periodic samples.taken at fixed flow intervals - These samples are utilized when variations
in water quality criteria and the effluent flow rate are not inter-related. They are also categorized
as flow-proportioned samples. An example would be that for each unit volume ( for example, 10,000
iitres ) of liquidflow, a constant sample size is removed irrespective of time.
3.7.5 Continuous samples taken at fixed flow rates ( time dependent or time average ) - Samples
taken by this technique contain all constituents present during a period of sampling but do not
provide information about the variation of concentrations of specific parameters during the period
of sampling.
61Sr304S(Putl)-1887
LINE’S MARKEO AT
REGULAR INTERVALS
SOFT
EXPANSION
RING/ 1’1 ’ ’
METAL CONTAINER
TOTAL CAPACITY
AT LEAST THREE
TlMES THAT Of BOTTLE
WEIGHTING,
FIG. 2 IMMERSION TYPE SAMPLER USED FOR DISSOLVED GASES AND DEPTH SAMPLES
3.7.6 Continuous samples taken at variable flow rates ( flow dependent or proportional )- The
flow-proportional samples collected are representative of the bulk water quality. If both the flow
and composttion vary, flow proportional samples can reveal such variations which may not be
observed by the use of spot samples. Accordingly, this is the most precise method of sampling
flowing water, if both the flow rate and the concentration of pollutants of interest vary significantly.
37.7 Composite samples - Using one of the preceding techniques, samples may be obtained
manually or automatically on either of two basis, that is, individual samples or composite sam-
ples, where, on either a flow, time, volume dependent or on flow basis, it is desired to mix several
individual samples and reduce the cost and time for their analysis.
Composite samples provide average compositional data. Accordingly, before combining sam-
ples, it should be verified that such data is desired or that the parameter(s) of interest does not
vary significantly during the sampling period.
3.8 Transportation of Samples - The individual wastes tend to decompose on keeping, which
results in the change of composition at room temperature. The following measures should be
adopted when transporting the samples from the place of sampling to the laboratory.
a) The sample should be collected in leakproof glass or plastic container;
b) Sample should be transported in an ice box keeping the temperature around 4°C;
.
c) Undue jerking of the samples shouldLbe avoided as this may result in coagulation of the
suspended matters: _
7!S : SOZS( Part 1 ) - 1987
d) For bacteriological tests, samples should be handled under aspectic conditions while
placing in the ice box or removing from the ice box;
e) Immediately after reaching the destination, the samples should be transferred to refri-
gerator;
f) A. wax pencil may be used for writing details on the labels which should be protected from
wetting; and
g) The sample bottles should be carefully labelled to provide the following information:
1) Place of sampling,
2) Time and date of sampling,
3) Type of sampling and depth of sample,
* 4) Name of the sampling staff, and
I; 5) Purpose of sampling. ’
Note - Worthy features of sampling point should also be recorded on a separate sheet and should be submit-
ted to the laboratory along with the sample.
FIG. 3 KEMMERERS SAMPLER
8IS : 3025( Part 1 ) - lq87
/-SHIM SEAL @
;O;-RETURN “:L”E @
VALVE STEM IS 3F
TRIANGULAR CROSS
SECTION ALLOWING
~IUNSFER OF
1 SAMPLE FLUIOS
SAMPLE
VESSEL @
SAMPLE
RELEASE VALVE a)
FIG. 4 KLYEN SUB-SURFACE SAMPLER
3.9 Sampling Locations
3.9.1 Rivers, stregms and canals - Samples should be collected, as far as possible, from mid-
stream at mid depths. Sampling too near the bank provide fictitious results. Sites should be
selected preferably where marked quality changes occur and ,where there are important river uses
such as confluences, major river discharges or abstractions. Sampling locations can be fixed by
reference to significant features. In this connection use of reference maps may be helpful. The site
should be reasonably accessible all the year round. Taking of samples from over the bridges is
appropriate. Samples can also be taken from boats wherever feasible for rivers and lakes. Unsafe
banks should be avoided. Wherever necessary, sampling should be made by a team using safety
jackets. Sampling by wading, where the rivers are shallow, care being taken to collect samples
upstream of the wader, who can disturb the bottom sediments.
When it is intended to monitor the effects of a discharge, both upstream and downstream
sampling is nncessary. Mixing of discharge with receiving water is important. A sample from 100
metres down stream of-the discharge po.int is considered representative in case of small streams.
In rivers many kilometres will be necessary. Therefore, in case of longer rivers there should be
three fixed sampling locations in a cross-section ( left, middle, right ), the left and right one should
be far enough from the bank. Sampling should extend to an appropriate distance downstream to
assess effects on the river. Ideally, sample should be taken from a turbulent point. WhEre the flow
9
IIS : 3025( Part 1 ) - 1997
is stream-lined, turbulence should be induced. ( This does not apply to collection of samples for
determination of dissolved gases and volatile materials. )
The general considerations for rivers and streams also spply to canals. Flow and stratification
are important factors. The rate of flow in canals change depending on their use, Stratification is
pronounced under quiescent conditions. The water body can be thermally straitified-and very signi-
ficant quality differences can develop at different depths Passage of boats also have marked
short-term effect on the quality especially on suspended solids, oil and grease which may be contri-
buted as a result of spills from boats, etc. Sampling should be carried out at all draw-off points
and draw-off depths, in addition to the point of inputs.
3.9.2 Ground water - Whenever possible, sample should be collected after pumping the well
or bore hole for a period of at least an hour or two. This ensures drawal of new water from aquifer.
Depth below ground level or reference level at which the sample is taken, should be recorded.
3.9.3 Drinking water supply - The sampling point should be located at a place where all the
reactions of the disinfecting agent are completed and also some residual disinfectant is present.
The usual sampling position is a tap on a pipe connected directly to the pumping main, as close
as possible to thd reservoir. Many service reservoirs fill and empty through the same main. Samp-
ling should be made when reservoir is being emptied.
3.9.4 Sewage efnuents - Samples may be required when sewage enters a treatment plant, after
various stages of treatment and the treated effluent. Crude sewages samples are taken aftei
preliminary treafment process ( grit removal and screening ) to exclude large particles.
In case of sewers and narrow effluent channels, samples should be drawn from a point which
is at one-third water depths from the top without skimming the top or scrapping the bottom. In
any event yelocity of flow at the sampling point should be sufficient to prevent deposition of solids.
Sample should be drawn gently without causing aeration or liberation of dissolved gases. In most
cases, sewage flows are intermittent and collection of sample every hour may be necessary.
3.9.5 Trade efluent - Sampling of industrial effluents must be considered in relation tothe
nature and location of each individual effluent. When effluents from a variety of processes disch-
arge into a common drain, adequate mixing is required. Sample should be collected keepi.ng this
in mind. In some cases this may require construction of a manhole chamber within the factory
begore the final outfall. Samplisshould be drawn from the manhole without entering it. Samples
from deep manholes should be drawn with the help of specially designed equipment.
There is a possibility of domestic sewage getting mixed into industrial waste. Sampling site
should be chosen to exclude such wastes.
The gene.ral principles for collection of sewages and sewage effluents are applicable in case
of trade effluents also.
EXPLANATORY NOTE
Water and wastewater are susceptible to being changed to dlffering extents as a result of
physical, chemical or biological reactions which may take place between the tlme of sampling and
analysis. This may lead to differences in concentrations determfned. Therefore, this standard
covers in detail the sample drawal, preservation. etc. This standard supersedes clause 2 of IS : 2488
( Part 1 ) - 1966, ( Part 2 ) - 1968, ( Part 3 ) - 1968, ( Part 4 ) - 1974 and ( Part 5 ) - 1976 ‘Methods of
sampling and test for industrial effluents: Parts 1, 2, 3, 4 and 5 and IS: 3025-1964 ‘Methods of
sampling and test ( physical and chemical ) for water used in industry*.
In the preparation of this standard assistance has been taken from @O 566713 water quallty-
sampling - Part 3 : Guidance on the preservation and handling of samples, published by Inter-
natonal Organization for Standardization ( IS0 ), Geneva.
10
Printed at Central Electric Press, Delhi-28
--AMENDMENT NO. 1 DECEMBER 1999
TO
IS 3025 ( PART 1) : 1987 METHODS OF SAMPLING
AND TEST (PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 1 SAMPLING
( First Revision )
[ Page 4, Table 1, Sl No. (xxii), co1 7 ] - Substitute ‘Tests be carried out
preferably on site/for ‘-‘.
(CHD12)
Reprography Unit, BIS, New Delhi, India
|
12094.pdf
|
Indian Standard
GUIDELINES FOR PLANNING AND DESIGN OF
RIVER EMBANKMENTS (LEVEES)
(First Revision)
ICS 93.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cktoher 2000 Price Group 3River Training and Control Works Sectional Committee, WRD 22
FOREWORD
This Indian Standards (First Revision) was adopted by the Bureau of Indian Standards, after the draft finaiized
by the River Training and Control Works Sectional Committee had been approved by the Water Resources
Division Council.
An embankment (levee) is an artificial bank built along banks of ariver for the purpose of protecting adja~ent
land from inundation by flood. Such type of structure is also called ‘embankment’, ‘stop-bank’, ‘bund’ or
‘dyke’. Construction of embankment to control flood is an age-old practice and is still being followed due to
its proven suitability.
This standard was first published in 1987. In this revision technological changes and improvements, as aresult
of experience gained over the last decade, have been incorporated.
There is no 1S0 standard on the subject. This siandard has been prepared based on indigenous data/practices
prevalent inthe field in hdia.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this standard.IS12094:2000
Indian Standard
GUIDELINES FOR PLANNING AND DESIGN OF
RIVER EMBANKMENTS (LEVEES)
( First Revision)
1
SCOPE a) Predominantly agricultural areas, and
This standard covers planning and design of river b) Townships or areas having industrial or other
embankments (levees) cmdry land. vital installations.
2 REFERENCES 3.1.2 Collection of Data
The following standards contain provisions which For preparation of asuitable flood protection scheme,
through reference in this text, constitute provisions of information on topography, characteristics, and
this standard. At the time of publication, the editions hydrology ofthe river, history of past floods and works
indicated were valid. All standards are subject to is necessary. The basic data required is as follows:
revision and par’ties to agreements based on this
a) Topography
standard are encouraged to investigate the possibilityy ‘
.1) Index plan showing the area affected in the
of applying the most recent editions of the standards
past (including lamls, villages and property)
indicated below:
and the area likely to be affected in post-
IS No. Title project conditions.
7894: 1975 Code of practice for stability 2) Contoured survey plan of the area prone to
analysis of earth dams inundation.
3) Plan showing past river courses.
8408: 1994 Planning and design of groynes in
alluvial river — Guidelines (first 4) Plan of soil survey of the area where embank-
revision) ments are proposed.
I075 I : I994 PLanning and design of guide 5) Plan and section ofthe flood protection works
banks for alluvialriver— Guidelines already existing or executed.
(@w revision) 6) Plan of structures likely to be affected due to
.11532: 1995 Construction and maintenance of construction of embankment as a result of
river embankments (levees) — increase in flood level.
Guidelines (first revisiotl)
b) River characteristics and hydrology
12169: 1987 Criteria for design of small
1) Characteristics of the river whether alluvial,
embankment dams
incised, aggrading or degrading; meandering
3 PLANNING
or braided.
3.0 General 2) Qualitative and quantitative analysis of
For plmning of embankments the following three the silt of river at sites of proposed work or
aspects need to be lookccl into: upstream.
3) Nature of the soil of the bank and the bed at
a) The area to bc protected,
site of the proposed work.
b) Degree of protection to be provided, and
4) Gauge and discharge data of the main
c) Alignment and spacing of embankment.
river and its tributaries, preferably at sites of
3.1 Area tobe Protected proposed work or otherwise upstream.
5) Recorded maximum flood discharge, velocity
3.L1 Class ficutim
and level.
II is necessary to know the importance of the area to
he protected in order to determine the degree of 6) Safe carrying capacity oftheriver (where work
is prop-osed).
lirotcction (see 3.2) to be provided. At present, there
are two classifications made according to land 7) Extent of the flood spill and the quantity of
utilization of the ;u-caas given below: the spill to be controlled.
1IS 12094:2000
8) Cross-section and L-sections of the river 3.3.1.2 The spacing between the embankments in
particularly in thewaches where works are jacketted reach of river should not be less than 3times
proposed. Lacey’s wetted perimeter for thedesign flood discharge.
In no case should an embankment be placed at a
9) Rainfali clatafor the basin forthe past years.
distance less than Lacey’s wetted perimeter from the
river bank or one and a half times the Lacey’s wetted
c) History ofpastfloods
perimeter from the midstream ofthe river. This should
A brief history ot’the past floods indicating also be ensured in case of embankment on only one
duration of tloods, flood discharges and cor- bank of the river. Alignment of embankments should
responding water levels, stage ofthe river atwhich also beplanned sothat land acquisition forembankment
the damage was most pronounced, extent of construction is feasible and is not prolonged.
damage and their effect on the river regime,
3.3.1.3 In the tidal reach of a river, embankments
measures adopted earlier for the protection
should be constructed with due regard to their effect
against floods and their effect on the river courses,
on the navigation requirements in the channel as
river sections, bed levels, etc, aswell asthepresent
embankments in such cases may substantially reduce
condition of the existing flood control works.
the tidal influx causing a reduction in the available
3.1.3 After determining the type of the area to be navigation depth. As such no recommendation on
protected and degree of protection to be given, the spacing and alignment of levee can be generalized
extent of area to be protected economically should be in view of the fact that each river isunique in itsbeha-
decided upon. For economic viability, the benefit-cost viour. Thorough knowledge of the river behaviour and
ratio (B.C. ratio) should be more than unity. studies of the effects of the embankments along
different alignments are prerequisites for taking
3.2 Degree of Protection
decision on spacing and alignment. Vulnerability to
The height of the embankment and the corresponding river attack, rise of high flood level on account of
cost and B.C. ratio should be worked out for various reduction in flow area, increase in discharge due to
flood frequencies taking into account thedamage likely cut off in valley storage, as well as optimization of
to occur. The degree of protection which gives the benefit, etc, should reflect in the decision making.
maximum benefit cost ratio should be adopted.
3.3.2 Length of the Embankment
However, till such time as the details of all relevant Length of embankment directly depends upon the
parameters are available, embankment schemes should alignment. However, itis to be ensured that both ends
be prepared for a flood of 25 years frequency in the ofthe bund are tied up tosome high-ground orexisting
case of predominantly agricultural ar~as and for flood highway or railway or any other embankment nearby
of 100 years frequency for works pertaining to conforming to the design height of the embankment.
protection of town, important industrial and other vital
installations. In certain special cases, where damage 4 DESIGN OF EMBANKMENT
potential justifies, the maximum observed flood may 4.1 Types
also be considered.
Embankments can beclassified into two types asgiven
3.3 Alignment and Spacing of Embankments below:
3.3.1 As far as possible, embankments should be a) Homogeneous Embankment— It consists of
aligned on the ridge of the natural banks of the river, practically uniform material throughout. There
where land ishigh and soil suitable forthe construction isnodesigned plan of material distribution other
ofembankments. than the coarsest or most pervious material being
placed at the outer slopes (see Fig. 1).
The alignment should be determined in such a way
that the high velocity flow which can erode the b) Zoned Embankment— It essentially consists of
embankment material issufficiently distant from them. an inner or impervious section supported by
Hydraulic models are useful guides in this regard. two ormore outer sections ofrelatively pervious
materials (see Fig.2).
3.3.1.1 Embankments should be aligned so that
important towns and properties along the river bank 4.1.1 The essential requirements for design of the
are left outside the embankment. Where it is not embankment are the determination ofthe design high
possible to set back embankments to avoid the high flood level (HFL), hydraulic gradient, freeboard, side
velocity flow, some form of protection is necessary. slopes, top width, etc. The stability of the structure
Protrusions and sudden changes inthe alignments and should be checked under all stages of construction,
forming kinks should be avoided as far as possible. condidon of saturation and drawdown. The embankment
2IS 12094:2000
TOP WIDTH 5.0 TO 5.5 m
NOT STEEPER THAN r
1:2 OR 1:3 -FREE BOARD
LONGITUDINAL DRAIN 1.5 mORMtm
DESIGN H F L
MINIMUM NOT STEEPER
COVER 0.6 m THAN 1:2 TO 1:3
—
(COUNTRY SIDE) 0s3 m(AVERAGE ] (RIVER SIDE )
NOTES
1 Regwding dtermte dimensions shown in the figure, refe.re to the vmious cktuses rekrting
to design mpects given in the stmdwd.
2 The depth wrd distmrce of borrow pits shell be m per the requirenrents given in 1S 1153.
3 Spacing of cross-drains me m per 1S8237 ‘Code of pr~ctice of protection of slope for
reservoir embmknrents (fir-sr revision)’.
4 Strip level is shown m it is m obvious fe~ture of construction work.
FIG.ITYPICALCROSS-SWNONOFHOMOGENEOEUMSBANKMENT
EL
mox. WS EL
—---- ~------- —.
O-33m RIP RAP
15cm GRADED FILTER
5 b
\MpER1w\@ e~ANKET lm
-=== 67.
FIG.2 TYPICALCROSS-SECHONOF ZONEDEMBANKMEiWS
should be safe against cracks due to unequal moisture frequency analysis for the return period
contents indifferent parts and unequal settlement (see according to land utilization pattern of area
IS 7894 and IS 12169). (see 3.2) using standard statistical methods.
4.2 Design HFL b) Where Discharge and Gauge Data areAvailable
for aShort Period —A suitable gauge discharge
Correct assessment of the HFL isan important item in
relationship should first be established. Then a
the destgn of embankment. A general problem
relationship between storm, rainfall and peak
encountered indetertnining HFL isnon-availability of
discharge should he established “based on the
adequate data. Depending on data, the approach to
data for the period for which discharge data is
determine HFL is divided into the following three
available. Utilizing allavailable past rainfall data,
categories:
a suitable return period value should be chosen
a) Whet-e Lotlg-fi~rm Di.w%urge and Guuge Data for design storm rainfall intensity. Land-use and
are Available — Firslly gauge discharge nature of the area should also be taken into
relationship should be established. Then consideration to find out the design peak flood
available discharge data should be subjected to discharge from the rainfall peak discharge
31S 12094:2000
relationship. The design flood level is to be 4.4 Top Width
obtained from gauge discharge relationship
For facilitating transport of material during
already established. The design flood level so
construction and maintenance work, it is desirable to
obtained should be verified on the basis of
make the top sufficiently wide toaccommodatetwo-lane
observed cross-sections, slopes and velocities
vehicular traffic and to be used as inspection road.
of the river in the recent years.
The criteria given below may beconsidered asgeneral
c) Where No Discharge and Gauge Data are guideline for top width (see IS 11532).
Available— Synthetic unit hydrography approach
4.4.1 The top width of the embankment should be of
should be used for estimating the desired return
5.0 m. The turning platforms, 15 to 30m long and
period flood. For this purpose flood estimation
3.Om wide with side slope I:3 along the countryside
reports prepared by Planning and Coordination
of the embankment should be provided at every ——
Committee and published by the Directorate of
kilometre (see Fig. 3).
Hydrology (Small Catchments), Central Water
Commission, New Delhi forthecountry ‘asawhole 4.4.2 The top width should be adequate for the type
under the short-term plan and for each sub-zone of vehicular-traffic designed to use the embankment.
under long term plan may be used. Clear berms of 1mwidth oneither side sloping towards
the outer edges of the embankment may be provided
4.2.1 In the case of embankment on both sides ofriver,
for drainage. No water should be allowed to crllect
rise in the water level due to jacketing of the river
over the embankment at any stage. Suitably designed
should be kept in view indetermining the design HFL.
gutter-drains may be provided on both side klopes at
4.3 Free Board intervals.
The top of the embankment should be so fixed that 4.5 Hydraulic Gradient
there is no danger of over-topping even with intense It isalways desirable to know, approximately at least,
wave wash or any unexpected rise in the river levels
the line of seepage in the cross-section of a proposed
due to sudden change inthe river course or shortening embankment. This line should never be allowed to
of river course due to unforeseeable causes or
intersect the outside countryside slope of bank above
aggravation of river bed or embankment settlement. GL and care should be taken so that acover of0.6 m is
The height ot’the wave depends upon the wind velocity
available onHG line.
and the fetch. There are many formulae fordetermining
4.5.1 Hydraulic gradient line should bedetermined on
the height of the wave; however, the formula proposed
the basis of the analysis of soils which are to be used
by Stevenson, modified by Molitor to include wind
vel~ity, should be used as given below: in the construction of embankment. However, the
following guidelines are recommended:
hw =0.032 (VF)ln +0.76 – 0.27 (F)i’4
Type of Fill Hydraulic Gradient
where
Clayey soil lin4
hw = height of-wave from trough to crest in metres,
Clayey sand lin5
V = wind velocity in kilometres per hour, and
Sandy soil lin6
F = fetch or straight length of water subject to wind
action inkilometres. 4.6 Side Slope
The side slopes are dependent upon the nature of the
4.3.1 The height of the wave ismeasured from trough
material ofwhich the embankment ismade, the method
to crest of the wave but as the waves will travel up the
ofconstruction, the height of the embankment and the
slope of the embankment, hwmay be taken as height
length of time that the embankment is likely to be
above the flood level.
subjected to the action of flood waters. They shall
4.3.2 As aguideline, minimum free board of 1.5mover also be stable against slipping under conditions of
design HFL including the back water effect, if any, saturation and sudden drawdown (see IS 7894).
should be provided for the river carrying design
4.6.1 River Side Slope
discharge up to 3000 m~/s. For higher discharges or
for aggrading/flashy rivers, the minimum free board The river side slope should be flatter than the under
should be of 1.8 m. This should be checked also for water angle ofrepose ofthe material used inthetill. Up
ensuring aminimum of about 1.0moffree board over to an embankment height of 4.5 m, the slope should
HFL corresponding to 100 years frequency flood not be steeper than 1 in 2 and in case of higher
(see also 3.2). embankments slope should not be steeper than 1in 3,
4IS 12094-:2000
3m WIDE AND 15m TO30m
LONG TURNING PLATFORM TOP WIDTH OF
AT EVERY KILOMETRE EMBANKMENT
FREE BOARD
DESIGN HFL
SLOPE
1:3
MINIMUM COVER
-—— -.--————-..-————
——
BORROW PIT ‘BORROW PIT
‘(cOUNTRY SIDE)
(RIVER SIDE 1
FIG.3 TYPICALCROSS-SECTION”SHOWTIUNRGNINGPLATFORM
when the soil is good and to be used in the most c) For embankments of height more than 6.0 m,
favorable condition of saturation and drawdown. detail design should be made.
a) In case of higher embankment protected by rip- 4.6.2.1 For drainage, longitudinal drains should be
rap, the slope of embankments up to 6 m high provided on theberm and cross drains atsuitable places
may be 1 in 2 or I in 2.5 depending upon the should be provided to drain the water from the
type of slope protection; longitudinal drains (see IS 1075 I).
b) If the construction material is sandy, the slope
4.7 Safety Measures inDesign
should be protected with a cover of 0.6 m thick
good soil; and Structure should be stable under all stages of
c) It is usually preferable to have more or less free construction and conditions of saturation and draw-
draining material on (he river side totake care of down. It is therefore necessary that stability checks
sudden drawdown. In case of high and important for various conditions should be done toensure safety
embankment stone rip-rap either dry dumped or of the structure. Seismic forces should also be
hand placed and concrete pavements/concrete considered forhigh embankments. The factor of safety
blocks with open joints are adopted to protect should be 1.3 or greater. (see IS7894).
the embankment against drawdown andlor
4.7.1 Safety Against Cracks Due to Unequal
erosive action of the river (see IS 8408); in less
Settlement and Wetting
important embankments where rip-rap iscostly,
willow mattress can be used. Unequal settlements can be Iiirgely avoided by
preparing the foundations properly and by selecting
4.6.2 Countryside S1O[JC
suitable material for construction. Where the
A minimum cover of 0.6 m over the hydraulic line
foundation soil is weak, suitable strengthening
should be provided.
measures may be taken. Clayey soils containing
a) For embankment up to 4.5 m height, the organic matter or soils containing decaying vegetables
countryside slope should be 1in 2 from the top matter such as remains of pka$ts and roots should be
up to the point where the cover over HG line is rejected. Well graded homogeneous materials are most
0.6 m after which aberm of suitable width, with suitable for construction. Incase ofdifficulty ingetting
the countryside slope of I:2 from the end of the full quantities ofthe same material, zonal sections with
berm up to ground level, should be provided; impervious core and apervious casing may”be adopted.
b) For embankments of height between -4.5 to In high embankments it is desirable to mechanically
6.0 m, the corresponding slopes with respect to compact the earth fill in suitable layers with a view to
4.6.2 (a) should bc I in 3. Berms should be of achieve optimum density with appropriate moisture
width 1.5mnormally; content. Breaking ofbig clods specially inclayey soils
5IS 12094:2000
is to be done and organic/vegetable matter separated soling over filter for proper drainage. For
to safeguard against leakagdpiping. embankments protecting towns in industrial and
places of strategic importance, the necessity of
4.8 Sluices
providing all weather road surfaces of 3to3.5 mwidth
Sluices with regulating arrangement should be should be examined to ensure maintenance work for
provided for countryside drainage. The size ofsluices reaches which are not easily accessible.
will depend upon the intensity of the rainfall and the
4.10 In order to provide communication from one
catchment area to be drained.
side of embankment to the other, ramps at suitable
4.9 Treatment on Top of Embankments
places should be provided as per requirement to
An embankment should be provided with suitable obviate subsequent interference.
61-
Bureau of Indian Standards
BIS is a statutory institution established mder the Bureau oflndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
—
Amendments are issued to standards as the need arises on the basis of comments. Standards are also i
f
reviewed periodical y; a standard along with amendments is reaffirmed when such review ind]cates that
1
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc : No. Wm 22 (263).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375, 3239402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14 C. I.T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 3378626,3379120
{
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern :C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
2351519,2352315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
{
Branches :AHMADABAD. BANGALORE. BH”OPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Primed al Prabhal Offset Press, New Delht-2
|
15174.pdf
|
[
Is 15174:2002
i
I
I
Indian Standard
METHODS FOR TESTING TAR AND BITUMINOUS
MATERIALS —DETERMINATION OF BREAKING
POINT FOR ANIONIC BITUMEN EMULSION
Ics 75.140
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2002
Price Group 2
(—&
Bitumen,Tar and Their Products Sectional Committee,PCD 6
FOREWORD
This Indian Standard wasadopted bytheBureauofIndianStandards,afterthedraftfinalized bytheBitumen,Tar
and Their Products Sectional Committee had been approved by the Petroleum, Coal and Related Products
Division Council.
The term ‘anionic’ describes bitumen emulsion inwhich the disperse phase (bitumen) hasnegative charge and
therefore will be attracted topositively charged surface oranode. Inanemulsion, bitumen isbroken down into
billions ofmicroscopically smalldroplets suspended ineachcubiccentimetre ofemulsion volume. Theemulsion
thustakesonthecharacteristics ofthedispersingmedium—themainonebeingthefluidity.atnormaltemperature
of 5to 25*C. %’
Anicmicbitumen emulsion findswidespread applications inthefieldofroadconstruction (mainlywith positively
~
charged limestone aggregates), maintenance patching, crack-sealing, asphalt mulch treatment for hill slope
stability and water vapour barrier asprotective coating applied to concrete &d steel structures.
The breaking mechanism of an anionic emulsion differs from those of cationic bitumen emulsion where
neutralization of surface charge initiates the breaking process. In an anionic bitumen emulsion, the breaking
takes place mainly by evaporation of surface water andhence the process ismore temperature dependent. The
breaking point of ananionic bitumen emulsion thusbecomes allthe”moreimportant astheperformance process
starts after the emulsion isbroken.
The composition ofthe Committee responsible forthe formulation ofthis standard isgiven inAnnex A.
In reporting the results of a test or analysis in accordance with this standard, if the final value, observed or
calculated, istoberounded off, itshallbedone inaccordance withIS2:1960 ‘Rulesforrounding offnumerical
values (revise~’.IS 15174:2002
Indian Standard
METHODS FOR TESTING TAR AND BITUMINOUS
MATERIALS — DETERMINATION OF BREAKING
POINT FOR ANIONIC BiITUMEN EMULSION
1SCOPE diorite, quartzite) washed anddried, andwhir%passes
.’,;
through a sieve having a mesh size of 2 mm but
This standard covers method for determination ofthe
retained on a sieve having a mesh size of 600 pm.
breaking point of an anionic bitumen emulsion by
The aggregate isto be kept ina sealed container.
contact with areference aggregate. Thetestappliesto
emulsions of pure bitumen and to emulsion made of 5.3 A balance capable of weighing to an accuracy
~. pure cut-back or fluxed bitumens. Ofo.ol g.
5.4 A closed vessel maintained at a temperature of
2 NORMATIVE REFERENCES
approximately 25°C saturated with water vapour (for
‘% The Indian Standards listed below contain provisions example, adessicator where panatthebottom isfilled
which, through reference in this text, constitute with water).
provisions ofthis standard. Atthetime ofpublication,
5.5A 100ml pyrex beaker.
the editions indicated were valid. All standards are
subjectto revision andparties to agreements based on 5.6 A glass stirring rod approximately 5 mm in
this standard are encouraged to investigate the diameter and approximately 30 mm longer than
possibility of applying the most recent editions ofthe beaker.
standards indicated below:
5.7Trichloroethylene, acetone and distilled water
ISNo. Title
334:2002 Glossaryoftermsrelatingtobitumen 6PREPARATION OF THE SAMPLE
and tar (third revision)
Theemulsion shallbefiltered through astainless steel
1211:1978 Methods for testing tar and
sievehaving amesh sizeof600 pm and isthoroughly
bituminous materials:Determination
homogenized by stirring. -----
of water content (Dean and Stark
method) (first revision) 7PROCEDURE
3 TERMINOLOGY
7.1 The test shall be carried out at a temperature
For the purpose of this standard the definitions given of250C.
in IS 334 and the following shall apply.
7.1.1Determine thewater content (E) ofthe emulsion
.3.1 Breaking Point asper the method described inIS 1211.
The breaking point of a bitumen emulsion is the 7.1.2 Clean the beaker, the stirring rod and the sieve
bitumen of the emulsion fixed on a given amount of intrichloroethylene andacetone. Then dry inanoven
aggregate in relation to the amount of bitumen atatemperature of 11O“Candallowtocooltoambient
contained in that emulsion. temperature.
7.1.3 Weigh 10* 0.1 gaggregate into the beaker and
4 PRINCIPLE
then weigh the beaker together with the aggregate,
The test consists in introducing a given amount of. sieve and stirring rod to an accuracy of +0.01 g. The
emulsionandaggregateinacontainer.Thetwoproducts mass obtained (A)isexpressed in g.
are mixed. After anhour, the mixture iswashed with
7.1.4 Place the beaker and aggregate in the closed
distilled water, dried andthe weight ofbitumen fixed
vessel saturated with water vapour for one hour.
on the aggregate is determined by weighing.
7.1.5 Add approximately 10 g of emulsion to the
5APPARATUS AND REAGENTS
beaker. Determinethemassofemulsion (D)expressed
5.1 A stainless steel sieve with a mesh size of in+0.01 g.
150 pm, 40 mm in diameter and 50 mm in height.
7.1.6 Mix for approximately 15 seconds with the
5.2 A siliceous aggregate (for example, porphyry, stirring rod inorder to completely coat the aggregate
with emulsion.Is 15174:2002
7.1.7 Placethebeaker anditscontentsplusthestirring NOTE
rod in the closed vessel that is saturated with water 1If1,islessthan0.5percenhgivetheresultasO.
vapour, taking care to place a filter paper moist with 2If{8isbetween0.5to1.0percent,givetheresultroundedto
nearestdecimalWlon.
distilled water, on the beaker. Leave inthe.closed
3If1,isgreaterthan1percen~givetheresultroundtothenearest
vessel for onehour.
unit.
7.1.8 Remove the beaker and pour 50ml of distilled
9PRECISION
water into it. Mix gently and pour the water over the
sieve of 150 pm sizewhich has been moistened with
9.1 Repeatability
distilled water. Do not allow any aggregate to be
poured out with it. The test results conducted by an individual shall not
beconsidered suspectunlesstheydiffer more thanthe
7.1.9 Repeat this procedure until thewater rinsing off following:
isperfectly clear.
R= 1, if the breaking point is between
7.1.10 Put the sieve andthe stirring rod inthe beaker 1and 10percent, and
and place them inan oven at 105°Cand leave until a
R= 0.1m, ifthebreaking point isgreater than
constant mass is produced (about 2 h). Weigh to the
10percent.
nearest 0.01 g (B).
where
8 CALCULATION
m= mean oftwo results.
Calculate beforehandthemassofbitumen inemulsion
9.2 Reproducibility
C expressed in g corresponding to the mass of
emulsion D. Thetestresultsconductedbytwodifferent laboratories
shall not be considered suspect unless they differ by
~=(loo;o:)x D more than the following:
R= 1,ifthebreaking pointislessthanorequal
to 4 percent and
The breaking point (1,)isequal to
R= 0.3 m, if breaking point is greater than
B–AXIOO 4 percent
Ia=—
c where
m= mean ofthe two results.
~.- -.
2Is 15174:2002
ANNEX A
(Forewor~
COMMITTEE COMPOSITION
Bitumen, Tar and Their Products Sectional Committee, PCD 6
Organization Representative(s)
CentralRoadResearchInstitute,NewDelhi PROFP.K.SrrmAR(Chairrrsun)
SmrSUNTBLOSE(Alternute1)
DRP.K.J.ur.J(Alternate II)
BharatPetroleumCorporationLimited,Mmnbai SmrJ.A.JANAJ
DRNOBLEGEOR(GAElternate)
BuildingMaterialsandTechnologyPromotioncouncil,NewDelhi SrwuRK.GUY
SmuB.ANrLKw(Altemofe)
CentralFuelResearchInstitute,Dbanbad DR(SMUMAT)SA.BHAmAIXARYA
SmuU.BHAnACHAR(YAAlternate)
CentralPublicWorksDepartmentNewDelhi SumummNG EN~
ExscunvsErwarwm(Altemate)
CochinRefineriesLmite& Cochbr Smuv.PASLY
SmrrR.VaNUGOPA(AL2terrrute)
Directorate@.~eti ofSuppliesandD@osals,NewDelhi
DkectorateofGeneralBorderRoads,NewDelhi .%R1S.S.PORWAL
SmuA.K.GUPTA(Akernute)
DrUppal’sTestingandAnalyticalLaboratory,Ghaziabad SsmrR S.S-
DurgapurProjectsLimited,Durgapur DRH.S.SARKAR
Engineer-in-chiefs Branch,ArmyHeadQuarters,NewDelhi CcmV.K.P.SrNGH
LTCOLR.S.BrWWALA(Alterrrute)
H@rwayResearchStation,Chennai
hlrrv -OR (Akerrrute)
HksdustarrCoalsLlmitcd,Mumbai SMUP.RAraNDRAN
SmuH.Pmmmisnm(Alterrrute)
HindustanPetroleumCorporationLimited,Mumbai SmuS.K.BHATNAGAR
SmuA.S.PRASHAKA(ARlterrrote) ‘--
IndianInstituteofPetroleum,DchraDun SmuU.C.GUPTA
SHRMI oHoANwAR(Ahernufe)
Indian011CorporationLimited(MarketingDivision),Mombai SruoR.S.SISODIA
SmuFksMKrnwr(Alternate)
IndianOilCorporationLimited[(R&D)Centre],Faridsbad Sr-moB.R.TYAGI
SmuM.P.KALA(A/ternute)
Indian011Corporation(R&P),NewDelhi SmuU.K.BASU
SmuS.K.PRASA(DAherrrute)
IndianRoadCongress,NewDelhi SHIUK.B.RAJOSUA
SrmrA.V.SW (Alternote)
LloydInsulations(h,rdia)Limited,NewDelhi SHRIMomTKHANNA
SsrroK.K.MmtA(Ahernute)
MinistryofDefenw(DGQA),NewDelhi SmtrK.H.GANDHI
SmuA.K.SrNHA(Alternate)
MadrasRefineryLimited,Chennai SmoM.S..%AYAMSrmmR
SmrrB.SASRA(MAlternote)
MinistryofSurfaceTransport(DepartmentofSurfaceTransport),NewDelhi SHMC.C.BHAmA~YA
SmuS.P.SrNGH(Alterrrote)
NationalBuildingOrganization,NewDelhi SHSUAK..LAL
SmuA.G.DHONGAO(AElrerrrote)
NationalTestHouse,Kolkata SHFUAK..CHMWLWORn
SssruS.K.AGARWA(AL/rerrrate)
(Continued onpage 4)
3Is 15174:2002
(Continued>om page 3)
Represerrtative(s)
PublicWorksDepartmen4GovernmentofWestBengal,Kokatsr SHIUAMITAVACHATIFKIFE
SmuRABINDRANABTAHSU(Alternate)
PublicWorksDepartmentMumbai SHSVU.B.Bcswa
PublicWorkaDepartmentTamilNadu SHSUND.AYANAMMN
SmuP.JAY.ASWW(ANlternate)
PublicWorksDepartment, UttarPradesh SmuV.P.B.Q6AL
DRG.P.S.CirAUHA(NAIternate)
RegionalResearchLaboratory,Jorhat DRR.C.BARUAH
STPLimited, Kolkata Smui, K.ROY
SrimS.BHANUSEXH(AAltRerrrate)
UniversityofRoorkee,Roorkee PROFH.C._iRAITA
BISDirectorateGenefrd Sr-rrrArNJANKM+Dkector&Head(pCD)
~epresenting DirectorGeneral(Ex-oficio)]
Member Secretary
SHNT.K.AMWANAN
JointDirector(PCD),BIS
Methods of TestforBitumen TarandThier Products Subcommittee, PCD 6:1
CentralRoadResearchInstitute,NewDelhi SHSUSum BOSE(Convener)
DRP.K.Jm (Alternate)
BharatPetroleumCorporationLimited,Mumbai SSDUJ.A.JANAS
DRNOBMGEORG(SAlternate)
BhilaiChemicalPrivateLimited,Ranchl SmuO.P.NANGAUJA
CochinRefineriesLimited,Kerala Smuv.PAILY
SrmrR.VmUGOPA(ALLkwate)
DurgapurProjectsLimited,Durgapur DRH.S.SARKAR
HighwayResearchStation,Chennai Drawr-o&
...-
Dmr.nKD-OR (Alternate)
HhdustanCoalsLimited,Mumbai SHSJH.PADMANASH.AN
SHSUVIIAYKB.HATNAGAR(A/terrrate)
HindustanPetroleumCorporationLimited,Mumbai SrmrA.S.PRABHAKAR
SmuS.K.BrmrwciAR(Akernate)
IndianInstituteofPetroleum,DebraDun SmuMOHDANW&
SmuU.C.G~A (Alternate)
Indian011CorporationLimited(MarketingDivision),Mumbai Ma R.S.%ODrA
SriruV.P.GUPTA(Alternate)
LloydInsulations(India)Limited,NewDelhi SsrruMOWTKHANNA
WroK.K.MnRA(Alternate)
MadrasRefineryLimited,Chennai SmrrM.S.SHAYAMSrmom
SmuB.Sms,mi(Alternate)
NationalTestHouse,Kolkata SmuP.K.5%AKRMORIY
SruoS.K.AGAWAS.(Alternate)
NeyveliLigniteCorporationL!mited,Neyveli DRs.sANrHANAh4
SHIUA.BALASUBR,WAWN(QAOlternate)
SteelAuthorityoftndi~NewDelhi SHRIS.K.J.MN
SsiruS.C.DASGOEL(Alternate)id
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters inthecountry.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed tothe Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthe basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffied when suchreview indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they areinpossession ofthe latestamendments oredition byreferring tothe latest issueof
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
:“
This Indian Standard has been developed fromDoc :No. PCD 6(1337).
Amendments Issued Since Publication
Amend No. DateofIssue TextAffected
BUREAUOFINDIANSTANDARDS
Headquarters :
Manak Bhavan, 9Bahadur ShahZafar Marg,New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,323 9402 (Common toalloffices)
Regional OffIces : Telephone
Central : Manak Bhavan, 9 Bahadur ShahZafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14C.I.T. SchemeVIIM,V.LP.Road,Kankurgachi 3378499,3378561
KOLKATA700054 { 3378626,3379120
Northern : SCO 335-336, Sector34-A, CHANDIGARH 160022 603843
602025
{
Southern : C.I.T. Campus, IVCrossRoad,CHENNAI 600113 2541216,2541442
2542519,25413 15
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI400093 { 8327891,8327892
Branches : AHMEDABAD. BANGALORE.BHOPAL.BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD, JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH, PATNA. PUNE, RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNA M
Reprography Unit, BIS, New Delhi, India
|
779.pdf
|
1
N-
IS 779 : 7994
VmftP
wT$i
Indian Standard
WATER METERS(DOMESTICTYPE)-
SPECIFICATION
f Sixth Revision )
UDC 68.1121
43 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI I 10002
October 1994
.Sanitary Appliances and Water Fittings Sectional Committee, CED 3
FOREWORD
This Indian Standard ( Sixth Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Sanitary Appliances and Water Fittings Sectional Committee had been approved by the
Civil Engineering Division Council.
This standard was first published in 1956. The first, second, third, fourth and fifth revisions were issued
in 1961, 1965, 1966, 1968 and 1978 respectively.
In this revision, the following major modifications have been effected:
a) Various terms used in this standard have been broadly aligned with IS0 4064 ( Part 1 ) : 1977
and EEC Council Directive.
b) Indicating devices for reading the volume of water have been elaborated in three types I
namely with pointers, digital andcombination of the two.
4 Depending upon the metrological characteristics, Class A and Class B water meters have been
introduced, based on IS0 4064 ( Part 1 ) and EEC Council Directive. An additional class,
namely Class ‘0’ ( ordinary ) has been added to serve the existing needs of the water meter
industry. This class ( class 0 ) shall stand withdrawn after a period of 3 years from the date
of printing of this standard.
4 Type B water meter made with ferrous metal has been withdrawn.
e) Pressure loss requirement has been made stringent in line with EEC Council Directive.
f 1 Overall lengths of the meters have been specified both with nipples and without nipples.
In the preparation of this standard, considerable assistance has been derived from the following:
a) IS0 4064/l : 1977 Measurement of water flow in closed conduits - Meters for cold potable
water: Part I Specification, issued by International Organization for Standardization.
b) European Communities Council Directive 75/33/EEC of December 1974 on the approximation
of the laws of the member states relating to cold-water meters, issued by the Council of
European Communities.
The composition of the technical committee responsible for the formulation of this standard is given
in Annex C.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of signi-
ficant places retained in the rounded off value should be the same as that of the specified value in this
standard.
j.IS 779 : I994
Indian Standard
WATERMETERS(DOMESTICTYPE)-
SPECIFICATION
(S ixth Revision )
1 SCOPE 3.6 Minimum FIow Rate, Qmh
This standard covers terminology, construction, techni- The lowest flow rate at which the meter is required to
cal characteristics, metrological characteristics and give indications within the maximum permissible error
other requirements of water meters with threaded end tolerance. It is determined in terms of Q,.
connections of size up to and including 50 mm, having
3.7 Flow Rate Range
nominal flow rates in the range of 1.5 to 15 kl/h, suitable
for measuring the flow of cold potable water at a The range limited by the maximum and the minimum
nominal pressure of 1 MPa’) (Max) and ambient flow rates (Q,, and Qmin). The range is divided into
temperature.
two zones called upper and lower zones, separated by
This standard is applicable both for semipositive (pis- the transitional flow rate Q,.
ton type) and inferential (turbine type) including mag-
netic type water meters having dry or wet dial. 3.8 Transitional FIow Rate, Qt
2 REFERENCES The flow rate which divides the upper and lower
regions of the flow range and the rate at which the
Indian Standards listed in Annex A are the necessary
maximum permissible errors become discountinuous.
adjuncts IO this standard.
3.9 Pressure Loss
3 TERMINOLOGY
The pressure loss caused by the presence of the water
For the purpose of this standard, the following defini-
meter in the pipe line.
1icm5 of thr trnus used shall apply.
3.10 Water Meter, Inferential Type
3.1 Nominal Pressure
Meter which measures the velocity of flow from which
The internal pressure, expressed in MPa corresponding
the discharge is measured.
to the maximum permissible working pressure.
3.11 Water Meter, Semipositive Type
3.2 Flow Rate
Meter which volumetrically records practically down
The volume of water passing through the water meter
to zero flow of the water that has passed through, with
per unit of time; the volume being expressed in litres
a small unavoidable Icakagr.
and the time in hours, minutes or seconds.
4 NOMINAL SIZE
3.3 Flow Delivered
4.1 Water meters shall bc of the li~llowing nominal
The total volume of water which has passed through the
sizes : 15, 20, 25, 40 and 50 mm.
meter in a given time.
The nominal size of the water meter is denoted by the
3.4 Maximum Flow Rate, Qm,, nominal bore of its end connections.
5 CLASSES OF WATER METERS
The highest flow rate at which the tneter can function
over limited periods without damage and without Based on the maximum verification scale interval
exceeding the maximum permissible errors and the (see 8.3) and metrological characteristics (see ll),
maximum permissible value for loss of pressure, ex- meters have been classified as class ‘O’, class ‘A’ and
pressed in kl/h. class ‘B’.
6 MATERIALS
3.5 Nominal FIow Rate, Q,,
6.1 Water meters shall be made of materials of adequate
Half the maximum flow rate, Q,,; expressed in kl/h. strength and stability for the purpose for which the
water meter is to be used. It must be constructed
At the hominal flow rate Q,, the meter should be able
throughout of materials which are resistant to internal
to function in normal use, ie. in continuous and intet- and normal external corrosion and if necessary be
mittent operating conditions, without exceeding the protected by some suitable surface treatment. Parts
maximum permissible erroF
coming in contact with water shall be made of materials
resistant to corrosion and shall be nontoxic and non-
‘) 1MPa p 1 N/mm* = 9.8 kgf/cm’. tainting. Use ofdissimilar metals in contact underwater
1IS 779 : 1994
should be avoided as far as possible in order to mini- method of robust construction. Cap ring where ap-
mize electrolytic corrosion. Water temperature varia- plicable should be of the same material as of the cap.
tion within the temperature range specified must not 7.4.1 Where so required for dry-type water meters, the
adversely affect the materials used in the construction transparent window covering the dial shall be provided
of the water meter. with a wiper on the inner side for wiping off condensed
A list of materials recommended for manufacture of water.
body and component parts of water meters is given in
7.5 Connections
Annex B.
The meter casing shall be fitted in the pipe line by
6.1.1 Plastics used in the manufacture of various com-
means of two cylindrical nipples or tail pieces with
ponents listed at Annex B shall also meet the following
connecting nuts which shall be provided with each
requirements:
a> meter. The threads on the connection shall conform to
It should not affect the potability of water.
IS 2643 (Parts 1 to 3 ) : 1975.
b> Elongation, 15 percent, Min, on a specimen of
7.6 Strainers
length 150 mm ( for procedure of determination
of elongation see A-7 of IS 2267 : 1972 ). Water meters shall be provided with strainers. They
4 Water absorption on immersion for 24 h should shall be rigid, easy to remove and clean and shall be
not exceed 0.6 percent by weight (for procedure fitted on the inlet side of the water meter. It shall be
of determination of water absorption see B-7 of possible to remove and clean the strainer in such a way
IS 2267 : 1972 ). as not to disturb the registration box or tampering with
it. The strainer shall have a total area of holes not less
d) It should be capable of withstanding tempera-
than twice the area of the nominal inlet bore of the pipe
ture up to 55OC without undergoing deformation
to which the meter is connected except in the case of
or softening and becoming unsatisfactory in
single jet inferential type of meters. The free area of
performance.
holes shall be such that it complies with the headloss at
7 CONSTRUCTION nominal and maximum flow rates. However, in the case
of meters provided with internal strainer involving
7.1 General
opening of the registration box for cleaning, an addi-
The meters shall be constructed in such a way as to: tional external strainer shall be fitted on the inlet side
satisfying the above requirements.
a) give long service and guarantee against any
fraud or tampering; and 7.7 Impeller and Pistons
b) conform with the provisions of this standard, 7.7.1 Impeller and impeller shaft assembly shall rest
under normal conditions of use. on a self-lubricating bearing which has as low frictional
resistance as possible ( see 7.10 ).
Where meters may be subjected to an accidental rever-
sal of flow they must be capable of withstanding it 7.7.2 Rotary or oscillating pistons in the case of semi-
without any deterioration or change of their tnetrologi- positive type meters shall be of non-absorbent material,
cal properties, and at the same time should not record such as vulcanite or ebonite. Pistons shall be accurately
such a reversal. finished and shall operate freely with as low a frictional
resistance as possible.
7.2 Body
7.8 Impeller Chamber and Measuring Chamber
The body shall be free from all manufacturing and
processing defects, such as blow-holes and spongy The impeller chamber and measuring chamber shall be
structure and shall not be repaired by plugging, welding rigid and shall not change its form as a result of internal
or by the addition of materials. The internal shape of stresses or with use.
the body shall ensure smooth flow of water and easy 7.9 Gears and Pinions
dismantling.
Gears and pinions shall be constructed to properly and
7.3 Registration Box smoothly mesh with each other, and shall be firmly
The Registration box of dry-dial water meters may be fitted on their shafts.
provided with escape hole(s) for minimizing the ac- 7.10 Bearings
cumulation of wa ter. In the case of magnetic driven type
Impeller bearings shall be suitably grounded and
or where the registration box and cap are integral with
polished. The shape of the impeller bearing shall be
the body, no escape hole shall be provided.
such as to prevent the penetration of particles of sand
7.4 cap and to preclude the deposit of anything in solution or
suspension in water and to facilitate the washing away
Where the cap and registration box are integral, the
of such deposits by the water flow. The shafts of the
material for cap shall be the same as used for registra-
gears shall revolve freely in their bearings. The length
tion box. The cap shall be so designed and fixed to the
of the bearings shall ensure their effective operations.
registration box as to avoid entry of water and dirt. The
transparent window which covers the dial shall be 7.11 Counter
inserted from the inside into the cap. The protective lid The counter shall be of the circular multi-pointer pat-
shall be secured by a robust hinge or other suitable tern with all pointers reading clockwise or of the
2straight reading cyclom$er type or a combination of in black and sub-multiples of the kilo-litres in red. This
pointer and cyclometer. The rollers of the cyclometer colour coding applies to the pointers on circular scale
counters shall be made of plastics specially suitable for type indicating devices and to the drum in in-line digit
the purpose and shall be self-lubricating. The pointer(s) indicating devices. The actual or apparent height of the
shall be of brass sheet or plastic and shall be soldered digits on the drums shall not be less than 4 mm.
to the spindle.
For digital indicators the visible displacement of ail
7.12 Dial digits shall be upward in value. The advance of any
given digital unit shall be completed while the digit of
The dial shall be of vitreous enamel powder coated on
the immediately next lower value describes the last
copper or plastics ensuring indestructible marking and
tenth of its travel. The drum showing the digits of
good legibility.
lowest value may move continuously. The whole num-
7.13 Regulator ber of kilo-litres shall be clearly indicated.
8.2.2 Indicators with pointer shall rotate in a clockwise
Every inferential meter shall be provided either with
direction. The value in litres for each scale division
external/internal regulator. The external regulator shall
be accessible from outside to be operated by suitable shall he expressed as lo”, wherein n is a positive or
key without dismantling the meter and not without negative whole number or zero, thereby establishing a
breaking the seal. The internal regulating device shall ;;;te; of consecutive decades. Each scale shall be
not be accessible from outside.
a) graduated in values expressed in litres, or
7.14 Sealing
b) accompanied by a multiplying factor (x.001,
Sealing holes shall be provided and the meter shall be x.01, x 0.1, Xl, x10, X100, Xl 000, etc)
sealed in such a manner as to render it impossible to
8.2.3 In both cases (dial and digital indicators):
obtain access to the measuring unit including registra-
tion box and cap without breaking the seals. The sealing a) the unit symbol ‘KILO-LITRES’ shall appear
wires shall be rust proof material. either on the dial or in the immediate vicinity of
the digital indication;
7.15 Frost Yrotection Device
b) the fastest-moving visible graduated element,
Meters liable to be damaged by frost when so ordered the control element, the scale interval of which
by the purchaser shall be protected with suitable frost is known as the “verification scale interval”,
protection devices. Several devices are adopted and the shall move continuously.
Ihllowing which have been found to give satisfactory
8.2.4 The length of verification scale interval shall be.
performance, are given as typical examples:
not less than 1 mm and not more than 5 mm. The scale
a) Provisions ol’ pads or special quality rubber shall consist:
which accommodate an increase in bulk of
a) either of lines of equal thickness not exceeding
water when it freezes.
one quarter of the distance between the axes of
b) Provision of collapsible metal ring which under
two consecutive lines and differing only in
frost pressure allows the top plate carrying the
length, or
mechanism to lift and so safeguards the body, or
b) of contrasting bands of a constant width equal
metal disc in the body which gives way under
to the length of the scale division.
pressure. It should be noted that the damaged
ring or plate requires immediate replacement to The width of the pointer index.tip shall not exceed one
restore water supply to user or to stop wastage. quarter of the distance between two scale divisions, and
in no case shall it be greater than 0.5 mm.
8 INDICATING DEVICE
8.3 Value of Verification Scale Division
8.1 Indicating device shall be able to record 9999 kl
(min) for meter size of 15,20 and 25 mm and 99999 kl
Verification scale interval for Class ‘O’, Class ‘A’ and
(min) for size 40 and 50 mm end shall thereafter indi-
Class ‘B’ meters shall be as given in Table 1.
cate zero.
8.2 The indicator shall allow, by simple juxtaposition
Table 1 Verification Scale Interval
of its various constituent elements, a reliable, easy and
unambiguous reading of the volume ofwater measured,
expressed in litres. The volume is indicated by one of Meter Size Maximum Value of Verification
Scale Interval. litres
the following systems:
a) the position of one or more pointers on circular
Class 0 CXISSA Class R
scales;
1.5 1.0 0.2 0.2
b) reading of a row of in-line L,nsecutive digits in
20 I.0 0.5 0.2
One or more apertures;
25 1.0 1.0 0.5
c) a combination of these two systems.
40 10.0 2.0 1.0
8.2.1 The kilq-litres and its multiples shall be indicated 50 10.0 2.0 2.0
3IS 779 : 1994
8.4 Accelerating Device set of overall dimensions. The dimensions shall be as
given in Table 2.
The use of an acceleration device for increasing the
speed of the meter below Qmin, is prohibited.
NOTE - Meter size and hence overall dimensions are in
9 METER SIZE AND OVERALL DIMENSIONS principle linked to the nominal flow rate (Q,) of the water
meter as specified in Table 2.
9.1 For each meter size there is a corresponding fixed
Table 2 Meter Size, Threads, Nominal Fiow Rates and Dimensions
All dimensions in millimetres.
Meter Size Threads NCXtlhd Minimum Length of Overall Dimensions (we Fig. I)
blow Rate, Threads on Either
QlliokVh End of Body
( see Fig. 2 j
Length, L Width, W
(Ma)
With Without nipples
nipples
Pr~$~rred Altern&‘)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
15 GjB 1.5 10 12 2.50 165 110 100 50 180
20 Ci 1B 2.5 12 14 290 190 165 130 60 240
25 l+B 3.5 12 16 380 260 - 170 65 260
(i
40 (; 2B 10 13 20 430 300 _ 210 75 300
30 15 15 25 470 330 - 270 115 300
Ci 2+B
NOTE - Meters shall Ix supplied with nuts and nipples unless specitied otherwise by the purchaser.
‘I For single jet water meters only.
9.1.1 Tolerance on the overall length shall be 2 5 mm
for meter with nipples and +O, -2 mm for meters
without nipples.
10 TECHNICAL C:HARA(:TERISTIC:S
10.1 Pressure Tightness
A meter shall be able to withstand constantly wrthout
+l.L_- -L
FIG 1 OVEKALID. IMESSONSO FW XER METERS FIG. 2 THREADL EN(;THS
4IS 779 : 1994
defects in its functioning, leakage, seepage through the 12 TESTS
walls or permanent deformation, the continuous water
12.1 Classification of Tes,ts
pressures of(i) 1.6 MPa for 15 minutes, and (ii) 2 MPa
for 1 minute, when tested in accordance with IS 6784 : Tests classified into three groups, namely (a) produc-
1984. tion routine tests, (b) type test, and (c) acceptance tests
shall be carried out as specified in the following
10.2 Loss of Pressure
clauses.
Loss of pressure through the meter when determined in
12.1.1 Production Routine Test
accordance with IS 6784 : 1984 shall not exceed 0.025
MPa at the nominal flow rate Q,, and 0.1 MPa at the These tests (see 12.3) shall be conducted on each and
maximum flow rate, Q,,,,,. every meter after completion at the works.
NOTlZ - Nominal tlow rate y, shall he taken as per Table 2 12.1.2 Type Tests
and maximum flow rate ema as twice the nominal tlow
These tests (see 12.4) are necessary to check the per-
rate.
fonnance and characteristics of the meter and its com-
ponents and shall be carried out by a recognized testing
10.3 Temperature Suitability
authority (may be the manufacturer, if approved by the
This test shall be carried out in accordance with IS purchaser). Once a meter has undergone type tests. any
6784 : 1984. major or essential aiternatiolls, which the manufacturel
intends to make, shall be reported to the tcstlng
11 METROLOGICAL CHARACTERISTICS authority and further type tests shall be carried out in
accordance with the procedure laid down in this
11.1 Metering Accuracy standard.
The maximum permissible error in the metering 12.1.3 Accepnce Tests
accuracy, when determining as per IS 6784 : 1984 shall
If the purchaser desires any of the production routim
be as under:
test to be repeated at the time of purchase, then, when
agreed between the purchaser and the manufacturrr
a) In the lower region of flow, f 5%
these tests may be carried at the manufacturer’s works;
Qmin (inclusive) to Qt (exclusive)
orat the place specified by the purchaser, provided that
b) In the upper region of tlow, f 2%
all the arrangements for the test are made by the pur-
Qt (inclusive) to Qmax (inclusive)
chaser at the specified place.
NOTE - Value ofQllUn, Qt and (&,x for the three classes
12.2 Samples for Tests
of water meters are given in Table 3.
12.2.1 Type Tests
11.2 Minimum Starting Flow
Three water meters of same size, and class shall be sent
along with six copies of the manufacturer’s detailed
The minimum flow at which the meter starts registering
specification with figures for the loss of head and
shall be as given in Table 3 for the three classes ofwater
accuracy curves, to a recognized testing authority for
meters. The test shall be carried out in accordance with
the purpose of type tests.
IS 6784 : 1984.
Table 3 Miuimum Starting Flow Rate, ‘II-ansitioual Flow Rate and Maximum Flow Rate Values
Meter Six Miuimui~~S larliua I’low Itale &in iill for Transitioual 610~ lisle, Q, l/b for MUiWIIll
Flow blc
- p,.;,, km
c’I;l(~ 1~ (‘lass,4 (‘lassH C’lnss0 (‘IkiSAS C‘IA\\I I
(1) (2) 0) (4) (5) (6 ) (7) (8)
15 90 hU 30 1SI) 150 110 3
20 150 100 50 300 2.50 NO 5
25 210 140 70 420 350 2x0 ;
40 600 4w 100 1 100 1000 ml Xl
50 V(N) hf r I UK) 1800 I 500 1 100 30
iIS 77Y : lYY4
12.2.2 Acceptnncc Test of the first sample shall be taken and subjected to
acceptance tests. The number of defective meters found
12.2i2.1 Lot
in the first and the second sample shall be added and if
In ally consigmnent all the waler meters of the same the cumulative number of defectivcs thus obtained are
size and class manufactured by the same firm under less than or equal to the acceptance number ‘12g iven in
simililr conditions of production L‘rom material of the co17 of Table 4, the lot shall be declared as passing the
same batch, components from the same source, etc,
acceptance tests, otherwise it shall be rejected.
shall be grouped togcthcr tn constitute a lot.
12.3 Production Routine Tests
12.2.2.2 The samples ol’water meters from a IOI shall
be sclccted at random or by random selection. The Production routine tests shall consist of:
procedure for simple random sampling or systematic a) Pressure tightness (see 10.1);
sampling as given in IS 4905 : 1968 may be adopted.
b) Loss of pressure (see 10.2);
12.2.2.3 Scnle of mmpling c) Metering accuracy (see 11.1); and
The first sample size of water meters from a lot shall be d) Minimum starting flow (see 11.2).
selected in accordance with co1 1 and 2ofTable 4. Each
meter in the sample shall be subjected to acceptance 12.4 Type Tests
tests. If a decision to accept or reject the lot on the basis The type tests shall comprise and be carried out in the
of first sample is not possible (see 12.2.2.Q the second
following order.
sample ofwater meter shall be taken from the same lot
inaccordance with co1 1 and 5ofTable4andeachmeter 12.4.1 Pressure Tightness Test
of the second sample shall be subjected to acceptance
All the three meters shall be subjected to the hydrostatic
tests.
test (see 10.1).
12.2.2.4 Any sanlple of water meter failing in any one
12.4.2 Flow Test
or more of the acceptance tests shall be considered as a
defective for the purpose of 12.2.2.1. All the three meters shall then be subjected to the flow
test to measufe the following:
12.2.2.5 Critc-l-ia for acceptance
a) Pressure loss (see 10.2)
If in the first sample, the number of defective meters is h) Metering accuracy (see 11.1)
less than or equal to the corresponding acceptance c) Minimum starting flow (see 11.2), and
number (11a s given in co1 3 of Table 4, the lot shall be d) Temperature suitability (see 10.3).
declared as passing the acceptance tests. If the number NOTE - Hefore the meter is subjected to the flow test, it
of defective meters is greater than or equal to the
shall Ix brought to normal condition by passiclg through
corresponding rejection number rl given in col 4 of it water at nominal flow rate for a period of two hours.
Table 4, the lot shall IW declared as not passing the
12.4.3 Construction
acceptance ICSIS. It‘ the’ number ot‘defectives is greater
than the ilccel,tancc numlxr (11b um less than the rejcc- 011~ of the three meters shall be dismantled completely
tion numl~r ~1, the second s;~nrl~lr of size equal to that to its component parts and checked for conformity with
Table 4 Sample Size and Criteria for Acceptance
(Clauses 12.2.2.3 rend 12.2.2.5 )
Sk 0l tile Size 0I First ACC+.AflCk? Rejection Size of Second Size of Cumulative
1.1,t Sample Number Number Sample Cumulative Acceptance
SMIlple Number
(at) trt) (if ~equlred) (a?)
(1) (2) (3) (4) (5) (6) (7)
tip IO Sll 5 0 1
51 10 1X! 13 0 2 13 ‘6 1
I.51 IO ‘X0 20 0 3 20 40 3
381 IO 500 32 1 -I 32 64 4
501 IU I 2CKl 50 1 5 50 100 6
1 wt IU3 ‘IO X0 3 7 80 160 Y
51s 779 : 1994
regard to dinumsions and tolerances with this stand- chamber, bearings, gears and pinions, pivots and the
ard. A study of the delaiied assesnlhly shall also lx! gland packing.
~nade. The nirter shall thcu be reasscmblcd and reports 12.5 The report of tests shall be furnished in accord-
shall he made OII ~~latlers, such as case of assenlbly, ancc with IS 6784 : 1984.
assembled and absence of riveled or turned over parts,
forced fitting and liability of parts to break during 13 MAKKING
diillllilllllillg and assembly. 13.1E ach water meter shall be marked/embossed with
12.4.4 LiJc>T est (Accclercrted Endrrrclnce Test) the following information:
a) Manufacturer’s name or trade-mark,
The two unopened meters shall then be subjected to the
life test as prescribed in IS 6784 : 1984. b) Nominal size and class of water meter,
c) Direction of flow of water on both sides of the
12.4.4.1 After the meters have undergone the life
body of water meter, and
test, they shall again be subjected to tests described
under 12.4.1 and 12.4.2. They shall be deemed satisfac- d) Year of manufacture and serial number.
tory it'th eir perlhmancc after the life test satisfies the 13.2 BIS (h-tification Marking
requirements given in 12.4.1 ;III~ 12.4.2.
Water meter may also bc-marked with the Standard Mark.
12.4.4.2 Oue of the meters which have undergoue the
life test (preferably the one that has shown greater 13.2.1 The use of the Standard Mark is governed by the
deterioration in its perfomauce under the Llow test) provisions of the Blrrerrrro f Inditrn Sttmdurds Art, 1986
shall be dismantled completely and cxaulined with a and the Rules and Regulations made thereunder.
view to rnsuring that there is no undue wear or distor- Details of conditions under which a liccnce for the use
tion. Particular attention shall be paid during examina- of the Standard mark may be granted to manufacturers
tion to the wear of the actuating unit comprising orproducers maybeobtaincd from the Bureau ofIndian
vane wheel or piston, the impeller shaft and nleasuring Standards.
ANNEXA
(Cfaus2e)
LIST OF RIWEIWEI) INIHAN S’I’ANIh4KI)S
IS No. Title
292 : 1983 Leaded brass ingots and castings 2643 Dinwnsrons for pipe threads for
( second rwision ) Uaslcning purposes:
31x : 1981 L43dtA tin bronze ingots and cast- (Part 1): 1975 Basic profiles and dimemions
ings ( second revision ) (first wvision )
319 : 19x9 Free cutting brass bars, rods and (Part 2) : 1975 Tolera rices (first revision )
sections (fourth revision )
(Part 3) : 1975 Limits of sizes (first revision )
320 : 1980 High tensile brass rods and sec-
4131 : 1967 Nickel copper alloy castings
tions (other thau forgings stock)
( second revision ) 4905 : 196X Methods for random sampling
410: 1977 Cold rolled brass sheet, strip and 6603 : 1972 Stainless steel bars and flats
foil ( third revision ) 6784 : 1984 Methods for performance testing
of water meters (domestic type)
531 : 19x1 Leaded brass strip for instrument
(/it-St revision )
parts (second revision )
6911 : 1992 Stainless steel plate, sheet and strip
1264 : 1989 Brass gravity die castings (ingots (first revision )
and castings) ( third revision )
7328 : 1992 High density polyethylene
2267 : 1972 Polystyrene nloulding materials for moulding and ex-
ina teria Is (first rwision ) trusioii (first revision )IS 779 : 1YYJ
ANNEX B
MATEIUAIS FOR HOI)Y AND COMPONENT PARTS OF WATER METERS
Body/Component Mnterinls Rcf to IS
Pcv-t of W&r Meter
Body a) B ronze Grade LTB2 of IS 318 : 1981
b) Brass Grade DCB2 of IS 1264 : 1989
Registration box a) Bronze Grade LTB2 of IS 31X : 1981
b) Brass Grade LCB 3 of IS 292 : 19X3
Grade DCB 2 of IS 1264 : 1989
c) P!astic ABS/Acetol polymer
Cap/cover/capring a) Bronze Grade LTB 2 of IS 3 18 : 1981
b) Brass Grade LCB 2 of IS 292 : 19X3
Grade DCB 2 of IS 1264 : 1989
c) Plastics ABS/Acetol polynler
d) Stainless steel Designation 07Cr18Ni9 of IS 6911 : 1992
Screws and studs a) High tensile brass IS 320 : 1980
b) Stainless steel Desigliatiorl07Cr18Ni9 of IS 6911 : 1992
Strdinem a) Plastics HDPE (see IS 7328 : 1992)
b) Brass Grade LCB 2 of IS 292 : 1983
c) Stainless steel Designation 07Crl8Ni9 of IS 6911 : 1992
Impellers, pistons and a) Ebonite (for piston only)
cha u~bers b) Vulcanite (for piston only)
c) Plastics ABWHigh impact polysterene/AcetoI polymer
Impeller shaft a) Stainless steel Designation 07Cr18Ni9 of IS 6603 : 1972
b) High tensile brass Grade HTl or HT2 in M condition of IS 320
1980
Nipples and nuts a) Brass Grade LCB 2 of IS 292 : 1983
Grade DCB 2 of IS 1264 : 1989
b) Bronze GradeLTB2ofIS318: 1981
Measuring chamber a) Brass Grade LCB 2 of IS 292 : 1983
b) Bronze Grade LTB 2 of IS 318 : 1981
(Semi positive meters only)
Gears, gearshaft and pinions a) For use under wtlter
i) Stainless steel Designation 07Cr18Ni9 of IS 6603 : 1972
ii) Nickel alloy IS 4131 : 1967
iii) Plastics ABSiAcetoI co-polymers
NOTE - Stainless steel shaft should preferably be used with plastic gears/pinions.
xIS 779 : 1994
BodylComponent Materials Ref to IS
Part of Water Meter
b) For use above water
i) Brass rod Grade 1 half hard of IS 319 : 1989
ii) Brass sheet Grade CuZnPb2, half hard of IS 531 : 1981
(for gears only)
iii) Stainless steel Designation 07Cr18Ni9 of IS 6603 : 1972
iv) Plastics ABS/Acetol Co-polymer
Bearings a) Agate
b) Sapphire (Synthetic)
c) Graphite filled nylon
d) Sintered bearing
Counter a) Sheet brass IS 410 : 1977
b) Plastics ABS/Acetol co-polymer
Dial a) Copper duly enamelled
or powder coated
ANNEX C
( Foreword )
COMMITTEE COMPOSITION
Sanitary Appliances and Water Fittings Sectional Committee, CED 3
C‘ kairman Representing
StIRIs . PRAKAsH Delhi Water Supply & Sewage Disposal Undertaking (MCD), Delhi
Members
Stw P. K. JAIN( Alternate to Shri S. Prakash )
THE ADVISER( PHE) (2ntral Public Health and Environmental Engineering, New Delhi
DEPUTY ADVISER (PHE)( A lternate )
SHRIJ , R. AGGARWAL Goverdhan Das P.A. (C‘alcutta)
SHRI SANJAYA CGAKWAL (Alternute )
SHR~V IDUR BHASKAR Bhaskar Stoneware Pipes Pvt Ltd, Faridabad
SHRI ARUN &Wll BISWAS National Environmental Engineering Research Institute (CSIR), Nagpur
CHIEFE NGINEE(RR URAL) Maharashtra Water Supply and Sewage Board, New Bombay
Dn T. K. DAN Central Glass & Ceramic Research Institute (CSIR), C;llcutta
SHRIG . DAMODARAM E. I. D. Parry (India) Ltd, Madras
SHRIV . GOPAL( Alternate )
HYDRA~LIECNI GINEER Municipal Corporation of Greater Bombay, Bombay
DEPUTYH voRatlLlc ENGINEER(A~&X~~)~
SHKID . K. KANUNC~O National Test House, Calcutta
SHRIR . KAPOOR(A lternate )
‘1‘ttEM ANAGINGD IRECTOR Kerala Water Authority, Trivandrum
CHIEFE NGINEE(RP S & G) (Alternate )
SIN K. LAK~HMNI ARAYANA Hindustan Shipyard Ltd, Visakhapatnam
SHRIA . SHARIFF(A lternate )
SHRIS . K. NEOCI Institution ol Public Health Engineers India, Calcutta
SHRIA . K. SEN(XIPT(A A lternate )
SHRI0 . P. RATRA Building Material and Technology Promotion Council, New Delhi
SHRIR . S. ROTITHOR Kirloskar Brothers Limited, Pune
SHRI S. D. JOSHI( Alternote )
LV.?OL S K. SHARMA Engineer-in-Chief’s Branch, Ministry of Defence, Army Headquarters,
New Delhi
I;r-(‘01. G T. KAUSHIK( Alternate )
( C‘cultinued on page 10 )
9IS779:1994
( C‘ontinued from page 9 )
Members Representing
SHRJ D. K. SEHGAL Leader Engineering Works, Jallandhar
SHRI B. B. %KA ( Alternute )
SENIOR Crv~t. ENGINEE(RW ATFJI Sr at’! Y) Ministry of Railways (Railway Board), New Delhi
StIRI R. (1. SHAKMA Directorate General of Supplies & Disposals, New Delhi
SHRIS ~DESH KUMARS H~RMA Central Building Research Institute, Roorkee
SHKIS ~IRESHK UMARS HARMA( Altertute )
~UPERINENDING PNlilNEER(T AC) U. P. Jal Nigrm, Lucknow
EXECUI~VEEN GINEE(R‘W C) ( Alternate )
Stw R. K. SOMANY Hindustan Sanitaryware Industries Ltd, Bahadurgarh
SHRI SANOIIJ SOMANV ( Alternate )
SUPEIUIBNIXNII SURVEYOR OF Wow (ND(i) Central Public Worh . I~cpartrncnt, New Delhi
Ex~cxmve EIUC~IXEEK(S &S) (Alfernute )
SHR~ S. S~NIIARAM Glass Fibre Division, Ceat Ltd, Hyderabad
(:entral Institute of Plastic Engineering & Technology, Madras
h3’KESi:N IA1 IVli
RPPKE~~N.~AIIVI: Institution of Engineers (India), New Delhi
SHKIJ . VENKATARAMAN, Director General, BIS (Ew-oflicio Member)
Director ( Civ Engg )
Member Secretory
SIIRI S. S. SETHI
Director ( C’iv Engg ), HIS
Water Meters Subcommittee, CED 3 : 4
C‘onvener
SHRI S. PRAKASII Delhi Water Supply & Sewage Disposal Undertaking, New Delhi
Members
SIIRI K. (‘. JAIN( Alternate to Shri S. I’rakash )
SIW M. L. HHANSALY Rajkamal Water Meter Mfg Co, Calcutta
SHRI K. S. BHANSALY ( AIternute )
DR D. K. RISWAS Central Mechanical Engineering Research Institute (CSIR), Durgapur
SHRI S. K. B~HRA Rajasthan Industrial & Scientific Corporation, Jaipur
SHRI M. S. RISSA ( Alternate )
SI!RI S. K. BOHRA Ah lndia Water Meters Manufacturer’s Association, Jaipur
, (‘HIEI: ENGINE~~R L Public Health Engineering Department, Government of Rajasthan, Jaipur
,- S~PERINTENCUNGE NGINEEK ( AIternate )
(‘HIEF ENGINEER (PPR&D) U. P. Jai Nigam, Lucknow
S~~PERINTENDINGE NGINEER ( AIternute )
DiRiic..r~~ Dir&orate of Weights RcM easures (Ministry of Cdmmercel), New Delhi
SHRI A. ~HOSH National Test House, Calcutta
_
Swu H. K. ROY ( A/tern&e )
HYDRAUX EN(iINEER Municipal Corporation of Greater Bombay, Bombay
DEPU~ HYDRAULIC ENGINEER ( AItet-nate )’
SHRI M. P. JAIPURU Capstan Meters (India) Ltd, New Delhi
SHRI S. A. KHAN (Alternate )
SW DAVIS P. MANAVAIAN Anand Water Meter Manufacturing Co, Cochin
SHRI T. M. S. KUMAR (Alternate )
SHR~ A. S. NANDEDKAR N. B. Industries (Meters) Pvt Ltd. lndore
SHRI Y. M. NINFAONIUR ( Alternate )
SHIU G. C. NARANG lndfos Industries Ltd. New Delhi
Srrru V. N. SINHA Schlumberger Industries India Ltd, New Delhi
SHRI M P. %AtL4NI Kaycee Industries, Bombay
SIIKI A. S. DESHPANDE ( Alternate )
t (‘fmtinued on page 11 ) :
IOIS 779 : 1994
( Continued fromp age 10 j
Members Representing
SHIUH . S. SURVANARAVANA Bharat Heavy Electricals Ltd (Electronic Division),’ Bangalore
SHRI S. R. RAJAGOPA(LA lternate )
SHRI N. c. SWARNKAR National Environmental Engineering Research Institute (CSIR), Nagpur
SHRI R. C. REDDY( Alternate )
LT.COLM . P. THOME~ Engineer-inXhief’s Branch, Ministry of Defence, New Delhi
SHRI0 . P. PRUTH(IA lternate )
SHRI B. N. THYACARAJAN Bangalore Water Supply & Sewage Board, Bangalore
SHRI B. RAMAKRISHN(AAl ternate )
SHRI T. N. UBOVFJA Directorate General of Supplies and Disposals, New Delhi
SHRI E. UWMERKIIITY (Alternate )
SHRI N. P. UPPAYAD~~AYA U. P Instrument Ltd, Lucknow
SHRI BHAJAN SINGH ( Altemute)
REPRESENTATIVE Public Health Engineering Department, Trivandrum
11.. . .
,,
Borean of Iqdiin Standards
BIS is 8 statutory institution established under the Bureau 01 lndiun Stundurdc Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the couutrv.
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications 1. BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments IS rea5rmed when such review indicates that
no changes are needed; if the review indicates that changes a& needed, it is taken up for revision.
Users of Indian Standards should ascertain that they are in possession of the latest amendments or
edition.
This Indian Standard has been developid from Dot No. CED 3 ( 4909 ).
.I‘/
I
, i’
,.: Amendments Issued Since Publication
Amend No. ‘Ir: Date of Issue Text Affected
. .
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 331 01 31, 331 13 75 ( Common to all 05ces )
Regional 05ces : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 ..’ { 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. 1. P. Road, Maniktola 378499, 378561
CALCUTTA 700054 I 37 86 26, 37 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
t 60 20 25
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD,
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.AMENDMENT NO. 1 NOVEMUIX 1995
‘1’0
IS 779 : 1994 WATER METERS ( DOMES’I’lC ‘I?‘,‘;; ) -
SI’ECIl~lCATION
(Sirflr Revh?)n )
(Pnge 1, clortse 3.10 ) - Add ~bc following sub-clauses allcr 3.10:
‘3.10.1 Single Jet Meter - In this meler the water arrives and inlpnc@ at n
tangent lo the turbine which is why Ihe inlet and outlet conncctiorls of the 1uelcr
are O&A from Ihe axis of the meter. The body works as the nmsuring chamhr.
3.10.2 Multi Jet Meter - In this meter waler arrives rhrougb a distril)uCon box
gcncrally called impcllcr cbarnber which makes up the measurement cbanrbcr.
This box has a ilurnbcr of I~olcs, tailr,cnlial to lhc lurl~ir~~ ~rourd ils pcripllcry
whit-lb allows waler lo ii~tp-I upoi~ Ilm turl~iilc.’
( I’oge 2, clarrse 6.1, .Tccorrn pore ) - Sulnlilulc lhc followiilg for lhc
existing:
‘Mntcrinls IO bc used in the ii~n~~uhcluir. ol Ibc body and c0111p011c1~pt nrts of
waler meters shall be as given in Annex B.’
( Pnge 2, sub-clause 6.1 .l ) - Dclclc.
( fnga 2, rhrrsc 7.1, line 9 ) -- Sul~stilulc ‘slrnll’/or ‘sliould 1101’.
( I’(I~Y 4, lichle 2, col 4 nrrd 5 ) - II\ col 4 in..crt ‘a’ and in rol 5 insert ‘I)’ at
the cud of IIIC colu~nn heading. ,
( Pqc 5, clnltse 10.1, lines 4 artd 5 ) -Subslituk ‘IS 6784 : 1995’fiw ‘IS
6784 : 1984’.
( Page 5, cloirse 10.2, line 2 ) - Substilule ‘IS 6784 : 19!95’for ‘IS 6784 :
“1984’.
( I’~ffe 5, clcrrrse 11.1, /LIC 2 ) - Subslilulc ‘IS 6784 : 1095’ fi)r ‘IS 6784 :
1984’.
( Page 5, chrrse 11.2, lirre 4 ) - Sutktilute ‘IS 6784 : 1995’ fur ‘IS 6784 :
1984’.Anmrcl NO. 1 tn IS 779 : 1994
( Page 7, sub-clause 12.4.4, line 2 ) - Subslilute ‘IS 6784 : 1995’ for
‘1s 6784 : 1984’.
( Page 7, clarrse 12.5, line 2 ) - Substitute ‘IS 6784 : 1995’ fur ‘IS 6784 :
1984’.
( Page 7, Atvla A ) - Substitute ‘IS 2267 : 1995 Polystyrene moulding
and extrusion nlalcrials ( second revisiort )’ for ‘IS 2267 : 1972’ and ‘IS 6784 :
1995 Methods for performance testing of waler meter ( domestic type ) (secoltd
revision )’ /or ‘IS 6784 : 1984’.
( Page 8, Anner B ) - Against ‘M easuring chamber’ add ‘Plastics ( High
impact polystyrene confomling to IS 2267 : 1995 /ABS/Acctal co-polymer )‘.
( Pclge 9, Annex 8) - Against ‘Dial’ add ‘Plastics ( High impact
polyatcrcne conforming IO IS 2267 : 1995/Acrylic/AccbI co-polyruer )‘.
(CED3)
----
Hrprography Unit. LHS, New Delhi, India
2 .AMENDMENT NO. 2 JUNE 1996
IS 779 : 1994 WATER Ml$RS ( DOMESTIC TYPE) -
SPECIFICATION
(Sixth Revision)
( See Amendmenf No. 1 ) - Wherever reference to ‘IS 6784 : 1995’ has
been made it shall be read as ‘IS 6784 : 1996’.
(CED3)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 AUGUST 1999
TO
IS 779 : 1994 WATER METERS
( DOMESTIC TYPE) - SPECIFICATION
(Skth Revision )
[ Foreword, para 3, item (c)] -Substitute the following for the existing:
‘4 Depending upon the metrological characteristics, Class A and Class B water
meters have been introduced, based on IS0 4064 (Part 1) and EEC Council
Directive.
(Page 1, clause 5 ) - Substitute the following for the existing matter:
“Based on the maximum verification scale interval (see 8.3) and metrological
characteristics (see ll), meters have been classified as Class ‘A’ and Class ‘B’.”
( Page 3, chse 8.3 ) - Substitute the following for the existing matter:
“Verification scale interval for Class ‘A’ and Class ‘B’ meters shall be as given
in Table 1.
Table 1 Verification Scale Interval
Meter Size hlnximumVnlue of Verifiiatioo Scale
Interval, litre5
-b
Class A Class B
15 0.2 0.2
20 0.5 0.2
25 1.0 0.5
40 2.0 1.0
50 2.0 2.0
(Page 5, T&e 3 ) - Delete col 2 and co1 5 along with their contents and
renumber the columns accordingly.
(CED3)
Reprography Unit, BIS. New Delhi, India
|
4434.pdf
|
ts : 4434 - 1978
Indian Standard
CODE OF PRACTICE FOR
IN-SITU VANE SHEAR TEST FOR SOILS
( First Revision )
First Reprint FEIiRUARY 1989
UDC 624.131.439.5:006.76
@ Cn/yri~ht 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 August 1978
b ‘I _ _--._. _..IS:443401978
Indian Standard
CODE OF PRACTICE FOR
IN-SITU VANE SHEAR TEST FOR SOILS
( First Revision )
Soil Enginec-ing Sectional Committee,.BDC 23
Chairman Representing
PROP DINESHM OHAN Central Building Research Institute ( CSIR ), Roorkee
Me,mbcrs
ADDITIONAL CHIEF ENGINEER Public Works Department, Government of Uttar
Pradesh
SHRI D. C. CHATURVEDI ( Alternate )
ADDITIONALD IRECTOR RESEARCH, Railway Board ( Ministry of Railways )
RDSO
DEPUTY DIRECTORR ESEARCH,
RDSO ( Alternate )
PROP ALA~~S INOH University of Jodhpur, Jodhpur
LT-COL AVTAR SINCH Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MAJ V. K. KANITKAR ( Alternate )
Da A. BANBRJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA (Alternate)
CHIRP EN~INEBR ( D&R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Al&ma& )
SHIU K. N. DADINA. In personal capacity ( P-820, ‘P’ .New A&ore, Calcutta
700058 )
SHRI A. G. DA~TIDAR In personal capacity ( 5 Hungerford Street, I.?/ I Hunger-
ford Court, Calcutta 700017 )
SHRI R. L. DF.WAN Irrigation Research Institute, Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
Snm A. H. DIVANJI Asia Foundations and Construction (P) Ltd, Bombay
SHRI A. N. JAN~LB ( Alternate)
DR SEIASHIK . GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate )
SHRI V. G..HEODE National Buildings Organization, New Delhi
SHRI S. H. BALCHANDANI( Aknate )
SHIU 0. P. MALHOTRA Public Works Department, Government of Punjab,
Chandigarh
SHRI J. S. MAY; Roada Wing, Ministry of Shipping & Transport
SHRI N. SEN ( Al&mate)
( Continued on page 2 )
@ Copyright 1978
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indim Copyrighf Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be nn infringement of copyright under the said Act.( Continuedfrom page 1 )
Members Representing
SHRI R. S. MELKOTE Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS )
( Alternate )
SHRI T. K. NATARAJAN
REPRESENTATIVE
RESEARCHO FFICER
SHRI K. R. SAX~NA
SECRETARY
DEPUTY SECRETARY( Alternate )
*DR SHAMMER PRAKASH
DR GOPAL RANJAN ( Alternate )
SHRI H. D. SHARMA
SUPERINTENDING
RAMAN
Deputy Director ( Civ Engg ), IS1
Site Exploration and Investigation for Foundations Subcommittee,
BDC23:2
Co?vener
SHRI R. S. MELKOTE Central Water Commission, New Delhi
Members
DEPUTY DIRECTOR ( CSMRS ) ( Alternate to
Shri R. S. Melkote)
PROF ALAM SINGH University of Jodhpur, Jodhpur
DR A. BANERJEE Cementation Co Ltd, Bombay
DEPUTY DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
( FE ), RDSO
ASSISTANTD IRECTORR ESEARCH
SHRI d S;L~~~~H), RDSO ( Alternate j
. . Asia Foundations and Construction ( P) Ltd, Bombay
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER ( Alternate )
DIRECTORG ENERAL Geological Survey of India, Calcutta
SHRI S. IL SHOME ( Alternate )
SHRI P. N. MEHTA ( Alternate )
EXECUTIVEE NGINEER( SM ) Public Works Department, Tamil Nadu
( Continued on page 16 )
*Also represents Institution of Engineers (I),
2Indian Standard
CODE OF PRACTICE FOR
IN-SITU VANE SHEAR TEST FOR SOILS
( First Revision)
0. FOREWORD
0.1 This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 28 February 1978, after the draft finalized by the
Soil Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The vane shear test is most appropriate for the determination of the
shear strength of saturated clays, especially of the ‘soft’ to ‘medium’ con-
sistency. The test is especially appropriate for determining the shear
strength of sensitive soils which are highly susceptible to sampling
disturbances.
0.3 The vane shear test consists of pushing a four-bladed vane in the soil
and rotating it till a cylindrical surface in the soil fails by shear. The
torque required to cause this failure is measured and this torque is con-
verted to a unit shearing resistance of the cylindrical surface.
0.4 This standard was first published in 1967. In this revision several
changes have been made taking into consideration the experience
gained in conducting the test. The essential requirements of the torque
applicator have been added. Maximum permissible area ratio of the vane
has been related to the vane diameter. Torque applicators of two capa-
cities have been specified; guidance has been given for the selection of the
lesser capacity torque applicator in relation to the anticipated shear
strength of the soil to be tested and the overall vane diameter. Oppor-
tunity has also been taken to give the requirements and examples in SI
units.
0.5 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this
field in this country. This has been met by basing the standard on the
following publications:
BS 1377 :I975 Methods of test for soils for civil engineering purposes.
British Standards Institution.
3ISr4434-1978
ASTM D 2573-67T Field van6 shear tdt in cohesive soils. American
Society for Testing and Materials.
E-20 Inplace vane shear test. Earth Manual, United States Bureau
of Reclamation.
0.6 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed for calculated, expres-
sing the results of a test or analysis, shall be rounded off in accordance
with IS : 2-1960* The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard covers the procedure of conducting in-situ vane shear
test in saturated cohesive deposits for determining their inplace shearing
resistance. Two methods of the test, namely, testing from bottom of
a bore-hole and by direct penetration from ground surface, are covered.
2. APPARATUS
2.1 For Test from Bottom of Bore-Hole
2.1.1 Vane - shall consist of four mutually perpendicular blades as
illustrated in Fig. 1. The height of the vane shall be twice the overall
diameter. It is recommended that the overall diameter of the vane should
be 37*5,50,65,75 or 100 mm. The design of the vane shall be such that it
causes as little remoulding and disturbance as possible to the soil when
inserted into the ground for a test. The blades shall be as thin as pos-
sible, consistent with the strength requirements. The vane should not
deform under the maximum torque for which it is designed. The penet-
rating edge of the vane blades shall be sharpened having an included angle
of 900. The vane blades shall be welded together suitably either directly
or to a central rod, the maximum diameter of which should preferably not
exceed 12.5 mm. The area ratio of the vane shall be kept as low as pos-
sible and shall not exceed 18 percent for the 37.5 mm vane and 12 percent
for the 50, 65, 75 and 100 mm diameter vanes. The area ratio may be
calculated using the following formula:
where
A c = area ratio in percent,
t e thickness of vane blades in mm,
.-
*Rules for rounding off numerical values ( rmised).
4ISt4434-197s
-
:
a
(v
II
Fro. 1 GEOMETRYO F FIELD VANE
5IS I 4434 - 1978
overall diameter of vane in mm, and
d = diameter of central vane rod including any enlargement
due to welding in mm.
NOTE -The vane selected should be the largest size suitable for the general soil
conditions at a site.
2.1.1.1 The vane rod ( the rod to which the vane blades are fixed)
may be enclosed in a suitably designed sleeve from just above the blades
and throughout the length it penetrates the soil to exclude the soil parti-
cles and the effects of soil adhesion. This sleeve shall commence above
the blades at a distance equivalent to about two diameters of the vane
rod.
NOTE - The vanes shall be frequently checked for straightness.
2.13 Torque Ajjlicator - The torque applicator shall have a clamping
device to rigidly secure it to the anchor casing and shall have an attach-
ment to securely hold the string of rods connecting the vane.
2.1.2.1 The instrument shall be capable of applying a torque to the
vane through the string of rods and to measure the same. It should also
have a device to read the angular rotation of the upper end of the cxten-
sion rod. The torque applicator shall be provided with speed control so
that the rate of rotation may be maintained at O*l”/s. Friction exerted by
the torque applicator should bc of neglible magnitude and shall be checked
periodically. Depending upon the estimated shear strength of the soil,
the following table ( Table 1) may be used as a guide for the selection
of torque applicator of capacity 60 N.m ( 600 kgf.cm).
TABLE 1 SELECTION OF TORQUE APPLICATOR
Estimated
shear strength
in kN/ms ( kgf/cm* )
Vane size All All All All All 37.5 37.5
jo;i;Jesvui;;ble sizes sizes sizes sizes sizes and and
except except except except 50 mm 50 mm
600 kgf.cm 100 mm 100mm 100 mm 100 mm sizes sizes
torque applicator and and
75 mm 75 mm
2.1.2.2 The capacity and accuracy of the instrument shall be one of
the following as may be specified by the purchaser:
a>
Measure torque up to 60 N.m ( 600 kgfcm) to an accuracy of
1 N.m ( 10 kgfcm), or
b) Measure torque up to 200 N.m ( 2 000 kgfcm ) to an accuracy of
2.5 N.m ( 25 kgf.cm ).
6IS:4434-1978
2.1.3 Rod System - The string of torque rods connecting the vane to the
torque applicator called the rod system may be of the quick coupling type
or of the threaded type. The length of the rods shall preferably be Im
with a few of smaller lengths. These rods shall have sufficient diameter
such that their elastic limit is not exceeded when the vane is stressed to its
capacity ( see Note ). The threaded rods shall be so coupled that the
shoulders of the male and female ends shall meet to prevent any possibility
of the coupling tightening when the torque is applied during the test. If
a vane housing is used, the torque rods shall be equipped with well-lubri-
cated bearings where they pass through the housing. These bearings shall
be provided with seals to prevent soil from entering them. The torque
rods shall be guided so as to prevent friction from developing between the
torque rods and the walls of casing or boring.
NOTE- If torque UC~SUrSo tation curve is to be determined, it is essential that the
torque rods be calibrated ( prior to the use in the field ). The amount of rod twist ( if
any ) shall be established in degree per metre per unit torque. This correction becomes
progressively more important as the depth of test increases the calibration shall be
made at least to the maximum depth of testing anticipated.
2.1.4 Dummy Rod - of dimensions equal to that of the vane rod of the
vanes used.
2.1.5 Guides for Rod - of suitable type provided with ball bearing
arrangement so as to enable the rod tu rotate freely ( see Note ).
NOTE - During the test, it is c3sential that the rods and vane are placed centrally
in the bore-hole. For this purpose guides shall be used at an interval in depth of not
more than 5 m.
2.1.6 Drilling Equa$ment - The equipment used shall provide a clean
hole of the required diameter for insertion of the vane to ensure that the
vane test is performed on undisturbed soil.
2.1.7 Jacking Arrangement - for pushing the shoe and vane (where
required ).
NOTE - The apparatus shall be checked and calibrated as and when required.
2.2 For Tests by Direct Penetration from Ground Surface
2.2.1 Vane - as specified in 2.1 .l. In addition the vane shall be suitably
protected by a shoe ( see Fig. 2 ).
2.2.2 Rod System - as specified in 2.1.3 and of suitable type.
2.2.3 Extension Pi@es - about one metre in length with coupling on the
outer face to case the hole.
2.2.4 Torque A@licator - as specified in 2.13.
NOTE - The apparatuss hall be checked and calibrated as and when required.
7
-lS:4434-1978
CONNECTION FOR
EXTENSION PIPE
r HOLE FOR
FLUSHING
--f x
HOLES FOR
FLUSHING
SECTION XX
Fxo. 2 TYPICAL VANE PROTECTINGS HOE
3. PROCEDWRE OF TESTING
3.1 Tests from Bottom of Bore-Hole
3.1.1 Sink the bore-hcle up to the depth required and extend the casing
up to the fllll depth. If the casing is loose, secure it so that it does not
move during the tests. Fix the torque applicator anchor plate to the
casing.
8IS : 4434 - 1979
3.1.2 Connect the vane of suitable size ( see 2.1.1, Note ) to the rods and
lower it to the bottom of the bore-hole, putting guides at suitable intervals
but not more than about 5 m as the rods are extended. Push the vane
with a moderate steady force up to a depth of five times the diameter of
the bore-hole below the bottom of the bore-hole or shoe. Take precautions
to make sure that no torque is applied to the torque rods during the thrust.
No hammering shall be permitted. Fix the torque applicator with frame
to the anchor plate and connect the rods to it. Tighten the torque appli-
cator to the frame properly. A diagrammatic vane test arrangement for
test from bottom of bore-hole is shown in Fig. 3.
3.1.3 Allow a minimum period of five minutes after insertion of the
vane. Turn the gear handle so that the vane is rotated at the rate of 0.19/s.
Note the maximum torque reading attained. If necessary, note the torque
indicator dial gauge readings at half-minute intervals and continue rota-
ting the vane until the reading drops appreciably from the maximum.
3.1.4 Just after the determination of the maximum torque, rotate the
vane rapidly through a minimum of ten revolutions. The remoulded
strength should then be determined ( see 3.1.3 ) within one minute after
completion of the revolutions.
3.1.5 Remove the vane testing assembly, continue boring, and collect
soil sample from the level of the vane testing for laboratory analysis to
ascertain whether the deposit will behave as a purely cohesive soil.
3.1.6 In case where a sleeve is not provided for the vane rod and the soil
is in contact with the rod, determine the friction between the soil and the
vane rod by conducting tests at appropriate depths using the dummy rod
corresponding to that of the vane used in the test. The test should be
conducted as wit,h the vane except that the vane is replaced by dummy
rod. The test should be conducted in an adjacent bore-hole at the same
depth at which the vane tests were conducted. The dummy rod should
be pushed into the ground to the same distance as the vane rod at that
depth.
3.2 Test by Direct Penetration from Ground Surface
3.2.1 Lock the vane in-place inside the protecting shoe and jack or drive
it to the required depth. Care shall be taken to see that the rods remain
tight while the vane is lowered. Place guides about every 3 m to centralize
and reduce friction between the rods and extension pipes.
3.2.2 When the vane and protecting shoe have penetrated to the
required depth, push the vane steadily, without twisting, a distance of
5 times the diameter of the shoe, into the undisturbed soil below the protec-
ting shoe. Rotate the vane till the soil fails as in 3.1. A diagrammatic
vane test arrangement for testing by direct penetration from ground surface
is given in Fig. 4.
9IS : 4434- 1978
TORQUE MEASURING
GROUND LEVEL
INTERMEDIATE GUIDES
AT 5m INTERVALS
BDTTOH GUIDE
VANE ROD SLEEVE
FIG. 3 DIAGRAMMATIC VANE TEST ARRANQEMENT(FOR TEST
FROM BOTTOM OF BORE-HOLE)
10IS : 4434 - 1978
TORQUE MEA
INSTRUMEN I-
GROUND LEVEL
:XTENSION PIPE
VANE PROTECTING
-VANE RQD
--VANE ROD
SLEEVE
.VANE
FIG. 4 DIAGRAMMATIVCA NE TEST ARRANGEMENT
( TEST BY DIRECT PENETRATIONF ROMG ROUND SURFACE)
11Is : 4434 - 1978
3.2.3 Remove the torque measuring instrument and pull back the vane
fully into its protecting shoe before advancing for another test or before
being removed from the ground taking precautions that the vane is not
damaged by the shoe.
3.2.4 In the case where soil is in contact with the torque rods, deter-
mine the friction between the soil and the rod by means of torque tests
conducted on similar rods at similar depths with no vane attached. Con-
duct the rod friction test at least once on each site; this shall consist of a
series of torque tests at varying depths. A dummy should be used instead
of the vane if the vane rod is not provided with a sleeve.
4. RECORDS
4.1 Records of vane shear test shall be maintained in a suitable form
including details given in Appendix A, which gives a recommended
proforma for the record of results.
5. COMPUTATIONS
5.1 For vane testing instruments that do not read the torque directly a
calibration curve to convert the readings to Newton Mctre ( ccntimetre-
kilogram ) of torque shall be provided. These calibration curves shall be
checked periodically.
5.2 For a rectangular vane, calculate the shear strength of the xsoil using
the following formula ( SIG Note 1 ):
s = M M 1
;--DeH D;r- x 106 S = ; D2H 103
T + _;:_
( -Y+?- > [ ( 1
where
S = shear strength in kN/m2 ( kgf./cm2 );
_W = torque, to shear the soil in N.m ( kgf. cm ) ( corrected for
vane rod and torque rod resistance, if any );
D = overall diameter of vane in mm ( see Note 2 ) ; and
H = height of vane in mm ( see Note 2 ).
NOTE 1 -This formula is based on the assumptions that (a) Shearing
strength in the horizontal and vertical directions are the same. (b) At the
peak value, shear strength is equally mobilized at the end surface as well as at
the centre and that both the top and the bottom ends of the vane take part in
shearing the soil. (c) It is assumed that the shear surface is cylindrical and
has a diameter equal to the diameter of the vane.
NOTE 2 -It is important that the dimensions of the vane are checked
periodically to ensure that the vane is not distorted or worn. Actual values
should be used in the calculation.
12IS: 4434- 1978
5.2.1 If H = 20, then the formula given in 5.2 reduces to
3M
x lo6 ( Sin kN/m” )
s=rDs
s =$ x IO3 (Sinkgfln?) (SeeNotes 1 and20f5.2).
APPENDIX A
( Clause 4.1 )
PROFORMA FOR FIELD VANE SHEAR TEST
GENERAL
Project: Drilling or testing foreman:
Bore-hole No.: Supervising engineer:
(ifany)
Date of test:
DETAILS OF BORING ( IF ANY )
Location: Log of soil conditions:
Rcfercnce elevation:
01”
Ground elevation:
Method of making the hole:
Cased/uncascd:
Level of water in the bore-hole/
level of ground water at the time
of test:
Notes on driving resistance:
DETAILS OF VANE TEST
Test from bottom of bore-hole: Test by direct penetration from
ground surface:
Vane test apparatus No.:
Vane Size: Vane constant:
Diameter of dummy rod
(if used):
Conversion factor for torque
measuring equipment:
____--
13Depth
r - -
T T
7q -q R -D u R D U R D U R D U R D U R D U R
- --I_ ._ .- - - - - - - _--
Depth of vane tip
below bottom of bon
hole or vane shoe
--. -- .- - - _-- - -- - -_ - - .- _-- i - .- -
Time to failure
.- --- -- ._ - _~- _-- - -_ - - -- --- - - _--
Maximum reading
I--
on torque measur-
ing equipment
_- --_ - _- _- - - _-- - -_- _-- -- _-_ - - _--
Maximum torque --
_- - - - - - - - - - - - - - - - -
I- .
Number of revolu- !
z tions for remouldinl 3 _c .-
Shear strength of _.
undisturbed soil,
kN,/m* (kgf/cm*)
-_ _-
Shear strength of -.
remoulded soil,
kN/m* (kgf/cm2)
_- _-
Sensitivity
D P test with dummy if used or any other test for the determination of friction of vane rod and/or torque rods.
U = test with vane in undisturbed soil.
R = test with vane in remoulded soil.
Record of deviation from standard procedure, if any, with reasons.( Continuedfrom bag; 2 )
Members Representing
SHRI T. K. NATARAJAN Central Road Research Institute, New Delhi
SHRI H. C. VERMA Associated Instruments Mfrs ( I ) Pvt Ltd, New Delh
PROF T. S. NAGARAJ ( Alternate)
SHRI H. R. PRAMANIK River Research Institute, Government of West Bengal
SHRI H. L. SAHA ( Alternate )
MAJ K. M. S. SAHASI Engineer-in-Chief’s Branch, Army Headquarters
SHRI 0. P. BHATIA ( Alternate )
SIIRI N. SEN Roads Wing ( Ministry of Shipping and Transport )
SHRI P. K. THOMAS ( Alternate )
SHRI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh, Lucknow
SHRI D. SIIARMA Central Building Research Institute, Roorkee
SNRI V. S. AGGARWAL ( Al&mate )
SUPERINTENDING SURVEYOR OF Central Public Works Department
WORKS ( I )
REPRESENTATIVE Hindustan Construction Co Ltd, Bombay
16h
:. BUREAU'-.,OFI NDIAN STANDARDS
Headquarters : ’ . _
Manak Bhavan, 9’0ahadur Shah Zafar Marg. NEW DELHI 110002
Teleohones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445446. Sector 35-C
CHANDIGARH .160036 { :1:::
Southern : C. I.T . Campus, MADRAS 600113 41 24 42
C “4: ‘2:;:
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
GanBgoHtOri PACLo m4p6le2x0, 03 5th Floor, Bhadbhada Road, T. T. Napar. 6 27 16
5P 3lo 1t 5 N Wo a. rd8 2/ N83 O. . 2L 9e . w Ris . GR .o Bad a, r uaB H RU oB aA d,N ESHWAR 751002 5 36 27
5th Byelane, GUWAHATI 781003
5-B-H56Y(D3 ERL.A BNA. DG up5ta0 00M0a1r g, (Nampally Station Road), 22 lo a3
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005 { 6 98 32
117141 BB Sarvodaya Nagar, KANPUR 205005 C 2211 a628 9726
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ). Rly Station Road, 52 27
TRIVANDRUM 695001
lnspeciion Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay /s a: Novelty Chsmberr, Grant Road. 99 65 20
Bombay 400007
tSales Office in Calcufta is at 5 Chowringhee Approach, P. 0. Princsp 2-l 69 00
Street, Calcutta 700072
Reprography Unit, BIS, New Delhi, India
,,i
_..__.v,i^___ -- -- .-
-. _._--.--.
|
6313_3.pdf
|
. A
&...
IS 6313 (Part 3) :2001 :,
,“
,.1
J!
.,
‘*
mm-m $
mFivitlwnmtmm@mm
.;,,
m3*faFkm+imTmm
!
‘[
t.’
,, ‘
(w j-?w) !,
Indian Standard
CODE OF PRACTICE FOR ANTI-TERMITE
MEASURES IN BUILDINGS
PART 3 TREATMENT FOR EXISTING BUILDINGS
(Second Revision)
ICS 91.12.01
;..
I
...
!
[’
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2001 Price Group 4Building Construction Practices Sectional Committee, CED 13
FOREWORD .,,
,..:
This Indian Standard (Part 3) (Second Revision) was adopted bythe Bureau of Indian Standards, after the draft
!
finalized bytheBuilding Construction Practices SectionalCommittee hadbeenapproved bytheCivilEngineering ‘(
Division Council.
This standard (Part 3) was first published in 1971 and subsequently revised in 1981, In view of comments
received and further knowledge that has become available, the Committee responsible for formulation of this
standard decided totake upitsrevision. Considerable assistance hasbeenrendered byCentral Building Research
Institute, Roorkee in revising the standard. In this revision, apart from other modifications, Chlorpyrifos and
Lindane have been included as an anti-termite chemical. Part 1 of this standard deals with constructional
measures and Part 2 deals with,pre-constructional chemical treatment measures.
Termite control inbuildings isvery important asthe damage likely to be caused by the termites ishuge. Wood
is one of the cellulosic materials which termites damage, cellulose forming their basic nutrient. They also
damage materials oforganic origin with acellulosic base,household articles likefurniture, furnishings, clothing,
stationery, etc. Termites are also known to damage non-cellulosic substances in their search for food rubber,
leather, plastics, neoprene as well as lead coating used for covering of underground cables are damaged by
termites. The widespread damage by termites, high constructional cost ofbuildings have necessitated evolving
suitable measures for preventing access of termites to buildings.
On the basis of their habitat, termites are divided into two types, namely (a) Subterranean or ground nesting
termites, and (b) Non-subterranean or wood nesting termites having no contact with soil (see Annex A). The
subterranean termites are most destructive and are mainly responsible for the damage caused in buildings.
Typically, they form nests or colonies underground inthe soil, near ground level inastump or in other suitable
piece of timber, and some species may construct aconical or dome shaped mound, These colonies may persist
for many years and, as they mature, contain a population running into millions. All attacks by subterranean
termites originate from the nest but timber either lying on or buried inthe ground maybe reached by means of
shelter tubes constructed within, or over such materials or else by the erection of an independent, free standing
mud structure. Chemical barriers which prevent the termites from reaching the super structure of the building
will protect the building and its contents. Treating the soil beneath the building and around the foundations
with a soil insecticide is a good preventing measure which is attracting attention throughout the world. The
purpose of this treatment isto create achemical barrier between the ground from where the termites come and
woodwork, cellulosic materials and other contents of the buildings which may form food for the termites.
Timber which isseasoned and isnaturally durable inheartwood may beused inthe building structure. However,
non-durable timbers and sapwood of alltimbers should be treated to withstand the attack of drywood termites
(see 1S401 and IS 1141).
Whenever termite infestation is detected in a building, appropriate steps as given in this Part of the standard
should be adopted for their extermination. Once the termites have an ingress into the building, they keep on
multiplying and destroy the wooden and cellulosic materials, and assuch itbecomes essential to take measures
forprotection against termites. Periodic inspection andcontrol measures arethemost important steps inchecking
termite damage tobuildings. Often, the damage maybe slight andtheremoval ofaffected material and breaking
off the shelter tubes constructed by termites may suffice to protect the property. In other cases these simple
remedies may have to be supplemented bythe application of chemical toxicants. The chemical treatment to soil
gives good results if it is carried out properly. The success of the treatment depends largely on the extent to
which the prescribed methods of treatment are feasible in a particular building. This again depends upon the
type of construction of the building, the amount of woodwork in it and the manner in which the woodwork is
installed. Ifthere are signs of reinfestation after treatment, itmay be necessary to repeat appropriate treatment
depending upon the termite infestation. This standard provides guidance for the chemical treatment measures
to be provided in an existing building for protection from attack by subterranean termites.
The Composition of the Committee responsible for the formulation of this standard isgiven in Annex E.
For the purpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS2:1960 ‘Rules forrounding off numerical values (revisec$’. Thenumber ofsignificant places retained inthe
rounded off value should be the same asthat of the specified value inthis standard.IS 6313 (Part 3) :2001
Indian Standard
CODE OF PRACTICE FOR ANTI-TERMITE
MEASURES IN BUILDINGS
PART 3 TREATMENT FOR EXISTING BUILDINGS
(Second Revision)
1 SCOPE 4 CHEMICALS
This standard (Part 3) covers measures for the 4.1 Any one of the following chemicals conforming
eradication and control of subterranean termites in torelevant Indian Standard inwater emulsion maybe
existing buildings using chemicals. It includes usedforthesoiltreatment inordertoprotect abuilding
reference to the chemicals to be used, lays down from termite attack.
minimum rates of application for usage, and outline
Chemical Relevant Indian Concentration by
procedures tobe followed.
Standard Weight, Percent
2 REFERENCES (Active Ingredient)
Chlorpyrifos 20 EC IS 8944 1.0
The standards given in Annex B contain provisions
which through reference in this text, constitute Lindane 20 EC IS 632 1.0
provisions ofthis standard. Atthetime ofpublication,
NOTE—Thechemicalsdescribedinthiscodeareinsecticides
the editions indicated were valid. All standards are
withapersistentactionandistoberegardedashighlypoisonous.
subject to revision, and parties to agreements based
Thesechemicalscanhaveanadverseeffectuponhealthwhen
on this standard are encouraged to investigate the absorbedthroughtheskin,inhaledasvapoursorspray-mists or
possibility of applying the most recent editions ofthe swallowed. Detailedprecautions forthesafehandlingofthese
chemicalsaregiveninAnnexC.Personscarryingoutchemical
standards indicated in Annex B.
soiltreatmentisnaccordancweiththiscodeshouldfamiliarize
themselves fortheseprecautions andexercise duecarewhen
3 TERMINOLOGY .
handlingthechemicalwhetherinconcentrateorindilutedform.
Theuseofthechemicalshouldbeavoidedwherethereisanyrisk
For the purpose of this standard, the following
ofwellsorotherwatersuppliesbecomingcontaminated.
definitions shall apply.
4.1.1 Oil or kerosene based solution of chlorpyrifos
3.1 Chemical Barrier 20 EC or Lindane 20 EC 1.0 percent (by weight)
concentration isuseful for treatment of wood.
The layer of chemically treated soil in immediate
contact with the foundation and floor structure of a
5 POST CONSTRUCTION TREATMENT
building which kills or repels termites thus forming a
barrier which is impervious to termite entry. 5.1 Inspection
3.2 Post Construction Treatment Before undertaking anytype oftreatment, athorough
inspection shall be made of the infestation in the
The application of chemical insecticides to buildings
building with aview to determine the extent to which
to eliminate existing termite infestation and to make
ithas spread, and the routes of entry of termites into
them resistant to termite attack.
the building. A study of structure of the foundation
andtheground floor helps infinding outthe routes of
3.3 Soil Treatment
entry of termites from the soil and also in deciding
The application of chemicals (toxicant) to the soil themode oftreatment. Forguidance, anote ontermite
adjacent to and under a building to form a chemical detection inbuildings isgiven in Annex D.
barrier which is lethal or repellent to termites.
5.2 Extermination of Termites in Building
3.4 Wood Treatment
After making astudyofthe infestation inthebuilding,
The application ofchemical termiticides towoodwork the next step is to exterminate the termites located
andwood-based materials toeliminate existingtermite inside the building. This operation shall be carried
infestation and to make it resistant to termite attack. out inathorough manner, seeking thetermites intheir
1d .. ... . . ..... ...>..........,., .
“i,
IS 6313 (Part 3) :2001
hideouts, such as ceilings behind wooden panellings, this level islessthan 300mm. The chemical emulsion
inside electrical wiring battens, conduits, switch- shall be sprayed onthe backfill earth as it isreturned
boards and similar locations. Recourse shall be taken intothetrench directing the spray against the concrete
toinject chemicals asgiven in5.3.Alltracesoftermite surface of the beam of column asthe case may be. If
tubes shall be removed so that arty fresh infestation there is a concrete or masonry apron around the
which might occur at a later date may be easily building, approximately 12mm diameter holes shall
detected. be drilled asclose aspossible to the plinth wall about
300 mm apart, deep enough to reach the soil below
5.3 Preventive Measures
and the chemical emulsion pumped into these holes
5.3.1 Soil Treatment tosoakthe soilbelow atarate of2.25 litres per linear
metre.
The object of soil treatment is to establish chemical
(toxic) barrier between thetermites inthe soilandthe 5.3.1.3 Treatment of soil under jloors
building to be protected. Basically, it consists of
The points where the termites are likely to seek entry
treating the soil adjacent to orunder the building with
through the floor are the cracks at the following
a chemical toxicant which kills or repels termites.
locations:
Water emulsions of one ofthe chemicals given in4.1
shall be used in soil treatment and applied uniformly a) At the junction of the floor and walls as a
at the prescribed rate. result of shrinkage or the concrete;
b) On the floor surface owing to construction
5.3.1.1 Treatment along outside offoundations
defects;
The soil in contact with the external wall of the c) Atconstruction joints inaconcrete floor, cast
building shall be treated with chemical emulsion at in sections; and
the rate of 7.5 l/m2of the vertical surface of the sub-
d) Expansion joints in the floor.
structure to a depth of 300 mm. To facilitate this
treatment ashallow channel shall be excavated along 5.3.1.4 Chemical treatment should beprovided within
and close to the wall at 1.75 Iitres per running metre the plinth area of the ground floor of the structure
of the channel. Rodding with 12 mm diameter mild wherever suchcracksarenoticed, bydrilling vertically
12 mm holes at the junction of floor and walls,
steelrods at 150mm apart shallbedone inthechannel
if necessary for uniform dispersal of the chemical to constructional and expansion joints mentioned above
at 300 mm interval to reach the soil below. Chemical
300 mm depth from the ground level. The balance
chemical of 0.5 litre per running metre shall then be emulsion shall be squirted into these holes using a
used to treat the backfill earth as it isreturned to the hand operated pressure pump until refusal or to a
channel directing the spray toward the wall surface. maximum of one litre per hole. The holes shall be
If there is a concrete or masonry apron around the sealed. Ingeneral, the idea isto change the soil below
building, approximately 12mm diameter holes shall the floor at the locations of cracks with toxicants so
be drilled as close as possible to the plinth wall at thattermites inthesoilaredenied accessthrough such
300 mm apart, deep enough to reach the soil below, cracks and openings inthe floor.
and the chemical emulsion pumped into these holes
5.3.1.5 Treatment to voids in masonry
to sodkthe soil below atarate of2.25 Iitresper linear
metre. Termites are known to seek entry into masonry
foundations and work their way up through voids in
NOTE—Insoilswhichdonotallowpercolationofchemicalsto
the masonry and enter the building at ground and
thedesireddepth,theuniformdispersalofthechemicaltoadepth
upper floors. The movement of the termites through
of300mmshallbeobtainedbysuitablymodifyingthemodeof
treatment depending on the site condition.The dosage of the masonry walls may be arrested by drilling holes
2,25Iitresperlinearmetreshallhoweverremainthesame. in the masonry wall at plinth level and squirting
5.3.1.2 The treatment described in 5.3.1.1 applies to chemical emulsion intotheholes to soakthe masonry.
masonry foundations. Inthe case ofRCC foundation, Theholesshallbedrilled atadownward angle ofabout
the soil (backfill earth) in contact with the column 45° preferably from both sides of the plinth wall at
sides and plinth beams along the external perimeter approximately 300 mm intervals and emulsion
ofthebuilding shallbetreatedwith chemical emulsion squirted through theseholes tosoakthemasonry using
at the rate of 7.5 l/m2of the vertical surfaces of the a hand operated pressure pump. This treatment shall
structure. To facilitate this treatment, trenches shall also be extended to internal walls having foundations
be excavated equal to the width of a shovel exposing inthe soil.Holesshallalsobedrilled atcritical points,
the sides ofthe column andplinth beams uptoadepth such as wall comers and where door and window
of 300 mm or up to the bottoms of the plinth beam if framesareembedded inthemasonry orflooratground.
Emulsion shall be squirted through the holes till
2IS 6313 (Part 3) :2001 . ..-
refusal or to a maximum of one litre per hole. The replacement shall be treated as indicated in 5.3.2.2.
treated holes shall then be sealed.
5.3.2.2 Infested woodwork in CHAUKATS, shelves,
5.3.1.6 Treatment at points of contact of woodwork joints, purlins, etc, in contact with the floor or the
walls shall be provided with protective treatment by
All existing woodwork in the building which is in
drilling holes of about 3 mm diameter with a
contact with the floor orwalls and which isincontact
downward slant to the core of the woodwork on the
with the floor or walls and which is infested by
inconspicuous surfaceoftheframe. Theseholes should
termites, shall be treated by spraying at the points of
be atleast 150mm centre-to-centre and should cover
contacts withtheadjoining masonry withthechemical
the entire framework. One of the chemicals given
emulsion of concentration given in 3.1 by drilling
in4.1 shall be liberally infused in these holes. If the
6mm holes at a downward angle of about 45° atthe
wood isnotprotected bypaint orvarnish two coats of
junction of woodwork and masonry and squirting
chemical emulsion into these holes till refusal or to a the chemicals given in 4.1 shall be given on all the
maximum of half a litre per hole. The treated holes surfaces and crevices adjoining the masonry.
shall than be sealed.
5.3.3 Treatment of Electrical Fixtures
5.3.2 Treatment of Woodwork Ifinfestation inelectrical fixture (like switch boxes in
For the purpose of treatment, woodwork may be the wall) isnoticed, covers of the switch boxes shall
classified asfollows: be removed and inside of such boxes shall be treated
liberally with 5 percent Malathion dusting powder.
a) Which isdamaged bytermites beyond repair
The covers of the switch boxes shall be refixed atler
and need replacements, and
dusting.
b) Which is damaged slightly by termites and
does not need replacement. 6 INSPECTION
5.3.2.1 The woodwork which has already been Periodical inspection andvigilance arenecessary after
damaged beyond repairs bytermites shallbereplaced. carrying out the preventive treatment measured
The new timber should bedipped orliberally brushed described in 5.3. It is essential that follow up action
at least twice with chemicals in oil or kerosene as be maintained during subsequent humid and hot
in4.1.1. All damaged woodwork which doesnotneed seasons iftermites appear.
ANNEX A
(Foreword)
A SHORT NOTE ON TERMITES
A-1 CLASSIFICATION b) Non-subtemnean or wood nesting termites
which live inwood with nocontact with soil.
A-1.1Termites constitute a separate order of insects
called ‘ISEPTORA’. Although, they are commonly A-l-3 Subterranean termites require moisture to
called white ants, they are not related to ants. The sustaintheir life.Theynormally need accesstoground
front pair of wings of the ants are longer than their at all times. These build tunnels between their nest
hind pair whereas in termites, both pairs are equal. and source of food through covered runways. These
There areover2300 speciesoftermites ofwhichabout covered tunnels provide humidity conditions thus
220 are found in India. All these species are not preventing desiccation and protection against
considered to be serious pests. predators, darkness necessary fortheir movement and
for maintaining contact with earth. The subterranean
A-1.2 According to their habits, termites can be
termites enter abuilding from ground level, under the
divided into two well defined groups:
foundation, working theirwayupwards through floors,
a) Subterranean or ground nesting termites destroying all before them. So little is seen of these
which build nests inthe soilandliveinthem, termite operations that sometimes the structural
and member attacked is found to be merely a shell with
the inside completely riddled and eaten away.
3. &
IS 6313 (Part 3) :2001
A-1.4 The wood nesting species comprise chywood the habit of licking the secretions ofexudating glands
and dampwood termites. Drywood termites which of the physogastric queen.
predominate are able to live even in fairly drywood
and with no contact with soil. These frequently A-2 DEVELOPMENT OF TERMITE COLONY
construct nests within large dimensional timbers such
Atcertain periods ofthe year, particularly after afew
asrafters, posts, door and window frames, etc, which
warm days followed by rain, emergence of winged
they destroy, if not speedily exterminated. However,
adults on colonizing flights, occurs. This swarming,
they arenot asprevalent andcommon assubterranean
also called the nuptial flight, may take place any time
termites, and aregenerally confined tocoastal regions
duringthemonsoon orpost-monsoon period, Thefight
and interior of eastern India.
isshortandmostoftheadults perish duetoonereason
A-1.5 A termite colony consists of a pair of or the other. The surviving termites soon find their
reproductive, theso-called kingandqueenandalarge mates, shed their wings and establish a colony if
number of sterile workers, soldiers, and nymphs. If, circumstances are favorable. The female of the pair
however, thequeen islostordestroyed, herplacetaken or queen produces a few eggs in the first year. The
by a number of supplementary [productive in some first batch of the brood comprises only of workers.
group of termites; thus by removing the queen, the The rate of reproduction however, increases rapidly
colony willnotbedestroyed. Alltheworkofthecolony after 2to 3years. Although acolony may increase in
iscarried out by the workers. Guarding the colony is size comparatively rapidly, very little damage may
thework ofthesoldiers. Theadultworkers andsoldiers occur in aperiod lessthan 8to 10years. Any serious
arewingless. The workers aregenerally greyish white damage that may occur inashort time isperhaps due
in colour. The soldiers are generally darker than the to heavy infestation in the initial stages due to large
workers and have a large head and longer mandibles. population of termites existing in the soil before the
There are, however, other types of soldiers whose building isconstructed.
mandibles are small, degenerated and functionless;
A-3 RECOGNIZING THE PRESENCE OF
instead the frontal part of the head is prolonged to
TERMITE INFESTATION IN BUILDINGS
form a long nasus; they dispel the enemy by squirting
out white poisonous fluid through the nasus. The A-3.1 Swarms of winged reproductive flying from
reproductive, that is, the flying adults, have brown the soil or wood are the first indication of termite
or black bodies and are provided with two pairs of infestation in a building. Often the actual flight may
long wings of almost equal size in contrast to the not be observed but the presence of wings discarded
reproductive of ants which have two pairs of wings by them will be a positive indication of a well
of unequal size. established termite colony nearby. Termite damage is
not always evident from the exterior in the case of
A-1.6 The food of the termite is cellulosic material
subterranean termites, since they do not reduce wood
like timber, grass, stumps of dead trees, droppings of
to a powdery mass of particles like some of the
herbivorous animals, paper, etc. Once termites have
woodborers or drywood termites. These termites are
found a suitable foot-hold in or near abuilding, they
also recognized by the presence of earth-like shelter
start spreading slowly from a central nest through
tubes which afford them therunways between soiland
underground and over-ground galleries inthe case of
their food.
subterranean termites, and galleries within the
structural member. Oncetheygetdirect accesstothem A-3.2 Drywood termites on the contrary may be
in the case of drywood termites. In their search for recognized by their pellets of excreta. Non-
foodthey bypassanyobstacle likeconcrete orresistant subterranean termites excrete pellets ofpartlydigested
timber to get asuitable food many metres away. wood. These may be found intunnels or on the floor
underneath the member which they have attacked.
A-1.7 Insubterranean termite colony, theworkers feed
These termites may further be noticed by blisters on
the reproductive, soldiers, winged adults and young
wood surfaces duetotheir forming chambers close to
nymphs. One of the habits of the termites which isof
the surface by eating away the wood and leaving only
interest is the trophallaxis by means of wh;ch food
a thin film of wood on the surface. Also the hollow
and other material remain in circulation among
sound on tapping structural timber will indicate their
different members of the colony. Workers are also in
destructive activity inside.
4IS 6313 (Part 3) :2001 —
ANNEX B
(Clause 2)
,
LIST OF REFERRED INDIAN STANDARDS
!
IS No, Title IS No. Title .,’,
2568:1978 Malathion dusting powder (second
401:1982 Code ofpractice for preservation of
revision)
timber (third revision)
4015:1998 Guide for handling cases of pesti-
632:1978 Gamma — BHC (Lindane)
cides poisoning: Part 1 First aid
emulsifiable concentrates ~ourfh
measures (frost revision)
revision)
8944:1978 Chlorpyrifos emulsifiable concen-
1141:1993 Seasoning of timber — Code of
trates
practice (second revision)
ANNEX C
(Clause 4.1)
SAFETY PRECAUTIONS
C-1 PRECAUTIONS FOR HEALTH HAZARDS C-1.3 Particular care should be taken to prevent skin
AND SAFETY MEASURES contactwithconcentrates. Prolonged exposure todilute
emulsions should also be avoided. Workers should
C-1.1 All the chemicals mentioned in 5.3 are
wear clean clothing and should wash thoroughly with
poisonous and hazardous to health. These chemicals
soap and water specially before eating and smoking.
canhave anadverse affect uponhealth when absorbed
Inthe event of severe cofitamination, clothing should
through the skin, inhaled asvapours or spray mists or
be removed at once and the skin washed with soap
swallowed. Persons handling orusingthese chemicals
andwater. Ifchemicals splash intothe eyes they shall
should be warned of these dangers and advised that be flushed with plenty of soap and water and
absorption through the skin isthe most likely sources immediate medical attention should be sought.
of accidental poisoning. They should be cautioned to
C-1.4 The concentrates are oil solutions and present
observe carefully thesafetyprecautions given inC-1.2
a fire hazard owing to the use of petroleum solvents.
to C-1.5 particularly when handling these chemicals
Flames should not be allowed during mixing.
inthe form of concentrates,
C-1.5 Care should be taken inthe application of soil
C-1.2 These chemicals are brought to the site in the
toxicants to see that they are not allowed to
form of emulsifiable concentrates. The containers
contaminate wells or springs which serve as sources
should be clearly Iabelled and should be stored
of drinking water.
carefully sothat children and pets cannot get atthem.
C-1.6 Incaseofpoisoning, suitable measures shall be
They should be kept securely closed.
taken for protection inaccordance with IS 4015.
51S6313 (Part 3) :2001
ANNEX D
(Clause 5.1)
GUIDE FOR TERMITE DETECTION
D-1 TERMITE DETECTION IN BUILDINGS termite control operator.
D-1. 1Atermite control operator must be able to find D-1.5 Termites work inside timber without breaking
out the existence or termites in a building. A certain the surface. They are known to eat away a board
amount of technical knowledge and experience is completely leaving only the film of paint on the
necessary to determine if there is termite infestation surface. If they break open the surface at any point
in a building, particularly in the early stages when accidentally, they quickly seal itup, and their activity
the attack hasjust started or it is confined to remote continues beneath the surface without detection.
locations in the building. The operator should know
D-1.6 Woodwork in the vulnerable locations
the habits of termites ingeneral, the manner inwhich
mentioned in D-1.3 should be carefully examined to
they work, theplaces where they arelikelytobefound
find out if termites have attacked the wood. In the
and the signs which go to show that they are present.
absenceofanyexternalsignsofdamage,thewoodwork
D-1.2 Abright light isessential fortermite inspection. should be tapped to see if it is hollow having been
Abright electric bulb protected by awire-cage andan eaten up from inside. A sharp pointed instrument or
extension cord would beuseful. Ifthisisnotavailable, the sharp end ofapen-knife maybe usedto pierce the
a flashlight may be used. The operator should also woodwork to determine if there are cavities in the
carry with him a knife with a sharp pointed blade to wood.
probe into woodwork.
D-1.7 There isnothing as certain as termite runways
D-1.3 As subterranean termites emerge from the soil to establish that infestation exists. However, an
to seek entry into a building, the portions of the operator should be able to distinguish between old
building incontact with oradjacent tothe soil should runways and new ones. The old runways are brittle
be the first to be inspected. These would include the andbreakawayeasilywhilethenewoneswillbemoist
basement, ground floor, step: leadingfromtheground, and stronger. It isnot advisable to remove or destroy
columns, porches, etc. Locations where there is termite runways during inspection,
dampness or where humid conditions prevail, such as
D-1.8 Iftermite activity isnoticed inany one location
bathrooms, lavatories, orother places where there are
ofabuilding, itbecomes necessary tomake athorough
leaky pipes or drains are likely places of termite
search in the entire building. In a multi-storeyed
infestation. Woodwork at basement or ground floor
building, ifinfestationhasoccurred attheground floor,
level, particularly in damp locations, should be
all the upper floors must be subjected to thorough
examined. The places which demand careful scrutiny
scrutiny. There have been instance where termite
are the points where woodwork is embedded in the
activity was noticed in one of the upper floors, with
floor or in the walI as termites seek entry through
no visible signs of attack in the lower floors except
crevices in the concrete or brickwork in which the
perhaps the ground floor. This isexplained bythe fact
wooden frames are fixed.
thatthetermites hadtravelled from floortofloor under
D-1.4 The signs of presence of termites in abuilding cover through lift wells or casings covering electric
are the tell-tale shelter tubes which are termites wiring, telephone cables, utility pipes, etc. Such
runways. As termites have soft bodies which cannot covered conduits should, therefore, be examined
withstand the drying effects ofair,they move about in carefully as they are ideal routes for termites. Other
sheltered mud tubes which they build whenthey have places which should be examined are woodwork,
to cross open spaces which are exposed to the air. wooden paneling on staircases and walls, are behind
These are, therefore, not easily noticed and may go picture frames huge on walls, false ceiling, special
undetected except tothetrained eyeofanexperienced attention being paid to locations where dampness
prevails, such asbathrooms, toilets and kitchen sinks.. &<
.-—
IS 6313 (Part 3) :2001
ANNEX E
(Foreword)
COMMITTEE COMPOSITION
Building Construction Practices Sectional Committee, CED 13
Organization Representative(s)
InPersonalCapacity(D-6 Sector 55,Noida 201301) SHSUA.K.SARKA(RChairman)
BhabhaAtomicReseachCentmM, umbai SmuK.S.CHAUHAN
SmuK.B.MsrnM(Mterrrate)
BuildersAssociationofIndia Chermai SHSIM.KARmrUmYAN
BuildingMaterials&TechnologyPromotionCouncil,NewDelhi SmuJ.K.PRASAD
SmuS.K.GUPTA(Alternate)
CentralBuildingResearchInstitute,Roorkee SrmrM.P.JmSrNGH
CentralPublicWorksDepratment,NewDelhi CmEPENGINEE(CRDO)
SUPEIUNIENOINGENC(JCNDEOIX)(Alternate)
CentralRoadResearchInstitute,NewDelhi SHRDIEEPCHANDRA
CentralVlgikmceCommission,NewDelhi SmrR.A.ARUMUGAM
DelhiDevelopmentAuthority,NewDelhi SmrtS.M.MAOAN
SrrRIS.C.AGGARWA(ALlternate)
Engineer-in-Chief’sBranch,NewDelhi SHRsrrJrwHcHANoER
SHRDIINESHAGARW(AAlLternate)
EngineersIndiaLimited,NewDelhi SmuR.S.GARG
SmuA.K.TANOO(NAlternate)
ForestResearchInstitute,DebraDun SCIENTTST-SF
RESEARCOHmrcER(Alternate)
Hhdustan PrefabLtd,NewDelhi M-mS.Murmssms
SsnuM.KuNou(Alternate)
HlndustanSteelWorksConstructionLtd,Kolkata SHSUNK..M.WUMOAR
SrnuV.K.GUPTA(Alternate)
Housing&UrbanDevelopmentCorporation,NewDelhi SHSUK.C.BATRA
Mu K.C.DHARMAIWA(ANlternate)
IndianInstituteofArchitects,Mumbai !%up.C.DHAIRYAWAN
SmuJ.R.BHALL(AAlternate)
IndianOilCorporation,Mathura SHRID.A.FRANCIS
SHRSI.V.LALWAM(Alternate)
IndianPestControlAssociation,NewDelht SmtrH.S.VYAS
LifeInsuranceCorporationofIndia,NewDelhi CMEFENGDWER
DEPr.rrYCHEFENGINEE(ARlternate)
MinistryofRailways,Lucknow JlmrrYCtnEFENGItWJ?R(CONSTTWCIrON)
ExEcursvEENGINEE(CRONSTRUCTI(OANlte)rnate)
NationalBuildingsConstructionCorporationLtd,NewDelhi Mu DASJITSrNGH
NationalIndustrialDevelopmentCorporationLtd,NewDelhi SmuG.B.JAHAmrmmrr
SmuY.N,SHARM(AAlternate)
NationalProjectConstructionCorporation,NewDelhi SHRIK.N.TANEJA
SrrroS.V.PATW.mmrA(ANlternate)
PublicWorksDepartment,GovernmentofAmnachaiPradesh,Itanagar CHIEFENGINEE(WRESTZONE)
PublicWorksDeptiment, GovernmentofMahamshtr&Mumbai SrnuA.B.pAWAR
SsuuV.B.BORGE(Alternate)
PublicWorksDepartment,GovernmentofPunjab,Patiala CmEFENGUW@.13MX@
DIRECTO(RR& D)(Alternate)
PublicWorksDepartment,GovernmentofRajasthan,Jaipur SmuP.K.LAURIA
SHRKI .L.BAIRW(AAherrrate)
PublicWorksDepartmen~GovernmentofTamilnadu,Chemai Ctm ENGIiWS(BRLDG)
sWSRMTNOSNEGNGINES(BRLOG)(Alternate)
(Continued onpage 8)
7IS 6313 (Part 3) :2001
(Continued fronr page 7)
Orgarrization
StateBankotlndia, NewDelhi StrsrP.L.F’ATHAK
SHRGI.V.CHANAN(AAlternate)
StructuralEngineeringResearchCentre,Chennai SHRIK.Mm
SHRHI .G.SREENAT(AHlterrra[e)
BISDirectorateGeneral SHRIS.K.JAIN,Director&Head(CivEngg)
[RepresentingDirectorGeneral(Ex-O&cio Member)]
Member-Secretary
ShrrRACHNSAmrGAL
DeputyDirector(CivEngg),BIS
Timber Engineering Subcommittee, CED 13:4
InPersonalCapacity(C4E- 78Janakpuri, New Delhi 110058) DRH.N.MISHRA(Convener)
CentralBuildingResearchInstitute,Roorkee SmoS.K.Mn_rAL
DRY.SINGH(Alternate)
CentralPublicWorksDepartmerr~NewDelhi SOPSIUMENDINEGNGINEE(SR&S)
SUPERINTEINNGDENGINSS(TRADC)(Alternate)
DENOCIL,Mumbai SHruMANoS]HARMA
SHSUP.NATARAIA(NAlternate)
Engineer-io-Chiefs Branch,NewDelhi StuuN.HmmARAN
SW K.K.MrTRA(Alternate)
ForestResearchInstitute,DebraDun DRS.C.MISRA
HindustanPrefabLimited,NewDelhi SmrrSUDHODRAONY
SHRAI.K.CHADH(AAlternate)
IndianInstituteofTechnology,Chennai DRM.S.MATHEWS
IndianPlywoodIndustriesResearch&TrainingInstitute,Bangrdorc DIRECTOR
DRH.N.JAGADEE(SAHlternate)
InstitutionofSurveyors,NewDelhi SHRIK.S.KHARB
.. -
SHRKI .L.PRr.rrm(Allerrrate)
KeralaForestResearchInstitute,Peechi DRR.GNANAHARAN
IndianInstituteofTechnology,Delhi DRG. S.BmrAL
MinistryofAgriculture,Faridabad DRBRAJENDRSArNGH
NationalBuildingConstructionCorporationLtd,NewDelhi SHRrv.SITARAMAN
SHRIJ.R.GABRISL(Alternate)
NationalEnvironmentEngineeringResearchInstitute,Nagpur t@RFSENrATIVE
NationalChemicalLaboratory,Pune ~AITW
PVMProcessedTimber(India)PvtLtd,Mumbai SHRIP.C.GANDHI
SHRAINANDP.GANDH(AIlfernafe)
PublicWorksDepartment,GovernmentofKeral%Thiruvananthapuram SHRKI.MADHAVpAaNLAI
PublicWorksDepartment,Bhopal SOPWNIHWNGENGUWER
PublicWorksDepartment,Chennai JorNTCHIEFENGINEER
EKECUTIEVNEGINEE(ARlternate)
PestControlIndiaLtd,Mumbai Mu G,P.AGMHOTIU
SHIUP.N.NOWROJE(AElterrrate)
Research,DesignsandStandardsOrganization,Luckrrow DEPUIYDIRECTOR
ASSISTANDrIRECTO(ARlternate)
RITES,NewDelhi StrruN.S.Mm-rrPAL
SsrruG.D.CHAUSALK(AARlternate)
RegionalResearchInstitute,Jorhat DRU.C.BORAH
SHRSI.C.BARTHAK(GARlternate)
StructuralEngineeringResearchCentrc,Ghaziabad SmrrP.c. SHArwA
SmrO.P.THAKU(RAlternate)
InPersonalCapacity,(C-538,Sarita Vihar,NewDelhi 110044) SsmrB.R.C.DHAMANS
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition by referring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CED 13(5701).
Amendments Issued Since Publication
Amend No. Date ofIssue TextAffected
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,323 9402 (Common to alloffices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14C.I.T. Scheme VII M,V.I.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARI-I 160022. 603843
602025
{
Southern : C.I.T. Campus, IV CrossRoad, CHENNAI 600113 2541216,2541442
2542519,2541315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW.NAGPUR.NALAGARH.PATNA.PUNE.RAJKOT.THIRUVANANTHAPURAM.
PrintedatPmbhatOffsetPress,NewDelhi-2
|
1566.pdf
|
3
IS Xi66 - 1982
( l
Reaffhtcd 1989 )
Standard
In&m
SPECIFICATION FOR
HARD-DRAWN STEEL WIRE FABRIC FOR
CONCRETE REINFORCEMENT
Second Revision )
(
Second Reprint MARCH 1992
UDC 669.14-426-124.3:666.982.24
c
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr I Juns 1982IS : 1566 - 1982
Indian Standard
SPECIFICATION FOR
HARD-DRAWN STEEL WiRE FABRIC FOR
CONCRETE REINFORCEMENT
-(S econd Revision )
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chairman Representing
, :lz~ G. S.-RAO Central Public Works Department, New Delhi
Members
SUPERINTENDINOE NOINEER ( CD0 ) ( Aknala to
Sh&G. S. R .a0 )
lit J. L. AJhfANI The Tata Iron & Steel Co Ltd, Jamshedpur
SRRI A. N. M ITRA ( AkefMte)
SIIRI S. BANERJEE Steel Re-rolling Mills Association of India, Calcutta
%RI S. N. C&AND.% Metallurgical and Engineering Consultants ( India )
Ltd. Ranchi
SHRI R. D. CHOUDHARY ( Alternate )
CHIEF ENOINEER ( D SKR ) Irrigation DepartmeEt, Government of Punjab,
-Chandigarh
DIRECTOR ( CD ) ( Alternate )
DEPUTY DIRECTOR, STANDARDS Research, Designs & Standards Organization,
(B&S)-1 Lucknow
ASSISTANT D I R E~C T o R,
STANDARDS ( B & S )-II ( Alternate )
SHRI M. R. DOOTOR Special Steels Ltd. - Bombay
SHRI S. G. JOSHI ( Alternate) -
SHRI V. GULATI Heatly & Gresham ( India ) Ltd, New Delhi
SHRIP. K. GUPTE National Metallurgical Laboratory (CSIR ),
Jamshedpur
SERI N. C. .TAIN Stup Consultants Ltd; Bombay
SHRI ti. C. TANDON ( Alternafe ) -
SERI M. P. JABUJA Research & Development Centre for Iron & Steel
I Steel Authoritv of India Ltd 1, Ranchi
SHRI A. JAYAQOPAL Engiheer-in-Chief’s ‘Branch, Arm- Headquarters,
New Delhi
MAJ R. CHANDRASEKHARAN ( Alternate )
SHRI S. Y. KHAN Killick Nixon Ltd, Bombay
SERI P. S.V ENKAT ( Alternate)
( Continued on pogc 2 )
@ Cqgv+ghr 1982
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian C@ght Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of tk-
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1566 - 1982
( Continued from page 1 )
Members Representing
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI K. S. SRINNIVASAN( Afternufe )
SERI M. N. KPANNA Bhilai Steel Plant, Bhilai
SHRI C. DAS~UPTA ( Alternate )
SHRI S. N. MANOHAR Tata Consulting Engineers, Bombay
SHRI N. NA~ARAJ ( Alternate )
SHRI R. K. MATHUR Public Works Department, Lucknow
SHRT Y. K. MEHTA The Concrete Association of India, Bombay
SHRI E. T.ANTIA ( Alternate )
DR P. K. MORANTY Tor Steel Research Foundation in India, Calcutta
DR INO. P. K. BANICRJEE( Alternate)
SHRI .4. D. NARAIN Roads Wing, Ministry of Shipping and Transport
Dn V. P. NARAYANASWAXY Struc;oreek3engmeering Research Centre ( CSIR
Smt Z. GEORQE ( Alternute )
SHRI S. N. PAL M. N. Dastur & Co (P) Ltd, Calcutta
SHRI SALIL ROY ( Alternate )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
DR G. P. SAHA Gammon India Ltd, Bombay
SRRI A. C. ROY ( Alternate )
SHRI T. SEN IRC Steels Ltd, Cdlcutta
$IRI%IIRISH H. SHAH Tensile Steel Ltd, Bombay
SHRI M. S. PATHAK ( Alternate )
SHRI C. N. SRINIVASAN G. R. Narayana Rao, Madras
SHRI C. N. RAOHAVENDRAP~( Alternate )
SEIRI S. SUBRAMA~IAN Cement Research Institute of India, New Delhi
SHRI ANIL KUMAR ( Altermats )
SHRI G. RAM.AN, Director Gener&BIS ( Ex-e&i~ &f&m )
Director ( Civ Engg )
Secretary
Srriz~ M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), BIS
2IS:l!i66-1 982
Indian Standard
SPECIFICATION FOR
H,ARD-DRAWN STEEL WIRE FABRIC FOR
CONCRETE REINFORCEMENT
( Second Revision )
0. FORE.WORD
0.1 This IndianStandard ( Second Revision ) was adopted by the Indian
Standards Institution on 15 March 1982, after the draft finalized by the
Joint Sectional Committee for Concrete Reinforcement had been
approved by, the Civil Engineering Division Council and the Structural
and Metals Division Council.
0.2 This standard was first published in 1960 and -subsequently revised
in 1967. The present revision has been taken up with a view to
modifying the earlier provisions in the light of experience gained during
the use of this standard by both the manufacturers and the users.
O;$ This standard adopts SI units in specifying the various physical
requirements. Further, certain provisions of the standard have been
revised based on the latest Indian Standards on methods of physical and
chemical tests for steel.
0.4 In the formulation of this standard due weightage has been given to
international coordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the
field in this country.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960*. The number of significant places retained in the
sounded off value should be the same as that of the specified value in this
standard.
*Rhes for roundingo ff numericalv alues( ~ai.rsd ).
3IS : 1366 - 1982
1. SCOPE
1.1 This standard covers the requirements for hard-drawn steel wire
fabric consisting of hard-drawn steel wire with cross wires electrically
welded to them for use as concrete reinforcement.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Elongation - The increase in length ~of a tensile test piece under
stress. The elongation after fracture is conventionally expressed as a
percentage of the original gauge length of a standard test piece.
2.2 Mesh Size .- The pitch or centre to centre distance of main-wires
by the pitch or centre to centre distance of cross wires.
2.3 Proof Stress - The stress which is just sufficient to produce, under
load, a permanent deformation equal to a specified percentage of the
original gauge length.
2.4 Ultimate Tensile Stress - The maximum load reached in a
tensile test piece divided by the original cross-sectional area of the gauge
length portion of the test piece.
3. TYPES
3.1 Hard-drawn steel wire fabric shall be of the following two.types:
a) Oblong mesh, and
b) Square mesh.
L
3.2 .The fabric may be designated for ordering purposes by the number
of this standard and the reference number given in first column of
Appendix A, alternately a complete description of the fabric may be
given.
When denoting the size of sheet or roll of oblong mesh fabric, the
i’rst dimension shall be the length of the main wires.
Example :
Hard-drawn steel wire fabric to IS : 1566, reference
number 5,50 sheets, 5 m x 2 m.
4
cIS : 1566 - 1982
4. MATERIAL
4.1 Quality of Steel - The wire used in the manufacture of fabric
shall be hard-drawn steel wire conforming, in all respects, to the L
requirements of IS : 432 ( Part II )-1982* and suitable for welding. When
so requested by the purchaser, the manufacturer or the supplier shall
supply certificates to this effect.
5. MANUFACTURE
5.1 The fabric shall be formed by spacing the main and the cross wires,
which shall be fixed at their pointy of intersection by electric welding, so
as fo be sufficiently stable to withst qnd normal handling in transport and
during concreting, without displacement beyond the limits specified. It
shall be fabricated and finished i.1 a workmanlike manner which will
assure accurate spacing and alignment of all members of the finished
fabric to give substantial square or rectangular openings.
5.1.1 Butt joints in the wires of the -“abric shall be electrically welded
and the joints shall be staggered.
6. DIMENSIONS
6.1 Mesh sizes, weight and sizes of wires for square and oblong welded
wire fabric shall be as agreed to between the purchaser and the
manufacturer.
NOTE - The mesh sizes, weights and sizes of wires for square as well as oblong
welded wire fabric being commonly manufactured in the country are given in
Appendix A for information.
7. SIZES OF SHEETS ‘OR ROLLS
7.1 The width of the sheet or roll shall be such as to fit in with the
modular size of 10 cm module and the length of the sheet or roll shall be
that which is mutually agreed to between the manufacturer and the
purchaser subject to the tolerances specified in 9.
7.1.1 The width of the fabric shall be considered end to end distance
between outside longitudinal wires, unless otherwise specified. Transverse
wire shall project beyond the centre line of each longitudinal edge wire
for a distance equal to half the pitch of the main wires, unless otherwise
specified.
8. MASS
8.1 Cdculation of Mass - The nominal mass of fabric shall be
calculated on the basis that steel weighs 0.785 kg/cm’ of nominal cross-
sectional area per metre run.
-
*Specificationf ar mild steela nd mediumt ensiles teelb arsa nd hard-dram steel wire
for concrete reinforcement: Part II Hard-drawn steel wire ( rlrirdre vision).IS : 1566 - 1982
8.2 The actual mass of the fabric shall be determined by weighing a
sheet or .&sheets of any convenient size, and if possible at least one square
metre, with the edges trimmed so that the longitudinal wires protrude by
a distanceequal to half the distance between the cross wires, and the cross
wires produce a distance equal to half the distance between the
longitudinal wires.
9. TOLERANCES
9.1 Subject to the tolerances on wire diameter specified in IS : 432
( Part II )-1982*, the tolerances shall be as in 9.2 to 9.4.
9.2 Tolerance on Size of Mesh - The number of spaces between the
external wires in a sheet or roll shall be determined by the nominal pitch.
‘The centre distance between two adjacent wires shall not vary by more
than 7) percent from the nominal pitch. The maximum variation in the
size of any mesh shall be not more than 5 percent over or under the
specified size, and the average mesh size shall be such that the total
number of meshes contained in a sheet or roll is not less than that
determined ~by the nominal pitch.
9.3 Tolerance on Size of Sheet - When fabric is required to be cut to
specified dimensions, the tolerance shall be as follows:
a) For dimensions of 5 mm and 25 mm under or over
under the specified dimension
b) For dimensions over 5 mm 4 percent under or over
the specified dimension
9.4 Tolerance on Mass of Fabric - The tolerances on the mass of
fabric shall be as follows:
a) When the specified mass is not -f 6 percent
stated to be either a maximum
or a minimum
b) When the specified mass is stated c
percent
to be a maximum -‘1;
c) When the specified mass is stated $12
_ 6 percent
to be a minimum
10. MECHANICAL PROPERTIES
10.1 All wires of the finished fabric shall meet the minimum require-
ments for physical properties as prescribed in IS : 432 ( Part II )-1982*.
*Specification for mild steel and medium tensile steel bars and hard drawn steel wire
for concrete reinforcement : Part II Hard-drawn steel wire ( third revision ).
6IS : 1566 - 1982
11. TESTS
11.1 Selection of Test Pieces
11.1.1 All test pieces shall be selected by the purchaser, and in the
event of the tests being satisfactory, he shall pay the cost of the sheets
from which the test pieces have been cut, or accept delivery as though
such test pieces had not been cut therefrom.
11.1.2 Test Pieces - The test pieces for tensile and bend tests shall
be so cut from the fabric that each tensile test piece shall contain one or
more cross welds in its length.
11.1.3 Identijcation of Specimens with ~the Metetials - The manufacturer
shall make appropriate arrangements for the identification of the
material represented by the test pieces.
11.2 Tensile Test - The tensile test shall be made on the mesh after
fabrication across one or more welds to the requirements specified in
IS: 1521-1972*.
11.2.1 One tensile test shall be made from every 6 000 m2 of fabric.
11.3 Bend Test - The bend test shall be made on the test pieces cut
from the longitudinal wire as well as the transverse wire, between the
welds. The test piece shall not be annealed or subjected to any heat
treatment before testing. The test piece shall withstand one complete
cycle of reverse bend around a pin of size indicated below, without
showing any signs of fracture when. reverse bend test is carried out in
accordance with the requiremehts of IS : 1716-1971t:
Dia of Specimen Wire Dia of Pin
7.5 mm and under Equal to diameter of specimen
Over 7.5 mm Equal to twice the diameter of specimen
11.3.1 One. reverse bend test shall be made fiorh every 6 000 m* of
fabric.
11.4 Re-tests - Should a tensile test piece break outside the middle
half of its gauge length, -the test may, at the manufacturer’s option, be
discarded and another test made on a piece cut from the same length of
wire. In all other cases, should any of the test pieces first selected not
fulfil the required tests, two additional test pieces in respect of each
! failure may be taken. Should both the additional test pieces pass the
/ .test, the material represented shall be accepted. Should either of them
*Method fpr tensile testing of steel wire (Jirst reuision) .
tMethod for reverse bend testing of steel wire (jot rcuision) .
7IS : 1566 - 1982
fail to fulfil such tests, the material represented may be rejected. The
additional tests shall be carried out in the same manner in all resI,ects as
the tests herein before required to be made in the first instance.
12. DELIVERY, INSPECTION AND TESTING FACILITIES
12.1 Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-
1959*.
12.2 Delivery - All fabric reinforcement shall be delivered free from
oil and grease, paint, loose mill scale, loose rust and other matter likely
to adversely affect the bend with concrete. Limewash shall be permitted
unless otherwise specified by the purchaser. A sheet shall not contain
any broken wires, and no broken cross welds in excess of four l-ercent
of the total number of welded joints, or half of the \velc!ed joints :t any
wire.
12.2.1 If so required by the purchaser, the manufacturer shall give a
certificate that the welded wire mesh supplied conforms in all respects to
the requirements of this specification.
12.3 The purchaser or his authorized representative shall be at liberty
of
to inspect and verify the steel maker’s certificate cast analysis at the
premises of the manufacturer or supplier; when the purchaser requires
, an actual analysis ~of finished material, this shall be made at a place
agreed to between the purchaser and the manufacturer or the supplier.
12.4 The purchaser shall have all reasonable facilities for satisfying
himself that the material is being or has been manufactured fully in
accordance with the requirements of this specification and, for this
purpose he shall be furnished with the test certificates giving the results
of test specified in this specification and he shall have free access to the
relevant parts of the supplier’s works at all reasonable times as a.greed
to mutually. He shall be at liberty to inspect the manufacture without
interfering in any way with the normal production of the material at
any stage and to reject any material which does not conform to this c
specification.
12.4,1 If so required by the purchaser, he shall be informed by the
supplier when the material relating to the order is under manufacture.
12.4.2 The supplier shall supply labour and appliances required for
testing at his premises. If facilities are not available at his own works,
the supplier shall bear the cost of the tests carried out in a laboratory
selected by the purchaser.
*General requirements for the supply of metallurgical materials ( jirst r eoision) .
8IS : 1566- 1982
12.5 INDEPENDENT TEST
12.5.1 Should there be a dispute about the compliance of the material
with thisspecification, the supplier and the purchaser each shall have
the right to get the material tested by a mutually acceptable independent
testing authority unless such disputes are within the terms of any other
agreement for reference or submission to arbitration.
12.5.2 The results obtained by the independent testing authority shall
be accepted as final. If the material does not Comply with this speci-
fication, the cost of independent testing shall be borne by the supplier;
if the material complies with this specification, the cost shall be borne by
the purchaser.
12.6 Defects Revealed After Delivery - Should any material after
delivery be- fomid not to be in accordance with this specification, such
material shall be deemed not to comply with this Indian Standard not
withstanding any previous acceptance, provided it has not been impro-
perly treated.
13. IDENTIFICATION AND MARIUNG
13.1 The manufacturer or the suppliers shall have ingots, billets, wires,
fabric or bundles of fabric marked in such,a way that all finished wires
or fabric can be traced to the cast from which they were made. Every
facility be given to the purchaser or his authorized representative for
tracing the wires or fabric to the cast from which they were made.
13.2 Marking - When the material is delivered in bundles, the manu-
-facturer shall fasten securely to every bundle a metal tag bearing a suit-
able identification mark.
13.3 Each ,bundle containing the fabric may also be marked with the
ISI Certification Mark in which case the concerned test certificate shall
also bear the Standard Mark,
NOTE - The use of the Standard Mark is governed by the provisions of the
c
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made there-
under. The Standard Mark on products covered by an Indian Standard conveys
the assurance that they have been produced to COmPlY with the requirements of that
standard ufider a well defined system of inspection, testing and qUalitYc ontrol
whi&is deviseda nd supervisedb y BIS and operated by the producer. Standard
marked products are also continuously checked by BIS for conformity to that
standard as a further safeguard. Details of conditions under which a licence for
the use of the Standard Mark may be granted to manufacturers Or producers may
be obtained from the Bureau of Indian Standards.
9IS: 1566-1982
APPENDIX A
( C2ause.3s. 2 and 6.1 )
DIMENSIONS AND PROPERmES OF HARD-DRAWN STEEL
WIRE FABRIC ( SQUARE AND OBLONG MESH)
-SQUARE MESH
Sl Mesh Size Diameter of Nominal Mass
No. ( ,Nominal Pitch Wire Each Way per ma
of Wires )
(1) (2) (3) (4)
mm mm ( kg )
1 50 3-o 2.220
2 50 3.8 3.560
3 50 5-O 6.160
4 100 3-4 1r 430
5 100 3% l%OO
6 100 4-o 1.980
7 100 4.5 2’530
8 100 4.8 2.840
9 100 5-o 3.080
10 100 5.3 3.460
11 100 5.8 4.140
12 100 6.5 5~200
13 100 7.9 6.040
14 100 8.0 7.900
15 150 3.15 0 82
16 150 3.6 l-060
17 150 4-O l-320
18 150 4.5 l-660
19 150 4.75 l.85
20 150 5-o 2 060
21 150 5-3 2’300
22 150 5.6 2.57
’ 23 150 5.8 2.760
24 150 6-O 2’960
10IS t 1566-1982
Mesh Size Diameter of Nominal Ma-s
.s. ( Nominal Pitch Wire Each Way per rn*
of Wires )
1(l) (2) (3) (4)
25 150 6.3 3.27
26 15(1 6.5 3.480
27 150 7.1 414
28 150 7.5 4.62
.29 150 8.0 5.260
30 150 9.0 6.660
31 150 10.0 8.220
32 200 4’0 0.980
33 200 4.5 1.260
34 200 4.8 1.420
35 200 5.3 I.740
36 200 5.8 2.080
37 200 6.5 2.600
38 200 7.0 3.020
39 200 PO 3.940
40 200 9-o 5.300
41 200 10-o 6.160
,OBLONG MESH
Sl Mesh Size ( Nominal D_iameter of Wire Nominal
No. Pitch of Wires ) Massp er rns
~r-__A_--l r--- A---y
(1) (2) (3) (4 (5) ’ (6)
c
Main, cross, Main, cross,
mm mm mm mm kg
42 75 250 5.0 4.2 2.490
43 75 250 4-2 42 l-890
44 75 250 6-O 5.0 3.580
45 75 300 3.15 2.65 0.96
46 75 300 3.55 2.65 1.18
47 75 300 4.0 2.65 1.45
48 75 300 4.0 j-0 1.510
49 75 300 4’5 3.15 1.870
11IS:1566- 1982
Sl Mesh Size ( Nominal Diameter of Wire Jl’ominal
.NO. Pitch of Wires ) Mass per m2
‘----h-_-y
(1) (2) (3) (5) (6)
(4)
Main, Cross, Main, Cl-OS,
mm mm mm mm k
50 75 300 4.75 3.15 2.06
51 75 300 4.8 3.6 2.160
52 75 300 5-o 4.2 2’420
53 75 300 5.0 5-o 2.600
54 75 300 5.3 3-15 2.51
55 75 300 5.3 3.6 2.580
56 75 300 5-6 3.55 2.83
57 75 300 5.8 3.6 3,040
58 75 300 6-O 5.0 3.470
59 75 300 6.5 4.0 3.80
60 75 300 6.5 6.0 4.260
61 75 300 7-o 4.0 4.360
62 75 300 8’0 4.8 5.730
63 75 300 9-o 4.8 7’130
64 75 300 10.0 5.8 8.910
65 75 400 9-o 475 7+0
66 75 400 9’5 5.6 7.90
67 75 400 IO.0 5-6 8.71
68 75 400 8.0 4.75 5.60
S9 75 400 7.5 4.75 4.97
70 75 400 7-l 4.5 4.46
71 75 400 6.3 4-o 3.50 *
72 100 150 4.2 3-o I ‘460
73 100 150 4.5 3.0 l-620
74 100 150 4.6 3.0 1.670
75 100 150 4.8 3.6 1.950
76 100 150 5.0 3-o l-910
77 100 150 5.3 3.6 2.260
78 100 150 5.5 3-o 2.240
79 100 150 5.8 3.6 2.600
80 100 150 6.5 4-o 3.260
12IS : 1566 - 1982
Sl Mesh Size ( Jbminal Diameter of Wire JVominal
NO. Pitch of Wires ) Mass per ma
(2) (3) - (4) (5) (6)
cross,
Main, Cross, Main,
mm mm mm mm kg
81 100 150 7-o 4.0 3.680
82 100 250 4.2 4.2 1’530
83 100 250 5.0 4.2 l-960
84 100 250 5.5 4.2 2.300
85 100 250 7.0 5.0 3.640
86 100 300 4-o 3.0 l-180
87 100 300 4.2 5-o l-640
88 100 300 4.5 3-o 1.440
89 100 300 4.2 4.2 l-450
90 100 300 4.8 3.6 1.690
91 100 300 5-o 5.0 2.100
92 100 300 5-o 4.2 l-900
93 100 300 5-o 3-o 1.730
94 100 300 5.3 3.6 2’000
95 1~00 300 5.8 3.6 2.340
96 100 300 6.0 5-o 2’730
97 100 300 6.5 4.0 2’930
98 100 300 7.0 4-o 3.350
99 100 300 7.0 5.0 3.530
100 100 300 7-o 5.5 3.640
101 100 300 7.5 6-O 4.210 ‘L
102 100 300 8.0 4.8 4.420
103 100 300 8.0 6-O 4.690
104 100 300 8.0 6.5 4.820
105 100 300 9-o 4.8 5.460
106 100 300 10-o 5.8 6.860
107 150 250 5-o 4.2 1*44Q
108 150 250 6-O 5.0 3.300
109 150 250 6.5 5.5 3,900
110 150 300 6.0 5-o 2.070
111 150 300 7-o 5.0 2.520
112 150 300 8-O 6.0 3.490
13B-UREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
. ( Common to all Offices)
Regional Offices: Telephone
Central Manak Bhavan. 9 Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 I 331 1375
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I, P. Road, 36 24 99
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
6G CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 I 4: 2295:x
IWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
‘. ‘$,r anch Offices:
+Pushpak’. Nurmohamsd Shaikh Marg, Khanpur. 2 63 48
; AHMADABAD 380001 I 2 63 49
,. :Peenya Industrial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotn Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
,*,BHOPAL 462003
i Plot No. 82/83, Lewis Road, ,BHtJBANESHWAR 751002 5 36 27
’ 53i5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
* GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
Rl d Yudhister Marg. C Scheme, JAIPUR 302005 { 6 34 71
6 98 32
1171418 B Sarvodaya Nagar, KANPUR 208005 c 21 68 76
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05 .
T.C. No. 14/1421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
/nspection O/fices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 66 00
Street, Celcutre 700072
BombtSaavl es4 000O0f7fi ce in Bom,bay is at Novelty Chambers, Grant Road, 69 65 28
:Sales OffIce in Bengslore is at Unity Buildmg, Narasimharaja Square, 22 36 71
Bclngaiore 560002
~fpro~rapll~ Unit, B.tS, New Delhi, IndiaTO
IS : 1566- 1982 SPECl FICATION FOR IlARIbl~RhWN
STEEL WIRE FABRIC FOR. CONCRETE REINFORCEMENT
(Second Revision)
(Page 6, clause 10.1) Add ‘except
elongation’ at the end of the sentence.
(Page 8, clause 12.2.1) - Add the following new
clause after 12.2.1 :
‘12.2.2 If so required by the purchaser, the
manufacturer shall give a certificate that ‘all
welded intersections of the welded wire mesh
supplied shall be capable of withstanding a load in
shear of not less than one quarter of that necessary
to develop the load, calculated from the specified
proof stress in tension of the smaller of the
intersecting wires!
(BSMDC 8)
Reprography Unit, BIS , New Delhi, IndiaAMENDMENT NO. 3 FEBRUARY 1994
TO
IS 1566 : 1982 SPECIFICATION FOR HARD-DRAWN
STEEL WIRE FABRIC FOR CONCRETE
REINFORCEMENT
(Second Revision)
[ Page 8, clause 12.2.2 (see also Amendments No. 1 and 2 )] -Read ‘12.2.1’
in Amendment No. 2 as ‘12.2.2’.
(CED54)
Reprography Unit, BIS, New Delhi, India
‘- -
|
5115.pdf
|
IS : 5115 - 1969
Indian Standard
SPECIFICATION FOR
DOMESTIC STORAGE TYPE WATER
HEATERS FOR USE WITH LPG
-. ( First Reprint FEBRUARY 1990 )
\
:
-.
UDC 683.97:662.767
,...
@I Copyright 1969
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr3 December 1969.
lS:5115-1969
Indian Standard
SPECIFICATION FOR
DOMESTJC STORAGE TYPE WATER
HEATERS FOR USE WITH LPG
hmestic and Commercial Gas Burllirl~ :Ippliances
(Pressure Type) Sectional Committee, CPDC 23
Refwe.wnfing
The Indian Oil Corporation Ltd, Bombay
SHlll s. P. M.\~rll”ic ( Allernafc to
Shl i S. P. Adarkar )
SHRI P. N. BHA,MBI Indian Institute of Petroleum, Debra I)un
SHRI P. K. Gost ( Al~crna~e)
SHRI S. K. DAB GUPTA The Central Furl Research Institute, P.O. FRI,
Distt Dhanbad
SHRI K.K. GANEKIWALA The Mans-field Gil Gas Co Ltd, Calcutta
SHRI B. N. PAUI, ( A~ternaf)r
SHR~ A. GHOSH National Test House, Calcutta
SHRI K. D. HATHIRAM National Steel Equipment Co, Bombay
SHI~I K. D. KAP~OH The Burmah-Shell Oil Storage and Distributing Co
of India Ltd, Bombay
SIIRI E. FIZRNAN~EZ( Alternate )
SHXI GUNVANTHAI B. MEHTA M. Gunvantrai, Bombay
Sum M. FRANCIS ( Alternate )
SHRI M. NIRULA The Federation of Hotel and Restaurant Auociation
of India! New Delhi
SHRI BABUBHAI G. PANCHAL Panchal Engmeering Works, Ahmedabad
SHRI P. M. RAJ~URU ( Alternate )
SHRI VAZIR~INQH N. SINQH Bombay Foods Private Ltd, Bombay
SHRI L. K. THAKKAR ( Alternate )
SHRI V. N. SUQANDHI The Esso Standard Eastern Inc. Bombav
SHRI G. D. TRAKOOR Oriental Metal Pressing Works’Pvt Ltd; Bombay
SHRI .J. E. YORKE ( Alternate )
SHRI A. B. RAO, Director General, ISI ( Ex-oficio Member)
Director ( Consr Prod )
Secdary
SHIU J. C. GERA
Assistant Director (Consr Prod), IS1
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002Is:5115-1969
Indian Standard
SPECIFICATION FOR
DOMESTIC STORAGE TYPE WATER
HEATERS FOR USE WITH LPG
0. FOREWORD
0.1 This Indian Standard CVBS adopted by the Indian Standirds Institution
on 24 April 1969, aftrr the draft finalized I)y the Domestic and Com-
mercial Gas 13urning Appliances (Pressure Type ) Sectional Committee
had been approved by the Consumrr Products Division Council.
0.2 1s: 51 IG-1!6!Y’ to which refcxrtnce has bcrn made in this standard
with rtkgard to grncral rtarluircmcnts as well as method3 of tests, is a
necessary adjunct to this standard. Should, however, anv deviation
exist between the requirements of the former and those of tdis standard,
provisions of the latter shall apply.
0.3 Compliance with this standard does not of itself guarantee that
satisfactory service will be attained. Conditions of use vary greatly and it
is necessary to relate the standards OF performance to the actual use to
which the appliance will be subjected during its life.
0.4 In preparing this standard, assistance has been derived from B.S.
2883 : 1964 ‘Specification for domestic instantaneous and storage water
heaters for use with liquefied petroleum gases’ issued by the British
Standards Institution.
0.5 Attention is invited to A-l (c) which calls for an agreement betiveen
the purchaser and the supplier or which permits the purchaser to use his
option for selection to suit his requirements.
0.6 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-19607. The number of significant plicesretained in the rounded off
value should be the same as that of the specified value in this standard.
--_
*General requirements for domestic and commercial equipment for lue with LPG.
tRules for rounding off numerical values ( revised ).
215:5115-1969
1. SCOPE
1.1 This standard specifies the constructional and performance require-
ments of domestic storage type water heaters for use with liquefied petroleum
gases at a working pressure of 30 gf/cm2, designed to provide a ready supply
of hot water at a maximum water temperature of 85”C, having nominal
capacities between 6 and 100 litres.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions, in addition
to the definitions given in 2 of IS : 5116-1969* shall apply.
2.1 Storage Type Water Heater-A self-contained appliance in which
a volume of water is heated under thermostatic control and stored for use
when required.
3. MATERIALS
3.0 In addition to the relevant material requirements specified in Section 1
of IS : 5116-1969*, the requirements given in 3.1 to 3.4 shall apply.
3.1 Apparatus plates and all bosses for screwed connection shall be made
of gunmetal or brass of brazing quality. All pipes for water and gas
shall be of copper, brass or other suitable material not inferior to copper
or brass in resistance to corrosion under normal working conditions.
322 Outer casing of the water heater shall be constructed from corrosion
resisting material or shall be adequately protected from corrosion on all
surfaces.
3.3 The material used for lagging the water heater shall be such that it
does not corrode the container or other parts in contact with it and does
not crumble, sag, or deteriorate in use to such an extent that its efficiency
is impaired. It shall be immune to attack by vermin and moisture.
3.4 The gas cocks and taps shall be made of a material prescribed in 4.6 of
IS: 5116-1969*.
4. CONSTRUCTION
4.0 In addition to the relevant constructional requirements specified in
Section 1 of IS : 5116-1969*, the requirements given in 4.1 to 4.17 shall
apply.
4.1 The material used for the container shall be of adequate thickness to
provide sufficient mechanical regidity and adequate strength to withstand
the pressure test as given in Appendi A.
i-
+&neral requirementsf or domestic and commercial equipmentf or use with LPG.
31s : 5115 - 1969
4.2 All seams, joints, bosses for screwed connections and flanges of
permanent nature shall be secured by welding or brazing or soldering. Tf
soft solder I tin-lead alloy) is used for ,jointing, the solder shall not be
depended upon for mechanical strength and this shall be assured by spot
welding, dovetailing, riveting or other similar methods.
4.3 The lagging material if provided shall be packed and supported in a
manner which precludes the possibility of large air pockets developing
within it.
4.4 Fixing -There shall be adeqllste provision for fixing and supporting
the water heaters so that no stress is transmitted to water pipes or gas
pipes.
4.4.1 1\‘ater heaters may he arranged for floor or wall mounting.
4.5 Facility of Maintenance-Similar parts of water heaters of the same
make, model and size shall be readily interchangeable. The parts which
may require maintenance or replacement shall, as far as practicable, be so
located as to assure easy access and replacement.
4.5.1 Each gas jet or burner complete with jet shall be reaclily accessible
for replacement and shall hear a characteristic jet or burner identification
mark.
4.5.2 It shall be possihle to remove the burner without breaking th+hi nlet
and outlet water connections or the flue gas connection of the appliance or
.draining the tank.
4.5.3 To remove the water and gas sections the use of screw drivers and
adjustahle spanners only shall be required.
4.5.4 The component parts and particularly heat exchanger shall be
easily-accessible and easy to clean. (Vessels whose interiors are inaccessi-
ble shall be accepted if fitted with a suitahle drain plug easily recognisable
and accessible. )
4.6 Gas inlet connections shall conform to the requirements given in 4.6.1
below and 17 of TS:5116-1969*.
4.6.1 The gas inlet connections for different appliance ratings shall be as
follows:
Maximum Rating Minimum Bore
of Appliance mm
Up to and including 10 080 6
kcal,/h
Over 10 080 kcal/h and 9
including 25 200 kcal/h
Over 25 200 kcal/h 13 ’
lC en~l requirements for domatic and commercial equipment for use with LPG.
4IS I 505 - mm
4.7 Water Connections-Whenever the water connections to the water
haters including valves, taps, pipes and pipe fittings are threaded, the SC~‘~W
threads shall comply with IS : 554-l 964*. The diameter of water &nec-
tions for inlet and outlet used on water heaters shall be as follows (see also
IS : 404-1962t and IS : 1239-1964: ):
Cu@ci~ Minimum Size
1 mm
61
15
1 15
32:
50 1
30
1:: 1
J
4.7.1 It shall be possible to descale all water ways susceptible to the
formation of scale.
4.8 Gas and Water Taps-The water heaters shall be provided with
such gas and water taps as are essential for normal operation of the
appliance by the user. This requirement does not include water taps for
control at outlets remote from the appliance. If taper-plug type water taps
are used as a part of the water heater, they should comply with the require;
ments of taper plug gas cocks.
4.8.1 Gus Taps -These shall conform to 7.1 and 7.12 of IS : 5116-1969&
These taps shall’ be accessible to the user, to enable the gas supply to the
pilot and main burner to be turned on and off. On heaters with an input
exceeding 10 080 kcal/h either a pilot gas tap which interlocks with the
main gas tap, or a P-stage gas tap with a ‘pilot’ position, should be
\
provided.
4.9 Gas Rate Adjusters-Where provided, gas rate adjusters shall be set
and sealed by the manufacturer and shall not be liable to accidental
alteration.
4.10 Primary Air Regulator-Any aerationa djusters hall not be capable
of closing the air inlet completely and shall not he liable to accidental
alteration.
4.11 Jet Fixing - It shall not be possible to loosen completely burner jets
or injector jets without the use of tools.
‘Dimensions for pipe threads for gas list tubes and pressure tight screwed fittings ( rcu&d ).
.tSperification for lead pipes ( revised ).
$Specificarion for mild steel tubes and tubulars ( revised).
$Gcneral requirements for domestic and commercial equipment for use with LPG.
5_ 1$x5115-1969
4.12 mot Burnera -A lighting pilot shall be provided if the heat input
exceeds 1 500 kcal/h.
4.12.1 Pilots shall conform to the requirements given in 12 of
IS:5116-1969*.
4.12.2 Pilot burners must be so fitted that they can be easily removed.
4.13 Flame Failure Device-Every appliance shall be incorporated with,
a flame failure device and shall satisfy the requirements specified in 13 of
IS:5116-1969*.
4.14 Flue Outlet-The appliance shall have provision for connection to a
flue outlet unless’the heat input does not exceed 1 500 kcallh or the storage
capacity does not exceed 25 litres.
4.14.1 All appliances of capacity over 14 litres of water or gas
consumption of over 250 g/h, shall be fitted with a connection to a vent
pipe for the combustion gases.
4.14.2 Draught Diverter-Every water heater requiring ccmnection to a
flue shall incorporate a draught diverter.
4.15 Gas Pressure Tapping- A gas pressure tapping shall be fitted after
the automatic gas valve. The pressure required at the point shall .be
durably marked in g/cm2 near the tapping.
4.16 Filter - A suitable filter shall be provided in the gas way before the
thermostatic valve and the pilot gas tapping.
4.17 Water Regulator-Appliances with water surf&zes open to atmos-
phere must be provided with a device intended for regulating the rate of
flow of the water.
5. PERFORMANCE REQUIREMENTS
5.0 In addition to the relevant requirements specified in Section 2 of
IS : !j 116-1969*, the requirements given in 5.1 to 5.6 shall apply.
5.1 Combustion-When sampled as detailed in 5.1.1, the carbon
monoxide/ carbon dioxide .ratio of the products of combustion shall not
exceed 0.02 at any rate between the minimum operational rate and an over-
load rate of 12.5 percent above the manufacturer’s normal rate. Test shall
be made at a sufficient number of heat input rates to determine the
combustion performance over the whole of the prescribed range.
5.1.1 All appliances shall be fed with cold water so as to maintain
a temperature rise of 16 f 5’c at normal heat input, and sampling shall be
carried out when thermal equilibrium has been established. M’herever
*General requirements for domestic and commercial equipment for use with LPG.
6IS : 5115.1969
practicable a sampling hood shall be used having the following charac-
teristics:
a) It shall collect all the products from the appliance,
b) Products shall not spill from the periphery of the hood,
c) There shall not be undue dilution of products lvith excess air, and
d) The hood shall not interfere with the combustion of gas in the
water heater.
A hood suitable for most purposes is shown in Fig. 1. FVhere the hood
would interfere with test conditions, the products of combustion shall be
collected from a convenient part of the flue duct. This may be done by
means of a L shaped probe inserted into the duct and arranged so that the
open end can scan the duct cross-section while sample is withdrawn. When
the infra-red gas analyzer is used, complete mixing may be ensured
by passing the sample to a 1-litre flask; alternatively the products may be
drawn from the probe into an aspirator.
REOULAlOR WITH
FRICTION SPRING
.
SAMPLING TUBE, ’
FIG. 1 HOOD YOK WATER HEATERS
5.2 Draw-off Water Temperature -- \Vhrn tested according to method
7IS;SllS-1969
given in Appendix B, draw-off water temperature shall be according to the
requirements given in 5.2.1 and 5.2.2.
5.2.1 The maximum water temperature obtainable at the highest ther-
mostat setting shall he as follows:
a) It should not exceed 70°C under equilibrium conditions and unless
water is required for special purposes; and
b) It shall not exceed 9O’C, if successive small quantities are drawn at
frequent intervals.
5.2.2 The outlet water temperature obtained after drawing-off quantity
of water equal to half the total capacity of the water heater shall be within
8°C of the highest tempt?rature,obtained.
5.3 Antidrip Device- The storage water heaters with open delivery shall
be provided with antidrip device. The quantity of water required to cause
water to flow through the outlet shall between 2.5 and 4 percent inclusive
of water capacity of the container when tested in accordance with the method
described in Appendix C. The device shall he so designed that a continuous
flow from the outlet of the heater is obtained with not more than 50 percent
of the manufacturer’s normal flow rating, and that the flow of water is
interrupted cleanly.
5.4 Loss by Evaporation -The evaporation loss from an appliance with
inlet water control shall not exceed 5 percent of the total contents, when
operated for 12 h ours at maintenance gas rate.
5.5 Water Temperature in Feed Cisterns -The temperature rise of the
water in an integral ball-valve-feed cistern after heating the appliance up
when cold and operating it at maintenance gas rate for 4 hours shall not
exceed 15°C at an initial water temperature and ambient air temperature
of 27 jz 2°C.
5.6 Thermal Efficiency-TThe thermal efficiency when tested as
described in Appendix D shall be not less than 70 percent.
6. INSTRUCTIONS
6.0 In addition to the requirements specified in 23 of IS: 5116-1969*, the
requirements specified in 6.1 to 6.4 below shall apply.
6.1 F2’ater heater shall be supplied with clear instructions supplemented, if
necessary, with diagrams or illustrations indicating the method of installa-
tion and cnnnection and precautions necessary to provide for the expansion
of water duririg heating and relief of partial vaccum, if likely to occur.
Attention may also be drawn to the requirements of statutory authorities,
*General requirements for domestic and commercial equipment for use with LPG.
8IS:5115-1969
if any, such as water and gas snpply rules applicable to water heaters.
Attention should be drawn for the need for periodical descaling of the inner
container of the water heater depending “pon the hardness of water being
used.
6.2 Instructions sheet shall contain the warning against installing appli-
ances in confined space, for example showc*r c~ll)iclcs.
6.3 Total weight of appliance \\hc,n Ml and \\arning against mounting on
walls or floors of insufficient strength.
6.4 Warning against connecting the appliance directly to the mains if
it is not designed to withstand an inlef water testpressure of 13 kgf/cm*.
7. MARKING
7.1 In addition to the marking requirements specified in 24 of IS:51 16-
19f39*, the water heaters shall also be marked with the following:
a) Permissible maximum working head of water (for controlled
ontlct water heaters 11;
b) Water capacity in litres;
c) Total heat input in kcaljh with commercial butane;
d) Recovt!ry time for water to reach 65% (average) from 15°C with
ambient temperature of 15°C; and
e) Hot and cold water connections shall he clearly and permanently
identified.
8. PACKING
8.1 The requirements given in 25 of IS : 5116-1969* shall apply.
APPENDIX A
( Clausa 4.1 )
PRESSURE TEST FOR WATER HEATER CONTAINERS
A-1. The container of every water heater shall be subjected for a period
of 5 minutes to a hydraulic or pneumatic test pressure as follows, and
shall not show any leakage or appreciable permanent distortion.
a) Heaters intended to withstand only the head of water they contain
(for example, those with a broken feed) shall be sound when
completely filled with water at maximum water temperature.
*General requirements for domestic and commercial equipment for use with LPG.
9ls:5115-1969
b) Other heaters intended for connection to a cistern supply shall not
leak or show any sign of distortion at a water pressure 50 percent
greater than the recommended maximum head.
c) Other heaters with inlet water controls shall not leak or show any
sign of distortion at a pressure to be agreed to between the manu-
facturer and the testing authority.
d) Ilcaters intended to withstand mains water pressure shall not leak
or shojv any sign of damage or distortion at a static water pressure
of 20 kgf.‘cm2.
Nn1~~-Hearers dcsignrd to expose the water surface open to atmosphere are
exempted fcorn the above test.
APPENDIX B
( CZause5 .2 )
METHOD FOR DETERMINATION OF DRAW-OFF
TEMPERATURE
R-l. PROCEDURE
B-l.1 Light the gas and continue heating until three consecutive readings
of the gas rate indicate that a minimum has been reached in the case of a
gradual acting thermostat, or that the main gas supply has been closed in
the case of a snap-acting thermostat. Turn out the gas, admit cold water
at the manufacturer’s rated flow, and plot a curve of outlet water tempera-
ture against volume of water delivered, taking temperature readings every
few seconds.
APPENDIX C
(Clause 5.3)
METHOD OF TEST FOR ANTIDRIP DEVICE
C-l. PROCEDURE
C-l.1 Fit a suitable water flow meter in the inlet water supply and note the
minimum inlet water flow rate required to give a continuous delivery whilst
the device is operating.
Turn off the water control tap, and when flow through the outlet has
ceased add water (for example, via funnel connected to a 2-way cock in the
inlet supply) until water flows from the outlet. Determine the minimum
quantity required to cause water to flow.
10IS:5115-1969
APPENDIX D
(Clause 5.6)
METHOD FOR DETERMINATION OF
THERMAL EFFICIENCY
D-O. This test is to determine the proportion of the heat input to the burner
that is recovered in the water when a known weight of water is heated,
through an observed temperature range using Test Gas A or Test Gas B.
D-l. PROCEDURE
D-l.1 The appliance shall be filled with cold water at 20 f 5°C to its
normal capacity less 1 litre for each 20 litres and fraction thereof. Weight
of the water shall be noted. The lid of the appliance shall be fitted with
an aluminium stirrer and a mercury-in-glass thermometer calibrated
to 0.5% least count.
D-1.2 To commence the test, initial temperature of water shall be recorded
and the burner lighted; simultaneously the stop watch shall be started and
meter reading noted. Thermometer shall be observed periodically and
stirring commenced when the temperature reaches 80°C. When the temper-
ature reaches 85”C, the gas shall be turned off and watch stopped. Stirring
is continued until the maximum temperature is reachedon the thermometer.
D-1.3 Cold water at a measured temperature and at a steady flow shall be
ad,mitted at the top. The displaced water shall be drawn off through the
shortest possible length of pipe at the bottom into weighed- bin (or sequence
of bins ), the temperature being measured at the point of draw-off every few
seconds and observations shall be continued until the temperature of wat .r
being drawn off is within 1°C of the inlet water temperature. A smooth
curve of temperaturdagainst time shall be plotted; the area A below the
curve shall be computed, and from this area and the rate of flow of water,
the total heat content of water shall be calculated.
D-2. CALCULATIONS
D-2.1 The thermal efficiency of the appliance shall be calculated as
follows:
RxAxlOO
Thermal efficiency, percent =
CV x Q
where
R = rate of flow of water in kg/min,
A E area under time-temnerature curve in min “C,
W = weight of the gas u&d in g, and
Q=
net calorific value of the gas used in k&/g.
NOTE- In the above calculations, water equivalent of the appliance ir not taken
into account.
11BUREAU OF leDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah tafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices 1
Regional Offices: Telephone
Central Manak Bhavan. 9 Bahadur Shah Zafar Marg, 331 01 31 .
NEW DELHI 110002 331 13 75
I
*Eastern : 1 /14 C. I. T. Scheme VII M. V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 3 16 41
I
Southern : C. I. T. Campus, MADRAS 600113 4”: ‘2: :f
1 41 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
$.Peenya Industrial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
1
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66i 16
BHOPAL 462003
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
117/418 B Sarvodaya Nagar, KANPUR 208005
{ t: :‘: ;;
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Universitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 1621 17
inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Prlncep 27 68 00
Street. Calcutta 700072
tSeles Office in Bombay ir et Novelty Chambers, Grent Road, 89 65 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India _
|
12752.pdf
|
IS 12752 : 198)
Indian Standard
FLOWGAUGINGSTRUCTURES-
GUIDELINESFORSELECTION
UDC 532’53
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Groap 2
February 1990Fluid flow Mkasurement Sectional Committee, RVD 1
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 25 August 1989, after the
draft finalized by the Fluid Flow Measurement Sectional Committee had been approved by the
River Valley Projects Division Council.
Indian Standard have been prepared on Various types of gauging structures used for the purpose
of fluid flow measurement. Each type of structure has its own performance characteristics and can
be used within a specified range of conditions. This standard is prepared to give guidelines to the
users in selecting a structure most suited to, and appropriate for their requirements. This standard
has been based on IS0 8368 : 1985 ‘Guidelines for the selection of flow gauging structures’.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 12752 : 1989
Indian Standard
FLOWGAUGINGSTRUCTURES-
GUIDELINESFORSELECTION
1 SCOPE 3 DEFINITIONS AND SYMBOLS
3.1 For the purpose of this standard, the defini-
1.1 This standard gives broad guidelines for
tions and symbols given in IS 1191 : 1971 shall
selection of a particular type of flow gauging
apply.
structure for fluid flow measurement in open
channels. It sets out the factors and summarizes
4 TYPES OF STRUCTURE
the parameters, which may influence such a
selection. For details of individual structure 4.1 The types of structure that can be used for
the appropriate standards has to be referred. the purpose of fluid flow measurement are as
In general a flow gauging structure is used when follows:
high accuracy is required for continuous record
4 Thin-plate weirs:
of flow.
i) Rectangular,
ii) Triangular-notch ( V-notch )
2 REFERENCES
b) Finite crest width ( broad-crested weirs ),
2.1 The following Indian Standards are necessary
i) Rectangular
adjuncts to this standard.
ii) Round-nose*
IS No. Title c> T riangular profile weirs*;
IS 1191 : 1971 Glossary of terms and sym- 4 Standing wave flume (free flow )
bols used in connection with i) Rectangular
the measurement of liquid
flow with a free surface (first e) Standing wave flume falls
revision) f) Free overall in rectangular channel ( end
depth method )
IS 6059 : 1971 Recommendation for liquid
flow measurement in open d Free overall in non-rectangular channel
channels by weirs and flumes ( end depth method )
- weirs of finite crest width
for free discharge 5 FACTORS AFFECTING CHOICE
IS 6062 : 1971 Method of measurement of 5.1 General
flow of water in open chan-
nels using standing wave The factors which affect choice can be conside-
flumes fall red under the following headings:
. IS 6063 : 1971 Method of measurement of a) Purpose;
flow of water in open chan- b) Range of flow;
nels using standing wave
c) AAlux;
flume
d) Size and nature of channel:
IS 6330 : 1971 Recommendations for liquid e) Channel slope and sediment load;
flow measurement in open
f) Operation and maintenance;
channels by weirs and flumes-
g) Passage of fish;
end-depth method for estima-
tion of flow in rectangular h) Cost
channel with a free over fall Structure should be selected according to the
( approximate method 1 requirements of accuracy and range of perfor-
mance.
IS 9108 : 1979 Liquid flow measurement in
open channels using thin
plate weirs 5.2 Purpose and Accuracy
IS 9117 : 1979 Recommendations for liquid 5.2.1 Table 1 tabulates the various structures
flow measurement in open and indicates some of the purposes for which
channels by weirs and flumes- they may be applicable, together with a guide to
end-depth method for estima- their limitations.
tion of flow in non-rectangu-
lar channels with a free over- *Indian standards on these structures are under prc-
fall ( approximate method ). pararion.
1c
3s 12752 : 1989
Table 1 Applications and Limitations of Structures
( Clauses 52.1, 5.5.2 and 7.1 )
Type Indian Jnter- Typical Modular Geometric Typical Application
national Uncertain- Limit Limitations
Standard ties in
Computed
Discharge,
%
Thin-plate weirs IS 9108 : 1979 1 to4 * 8 Laboratory, pnmp tests,
IS0 1438/l sediment-free water
Broad-crested weirs IS 6059 : 19791 3 lo 5 $22 1,5t Where economy and
a) rectangular profile ISO 3846 ) 1S t ease of construction are
b) round-nose hori- IS0 4374 J 80; 1,5-3,ot important factors. Irri-
zontal crest gation channels with
c) V-shaped little fall available and
wide range of flow
Triangular profile weirs - 2 to 5 75% ! 3,5f Hydrometric networks
IS0 4360/i and principal irrigation
I
channels
/
Flat-V weirs 2 to 5 70% / 2,5t Hydrometric works with
IS0 4377 / wide range of flow
Long-throated flumes IS 6063 : 1971 2 to 5 74% 0,71: Sediment-laden chan-
is0 4359 nels. flow with debris,
flow with migratory
fish, conduits and parti-
ally filled pipes, flow in
sewers
End-depth method IsI;9 . ;;417979 5 to 10 I N/A§ Where accuracy may be
relaxed for simplicity
and economy
-
lN appe to be fully aerated.
tMaximum H/P, where W is the total upstream head and P is the height of the weir.
tMaximum At/A,, where At and Au are the cross-sectional areas of the throat and approach channel, respec-
tively.
ON/A = Not applicable.
5.2.2 The purpose for which the structure is 5.4 Afflux
required will determine the range of accuracy
5.4.1 The rise in level immediately upstream of,
which is necessary. The accuracy in a single
and due to, a structure known as af5ux may
determination of discharge depends upon the
interfere with the 5ow system and cause drainage
estimation of the component uncertainties invol-
problems, or overflow, of limit the effectiveness
ved.
of irrigation systems, or cause extra pumping
5.2.3 In broad terms: thin-plate weirs will have costs. A number of structures have been deve-
a range of uncertaint es from 1 to 4 percent and loped with high coefficients of discharge and
flumes and other types of weirs a range from 2 whose accuracy is relatively unimpaired by high
to 5 percent. Deviations from the construction, submergence ratios. The triangular profile wires,
installation or use as laid down in the appropri- and flumes are examples of this type of structure.
ate Indian Standard will result in measurement
errors. 5.5 Size and Nature of Channel
5.5.1 The shape and size of the channel have a
5.3 Range of Flow, bearing on the practicality of selecting any parti-
cular type of structure. The material forming
5.3.1 It is necessary to consider the relation be-
the bed and sides of the channel will influence
tween maximum flow and minimum flow when the acceptable head loss through the structure
deciding which type of structure to use, and an without introducing appreciable leakage through
indication of the range of some typical structures the bed and banks. It will also determine the
is given in Table 2. For the best overall accuracy degree of protection necessary to alleviate scour
over a wide range of small discharges, a thin- downstream of the structure.
plate V-notch weir should be used in preference
to the thin-plate rectangular notch or rect- 5.5.2 Broad-crested weirs are best used in rect-
angular full width weir. For a wide range of angular channels, but they can be used with
larger discharges, a trapezoidal flume should be good accuracy in non-rectangular channels if a
used in preference to a broad-crested weir, free smooth, rectangular approach channel extends
overall or rectangular throat 5ume. upstream of the weir for a distance not less than
2IS 12752 : 1989
Table 2 Comparative Discharges for Various Weirs and Flumes
( Clauser 5.3.1 and 7.1 )
il No. Structure Discharge ml/s
( :I., 20 (;I~;~ c& Min Max
(1) (2) (4) (5) (7) (8) (9)
Weirs
i) Thin-plate, full width - 0.2 1.0 - 0.005 0.67
- 7.70
ii) Thin-plate, contracted - ;:; 11..00 -- 1-_ 00..000059 0.45
- 1.0 1.0 - O-009 4.90
iii) Thin-plate, V-notch - - 0 = 90” z 0 001 1.80
I
iv) Round-nose broad-crest - 0.15 :I: - ( ii 0.030 0.18
- 1.0 0’100 3.13
VI Rectangular broad-crested - 0.2 ;:“o 0 030 0.26
- z- I 2z.:0i 0’130 3.07
vi) V-shaped broad-crested - A:$ 8 E 90” 1.50 0.002 0.45
- 0.15 e = 150” 1’50 0.007 1.68
vii) Triangular profile - 0.2 1’17
- f:o” - -- 00 .001100 13.00
viii) I Flat-V - A:; 8: G-10 - 0’014 5.00
- 1.0 1:40 - 0 05s 630
Flumes
ix) Rectangular 0.0 1’0 - j 2.0 ] 0,033 1.70
x) Trapezoidal - 00 1.0 5:l 0,270 41.00
xi) U-throated 0.3 0.0 0.3 - 0.002 0.07
1.0 0.0 1.0 - 0’019 1.40
_ . .
u : alameter orc _. u-sn.a pea ._. Inroat
P : height of weir
b : breadth of weir of flume throat
m : side slopes : 1 vertical: m horizontal
L : length of flume throat or weir crest.
NOTE - Dimensions are given as examples for comparison purposes only.
four times the maximum head, Flumes can be than 1 : 250 and Froude numbers greater than
used in channels of any shape if flow conditions 0’5, standard weirs and flumes are not usually
in the approach channel are reasonably uniform suitable, but may be usable under such circum-
and steady. The modular limit of each device stances when there is no transport of sediment.
requires careful consideration. The submergence
ratio should be checked for the whole range of 5.7 Operation and Maintenance
flow to be measured and compared with values
5.7.1 The accuracy of any device is very depen-
for the modular limit given in Table I.
dent upon the degree of maintenance it receives.
However, flumes are particularly susceptible to
5.6 Channel Slope and Sediment Load errors of calibration due to algal growths in the
throat.
5.6.1 For flows with suspended load, the use of
thin-plate weirs should be avoided because the 5.7.2 When structures operate at temperatures
crest edge may be damaged or worn out by the below freezing point, consideration shall also be
suspended materials. In addition, the rating of given to the effect of the accumulation of ice on
weirs can be affected by deposition of sediment the calibration. In general, weirs, and thin-plate
in the approach section to the weir. In streams weirs in particular, are less affected by ice than
with bed load, the use of structures which signi- flumes. In some cases, the problem of calibra-
ficantly reduce the stream velocity is not tion errors can be overcome by he? ting the air
recommended, as it may result in fluctuations of space over a structure.
the bed level as the flow varies. Flumes will
5.7.3 The calibration of thin-plate weirs can be
generally perform better than weirs in streams
affected by damage to the crest and corners and
with sediment load.
failure to clean the upstream face where algal
growths will introduce errors into the calibration.
For gradients less than 1 : 1000 and Froude
The choice of structure, therefore, will be influ-
numbers less than 0’25 there is no restriction on
enced by the regularity with which maintenance
the type of structure.
can be carred out. Broad crested weirs, trlan-
For gradients between 1 : 1000 and 1 : 250 and gular profile weirs, long-throated llumes and free
Froude numbers between 0’25 and 0’5, flumes overfall structures will normally pass floating
have an advantage over weirs with regard to the debris more effectively than thin-plate weirs.
transport of the sediment, For gradients greater The use of the thin-plate V-notch weir% in parti-
3IS 12752 : 1989
cular, should be avoided unless a debris trap is mergence ratio and are appropriate for use in
installed uptre%m. and smaller medium size installations.
5.8 Passage of Fish 6.3 Triangular Profile Weirs
5.8.1 The movement of fish upstream for spawn- 6.3.1 Triangular profile weirs are particularly
ing may be restricted if a structure fails to make appropriate for the measurement of flow in
proper provision for their passage. natural watercourses where minimum head losses
are sought and where relatively high accuracy is
5.8.2 The principal factors which affect their
required. They have a good discharge range
movement past such an obstruction are the afflux
and modular limit, are robust, insensitive to
at the obstruction and its overall length, and the
minor dnmage and will operate even when the
depth of water below the obstruction and over
flow is silt-laden.
its crest.
5.8.3 If a thin-plate or broad-crested weir is to The triangular profile has a constant ccrefficient
be installed, there should be a sufficient depth of discharge over a wide range of heads. The
of water from which the fish can take off to weir can also be used under submerged flow con-
clear the weir. Flumes constitute a minimal ditions; in this case, a second head measurement
obstruction, depending upon the velocities is necessary and is achieved by means of tapping
through the throat and the overall length, Tri- points at the crest.
angular profile weirs need careful consideration
The accuracy obtained over a wide range of flows
as they may from a serious obstruction, particu-
and heads makes them excellent structures for
larly where energy dissipators are incorporated
hydrometric work.
in the stilling basin.
6.4 Flumes
5.9 cost
6.4.1 General
5.9.1 The financial values of the flow passing
through the gauging device and the benefit in Flumes are recommended where material is being
terms of improved accuracy against the cost of transported along the channel, particularly
the stucture will have a direct bearing on the where there is bed movement. Protective works
relative investment values of different types of downstream of the throat to contrin the hydrnu-
structures. The total capital costs of construction lit jump are easily incorporated into the main
and long-term maintenance costs should be con- structure.
sidered.
6.4.2 Rectangular Flumes
6 RECOMMENDATIONS
The dimensions of rectangular flumes are easily
adapted to the size of the channel and such
6.1 Thin-Plate Weirs
flumes readily fit into rectangular channels and
6.1.1 Thin-plate weirs are dependent on the full are almost universally used in measuring the
development of the contraction below the nappe inflow to sewage treatment works. They are
but are relatively inexpensive to construct, al- suitable where relatively high accuracy is requi-
though the manufacture of the crest requires red over a wide range of flow; and afflux needs
particular care. They are recommended where to be kept to a minimum.
high accuracy is required and are particularly
6.4.3 Trapezoidal Flumes
suitable for laboratorv work and use in artificial
channels and other dircumstances where good Trapezoidal flumes are used for purposes similar
maintenance can be assured and there is little to those employing rectangular flumes but are
risk of damage to, or deterioration of, the crest. particularly recommended if it is necessary to
Particular applications include the gauging of accommodate the gauging station in a trape-
compensation flows, flow measurement in water zoidal channel and skilled labour is available for
supply pumping tests and flow measurement in the construction work. They are suitable where
many industrial situations. Thin-plate V-notch relatively high accuracy is required over a wide
weirs are particularly suitable where the ratio of range of flowed and afflur needs to be kept to a
high to low flow is large and where accuracy at minimum.
low flow is important, owing to their greater sen-
6.5 End-Depth Method
sitivity. Thin-plate weirs of both rectangular and
V-notch types are well suited for temporary 6.5.1 The method utilizing existing falls is con-
installations. venient for approximate measurement where
accuracy is not of paramount importance.
6.2 Broad-Crested Weirs
7 SUMMARY
6.2.1 Broad-crested weirs are relatively inexpen-
sive to construct and robust and thus insensitive 7.1 Tables 1 and 2 set out the broad parameters
to minor damage. They are best used in rect- which may be considered in the choice of a
angular channels where regular maintenance per- structure. Limitations and values of coefficients
mits clearance of any. deposition upstream and are set out in the appropriate Standard to which
of algae from the crest. Round-nose broad-cres- reference should be made for detailed design
ted weirs have a good discharge range and sub- purposes.
4Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Barean of Indian Standards
BIS is a statutory institutiou established under the Bureau of Indian Standards Act, I986 to promote
harmonious development of the activities of standardization, marking and quality certification or’
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference :
Dot : No. RVD l( 3337 >
Amendments Issued Since Poblication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
(,Common to all Offices )
Regional Offices : Telephono
Central : Manak Bhavan, 9 Bahadur Shah Afar Marg { 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 36 24 99
1 23 1168 4413
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
Southern : C.I.T. Campus, 4 Cross Road, MADRAS 600113
{ 444111 222594 411296
Western : Manakalaya, E9 MIDC, Marol, Andheri (East)
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR.
GUWAHATI. HYDERABAD. JAIPUR. KANPUR. PATNA.
TRIVANDRUM.
Printed at Swatantra Bharat Press, Delhi, India
|
5218.pdf
|
-IS : 5218 - 1969
( Reaffirmed 1993 )
Indian Standard
METHOD OF TEST F-OR TOUGHNESS
OF NATURAL BUILDING STONES
(
Third Reprint AUGUST 1997 )
UDC 691.21 : 620.178
0 Copyriglu 1969
BUHEAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHl 110002
Gr 2 November 1969IS : 5218- 1969
( ReafI’inned 1993 )
Indian Standard
METHOD OF TEST FOR TOUGHNESS
OF NATURAL BUILDING STONES
Chmpnsition nf Stone Sectional Committee, HDC 6
Representing
Central Public iVorks Ihpartnxeot ( Ministry of
Health, Family Planning, Works, Housing &
Urban Development)
National Test House, Calcutta
Himalayan Tiles and Marble Private Ltd, Bombay
Engineering Research Laboratory, Andhra Pradesh
Public Works Department, Government of Kerala
Central Pllblic Works Department ( Architectural
Wing ) ( Ministry of Health, Family Planning,
Works, Housing & Urban Development )
Makrana Marble & Stone Co, Makrana
The Hindustan Construction Co T,td, Bombay
Public Works Department. Government of Rajasthan
Builders’ Association of India, Bombay
Geological Survey of India, Calcutta
Institution of Engineers ( India ), Calcutta
Central Building Research Institute ( CSIR ), Roorkee
Ministry of Transport & Shipping ( Roads -Wing )
Associai rd Stone Indusll irs ( Kotah ) T‘td,
Rnmgan.jmandi
Department of Geology & hiining, Government of
Uttar Pradesh
SHH~ A. K. i~C>.4RWAL ( .~[lende )
SI{RI R.\FJIXI)~I< SINOH National Building; Organization ( Ministry of Health,
Family Planning, Works, Housing & Urban
Development ) _
DR A. V. R. RAO ( Alfernatc)
SHltI SAT.IIT SINGFI Dholpur Stone Co, Dholpur
SHRI H. SEETHARAXAIAH Public Works Department, Mysore
SHRI M. L. SETH1 Department of Geology and Mining, Government of
Rajasthan
SHRI Y. N. DAVE ( Alternafe)
SUPERINTENDING ENGINEER Publ~ad~,orks Department, Government of Tamil
( DESIGNS & MARINE WORKS )
( Continued on page 2 )
IlUREAU OF INDIAN STANDARDS
MANAK BIIAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 5218- 1969
( Gntinucd.from page 1 )
hfembers Representing
SHRI S.V. SIJRYANARAYAN.~ Central Water 8i Power Commission ( Ministry of
Irrigation & Power )
SHRI M. v. YOGI Engineer-in-Chief’s Branch ( Ministry of Defense )
SHSI K. N. SVBHA RAO ( Alternate)
SHRI R. NAOAHAJAN, Director General, IS1 ( Ex-o&o kf:mbrr )
Director ( Civ Engg )
STiRI I(. h’t. kk4TRVR
Assistant Director ( Civ Engg ), IS1
2IS:5218-1969
Indian Standard
METHOD OF TEST FOR TOUGHNESS
OF NATURAL WILDING STONES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 19 .July 1969, after the draft finalized by the Stone Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 The property of toughness of stone is resistance to failure under impact.
Stones of low toughness are apt to fail when exposed to rough usage, as
occurs on steps, flooring of factories, stories, warehouses, godown, etc. This
standard provides a method for measuring toughness of stones.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailin in
different countries in addition to relating it to the practices in the fiel f in
this country.
0.4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded OR,
it shall be done in accordance with IS:2-1960*.
1. SCOPE
1.1 This standard lays down the procedure for determination of toughness
of natural building stones.
2. SAMPLING
2.1 The sample shall be selected by the -purchaser or his authorized
representative from the quarried stone or taken from the natural rock as
described in 2.2 and 2.3 so as to represent a true average of the type or
grade of stone under consideration.
2.2 Stone from Ledges or Quarries-The ledge or quarry face of the
stone shall be inspected to determine any variation in different strata.
Differences in colour and structure shall be observed. Separate samples of
stone weighing at least 25 kg each of unweathered type shall be obtained
*Rules for rounding off numerical values ( revised ) I
3IS:5218-1969
from all strata that appear to vary in colour and structure. I’iec,cs that have
been damaged by blasting shall not be included in the sample.
2.3 Field Stone and Boulders --A detailed inspection of tlla dqjosits of
field stone and boulders, over the area where the supplv is to IW obtained,
shall be made. T11r different kinds of stone and th6ir coudilion in the
various deposits shall be recorded. Separate samples shall be selected of
all classes of stone that Ivould be considered fi,r use fin construction as
indicated by visual insprrtion.
2.4 When perceptible variations occw in the quality ol‘rock, the purchasing
shall select as many samples as are necessary for dcterminine; the ralqe ill
properties.
3. TEST SPECIMENS
3.2 Three test specimens shall constitute a test set.
3.3 One set of spec.ilnens shall IJO tlrill~~cl perpendicular and anotllt’r
parallel to tile plane of structural weaknrss of thcb stolle, if suc~h plane
is apparent. 11‘ SIIC:II plant is not q)parellt one sclt shall be drilled at
random.
3.4 The specimen sllall be cut from the samples with core drills or in any
other way which will not induce incipirnt fYac:ture: but shall not be chipped
or broken off with a hammer. After sawing, the ends of the specimens-shall
be ground plane with ivater and carborundum nr emery, on a cast iron lap,
un;il the cylinders are nf the size mentioned in 3.1.
3.5 The ends of the cylinders shall be plane surfaces at right angles to the
axis of the cylinders.
4. APPARATUS
4.1 Toughness Testing Machine - The toughness test shall be carried
out in a machine confi>rmin,q essentially to the requirements descrillcd in
Appendix A.
5; TEST PROCEDURE
5.1 The cylindrical test specimen shall be securely held in the anvil with-
out rigid lateral support, and under the plunger in such a way that the
centre of its upper surface shall, throughout the test, be tangential to the
spherical end of the plunger at its lowest point. The hammer shall be given
a free fall of 1 cm for the first blow; ‘2 cm for ~the second blow, and an
increase of 1 cm fall for each succeeding blow until failure of the test
specimen occurs.
41s : 5218 - 1969
6. REPORT OF THE TEST
6.1 The height of the blow at failurr shall he the toughness of the
specimen.
6.2 In cases when a plane of structural weakness is apparent, the
individual and average toughness of the three specimens in each set shall
be reported and identified.
6.3 The individual and average toughness of three specimens shall be
reported when no plane of structural weakness is apparent.
6.4 Any peculiar condition of a test specimen which might effect the result,
s~~rh as the presence of seams, fissures, etc, shall be noted and recorded
\\,ith the test results.
APPENDIX A
( m7use 3.1 )
REQUIREMENTS OF TOUGHNESS TESTING MACHINE
A-l. GENERAL
A-l.1 Any fi,rm of impact machine !vhich \vill comply rvith the following
rsselttials may be used in making the test.
;I) Iiddin,q I&vice for rot Specimu -A cast-iron anvil, weighing not
less than 50 kg firmly fixed upon a solid foundation.
b) Striking Hunmu-A hammer weighing 2 kg arranged so as to fall
freely between suitable guides.
r ) Plrmqr -A plunger made of hardened steel and weighing 1 kg
arranged to slide freely in a vertical direction in a sleeve, the lower
end of the pluqger being spherical in shape with a radius of 1 cm.
d) Means for raising the hammer and for dropping it upon the plunger
from any specified height from 1 cm to not less than 75 cm and
means for determining the height of the fall to approximately 1 mm.
e) Means for holding the cylindrical test specimen securely in the
anvil, without rigid lateral support, and under the plunger in such
a way that the centre of its upper surface shall throughout the test,
be tangential to the spherical end of the plunger at its lowest
point.
5BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg,NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062,91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all offices)
Central Laboratory : Telephone
~Plot No. 20/Q, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional OtYices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617
*Eastern : l/l 4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 66 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 36 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
fWestem : Manakaiaya, E9, Behind Marol Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch OtYices::
P ushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501348
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, a39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 91 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 6-26 68 01
Savitr~Complex, 116 G.T. Road, GHAZIABAD 201001 6-71 1996
53/5 Ward No.29, R.G. Barua Road, 5th By.Iane, GUWAHATi 761003 541137
5856C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 66 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Xi&tore Road, 23 69 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patfiputra~lndustrial Estate, PATNA 860013 26 23 05
Institution of Engineers (India)BuiMing 1332 Shiv+ Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421 University P. 0. Patayarn, THIRWV~RAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSafes Office is at No~fty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Safes Offkze isat ‘F’ Bbck, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 5SOOO2
Reprography Unit, BIS, New Dalhi, India
|
9901_9.pdf
|
IS : 9901 ( Part 9 ) - 1986
Indian Standard
MEASUREMENT OF
SOUND INSULATION IN BUILDINGS
AND OF BUILDING ELEMENTS
PART 9 LABORATORY MEASUREMENT OF ROOM-TO-ROOM
AIRBORNE SOUND INSULATION OF A SUSPENDED
CEILING WITH A PLENUM ABOVE IT
Acoustics Sectional Committee, LTDC 5
Chairman Repercnting
SHRI K. D. PAVATE Central Electronics Engineering Research Institute
( CSIR ), Pilani
Members
SHRI M. R. KAPOOR ( Alternate to
Shri K. D. Pavate )
SHRI SANDEEP AHUJA Ahuja Radios, New Delhi
SHRI K. R. GURUXURTHY ( Alternate )
SHRI R. K. BHATIA Department of Telecommunication, New Delhi
SHRI T. R. WADHWA ( Altern& )
SHRI K. CHANDRACRUDAN Directorate General of Civil Aviation, New Delhi
SERI P. GHOSH Railway Board ( Ministry of Railways )
SHRI SHANEAR ( Alternate)
DR P. N. GWTA Department of Electronics, New Delhi
COL KRISHAN LAL Ministry of Defence ( DGI )
SXCRIB . S. RUPRAI ( Alternate )
DR V. MOHAN.~N National Physical Laboratory ( CSIR ), New Delhi
SHRI J. S. MOXQA Bolton Private Ltd, New Delhi
SHRI M. S. MON~A ( Altmate )
SHRI J. S. MONQA Electronic Component Industries Association
( ELCINA ), New Delhi
SHRI GHANISHAM DASS ( Alternate )
SHRI B. S. NARAYAN Indian Telephone Industries Ltd, Bangalore
SHRI K. NAQARAJ ( Altcrnata )
DR ( KUMARI ) SHAILAJA NIKAM All India Institute of Speech & Hearing, Mysore
SHRI S. S. MURTEY ( Alternufe )
PROH‘B . S. RAMAKRISENA Central University, Hyderabad
SHRI S. L. REDEY Peico Electronics & Electricals Ltd, Bombay; aad
Radio Electronic & Television Manufacturers’
Association, Bombay
SHRI M. M. JOSHI ( Alternate )
( Continuedo n puge 2 )
@ Copvright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cogyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act_IS : 9901 ( Part 9 ) - 1986
( Continued from page 1 )
Members Representing
SARI M. SHANKARALINQAM Directorate General of Supplies & Disposals, New
Delhi
SHRI S. IS. SEN Directorate General of All India Radio, New Delhi
SHR~ W. V. B. RAMALIN~AM ( Alternate )
CDR P. IS. SINHA Ministry of Defence ( R & D )
LT R. S. DATTA ( Alternate )
SUPERINTENDENT SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( FOOD )
SURVEYOR OF WORKS I/FOOD ( Alternate )
SHRI N. SRINIVASAN, Director General, IS1 ( Ex-officio Member )
Director ( Electronics )
SHRI PAVAN KUMAR
Deputy Director ( Electronics ), IS1
2IS : 9901 ( Part 9 ) - 1986
Indian Standard
MEASUREMENT OF
SOUND INSULATION IN BUILDINGS
AND OF BUILDING ELEMENTS
PART 9 LABORATORY MEASUREMENT OF ROOM-TO-ROOM
AIRBORNE SOUND INSULATION OF A SUSPENDED
CEILING WITH A PLENUM ABOVE IT
0. FOREWORD
0.1 This Indian Standard ( Part 9 ) was adopted by the Indian Standards
Institution on 9 April 1986, after the draft finalized by the Acoustics
Sectional Committee had been approved by the Electronics and Tele-
communication Division Council.
0.2 This method utilizes a laboratory space so arranged that it simulates
a pair of horizontally adjacent typical offices or rooms sharing a common
suspended ceiling system, plenum space and a dividing wall. The divi-
ding wall extends to the underside of the ceiling system which at the
junction is either continuous or discontinuous.
0.3 The quantity being measured is the ceiling normalized level
difference. Measurements are considered to be valid only when the
sound transmitted by -paths other than the suspended ceiling and common
plenum space is negligible.
0.4 The method may be extended to include the study of composite
ceiling systems comprising the ceiling material and other components
such as luminaires and ventilating systems.
0.5 The method may also be extended to the study of the additional
sound insulation that may be achieved by auxiliary systems such as
material used either as plenum barriers, or as backing for all of, or part
of, the ceiling.
0.6 While preparing this standard assistance has been derived from
TSO/DIS 140/9 ‘Measurements of sound insulation in buildings and of
building Elements - Part 9 : Laboratory measurement of room-to-room
airborne sound insulation of a suspended ceiling with a plenum above
it’, issued by the International Organization for Standardization ( IS0 ).
3IS : 9901 ( Part 9 ) - 1986
0.7 In reporting the result of a test made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1, SCOPE
1.1 This standard ( Part 9 ) specifies a laboratory method of measuring
airborne sound insulation of a suspended ceiling with a plenum of defined
height mounted above an acoustical barrier which separates two rooms
in a standardized laboratory.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given in
IS : 1885 ( Part 3/Set 8 )-1974f shall apply in addition to the following.
2.1 Average Sound Pressure Level in a Room - Ten times the
common logarithm of the ratio of the space and time average of the
sound pressure squared to the square of the reference sound pressure,
the space average being taken over the entire room with the exception of
those parts where the direct radiation of a sound source or the near field
of the boundaries ( wall, etc ) is of significant influence. This quantity
is denoted by L and is expressed in decibels.
P,” + p; . . . -I- p;
L - 10 log . ..(l)
“P;
where
p1, p2, . . Pn are the rms sound pressures at n different positions
in the room; and
PO = 20 PPa is the reference sound pressure.
2.2 Level Difference - The difference in the space and time average
sound pressure levels produced in two rooms by a sound source in one
of the rooms. This quantity is denoted by D, and is expressed in
decibels.
D = Ll - Lz . ..(2)
where
L1 = average sound pressure level in the sound source room;
and
L2 = average sound pressure level in the receiving room.
*Rules for rounding off numerical values ( revised).
tElectrotechnica1 vocabulary: Part 3 Acoustics, Section 8 Architectural acoustics.
4IS : 9901( Part 9 ) - 1986
2.3 Ceiling Normalized Level Difference - The level difference
corresponding to a reference value of absorption area in the receiving
room. This quantity is denoted by D n,c and is expressed in decibels.
-$ .
D n, c = D - IO log
0
where
D= level difference,
A -_ equivalent absorption area in the receiving room, and
A0 = reference absorption area.
For the laboratory, A0 = 10 m2.
2.4 PlenumSpace - The whole of the void above the suspended ceilings
in both rooms in the test facility.
Its dimensions are to be measured discounting the thickness of any
sound absorbing material adhered to the walls or laid on the back of the
test ceiling.
3. MEASURING EQUIPMENT
3.1 The measuring equipment shall be suitable for meeting the require-
ments of 5.
4. TEST ARRANGEMENT
4.1 Requirements for the Laboratory
4.1.1 The laboratory test facility is divided into two rooms of approxi-
mately equal volumes by a wall. The essential features of the test facility
are listed below and are shown schematically in Fig. 1.
4.1.1.1 Construction of the test facility - The test facility shall be
rectangular parallelepiped. It is recommended that a vibration break
be provided in the outer walls, floor and roof of the facility in order to
esnure that flanking sounds transmitted by paths other than the
suspended ceiling and common plenum space are negligible.
The level of the background noise shall be sufficiently low to permit
a measurement of the sound transmitted from the source room taking
into consideration the power output of the source room and the isolating
properties of the specimens for which the laboratory is intended. The
reverberation time in each room should be greater than 1 s at all one-
third octave bands of measurement with no plenum lining and no test
specimen in place.
NOTE - For the purpose of determining the reverberation time of both rooms, a
suitable impervious plenum barrier shouId be installed between the top of the
dividing wall and the roof.
5IS : 9901 ( Part 9 ) - 1986
VIBRATING
/-
FIG. 1 CROSS-SECTIONA ND PLAN OF THE TEST FACILITY
6IS : 9901 ( Part 9 ) - 1986
4.1.1.2 Dimensions of the test facility - The width of the test facility
shall be 4.5 & 0’5 m and the height from the ground to the underside of
the face of the suspended ceiling shall be 2.8 & @2 m when all dimensions
are mea,sured internally. The volume V of each room should be at least
50 m3 and the dividing wall should be positioned such that the two
room volumes will differ by at least 10 percent when the ceiling is in
position.
NoTE 1 -It is realized that existing facilities may have room volumes less
than 50 m3, as low as 40 ms. Such facilities will be allowable in accordance with
this standard in cases where diffusing elements are employed.
NOTE 2 - The limitations and room dimensions as stated above are intended to
improve reproducibility between measurements made by different organizations on
similar materials.
4.1.1.3 Dividing wall - This is defined as the ceiling height acoustical
barrier which divides the test facility into two rooms. The wall should
be tapered at its upper extremity so that its overall thickness at the
capping is not greater than 100 mm. The tapering between the widest
part of the wall and the capping will be achieved by means of an angle
not exceeding 30” from the vertical. The construction of the dividing
wall shall be of such materials that its sound insulation is 10 dB more
than that of any ceiling which is likely to be tested.
NOTE - For checking the sound insulation of the facility, a suitable plenum
barrier of construction similar to the dividing wall can be installed between the top
of the dividing wall and the roof.
4.1.1.4 Plenum depth - The plenum depth should be between 650 mm
and 760 mm as measured from the upper face of the suspended ceiling
to the underside of the roof of the test facility. This dimension also
applies to the gap between the top of the dividing wall and the roof.
4.1.1.5 Plenum lining - One side wall and both end walls of the
plenum should be lined with suitable sound absorbing material. This
material is to have such properties that when tested as a plain absorber in
accordance with IS : 8225-1976*, it will have absorption coefficients not
less than those shown below:
Centre frequency, I
125 250 500 1000 2 000 4 000
HZ
---_-
Absorption
0.65 0.80 0.80 0.80 0.80 0.80
coejkient, o8
*Method of measurement of absorption coefficients in a reverberation room.
7IS : 9901 ( Part 9 ) - 1986
For the other side wall and the roof, the absorption coefficient
should be less than 0.10 at all the above frequencies.
NOTE - For practical purposes, the thickness of the lining should not exceed
I50 mm.
4.1.1.6 Difusers - If necessary, diffuser elements may be installed in
the rooms so as to improve the diffusion conditions.
4.2 Installation of the Test Ceiling
4.2.1 The detail of joining the ceiling to the top of the dividing wall
is of critical importance and care shall be taken to simulate actual field
conditions.
4.2.2 The area of a continuous ceiling shall be equal to the area
denoted by length and width of the test facility.
4.2.3 For a discontinuous ceiling, it may be necessary to add additional
capping to the top of the dividing wall to complete the junction. The
area of a discontinuous ceiling shall then be equal to the area denoted
by the length and width of the test facility less the area of the adapter
cap on the top of the dividing wall.
4.2.4 The ceiling components shall be selected to represent those which
would be used in actual field installations. The ceiling shall be installed
in accordance with the recommended practice of the manufacturer or
with the recommended practice of an installation standard.
5. TEST PROCEDURE AND EVALUATION
5.1 Generation of Sound Field in the Source Room
5.1.1 The sound generated in the source room should be steady and
should have a continuous spectrum in the frequency range considered.
Filters with a band width of at least one-third octave may used.
5.1.2 The sound power should be sufficiently high for the sound
pressure level in receiving room to be at least 10 dB higher than the
background level in any frequency band.
5.1.3 If the sound source contains more than one loudspeaker operating
simultaneously, the loudspeakers should be contained in one enclosure,
the maximum dimension of which should not exceed 0.7 m. The
loudspeakers should be driven in phase.
5.1.4 The loudspeaker enclosure should be placed in each room to
give as diffuse a solmd field as possible and at such a distance from the
test specimen that the direct radiation upon it is not dominant.
8IS : 9901 ( Part 9 ) - 1986
5.2 Measurement of the Average Sound Pressure Level
5.2.1 The average sound pressure level may be obtained by using a
number of fixed microphone positions or a continuously moving micro-
phone with an integration ofpz.
5.3 Frequency Range of Measurements
5.3.1 The sound pressure level should be measured using one-third
octave band filters. The discrimination characteristics of the filters
should be in accordance with IS : 6964-1973*.
One-third octave band filters having at least the following centre
frequencies, in hertz, should be used:
100, 125, 160, 200, 250, 315, 400, 500, 630, 800,
1 000, I 250, 1 600, 2 000, 2 500, 3 150, 4 000.
5.4 Measurement and Evaluation of the Equivalent Absorption
Area
5.4.1 The correction term of equation (3) containing the equivalent
absorption area shall be evaluated from the reverberation time measured
according to IS : 8225- 19767 using Sabine’s formula:
0.163 V
A c= (4)
T
where
A - equivalent absorption area, in square metres;
V = receiving room volume, in cubic metres, with the test
ceiling in place; and
T = reverberation time, in seconds.
5.5 Measurement Procedure
5.5.1 Each organization should determine a normal test procedure
which complies with this standard.
5.5.2 The necessary criteria which affect the repeatability of the
measurements are shown below:
a) Number, type and size of diffusing elements ( if any };
b) Position of the sound source;
c) Minimum distances between microphone and sound source and
microphone and room boundaries with regard to near fields;
*Octave, half-octave and third-octave band filters for analysis of sound and
vibrations.
TMethod of measurement of absorption coefficients in a reverberation room.
9IS : 9901 ( Part 9 ) - 1986
d) Number of microphone positions or, in the case of a moving
microphone, the microphone path;
e) Averaging time of the sound pressure levels; and
f ) Method for determining the equivalent absorption area, which
involves a number of repeated readings in each position.
An example of typical test conditions is given in Appendix A.
5.6 Evaluation of Ceiling Normalized Level Difference
5.6.1 The test procedure shall be repeated reversing the source and
receiving rooms. The reported value Dn,c shall be the arithmetic
average of the two results.
6. PRECISION
6.1 It is required that the measurement procedure should give satisfactory
repeatability. For the instrumentation and, in specific cases, for the
complete measurement condition, this can be determined in accordance
with the method described in IS : 9901 ( Part 2 )-1981*.
6.2 It is recommended that different organizations in the same country
should periodically perform comparison measurements on the same test
specimen to check repeatability and reproducibility of their test
procedures.
7. STATEMENT OF RESULTS
7.1 For the statement of results, the ceiling normalized level difference
of the test specimen should be given at all frequencies of measurement,
in tabular form and/or in the form of a curve. For graphs with the level
in decibels plotted against frequency on a logarithmic scale, the length
for 10 : 1 frequency ratio should be equal to the length for 10 dB, 25 dB
or 50 dB on the ordinate scale.
8. TEST REPORT
8.1 The test report shall make reference to this Indian Standard and
shall include the following information:
a) Name of organization which performed the measurements;
b) Date of test;
c) Detailed description of test ceiling with sectional drawing and
mounting conditions, including size, thickness, mass per unit area,
number of suspension hangers and whether the ceiling is con-
tinuous or discontinuous at the partition capping, together with
details of any luminaires, ventilating elements or other openings;
*Measurement of sound insulation in buildings and of building elements: Part 2
Statement of precision requirements.
10IS : 9901 ( Part 9 ) - 1986
4 Ceiling test material, for example, acoustic tile. This information
should include the origin of manufacture and the manufacturer’s
descriptive code number;
e) Dimensions of actual rooms used including volume of rooms and
plenum height of test facility;
f ) Cross-sectional area above the dividing wall and constructions
( if any );
d Specification ( and thickness ) of any materials used in the plenum
either as a barrier or a lining on the back of the specimen ( or
both );
h) Description of the junction of the dividing wall and the ceiling;
3 Type of noise and of filters use&
k) Brief description of details of procedure and equipment ( see 5.5 );
ml Ceiling normalized level difference as a function of frequency;
n) Equivalent absorption area measured in both rooms as function
of frequency;
PI Limit of measurement in case the sound pressure level in any
band is not measurable on account of background noise ( acousti-
cal or electrical ); and
s>
Any -deviations from the procedure specified.
I
APPENDIX A
( Clause 5.5.2 )
EXAMPLE OF TEST PROCEDURE
An example of a test procedure which will normally be expected to
give repeatability as indicated in IS : 9901 ( Part 2 )-1981” is given below.
The dimensions and shape of the test facility are shown in the figure.
The walls, floor and roof of this structure are preferably constructed from
heavy masonry.
The measurement is carried out in both directions with a loudspeaker
installed in each room during the entire test. The ceiling normalized
level difference is measured separately for each direction of test; the value
reported is the arithmetic average of the two results.
“Measurement of sound insulation in buildings and of building elements: Part 2
Statement of precision requirements.
11IS : 9901 ( Part 9 ) - 1986
The loudspeaker is placed facing one corner of each room and the
sound field in each room sampled with six randomly distributed micro-
phone positions. No microphone should approach closer than 0.7 m
to any surface and microphone positions should be separated by a distance
of at least 0.5 m. Sound pressure level readings are taken at each micro-
phone position using an averaging time of at least 5 s in each frequency
band at each position. One-third octave band filters are used.
The equivalent absorption area is determined from decay curves
measured using six microphone positions with one reverberation time
analysis at each position. The reverberation time is evaluated from the
averaged slope over a convenient range beginning about one-tenth second
or a few decibels down from the beginning of the decay, the range used
being not less than 20 dB, nor so large that the slope changes by 20 percent,
nor SO that background noise interferes with the results.
12
|
13935.pdf
|
IS 13935 : 1993
(Reaffirmed 1998)
Edition 1.1
(2002-04)
Indian Standard
REPAIR AND SEISMIC STRENGTHENING
OF BUILDINGS — GUIDELINES
(Incorporating Amendment No. 1)
UDC 699.841 : 624.012.45 : 624.042.7
© BIS 2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 9Earthquake Engineering Sectional Committee, CED 39
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Earthquake Engineering Sectional Committee had been approved by the Civil Engineering
Division Council.
Himalayan-Naga Lushai region, Indo-Gangetic Plain, Western India and Kutch and Kathiawar
regions are geologically unstable parts of the country and some devastating earthquakes of the
world have occurred there. A major part of the peninsular India, has also been visited by moderate
earthquakes, but these were relatively few in number and had considerably lesser intensity. It has
been a long felt need to rationalize the earthquake resistant design and construction of structures
taking into account seismic data from studies of the Indian earthquakes, particularly in view of
the heavy construction programme at present all over the country. It is to serve this purpose that
IS1893:1984 ‘Criteria for earthquake resistant design of structures’ was prepared. It lays down
the seismic zones, the basic seismic coefficients and other factors and criteria for various
structures. As an adjunct to IS 1893, IS 4326 ‘Code of practice for earthquake resistant design and
construction of buildings’ was prepared in 1967 and revised in 1976 and in 1993. 1976 version,
contained some recommendations for low strength brick masonary and stone buildings which have
now been covered in greater detail in IS 13828 : 1993 ‘Guidelines for improving earthquake
resistance of low strength masonary building’.
Earthquakes damages to buildings in Himachal Pradesh, North Bihar and hill districts of Uttar
Pradesh emphasized the need to formulate this standard to cover guidelines for repair and
strengthening of these buildings from any future earthquakes.
The composition of the technical committee responsible for formulating this standard is given in
Annex A.
This edition 1.1 incorporates Amendment No. 1 (April2002). Side bar indicates modification of the
text as the result of incorporation of the amendment.IS 13935 : 1993
Indian Standard
REPAIR AND SEISMIC STRENGTHENING
OF BUILDINGS — GUIDELINES
1 SCOPE 3.1 Separation Section
1.1This standard covers the selection of A gap of specified width between adjacent
materials and techniques to be used for repair buildings or parts of the same building, to
and seismic strengthening of damaged permit movement, in order to avoid hammering
buildings during earthquakes and retrofitting due to earthquake.
for upgrading of seismic resistance of existing
3.2 Crumple Section
buildings.
A separation section filled with appropriate
1.2The repair materials and techniques
material which can crumple or fracture in an
described herein may be used for all types of
earthquake.
masonry and wooden buildings, and the
concrete elements used in buildings. 3.3 Centre of Rigidity
1.3The provisions of this standard are The point in a structure, where a lateral force
applicable for buildings in seismic Zones III to shall be applied to produce equal deflections of
V of IS1893:1984 which are based on its components, at any one level in any
damaging seismic intensities VII and more on particular direction.
Modified Mercalli or M.S.K. scales. The scheme 3.4 Shear Wall
of strengthening should satisfy the
A wall designed to resist lateral force in its own
requirements stipulated for the seismic zone of
plane. Braced frames, subjected primarily to
IS1893:1984, building categories of
axial stresses, shall be considered as shear
IS4326:1993 and provisions made in
walls for the purpose of this definition.
IS13827:1993 for earthen buildings and
IS13828:1993 for low strength masonary 3.5 Space Frame
building. No special seismic resistance features
A three-dimensional structural system
are considered necessary for buildings in
composed of interconnected members without
seismic Zone II.
shear or bearing walls, so as to function as a
2 REFERENCES complete self-contained unit, with or without
the aid of horizontal diaphragms or floor
The Indian Standards listed below are the
bracing systems.
necessary adjuncts to this standard:
3.6 Moment Resistant Frame
IS No. Title
A space frame capable of carrying all vertical
456 : 1978 Code of practice for plain and
and horizontal loads by developing bending
reinforced concrete
moments in the members and at joints.
1893 : 1984 Criteria for earthquake design of
3.7 Moment Resistant Frame with Shear
structures
Walls
4326 : 1993 Code of practice for earthquake
A space frame with moment resistant joints
resistant design and construction
used in combination with shear walls to resist
of buildings (third revision)
the horizontal loads.
13827 : 1993 Guidelines for improving
3.8 Box System
earthquake resistance earthen
buildings A bearing wall structure without a space frame,
the horizontal forces being resisted by the walls
13828 : 1993 Guidelines for improving
acting as shear walls.
earthquake resistance of low
strength masonry buildings 3.9 Band
A reinforced concrete, reinforced brick or
3 TERMINOLOGY
wooden runner provided horizontally in the
3.0For the purpose of this guide, the following walls to tie them together and to impart
definitions shall apply. horizontal bending strength in them.
1IS 13935 : 1993
3.10 Seismic Zone, and Seismic Coefficient neglecting the required structural repairs may
have serious implications on the safety of the
The seismic Zones II to V as classified and the
building. The damage would be more severe in
corresponding zone factors as specified in 6.4.2
the event of the building being shaken by the
(Table 2) of IS1893 (Part 1).
similar shock because original energy
3.11 Zone Factor (Z) absorbtion capacity of the building would have
It is a factor to obtain the design spectrum been reduced.
depending on the perceived maximum seismic
4.2 Structural Repairs
risk characterized by maximum considered
earthquake (MCE) in the zone in which the 4.2.1Prior to taking up of the structural
structure is located. repairs and strengthening measures, it is
necessary to conduct detailed damage
3.12 Concrete Grades
assessment to determine:
28 days crushing strength of concrete cubes of
a)the structural condition of the building to
150mm side, in MPa, for example, for M15
decide whether a structure is amendable
grade of concrete (see IS 456:1978), the
for repair; whether continued occupation
strength = 15 MPa.
is permitted; to decide the structure as a
4 GENERAL PRINCIPLES AND whole or a part require demolition, if
CONCEPTS considered dangerous;
4.1 Non-structural/Architectural Repairs
b)if the structure is considered amendable
4.1.1The buildings affected by earthquake may for repair then detailed damage
suffer both non-structural and structural assessment of the individual structural
damages. Non-structural repairs may cover the components (mapping of the crack
damages to civil and electrical items including pattern, distress location; crushed
the services in the building. Repairs to concrete, reinforcement bending/yielding,
non-structural components need to be taken up etc). Non-destructive testing techniques
after the structural repairs are carried out. could be employed to determine the
Care should be taken about the connection residual strength of the members; and
details of architectural components to the main
c)to work out the details of temporary
structural components to ensure their stability.
supporting arrangement of the distressed
4.1.2Non-structural and architectural members so that they do not undergo
components get easily affected/dislocated further distress due to gravity loads.
during the earthquake. These repairs involve
4.2.2After the assessment of the damage of
one or more of the following:
individual structural elements, appropriate
a)Patching up of defects such as cracks and
repair methods are to be carried out
fall of plaster;
componentwise depending upon the extent of
b)Repairing doors, windows, replacement of damage. The repair may consist of the
glass panes; following:
c)Checking and repairing electric
a)Removal of portions of cracked masonry
conduits/wiring;
walls and piers and rebuilding them in
d)Checking and repairing gas pipes, water richer mortar. Use of non-shrinking
pipes and plumbing services; mortar will be preferable.
e)Re-building non-structural walls, smoke
b)Addition of reinforcing mesh on both faces
chimneys, parapet walls, etc;
of the cracked wall, holding it to the wall
f)Replastering of walls as required; through spikes or bolts and then covering
g)Rearranging disturbed roofing tiles; it, suitably, with cement mortar or
micro-concrete.
h)Relaying cracked flooring at ground level;
and c)Injecting cement or epoxy like material
j)Redecoration — white washing, painting. which is strong in tension, into the cracks
etc. in walls.
The architectural repairs as stated above do not d)The cracked reinforced cement elements
restore the original structural strength of may be repaired by epoxy grouting and
structural components in the building and any could be strengthened by epoxy or polymer
attempt to carry out only repairs to mortar application like shotcreting,
architectural/non-structural elements jacketting, etc.
2IS 13935 : 1993
4.3 Seismic Strengthening In most instances, however, the relative cost of
retrofitting to reconstruction cost determines
The main purpose of the seismic strengthening
the decision. As a thumb rule, if the cost of
is to upgrade the seismic resistance of a
repair and seismic strengthening is less than
damaged building while repairing so that it
about 50percent of the reconstruction cost, the
becomes safer under future earthquake
retrofitting is adopted. This may also require
occurrences. This work may involve some of the
less working time and much less dislocation in
following actions:
the living style of the population. On the other
a)Increasing the lateral strength in one or
hand reconstruction may offer the possibility of
both directions by increasing column and
modernization of the habitat and may be
wall areas or the number of walls and
preferred by well-to-do communities.
columns.
4.5.2Cost wise the building construction
b)Giving unity to the structure, by providing
including the seismic code provisions in the
a proper connection between its resisting
first instance, works out the cheaper in terms of
elements, in such a way that inertia forces
its own safety and that of the occupants.
generated by the vibration of the building
Retrofitting an existing inadequate building
can be transmitted to the members that
may involve as much as 4 to 5 times the initial
have the ability to resist them. Typical
extra expenditure required on seismic resisting
important aspects are the connections
features. Repair and seismic strengthening of a
between roofs or floors and walls, between
damaged building may even be 5 to 10 times as
intersecting walls and between walls and
expensive. It is therefore very much safe as well
foundations.
as cost-effective to construct earthquake
c)Eliminating features that are sources of resistant buildings at the initial stage itself
weakness or that produce concentration of according to the relevant seismic IS codes.
stresses in some members. Asymmetrical
5 SELECTION OF MATERIALS AND
plan distribution of resisting members,
TECHNIQUES
abrupt changes of stiffness from one floor
to the other, concentration of large masses 5.1 General
and large openings in walls without a
The most common materials for repair works of
proper peripheral reinforcement are
various types buildings are cement and steel. In
examples of defects of this kind.
many situations suitable admixture may be
d)Avoiding the possibility of brittle modes of added to cement mortar/cement concrete to
failure by proper reinforcement and improve their properties, such as,
connection of resisting members. non-shrink-age, bond, etc. Steel may be
4.4 Seismic Retrofitting required in many forms like bolts, rods, angles,
beams, channels, expanded metal and welded
Many existing buildings do not meet the
wire fabric. Wood and bamboo are the most
seismic strength requirements of present
common material for providing temporary
earthquake codes due to original structural
supports and scaffolding, etc, and will be
inadequacies and material degradation due to
required in the form of rounds, sleepers,
time or alterations carried out during use over
planks, etc.
the years. Their earthquake resistance can be
Besides the above, special materials and
upgraded to the level of the present day codes
techniques are available for best results in the
by appropriate seismic retrofitting techniques,
repair and strengthening operations. These
such as mentioned in 4.3.
should be selected appropriately depending on
4.5 Strengthening or Retrofitting vs. the nature and cost of the building that is to be
Reconstruction repaired, materials availability and feasibility
and use of available skills, etc. Some special
4.5.1Replacement of damaged buildings or
materials and techniques are described below.
existing unsafe buildings by reconstruction is,
generally, avoided due to a number of reasons, 5.2 Shotcrete
the main ones among them being:
Shotcrete is cement mortar or cement concrete
a)higher cost than that of strengthening or (with coarse aggregate size maximum 10mm)
retrofitting, conveyed through a hose and pneumatically
placed under high velocity on to a prepared
b)preservation of historical architecture,
concrete or masonry surface. The force of the jet
and
impingement on the surface compacts the
c)maintaining functional social and cultural shotcrete material and produces a dence
environment. homogeneous mass. Basically there are two
3IS 13935 : 1993
methods of shotcreting; wet mix process and fine cracks in load bearing members which are
dry mix process. In the wet mix process, all the unreinforced like masonry and plain concrete
ingredients including water are mixed together reduce their resistance very largely. Therefore,
before they enter the delivery hose. In the dry all cracks must be located and marked carefully
mix process, the mixture of damp sand and and the critical ones fully repaired either by
cement is passed through the delivery hose to injecting strong cement or chemical grout or by
the nozzle where the water is added. The dry providing external bandage. The techniques are
mix process is generally used in the repair of described below along with other restoration
concrete elements. The bond between the measures.
prepared concrete surface of the damaged
member and the layer of shotcrete is ensured 6.2 Repair of Minor and Medium Cracks
with the application of suitable epoxy adhesive
For the repair of minor and medium cracks
formulation. The shear transfer between the
(0.50 mm to 5 mm), the technique to restore the
existing and new layer of concrete is ensured
original tensile strength of the cracked element
with the provision of shear keys.
is by pressure injection of epoxy. The procedure
5.3 Epoxy Resins
is as follows (see Fig. 1A):
Epoxy resins are excellent binding agents with
‘The external surfaces are cleaned of
high tensile strength. These are chemical
non-structural materials and plastic injection
preparations the compositions of which can be
ports are placed along the surface of the cracks
changed as per requirements. The epoxy
on both sides of the member and are secured in
components are mixed just prior to application.
place with an epoxy sealant. The
Some products are of low viscosity and can be
centre-to-centre spacing of these ports may be
injected in fine cracks too. The higher viscosity
approximately equal to the thickness of the
epoxy resin can be used for surface coating or
element. After the sealant has cured, a low
filling larger cracks or holes. The epoxy resins
viscosity epoxy resin is injected into one port at
may also be used for gluing steel plates to the
a time beginning at the lowest part of the crack,
distress members.
in case it is vertical, or at one end of the crack,
5.4 Epoxy Mortar
in case it is horizontal.
For larger void spaces, it is possible to combine
the epoxy resins of either low viscosity or The resin is injected till it is seen flowing from
higher viscosity with sand aggregate to form the opposite sides of the member at the
epoxy mortar. Epoxy mortar mixture has corresponding port or from the next higher port
higher compressive strength, higher tensile on the same side of member. The injection port
strength and a lower modulus of elasticity than should be closed at this stage and injection
cement concrete. The sand aggregate mixed to equipment moved to the next port and so on.
form the epoxy mortar increases its modulus of
The smaller the crack higher is the pressure or
elasticity.
more closely spaced should be the ports so as to
5.5 Quick-Setting Cement Mortar obtain complete penetration of the epoxy
This material is a non-hydrous magnesium material throughout the depth and width of
phosphate cement with two components, that member. Larger cracks will permit larger port
is, a liquid and a dry powder, which can be spacing depending upon width of the member.
mixed in a manner similar to cement concrete. This technique is appropriate for all types of
structural elements — beams, columns, walls
5.6 Mechanical Anchors
and floor units in masonry as well as concrete
Mechanical type of anchors employ wedging structures. In the case of loss of bond between
action to provide anchorage. Some of the reinforcing bar and concrete, if the concrete
anchors provide both shear and tension adjacent to the bar has been pulverised to a
resistance. Such anchors are manufactured to very fine powder (this powder will block the
give sufficient strength. epoxy from penetrating the region). It should be
cleaned properly by air or water pressure prior
Alternatively, chemical anchors bonded in
to injection of epoxy.’
drilled holes through polymer adhesives can be
used.
6.3 Repair of Major Cracks and Crushed
6 TECHNIQUES TO RESTORE ORIGINAL Concrete
STRENGTH
For cracks wider than about 5mm or for
6.1 General
regions in which the concrete or masonry has
While considering restoration of structural crushed, a treatment other than injection is
strength, it is important to realise that even indicated.
4IS 13935 : 1993
The procedures may be adopted as follows: reinforcement (see Fig. 1C).
a)The loose material is removed and c)In areas of very severe damage,
replaced with any of the materials replacement of the member or portion of
mentioned earlier, that is, expansive member can be carried out as discussed
cement mortar quick setting cement (see later.
Fig. 1B).
d)In the case of damage to walls and floor
b)Where found necessary, additional shear diaphragms, steel mesh could be provided
or flexural reinforcement is provided in on the outside of the surface and nailed or
the region of repairs. This reinforcement bolted to the wall. Then it may be covered
could be covered by mortar to give further with plaster or micro-concrete (see
strength as well as protection to the Fig.1C).
FIG. 1 STRUCTURAL RESTORATION OF CRACKED MASONRY WALLS
5IS 13935 : 1993
6.4 Fractured Excessively Yielded and 7.1.4 Anchors of roof trusses to supporting
Buckled Reinforcement walls should be improved and the roof thrust on
walls should be eliminated.
In the case of severely damaged reinforced
concrete member it is possible that the
Figures 2 and 3 illustrate one of the methods
reinforcement would have buckled or elongated
for pitched roofs without trusses.
or excessive yielding may have occured. This
element can be repaired by replacing the old
7.1.5Where the roof or floor consists of
portion of steel with new steel using butt
prefabricated units like RC rectangular T or
welding or lap welding.
channel units or wooden poles and joists
Splicing by overlapping will be risky. If repair carrying brick tiles, integration of such units is
has to be made without removal of the existing necessary. Timber elements could be connected
steel, the best approach would depend upon the to diagonal planks nailed to them and spiked to
space available in the original member. an all round wooden frame at the ends.
Additional stirrup ties are to be added in the Reinforced concrete elements may either have
damaged portion before concreting so as to 40mm cast-in-situ-concrete topping with 6mm
confine the concrete and enclose the dia bars 150 mm c/c both ways or bounded by a
longitudinal bars to prevent their buckling in horizontal cast-in-situ-reinforced concrete ring
future. beam all round into which the ends of
reinforced concrete elements are embedded.
In some cases, it may be necessary to anchor
Fig. 4 shows one such detail.
additional steel into existing concrete. A
common technique for providing the anchorage
7.1.6Roofs or floors consisting of steel joists
uses the following procedure:
flat or segmental arches must have horizontal
‘A hole larger than the bar is drilled. The ties holding the joists horizontally in each arch
hole is filled with epoxy expanding cement or span so as to prevent the spreading of joists. If
other high strength grouting material. The such ties do not exist, these should be installed
bar is pushed into place and held there untill by welding or clamping.
the grout has set.’
7.2 Inserting New Walls
6.5 Fractured Wooden Members and
Joints
7.2.1Unsymmetrical buildings which may
Since wood is an easily workable material, it produce dangerous torsional effects during
will be easy to restore the strength of wooden earthquakes the center of masses can be made
members such as beams, columns, struts, and coincident with the centre of stiffnesses by
ties by splicing additional material. The separating parts of buildings thus achieving
weathered or rotten wood should first be individual symmetric units and/or inserting
removed. Nails wood screws or steel bolts will new vertical resisting elements such as new
be most convenient as connectors. It will be masonry or reinforced concrete walls either
advisable to use steel straps to cover all such internally as shear walls or externally as
splices and joints so as to keep them tight and buttresses. Insertion of cross wall will be
stiff. necessary for providing transverse supports to
7 SEISMIC STRENGTHENING longitudinal walls of long barrack-type
TECHNIQUES buildings used for various purposes such as
schools and dormitories.
7.1 Modification of Roofs or Floors
7.1.1Slates and roofing tiles are brittle and 7.2.2The main problem in such modifications
easily dislodged. Where possible, they should is the connection of new walls with old walls.
be replaced with corrugated iron or asbestos Figures 5, 6 and 7 show three examples of
sheeting. connection of new walls to existing ones. The
first two cases refer to a T-junction whereas the
7.1.2False ceilings of brittle material are
third to a corner junction. In all cases the link
dangerous. Non-brittle material, like hessian
to the old walls is performed by means of a
cloth, bamboo matting or light ones of foam
number of keys made in the old walls. Steel is
substances, may be substituted.
inserted in them and local concrete infilling is
7.1.3Roof truss frames should be braced by made. In the second case, however, connection
welding or clamping suitable diagonal bracing can be achieved by a number of steel bars
members in the vertical as well as horizontal inserted in small length drilled holes filled with
planes. fresh cement-grout which substitute keys.
6IS 13935 : 1993
FIG. 2 ROOF MODIFICATION TO REDUCE THRUST OF WALLS
7IS 13935 : 1993
FIG. 3 DETAILS OF NEW ROOF BRACING
8IS 13935 : 1993
.
FIG. 4 INTEGRATION AND STIFFENING OF AN EXISTING FLOOR
9IS 13935 : 1993
FIG. 5 CONNECTION OF NEW AND OLD BRICK WALLS (T-JUNCTION)
10IS 13935 : 1993
FIG. 6 CONNECTION OF NEW BRICK WALL WITH EXISTING STONE WALL
11IS 13935 : 1993
FIG. 7 CONNECTION OF NEW AND OLD WALLS (CORNER JUNCTION)
12IS 13935 : 1993
7.3 Strengthening Existing Walls to improve the cohesion between the grouting
mixture and the wall elements. Secondly, a
7.3.0The lateral strength of buildings can be
cement water mixture (1:1) is grouted at low
improved by increasing the strength and
pressure (0.1 to 0.25 MPa) in the holes starting
stiffness of existing individual walls, whether
from the lower holes and going up.
they are cracked or uncracked, can be achieved.
Alternatively, polymeric mortars may be used
a)by grouting,
for grouting. The increase of shear strength
b)by addition of vertical reinforced concrete
which can be achieved in this way is
coverings on the two sides of the wall, and
considerable. However, grouting can not be
c)by prestressing wall. relied on as far as the improving or making a
7.3.1Grouting new connection between orthogonal walls is
concerned.
A number of holes are drilled in the wall (2 to 4
NOTE — The pressure need for grouting can be
in each square metre) (see Fig. 8). First water
obtained by gravity flow from superelevated containers.
is injected in order to wash the wall inside, and
FIG. 8 GROUT OR EPOXY INJECTION IN EXISTING WEAK WALLS
7.3.2Strengthening with Wire Mesh sides, reinforced with galvanized steel wire
fabric (50 mm × 50 mm size) forming a vertical
Masonry walls with concentration of multiple
plate bonded to the wall. The two plates on
cracks in the same portion and appearing on
either side of the wall should be connected by
both sides on the wall or weak wall regions may
galvanized steel rods at a spacing of about 300
be repaired with a layer of cement mortar or
to 400mm (see Fig 9).
micro concrete layer 20 to 40 mm thick on both
13IS 13935 : 1993
FIG. 9 STRENGTHENING WITH WIRE-MESH AND MORTAR
14IS 13935 : 1993
7.3.3Connection Between Existing Stone Walls walls may be done by drilling inclined holes
through them inserting steel rods and injecting
In stone buildings of historic importance,
cement grout (see Fig. 10).
consisting of fully dressed stone masonry in
good mortar, effective sewing of perpendicular
FIG. 10 SEWING TRANSVERSE WALLS WITH INCLINED BARS
7.4 Achieving Integral Box Action strengthen spandrel beam between two rows of
openings in the case no rigid slab exists.
7.4.0The overall lateral strength and stability
Opposite parallel walls can be held to internal
of bearing wall buildings is very much
cross walls by prestressing bars as illustrated
improved, if the integral box like action of room
above the anchoring being done against
enclosures is ensured. This can be achieved by
horizontal steel channels instead of small steel
(a) use of prestressing (b) providing horizontal
plates. The steel channels running from one
bands. Strength of shear walls is achieved by
cross wall to the other will hold the walls
providing vertical steel at selected locations as
described in 7.4.1 and 7.4.2. together and improve the integral box like
action of the walls.
7.4.1Prestressing
7.4.2External Binding
A horizontal compression state induced by
The technique of covering the wall with steel
horizontal tendons can be used to increase the
mesh and mortar or microconcrete may be used
shear strength of walls. Moreover, this will also
only on the outside surface of external walls but
improve, considerably, the connections of
maintaining continuity of steel at the corners.
orthogonal walls (see Fig. 11). The easiest way
This would strengthen the walls as well as bind
of affecting the precompression is to place two
them together. As a variation and for economy
steel rods on the two sides of the wall and
in the use of materials, the covering may be in
stretching them by turnbuckles. Note that,
the form of vertical splints located between the
good effects can be obtained by slight horizontal
openings and horizontal ‘bandages’ formed over
prestressing (about 0.1 MPa) on the vertical
spandrel walls at suitable number of points
section of the wall. Prestressing is also useful to
only (see Fig. 12).
15IS 13935 : 1993
FIG. 11 STRENGTHENING OF WALLS BY PRESTRESSING
FIG. 12 SPLINT AND BANDAGE STRENGTHENING TECHNIQUE
16IS 13935 : 1993
7.5 Masonry Arches channels or I-shapes could be inserted just
above the arch to take the load and relieve the
If the walls have large arched openings in
arch as shown at Fig.13b. In jack-arch roofs,
them, it will be necessary to install tie rods
flat iron bars or rods shall be provided to
across them at springing levels or slightly
connect the bottom flanges of I-beams
above it by drilling holes on both sides and
connected by bolting or welding (see Fig.13c).
grouting steel rods in them (see Fig. 13a).
Alternatively, a lintel consisting of steel
FIG. 13 STRENGTHENING AN ARCHED OPENING IN MASONRY WALL
17IS 13935 : 1993
7.6 Random Rubble Masonry Walls Damaged portions of the wall, if any should be
reconstructed using richer mortar. In thick
Random rubble masonry walls are most
walls, ‘through’ stones or bonding elements
vulnerable to delamination and complete
shall be installed, if not present originally, at
collapse and must be strengthened by internal
each one-third point along the length and
impregnation by rich cement mortar grout in
height of wall (see Fig. 14).
the ratio of 1:1 as explained in 7.3.1 or covered
with steel mesh and mortar as in 7.3.2.
FIG. 14 STRENGTHENING OF LONG WALLS BY BUTTRESSES
18IS 13935 : 1993
7.7 Strengthening Long Walls 7.8 Strengthening Reinforced Concrete
Members
For bracing the longitudinal walls of long
7.8.1Columns
barrack type buildings a portal type framework
Reinforced concrete columns can best be
may be inserted transverse to the walls and
strengthened by casing, that is, by providing
connected to them. Alternatively masonry
additional cage of longitudinal and lateral tie
buttresses or pillasters may be added
reinforcement around the columns and casting
externally as shown in Fig. 14.
a concrete ring (see Fig. 15). The desired
strength and ductility can thus be built-up.
FIG. 15 CASING A CONCRETE COLUMN
7.8.2Beams shown in Fig. 16 (B), and Fig. 16 (C) wherein
holes will need to drilled through web of
A reinforced concrete beam can be encased as
existing beam for the new stirr-ups. Desired
shown in Fig. 16 (A). For holding the stirr-up in
quantity of longitudinal and transverse steel
this case, holes will have to be drilled through
may be added in each case.
the slab. Alternatively it can be jacketed as
FIG. 16 INCREASING THE SECTION AND REINFORCEMENT OF EXISTING BEAMS
Reinforced concrete beams can also be outside and anchored against the end of the
strengthened by applying prestress to it so that beam through a steel plate. Loss of prestress
opposite moments are caused to those applied. due to creep relation and temperature fall shall
The wires will run on both sides of the web be duly considered.
19IS 13935 : 1993
7.8.3Shear Walls the earthquake is the most involved task since
it may require careful underpinning operations.
The casing technique could be used for
Some alternatives are given below for
strengthening reinforced concrete shear walls.
preliminary consideration of the strengthening
7.8.4Inadequate section of beams, columns and
scheme:
walls could be strengthened by adding a layer
of reinforced concrete (outershell) around the a)Introducing new load bearing members
members with the addition of new including foundations to relieve the
reinforcements. Also to the existing steel, new already loaded members. Jacking
steel reinforcement bars could be welded to operations may be needed in this process.
increase the carrying capacity of the members. b)Improving the drainage of the area to
In all cases of adding new concrete to the old prevent saturation of foundation soil to
concrete, effective bond should be ensured. oviate any problems of liquefaction which
Such bond could be created by the application may occur because of poor drainage.
of suitable epoxy adhesive formulations on the c)Providing apron around the building to
prepared old concrete surface. In addition to prevent soaking of foundation directly and
this, suitable shear connectors in the form of draining off the water.
steel rods placed in predrilled holes in the old
d)Adding strong elements in the form of
concrete at required spacing should be
reinforced concrete strips attached to the
provided. These rods should also be dipped in
existing foundation part of the building.
epoxy adhesive formulations before placing in
These will also bind the various wall
position.
footings and may be provided on both
7.8.5In all cases of adding new concrete to old sides of the wall (see Fig. 17) or only one
concrete the original surface should be side of it. In any case, the reinforced
roughened, grooves made in the appropriate concrete strips and the wall have to be
direction for providing shear transfer. The ends linked by a number of keys inserted into
of the additional steel are to be anchored in the the existing footing.
adjacent beams or columns as the case may be.
NOTE — To avoid disturbance to the integrity of the
7.9 Strengthening of Foundations
existing wall during the foundation strengthening
Strengthening of foundations before or after process proper investigation and design is called for.
FIG. 17 STRENGTHENING EXISTING FOUNDATION (R. C. STRIP ON BOTH SIDES)
20IS 13935 : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Earthquake Engineering Sectional Committee, CED 39
Chairman Representing
DR A. S. ARYA 72/6 Civil Line, Roorkee
Members
SHRI O. P. AGGARWAL Indian Roads Congress, New Delhi
SHRI G. SHARAN ( Alternate )
DR K. G. BHATIA Bharat Heavy Electricals Ltd, New Delhi
DR C. KAMESHWARA RAO ( Alternate )
SHRI A. K. SINGH ( Alternate )
SHRI S. C. BHATIA National Geophysical Research Institute (CSIR), Hyderabad
DR B. K. RASTOGI ( Alternate )
DR A. R. CHANDRASEKARAN Department of Earthquake Engineering, University of Roorkee, Roorkee
DR BRIJESH CHANDRA ( Alternate )
DR B. V. K. LAVANIA ( Alternate )
DR S. N. CHATTERJEE Indian Meterological Department, New Delhi
SHRI S. K. NAG ( Alternate )
SHRI K. T. CHAUBAL North Eastern Council, Shillong
DR B. K. PAUL ( Alternate )
DR A. V. CHUMMAR Indian Society of Earthquake Technology, Roorkee
DR S. K. KAUSHIK ( Alternate )
DIRECTOR EMBANKMENT (N & W) Central Water Commission (ERDD), New Delhi
DIRECTOR CMDD (NW & S) ( Alternate )
DIRECTOR STANDARDS (B & S), RDSO Railway Board, Ministry of Railways
JOINT DIRECTOR STANDARDS (B & S)
CB-I, RDSO, LUCKNOW ( Alternate )
KUMARI E. DIVATIA National Hydro-Electric Power Corporation Ltd, New Delhi
SHRI C. R. VENKATESHA ( Alternate )
SHRI I. D. GUPTA Central Water & Power Research Station, Pune
SHRI J. G. PADALE ( Alternate )
SHRI V. K. KULKARNI Department of Atomic Energy, Bombay
SHRI P. C. KOTESWARA RAO ( Alternate )
SHRI V. KUMAR National Thermal Power Corporation Ltd, New Delhi
SHRI R. S. BAJAJ ( Alternate )
SHRI M. Z. KURIEN Tata Consulting Engineers, Bombay
SHRI K. V. SUBRAMANIAN ( Alternate )
SHRI A. K. LAL National Buildings Organization, New Delhi
SHRI T. R. BHATIA ( Alternate )
SHRI S. K. MITTAL Central Building Research Institute, Roorkee
SHRI S. S. NARANG Central Water Commission (CMDD), New Delhi
SHRI A. D. NARIAN Ministry of Transport, Department of Surface Transport (Roads Wing),
SHRI O. P. AGGARWAL ( Alternate ) New Delhi
SHRI P. L. NARULA Geological Survey of India, Calcutta
SHRI A. K. SRIVASTAVA ( Alternate )
RESEARCH OFFICER Irrigation Department, Govt of Maharashtra, Nasik
DR D. SENGUPTA Engineers India Ltd, New Delhi
SHRI R. K. GROVER ( Alternate )
DR R. D. SHARMA Nuclear Power Corporation, Bombay
SHRI U. S. P. VERMA ( Alternate )
COL R. K. SINGH Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
LT-COL B. D. BHATTOPADHYAYA ( Alternate )
DR P. SRINIVASULU Structural Engineering Research Centre (CSIR), Madras
DR N. LAKSHMANAN ( Alternate )
SUPERINTENDING ENGINEER (D) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER (D) II ( Alternate )
DR A. N. TANDON In personal capacity (B-7/50 Safdarjung Development Area, New Delhi)
SHRI J. VENKATARAMAN, Director General, BIS ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI S. S. SETHI
Director (Civ Engg), BIS
( Continued on page 22 )
21IS 13935 : 1993
( Continued from page 21 )
Earthquake Resistant Construction Subcommittee, CED 39 : 1
Convener Representing
DR A. S. ARYA (72/6 Civil Lines, Roorkee)
Members
SHRI N. K. BHATTACHARYA Engineer-in-Chief’s Branch, New Delhi
SHRI B. K CHAKRABORTY Housing and Urban Development Corporation, New Delhi
SHRI D. P. SINGH ( Alternate )
SHRI D. N. GHOSAL North Eastern Council, Shillong
DR SUDHIR K. JAIN Indian Institute of Technology, Kanpur
DR A. S. R. SAI ( Alternate )
SHRI M. P. JAISINGH Central Buildings Research Institute, Roorkee
JOINT DIRECTOR STANDARDS (B & S) CB-I Railway Board (Ministry of Railways)
ASSISTANT DIRECTOR (B & S) CB-I ( Alternate )
SHRI V. KAPUR Public Works Department, Government of Himachal Pradesh, Simla
SHRI V. K. KAPOOR ( Alternate )
SHRI M. KUNDU Hindustan Prefab Limited, New Delhi
SHRI A. K. LAL National Buildings Organization, New Delhi
SHRI T. R. BHATIA ( Alternate )
DR B. C. MATHUR University of Roorkee, Department of Earthquake Engineering, Roorkee
DR (SHRIMATI) P. R. BOSE ( Alternate )
SHRI G. M. SHOUNTHU Public Works Department, Jammu & Kashmir
DR P. SRINIVASULU Structural Engineering Research Centre (CSIR), Madras
DR N. LAKSHMANAN ( Alternate )
SHRI SUBRATA CHAKRAVARTY Public Works Department, Government of Assam, Gauhati
SUPERINTENDING ENGINEER (DESIGN) Publing Works Department, Government of Gujrat
SUPERINTENDING SURVEYOR OF WORKS (NDZ) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER (D) ( Alternate )
22Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 39 (5270)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 April 2002
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
10957.pdf
|
IS 10957 : 1999
IS0 2444 : 1988
Indian Standard
JOINTS IN BUILDINGS - VOCABULARY,
( First Revision )
ICS 91.060.99; 01.040.91
@ BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1999 Price Group 2Building Construction Practices Sectional Committee, CED 13
NATIONAL FOREWORD
This Indian Standard which, is identical with IS0 2444 : 1988 ‘Joints in building - Vocabulary’ issued
by the International Organization for Standardization (ISO) was adopted by the Bureau of Indian Standards
on the recommendations of Building Construction Practices Sectional Committee (CED 13) and approval
of the Civil Engineering Division Council.
Wherever the words ‘International Standards’ appear referring to this standard, they should be read as
‘Indian Standard’.IS 10957: 1999
IS0 2444: 1955
Indian Standard
JOINTS IN BUILDINGS - VOCABULARY
( First Revision )
1 Scope and field of application Examples
This International Standard defines terms used to describe jointing material : Jointing product having no definite
building joints, their constituent parts and their design in form before use, for example mortar, sealant, glue.
building construction.
jointing section : Jointing product preformed to a definite
section, but of unspecified length.
2 ‘hms and definitions
jointing component : Jointing product formed as a
distinct unit, having specified sizes in three dimensions.
2.1 joint : Construction formed by the adjacent parts of two
or more products, components or building elements, when
NOTE - The hitherto customary use of the term “joint” instead of
these are put together or fixed with or without the use of a
“jointing product” and the other terms defined in 2.2 can lead to
jointing product. 1)
misunderstanding, and is therefore to be avoided.
iCC
2.3 joint reference plane : Theoretical reference plane from
which the relative position of the joint profiles of adjacent
building components and/or associated jointing products may
be determined.
00
I ! I
c
= i i I @
Joints with jointing Joints without jointing
product product NOTE - A joint reference plane may be coincident with a coordinating
or modular plane.
2.2 jointing product : Building product used to obtain the
desired performance of a joint.
1) This definition is identical to that given in IS0 6707-l (definition 5.5.29) for joint (1).
1IS 10957 : 1996
IS0 2444:1966
2.4 joint profile (of a component) : Part of the cross- 2.9 joint face : Part(s) of a joint profile surface considered iti
section of an adjacent component which contributes to form- order to achieve fit.
ing the joint.
NOTE - Joint profiles often occur as pairs.
clcl ccl
2.16 joint clearance : Distance between the joint faces of
2.5 joint profile surface : Sutface of an adjacent compo- adjacent components, i.e. the joint gap width(s) considered in
nent which contributes to forming the joint. order to achieve fit.
NOTE - For joints with plane, parallel joint profile Surfaces, joint
2.6 joint gap : Space between adjacent components, with clearance is equal to the joint gap width.
or without a jointing product.
2.11 joint margin : Theoretical distance between the joint
face of a building component and the chosen joint reference
plane.
2.7 joint gap width : Dimension(s) across the joint,
measured perpendicular to the joint reference plane.
NOTE - A joint can, dependingo n its design, have one or more sizes
for gap width.
cl
2.12 joint length : Dimension of a joint perpendicular to its
cross-section.
2.13 joint surface : Visible surface of a joint.
2.6 joint gap depth : Dimension(s) across the joint, ini
measured parallel to the joint reference plane.
NOTE - A jojnt can, depending on its design, have one or more sizes
for the joint gap depth. For example, one gap depth may correspond to
every gap width.
Em
2IS 10957: 1999
IS0 2444 : 1988
2.14 joint contact surface (interface) : Part of the joint 2.15 joint step : Difference in plane between the faces of
profile surface intended to be in contact with a jointing product the components that border a joint.
or an adjacent component.
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian Stan&r&Act, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
I
Coeyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendmentssre issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaftirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition,by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot I No. CED 13 ( 5832 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi llOQO2 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offrices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26,337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 1 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
kinted at New India Printing Press, Khwja, India
|
228_7.pdf
|
IS 228 {Part 7 ) : 1990
( Rednned 1996 )
Indian Standard
” METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 7 DETERMINATION OF MOLYBDENUM BY ALPHA-BENZOINOXIME
METHOD IN ALLOY STEELS (FOR MOLYBDENUM > 1 PERCENT
AND NOT CONTAINING TUNGSTEN)
( Third Revision )
Second Reprint NOVEMBER 1998
UDC 669.131.7-14CO83.77)
@l BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 1990 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 7 ) ( Third Kevision > was adopted by the Bureau of Indian Standards
on 23 February 1990, after the draft finalized by the hlethods of Chemical Analysis of Ferrous
Metals Sectional Committee had been approved by the Metallurgical Ehgineering Division
Council.
IS 228 which was first-published in 1952 and subsequently revised in 1959, covered the chemical
analysis of plain carbon and low alloy steels, alongwith pig iron and cast iron. It was revised
again to make it comprehensive in respect of steel analysis and to exclude pig iron and cast iron
which are being covered in separate standards. During its second revision, the standard was split
up in several parts and 14 parts have already been published covering only chemical analysis of
steels.
This standard IS 228 ( Part 7 ) was published in 1974. In this third revision, the part has been
updated.
In reporting the results of a test or analysis made in accordance with this standard, if the final
value, observed or calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960
‘Rules for rounding off numerical values ( revised)‘.IS228(Part7):1990
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 7 DETERMWATION OF MOLYBDENUM BY ALPHA-BENZOINOXIME
METHOD’IN ALLOY STEELS (FOR MOLYBDENUM > 1 PERCENT
AND NOT CONTAINING TUNGSTEN )
Third Revision)
(
1 SCOPE 5.2.4 Boric Acid Solution, 4 percent.
1.1‘ This standard (Part 7 ) covers the alpha- 5.2.5 Potassium Bisulphite, Solid.
benzoinoxime method for determination of
molybdenum content in low alloy and high 5.2.6 Ferrous Sulphate Solution, 5 percent.
alloy steels containing molybdenum above
1 percent and no tungsten. Dissolve 5 g of ferrous sulphate in water con-
taining 5 ml of sulphuric acid and dilute to
2 REFERENCES 100 ml.
2.1 The following Indian Standards are 5.2.7 Alpha-Bentoinoxime Solution, 2 percent
necessary adjuncts to this standard.
Dissolve 2 g of alpha-benzoinoxime in 100 ml of
IS’JVO. Title ethanol. Filter if the solution is not clear.
264 : ‘1976 Specification for nitric acid (second 5.2.8 Bromine Water
revision )
Saturate 100 ml of water with bromine, adding
265,: 1987 Specification for hydrochloric acid 1 to’ 2 ml of bromine at a time till few drops of
( third rer&ion ) it remain undissolved.
3 SAIVIPLING 5.2.9 SulpiucricA cid-Benzoinoxime Wash Solution
3.1 The samples shall be drawn and prepared To 1 litre of dilute sulphuric acid ( 1 : 99 ), add
as prescribed in the relevant Indian Standards. 5 ml of alpha-benxoinoxime solution ( 2 per-
cent ) .
4 QUALITY OF REAGENTS
5.2.10 Dilute Ammonium Hydroxide Solution, 1 : 1
4.1 Unless. specified otherwise, analytical grade and 1 : 99 (u/o).
reagents and distilled water shall be employed
in the test. 5.211 Concentrated Hydrochloric Acid, rd - 1’16
( conforming to IS 265 : 1987 ).
5 D3YBRNINAl?ON OF MOLYBDENUM
BY ALPHA4BENZOINOYSIME METHOD 5.2.12 Dilute Hydrochloric Acid, 1 : 1 and 1 : 50
(r/v).
5.1 Outline of the Method
5.2.13 Tartaric Acid, solid.
Molybdenum is preciptated with alpha-benxoin-
oxime, .and the .precipitate is ignited at 5.2.14H ydrogen Sulphide, gas.
500~525°C and weighed as Moos.
5.2.15 Hydrogen &&hide Wash Solution
5.2 Reagents-
Saturate dilute sulphuric acid ( 1 : 99 ) with
5.2.1 Dilute Sulphuric Acid, 1 : 1, 1 : 4 and 1 : 6
hydrogen sulphide.
(v/r)*
5.2.2 Concentrated flitric Acid, rd = 1’42 ( con- 5.2.16 Cinchonine Solution
forming to IS 264 : 1976 ).
Dissolve 10 g cinchonine hydrochloride in
5.2.3 HydrqPouric Acid, 40 percent. 100 ml of dilute hydrochloric acid ( 1 : 1 ).
1IS228(Part7):19!M
5.2.17 Cinchonine Wash Solutipn for one or two minutes and allow to settle for
15 minutes. Filter through a paper pad and
Dilute 30 ml of cinchonine solution to 1 litre wash the residue thoroughly with dilute hydra-
with water. chloric acid” ( 1 : 50 ) and twice with hot water.
Reserve the filtrate.and washings (Fr ).
5.3 Procedure
5.3.5.2 Digest the precipitate ( 5.3.5.1) with
5.3.1 Dissolve 1’00 to 3’00 g of sample in 50 ml 30 ml of diiute ammonium hydroxide solution
dilute sulphuric acid ( 1 : 6) in a 400-ml beaker ( 1 : 1 ), filter and wash with dilute ammonium
and warm till the reaction ceases. Add drop hydroxide ( 1 : 99). Add 5 g of tartaric acid
by drop concentrated nitric acid to decompose to the filtrate. Neutralize the solution with
carbides and to oxidise iron and molybdenum. dilute hydrochloric acid ( 1 : 1) and add about
Boil to expel the nitrous fumes. Add 2 to 4 10 ml of concentrated hydrochloric acid. Dilute
drops of hydrofluoric acid and allowto react. to 100 ml and warm: Pass the hydrogen sul-
Add 10 ml of boric acid solution. Boil for a phide gas under pressure. Filter and wash
few minutes. Dilute to 100 ml. Filter and wash with hydrogen sulphide wash solution. Discard
with hot dilute hydrochloric acid ( 1, : 99 ). the filtrate. Ignite the residue at 599-525°C.
Ignite the filter paper at low temperature Cool and dissolve in 20 ml of dilute ammonium
( below 500°C ), fuse with potassium bisulphite hydroxide solution ( 1 : 1 ) and.filter. Mix the
and dissolve in water. Add to the filtrate. filtrate with the filtrate Fi obtained in 5.3.5.1.
Dilute the combined filtrate to 290 m and
5.3.2 Dilute to 100 ml. Cool to about 10°C. follow the procedure as specified in 5.3.2
Add 10 ml of ferrous sulphate solution. Add a and 5.3.3.
few pieces of ashless paper pulp and stir, and
add slowly 10 ml of alpha-benzoinoxime solution S-3.6 For High Silicon Steel
with constant stirring. (Add 5 ml more for
each 0’01 g of molybdenum, followed by the 5.3.6.1 Take 1’00 g of the sample, add 10 ml of
addition of sufficient bromine water to impart concentrated hydrochloric acid and a few drops
a pale yellow colour to the solution and finally of concentrated nitric acid dropwise. Evaporate
3 to 4 ml more of the reagent ). Allow the to syrupy consistency. To further dehydrate,
solution to remain in the cooling mixture for add 5 ml of concentrated hydrochloric acid,
10 minutes, while stirring occasionally. Filter evaporate and bake. Cool and add 5 ml of
through a medium textured ashless filter paper. concentrated hydrochloric acid and dilute to
If the filtrate is not clear, filter through the 100 ml. Boil for one or two minutes and allow
same filter paper. Wash six to seven times with to settle for 15 minutes. Filter through a filter
cold sulphuric acid-benxoinoxime solution. pad and wash the residue thoroughly with
dilute hydrochloric acid ( 1 : 50 ) and then twice
with shot water. Reserve the filtrate and
5.3.3 Transfer the precipitate and paper to a
washing ( Fs ).
weighed platinum crucible, dry and ignite at
500-525X to constant mass and weigh (A).
5.3.6.2 Ignite the residue in a platinum crucible
Dissolve the oxide in 5 to 10 ml of dilute
at a temperature 500-525X. Cool and add
ammonium hydroxide solution ( 1 : 1 ), digest
2 ml of dilute sulphuric acid ( 1 : 4) and 2 ml of
and wash the residue with hot dilute ammonium
hydrofluoric acid. Evaporate to fumes and
hydroxide solution ( 1 : 99 ). Ignite the residue
add another 2 ml of hydrofluoric acid and
in the same platinum crucible and weigh (B).
evaporate again. Cool, dilute with water,
The difference of weight ( A - B) represents
warm again and filter through filter pad. Add
the weight of MoOa.
this filtrate to the filtrate F, obtained in 53.6.1.
Dilute the combined filtrate to 200 ml and
5.3.4 If the ammonical filtrate is blue in colour,
follow the procedure as specified in 5.32
indicating the presence of copper; estimate
and 5.3.3.
copper by diethyl dithiocarbamate - spectro-
photometric method. 6 CALCULATION
5.3.5 For Tungsten Steel 6.1 Calculate the molybdenum content as
follows:
5.3.5.1 Take 1’00 g of the sample and add 10 ml Molybdenum,
of concentrated hydrochloric acid. Heat till percent by mass = - (A --B) x 66’7
reaction subsides. Add concentrated nitric acid C
in small quantity and digest till bright yellow where
precipitate of tungstic oxide is formed. Evapb-
A -B = mass, in g, of molybdenum oxide
rate to syrupy consistency. Repeat the evapo-
obtained under 5.3.3, and
ration’ once more with 5 ml of concentrated
hydrochloric acid. Add 5 ml of concentrated c = mass, in g, of the sample taken for
hydrochloric acid and dilute to 100 ml. Boil the test.
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BJS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. MTD 2 { 3~3)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to ail offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233841
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 X5 61
CALCUTTA 700054 337 86 26,337 91 20
Northern : SCO.335336, Sector 34-A, CHANDIGARH 160022 60 38 43
60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAl600113 235 02 16,235 04 42
2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East)
MUMBAI 400093 { 883322 9728 9951,,883322 7788 5982
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed hy Reprography Unit, BE. New Delhi
|
1200_25.pdf
|
IS:1200 (Part XXV) - 1971
(Reaffirmed1997)
Edition 3.4
(1996-01)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XXV TUNNELING
( Second Revision )
(Incorporating Amendment Nos. 1, 2, 3 & 4)
UDC 69.003.12 : 624.191
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 2IS:1200 (Part XXV) - 1971
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XXV TUNNELING
( Second Revision )
Civil Works Measurement Sectional Committee, BDC 44
SHRI P. P. DANI
Shantikunj, 759 Shivaji Nagar,
Deccan Gymkhana Colony, Poona 4
Members Representing
SHRI N. P. ACHARYYA Calcutta Port Trust, Calcutta
SHRI R. G. ANAND Indian Institute of Architects, Bombay
SHRI S. K. ANAND Engineer-in-Chief’s Branch, Army Headquarters,
Ministry of Defence
SHRI V. V. SASIDARAN ( Alternate )
SHRI B. G. BALJEKAR Hindustan Steel Works Construction Ltd, Calcutta
CHIEF ENGINEER Heavy Engineering Corporation, Ranchi
CHIEF ENGINEER (R & B) Public Works Department, Government of Andhra
Pradesh
SUPERINTENDING ENGINEER
(PLANNING & DESIGN) ( Alternate )
SHRI W. J. DA GAMA Bombay Port Trust, Bombay
DIRECTOR (RATES & COSTS) Central Water & Power Commission, New Delhi
SHRI P. K. DOCTOR Concrete Association of India, Bombay
SHRI D. S. VIJAYENDRA ( Alternate )
EXECUTIVE ENGINEER (PLANNING & Ministry of Railways
DESIGNS), NORTHERN RAILWAY
SHRI P. N. GADI Institution of Engineers (India), Calcutta
DR S. P. GARG Irrigation Department, Government of Uttar
Pradesh
SHRI D. GUHA Institution of Surveyors, New Delhi
SHRI P. L. BHASIN ( Alternate )
SHRI G. V HINGORANI Gammon India Ltd, Bombay
SHRI V. S. KAMAT Hindustan Construction Co Ltd, Bombay
SHRI H. K. KHOSLA Beas Dam Project, Talwara Township
SHRI K. K. MADHOK Builders’ Association of India, Bombay
SHRI MUNISH GUPTA ( Alternate )
SHRI T. S. MURTHY National Projects Construction Corporation, New
SHRI K. N. TANEJA ( Alternate ) Delhi
( Continued on page 2)
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:1200 (Part XXV) - 1971
( Continued from page 1 )
Members Representing
SHRI C. R. NAGABHUSHANA RAO Ministry of Health & Family Planning
SHRI C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
SHRI B. C. PATEL ( Alternate )
SHRI Y. G. PATEL Patel Engineering Co Ltd, Bombay
SHRI C. K. CHOKSHI ( Alternate )
SHRI A. A. RAJU Hindustan Steel Ltd, Ranchi
SHRI S. SRINIVASAN ( Alternate )
SHRI K. G. SALVI Hindustan Housing Factory, New Delhi
SHRI G. B. SINGH ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DR R. B. SINGH Motilal Nehru Regional Engineering College,
Allahabad
SUPERINTENDING SURVEYOR OF Central Public Works Department (Aviation)
WORKS (AVIATION)
SURVEYOR OF WORKS (I) ATTACHED
TO SUPERINTENDING SURVEYOR
OF WORKS (AVIATION) ( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department
WORKS (I)
SURVEYOR OF WORKS (I) ATTACHED
TO SUPERINTENDING SURVEYOR OF
WORKS (I) ( Alternate )
TECHNICAL EXAMINER, BUILDINGS Building & Communication Department,
AND COMMUNICATIONS Government of Maharashtra
SHRI B. K. UPPAL Bhakra Management Board, Nangal Township
SHRI P. S. RAO ( Alternate )
SHRI D. AJITHA SIMHA, Director General, ISI ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Assistant Director (Civ Engg), ISI
2IS:1200 (Part XXV) - 1971
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XXV TUNNELING
( Second Revision )
0. F O R E W O R D
0.1This Indian Standard (Part XXV) (Second Revision) was adopted
by the Indian Standards Institution on 27 October 1971, after the draft
finalized by the Civil Works Measurement Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2Measurement occupies a very important place in the planning and
execution of any civil engineering work from the time of first estimates
to the final completion and settlement of payments for a project.
Methods followed for measurement are not uniform and considerable
differences exist between practices followed by different construction
agencies and also between various Central and State Government
Departments. While it is recognized that each system of measurement
has to be specifically related to administrative and financial
organizations within a department responsible for the work, a
unification of various systems at technical level has been accepted as
very desirable specially as it permits a wider range of operation for
civil engineering contractors and eliminates ambiguities and
misunderstandings of various systems followed.
0.3Among various civil engineering items, measurement of buildings
was the first to be taken up for standardization and this standard
having provisions relating to building work was first published in 1958
and was revised in 1964.
0.4Clause deleted
0.5Wherever necessary, more information than is demanded by
adherence to this standard may be given, provided the principles of
measurements laid down in this standard are observed and it is in the
interest of accuracy and practical estimating to do so.
0.6This edition 3.4 incorporates Amendment No. 3 (April 1981) and
Amendment No. 4 (January1996). Side bar indicates modification of
the text as the result of incorporation of the amendments. Amendment
Nos. 1 & 2 had been incorporated earlier.
3IS:1200 (Part XXV) - 1971
0.7For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a measurement, shall be rounded off in
accordance with IS:2-1960*. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1This standard (Part XXV) covers the method of measurement of
tunneling.
2. GENERAL RULES
2.1Clubbing of Items — Items may be clubbed together and that the
break-up of the clubbed items is agreed to be on the basis of the
detailed description of the items stated in this standard.
2.2Booking of Dimensions — In booking dimensions, the order
shall be consistent and generally in the sequence of length, width and
height or depth or thickness.
2.3Measurements — All work shall be measured net in decimal
system as fixed in its place as given below
a)Linear dimensions shall be measured to the nearest 0.01 metre,
b)Areas shall be worked out to the nearest 0.01 square metre,
c)Cubic contents shall be worked to the nearest 0.01 cubic metre,
and
d)The weight shall be measured to the nearest 0.1 kilogram.
2.4 Work to be Measured Separately — Work executed in the
following conditions shall be measured separately:
a) Work in or under water, and
b) Work in compressed air.
2.4.1Where springs are likely to be encountered the work shall be
measured against a separate specific provision made for the purpose
(see 2.5).
2.5Pumping where resorted to including bore well/well point
dewatering shall each be measured separately for all stages of
pumping, including intermediate stages unless otherwise stated, in
kW hours or hp hours. Whenever pneumatic pumping is resorted to, it
shall be measured in rated capacity of the compressor, in cubic metre
of air delivered per hour.
*Rules for rounding off numerical values ( revised ).
4IS:1200 (Part XXV) - 1971
2.6Bills of Quantities — The bills of quantities shall fully describe
the materials and workmanship, and accurately represent the work to
be executed.
2.7Clause deleted
3. METHOD OF MEASUREMENT OF EXCAVATION
3.1The item of tunnel excavation may be classified as follows:
a)Excavation in tunnel in hard rock not requiring supports.
b)Excavation in tunnel in all classes of soil, soft and hard rock [see
IS:1200(Part1)-1992*] requiring temporary or permanent
supports during excavation.
NOTE — Supports shall be measured separately (see 4).
3.2The description of the item shall unless otherwise stated to be held
to include drilling, blasting, ventilation, lighting, scaling and hauling
of excavated material and depositing in the area earmarked and
finally clearing the surface.
3.3The quantity of excavation shall be measured in cubic metres and
shall be the volume of the tunnel measured in solid contained within
hypothetical line as decided by engineer-in-charge (also known as ‘B’
line or pay line) irrespective of whether or not the actual excavation
falls within or beyond the said line subject to excavation up to the
minimum excavation line (‘A’ line), ‘A’ line and ‘B’ line shall be as
defined in IS 4880 (Part 2) : 1976 Code of practice for design of tunnels
conveying water : Part 2 Geometric design (first revision).
Clause deleted
3.3.1In case as determined by the engineer-in-charge the minimum
excavation line is increased necessitating enlargement of the already
excavated tunnel, separate measurement of the quantity of the
excavation shall be made. The measurement shall be between the
original ‘B’ line and the revised ‘B’ line that is established.
3.4The layers of soft or disintegrated rock bedded with hard rocks or
seems or faults required to be excavated beyond the pay line being
removed by hand or pneumatic or other implements without requiring
continuous and systematic blasting, shall be measured separately.
3.5Cement consumed at the point of mixing for guniting/shotcreting
required for protection of weak rock shall be measured separately on
weight basis.
*Method of measurement of building and civil engineering works: Part 1 Earthwork
(fourth revision).
5IS:1200 (Part XXV) - 1971
4. METHOD OF MEASUREMENT OF SUPPORTS
4.1Temporary Supports —The item of temporary supports, when
erected, shall include furnishing, installing, maintenance and
removing temporary supports including other connected materials,
labour and equipment. The measurement of the temporary support
shall be done on the basis of area supported by such support
(peripheral length multiplied by linear dimension of tunnel).
4.2Permanent Supports — The item of permanent supports shall
consist of furnishing and installing the supports, complete with all
bolts, nuts, butt plates, feather plates, dowels, wedges, tie rods, spikes,
drift pins, temporary timber spreaders and concrete pedestals if any,
logging, blocking and back packing with excavated material. All
structural steel including riveted and welded, and nuts and bolts shall
be measured in kilograms.
Clauses deleted
4.3Grouting behind the supports and concrete lining shall be
measured separately in terms of weight of cement consumed stating
the material used.
4.4In case precast concrete blocks as lagging are provided, so as to
form the part of concrete lining, the same shall be measured
separately [see IS:1200 (Part II)-1974*]. The volume of such blocks
shall be deducted from the volume of the concrete lining if these are
placed within the ‘B’ line.
4.5Space between the ‘B’ line and precast concrete or structural steel
lining filled by concrete shall be measured separately as below on the
basis of weight of cement consumed:
a)Cement concrete placed manually for ledge beams, curbs, etc.
b)Cement concrete placed with mechanical aids such as pumps,
placers, etc.
4.6Rock bolt shall be measured on weight basis which shall be
including wedges, nuts and butt plates.
4.7Pipes provided for drainage purposes in lining shall be measured
separately in running metres.
*Method of measurement of building and civil engineering works: Part II Cement
concrete works (third revision).
6IS:1200 (Part XXV) - 1971
5. CONCRETE LINING
5.1Measurement for the concrete lining shall be made of the quantity
of concrete placed between the formwork or the outside surface of the
steel shell when used and the pay line, which shall be ‘B’ line or pay
line adopted for excavation at the place. The item of concrete lining
shall be inclusive of formwork. No deduction shall be made for the
volume of the reinforcement, but the volume of permanent steel
supports (see 4.2) where provided shall be deducted from the total
volume of concrete lining [see also IS : 1200 (Part II)-1974*].
5.1.1Clause deleted
6.PRESSURE GROUTING OVER CONCRETE LINING
6.1Grout Holes — The length of the grout holes drilled either for
pack grouting or pressure grouting through concrete and also rock
shall be measured in running metres. Grout holes drilled through
plate steel liners shall, however, be measured in numbers separately.
6.2Grout Pipes and Fittings — Grout pipes and fittings provided
for grouting shall he measured in kilograms and the weight of all pipes
and fittings shall be derived either by actual weighment or from
known weights and lengths.
6.3Water Pressure Testing — Measurement for water pressure
testing shall, where necessary, be made separately for each hole and
enumerated.
6.4Grouting — Measurement for grouting shall be made on the basis
of the weight of cement in the grout actually forced into the holes.
Stone dust and/or other additions, if used, shall be measured
separately in the loose dry state before mixing and shall be measured
on volume basis of approved size and design.
*Method of measurement of building and civil engineering works: Part II Cement
and concrete works (Second revision).
7Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:BDC 44
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 Incorporated earlier
Amd. No. 2 Incorporated earlier
Amd. No. 3 April 1981
Amd. No. 4 January 1996
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
|
6932_1.pdf
|
IS : 6932 ( Part I ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART I DETERMINATION OF INSOLUBLE RESIDUE,
LOSS ON IGNITION, INSOLUBLE MATTER, SILICON
DIOXIDE, FERRIC AND ALUMINIUM OXIDE, CALCIUM
OXIDE AND MAGNESIUM OXIDE
Third Reprint APRIL 1993
( Incorporating Amendment No, 1)
UDC 691’51 : 543
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 February 1974IS:6932(PareI)-1973 .
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART I DETERMINATION OF INSOLirBLE RESIDUE, LOSS
ON IGNITION, INSOLUBLE MATTER, SILICON DIOXIDE,
FERRIC AND ALUMINIUM OXIDE, CALCIUM OXIDE
AND MAGNESIUM OXIDE
0. FOREWORD
0.1 This Indian Standard (Part I ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a
separate Indian Standard. This pa.? _covers determination of chemical
properties of building limes.
0.3 In reporting the results of a test or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part I ) covers the methods of tests for determination
of the following of building lime.
a) Insoluble residue,
b) Loss on ignition,
c) Insoluble matter,
*Rules for rounding off numerical values ( reuisad ).
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002d) Silicon dioxide,
e) Ferric and aluminium dioxide,
f) Calcium oxide, and
g) Magnesium oxide.
2. GENERAL
2.1 Treatment of the Sample - The sample, for carrying out various
tests, shall be prepared in accordance with 7.2 of IS : 712-1973*.
2.2 The distilled water ( see 1070-196Ot ) shall be used where use of water as
a reagent is intended.
3. DETERMINATION OF INSOLUBLE RESIDUE INCLUDING
ULICON DIOXIDE IN HYDROCHLORIC ACID
3.1 Reagents
3h.l Dilute Hydrochloric Acid - 1 : 1 ( v/v) . It shall be prepared by
diluting hydrochloric acid sp gr 1*16’and conforming to IS : 265-1962: with
an equal volume of distilled water.
3.1.2 Sodium Carbonate Solution- It shall be prepared by dissolving 5 g
sodium carbonate ( conforming to IS : 296-1965s ) in 100 ml of water.
3.2 Procedure
3.2.1 Weigh 1 g of the sample obtdned in accordance with 2.1 in a 250-ml
beaker, add 10 ml of water to the lime in beaker and make the contents into
a slurry. ,Then add 20 to 25 ml of dilute hydrochloric acid and digest the
contents for half an hour with occasional gentle agitation. Rinse the
sides of the beaker with hot water thus diluting the solution to about 100 ml.
Redigest the contents at a temperature.just below the boiling point for about
15 minutes. Filter the contents of the beaker through a filter paper and wash
the residue and filter paper twice with dilute hydrochloric acid and then with
hot water till they are free from chlorides.
3.33 Transfer the filter paper along with the residue to a porcelain dish
and add 30 to 40 ml of sodium carbonate solution. Cover the dish and
digest its contents for about half an hour at a temperature just below the
boiling oint. Add hot water in small quantities during drgestion to make
up the Po ss of volume caused by evaporation. Decant off the supernatant
liquid through a filter-paper and wash the residue in the dish a few times
*Specificationf or buildingl imes ( secondr hrion ).
tSpccification for water, distilled quality (revised). ( Since reti )_
$Specificationf or hydrochlorica cid ( reti+ ).
#Specificationfo r sodium carbonate, anhydroua ( ~6.~8).
2.ISt6332(PartI)-I373
with hot water decanting off the liquid into the filter paper. Cover the
residue in the dish with sodium carbonate solution and digest again for about
10 minutes. Filter the contents and wash the residue on the filter. a r twice
with hot sodium carbonate solution and then with hot water tlW ree from
alkali. Again wash the filter paper and the residue twice with dilute
hydrochloric acid and then with hot water till free from chlorides.
3.2.3 Transfer the filter paper and the residue to a crucible, dry, ignite
and weigh the contents.
3.3 Report of Test Results - The insoluble residue in 5 percent sodium
carbonate solution shall be expressed as a percentage on the ignited mass
basis. For doing this the total loss on ignition shall be obtained as
determined under 4.
4. DETERMINATION OF LOSS ON IGNITION
4.1 Procedure - Place 1 g of the prepared sample in a weighed platinum
crucible and cover with a lid. Then ignite it at a temperature not less
than 1 000°C to constant mass. The difference between the original mass
and the final mass of the sample represents the loss on ignition. This
shall be exp$essed as a percentage of the mass of the sample taken.
4s a8tculations - Loss on ignition,
100(&--M,)
percent by mass =
Ml
where
Ml = mass of the original sample, and
Ma’= mass of the sample after ignition.
5. DiTERMINATION OF INSOLUBLE MATTER INCLUDING
SILICON DIOXIDE
5.1 Reagents
5.1.1 Concentrated Hydrochloric Acid - sp gr 1’ 16 ( conforming to
IS : 265-1962* ).
5.1.2 Dilute Hydrohoric Acid - 1 : 99 (a/a ).
5.2 Procedure
5.2.1 Transfer the ignited sample from 4 into an evaporating dish and
mix with water into a thin slurry. Add about 10 ml of concentrated
hydrochloric acid into the dish and digest the contents with the acid
by heating and agitating simultaneously until dissolved. Then evaporate
*Specification for hydrochloric acid (m&d).IS I 6932 ( rart I ) - 1973
the solution to dryness on a water-bath. When the sample is nearly dry,
place it in an oven for 1 hour. Maintain the temperature of the oven at
110 to 120°C. Take out the sample, cool and add about 10 ml of concen-
trated hydrochloric acid. Allow it to stand for a few minutes. Add an equal
volume of water, cover the dish and place on the water-bath for 10 minutes.
Filter and wash the residue with hot dilute hydrochloric acid and finally
twice with hot water. Evaporate the filtrate to dryness and then bake
at 110 to 120°C for 1 hour. Extract it with hydrochloric acid as before
and filter through a second smaller filter paper. Reserve the filtrate for
conducting further tests.
5.2.2 Transfer the wet filter papers containing the residue to a weighed
platinum crucible, char without allowing the paper to catch fire and finally
ignite to constant mass at 1 100°C. This gives the mass of insoluble matter
including silicon dioxide in the sample taken.
5.3 Report of Test Results -The insoluble matter including silicon
dioxide shall be expressed as a percentage by mass of the sample taken
under 5.2.1.
6. DETERMINATION OF SILICON DIOXIDE
6 .l Reagents
6.1.1 Hydrofuoric Acid - approximately 49 percent ( i/v ).
6.1.2 Concentrated Su&huric Acid - sp gr 1.84 ( conforming to IS : 266-
1966* ).
6.2 Procedure - Treat the insoluble matter including silicon dioxide
obtained under 52.1 in the crucible with 5 ml each of water and hydro-
fluoric acid and one or two drops of concentrated sulphuric acid and then
evaporate to dryness. Ignite the residue for 2 to 3 minutes and weigh again.
Repeat this procedure till the mass obtained is constant within f0.1 percent.
6.3 Report of Test Results
6.3.1 The difference between the mass obtained under 6.2 and that
obtained under 5.2.1 gives the mass of silicon dioxide.
I
6.3.2 The ‘silicon dioxide content shall be expressed as a percentage of the
mass of the sample taken under 5.2.1.
7. DETERMINATION OF FERRIC AND ALUMINIU M OXIDES
7.1 Reagents
7.1.1 DilutG hydrochloric Acid - 1 : 1 ad 1 : 3 ( v/v ).
- l& ecSmtion for sulphuric acid ( &.mf).
416:6932(PartI)-1973
7.1.2 Concentrate Nitric Acid - sp gr 1.42 ( conforming to IS : 264-
1968* ).
7.1.3 Concentrated Hydrochloric Acid - see 5.1.1.
7.1.4 Me&l Red Indicator - 0.1 percent ( m/v ). It shall be prepared by
dissolving 0.1 g of the sodium salt of the methyl red in 100 ml of water. In
case the acid is available, 0.1 g is dissolved in 60 ml alcohol and made up
to 100 ml with water.
7.1.5 Ammonium Hydroxide Solution - sp gr 0.90 ( conforming to
IS : 799-1955t ).
7.11 Ammonium Chloride Solution - 2 percent ( m/v ).
.2 Procedure
7.2.1 To the filtrate reserved in 5.2.1 add a few drops of concentrated
nitric acid and boil the solution until all traces of chlorine’are gone. If
necessary, add 10 to 15 ml of concentrated hydrochloric acid and dilute
to 200 ml. Then add a few drops of methyl red solution, heat the solution
to boiling and neutralize with ammonium hydroxide ( diluted towards the
end ) until the colour of the liquid changes to a distinct yellow. Boil the
sohrtion for 1 to 2 minutes, allow to settle, filter. Wash the -precipitate
immediately 2 or 3 times with hot ammonium chloride solution and dry by
suction. Reserve the filtrate.
7.2.2 Dissolve the precipitate on the filter paper in hot dilute hydro-
chloric acid ( 1 : 3 ) and collect the solution in the beaker in which the preci-
pitation was made. Thoroughly wash the filter paper with hot water into
the same beaker. Boil the solution to expel any trace of chlorine and treat
the solution with ammonium hydroxide solution for precipitation, Then filter
and wash with hot ammonium chloride solution. Combine this filtrate and
the one reserved in 7.2.1 for the determination of calcium oxide.
7.2.3 Ignite the moist filter paper containing the precipitate in a weighed
platinum crucible to constant weight at 1 100°C. This gives the mass of
ferric and aluminium oxide ( see Note ) in the sample taken.
NOTE- The precipitate may contain in case of some limes small quantities of
phosphorus penttiide ( PsOs ), manganese oxide ( MnaOp) and titamum dioxide
(TiOa).
7.3 Report of Test Results - The ferric and aluminium oxide content
shall be reported as a percentage of the mass of the sample taken in 5.2.1.
7.4 Determination of Ferric Oxide
7.4.1 Apparatus-Bunsen valve or Jone’s reductor.
*Specification for nitric acid (first r&ion ).
tSpecification for ammonia, liquor, tech&d.
5lsr6932(PartI)-1979
7A.2 Reagents
7.4.2.1 Sodium pyrosulphate ( Na&O, ) - solid. Alternatively etas-
sium pyrosulphate ( K&O, ) may also be used.
7.4.2.2 Dilute sulphuric acid - approximately 5 N.
7.4.2.3 Standard potassium . permanganate solution ( KMnO, ) -
approximately 0.05 N. It shall be prepared by dissolving 1.6 g of potassium
permanganate in 1 000 ml of water. It shall be allowed to stand for-aweek
or more and then filtered through purified asbestos and standardized against
standard sodium oxalate solution, prepared by dissovling exactly 0.7 500 g
of sodium oxalte in 250 ml of water.
7.4.2.4 HydrooJoric acid
7.4.3 Procedure
7.4.3.1 Fuse the combined ferric and aluminium oxides obtained
in 7.2.3 in a platinum crucible at a very low temperature with 3 to 4 g of
sodium pyrosulphate. Treat the melt with sufficient dilute sulphuric acid to
: ensure the presence of not less than 5 g of absolute acid and enough water
to effect the solution on heating. Evaporate the solution and heat until it
fumes copiously. After cooling and redissolving in .water, filter, wash and
ignite the small amount of silicon dioxide appearing as precipitate in the
solution. Then weigh and correct ( see Note ) by volatilizing silicon dioxide
by treating with hydrofluoric and sulphuric acid. Add the mass so correct-
ed to the mass of silicon dioxide previously found and deduct from the gross
mass of the ferric and aluminium oxides.
7.4.3.2 Reduce the filtrate after removal of silicon dioxide precipitate
by zinc using Bunsen valve or Jone’s reductor. Filter it through Whatman
No. 41 filter paper, wash with hot water and titrate with 0.05 N potassium
permanganate solution.
NOTE- This correction for impurities shall not be made when the hydrofluoric acid
correction of the silicon dioxide determination (NC (j ) has been omitted.
7.4.3.3 Evaluation - One millilitre of the 0.05 N potassium ‘perman-
ganate solution is equal to 0.003 992 g of ferric oxide ( Fe,Os ). Accordingly
the ferric oxide content shall be calculated, which shall be expressed as a
percentage of the mass of the sample taken in 5.2.1.
7.5 Determination of Al umininm Oxide -The mass of ferric oxide
shall be deducted from the total mass of ferric and aluminium oxides obtained
under 7.3.
8. DETERMINATION OF CALCIUM~OXIDE CONTENT
8.1 Gravimetric Method
8.1.1 Reagents
8.1.1 .I Dilute hydrochloric acid - see 3.1.1.
6IS:6932(PartI)-1973
8.1 .1.2 Ammonium hJdlOXid6 solution - sp gr O-90 approximately.
8.1.1.3 Ammonium oxahb solution - C 1 percent ( m/v ) and saturated.
8.1.1.4 Ammonium chloride solution - see 7.1.6.
8.1.2 Procedure
8.1.2.1 The combined filtrate reserved under 7.2.2 shall be used. The
filtrate shall be diluted with distilled water so as to obtain a volume of 500
ml. Use 25 ml of this filtrate in the analysis giveli under 8.2.
8.1.2.2 Add a few drops of ammonium hydroxide solution to the aliquot
taken and allow the solution to boil. Add 35 ml of a saturated solution of
ammonium oxalate to the liquid and continue boiling until the precipitated
calcium oxalate assumes a granular form. Then allow to stand for 20 minutes
or until the precipitate, has settled and the supernatant liquid is clear. Filter
and wash it moderately with ammonium oxalate solution ( O-1 percent ).
Reserve the filtrate.
8.1.2.3 Transfer the wet filter paper and precipitate to a weighed
platinum crucible. Burn the filter paper gently over a small flame and later
Ignite at 1 100°C until calcium oxalate is converted into calcium oxide.
Dissolve the contents. in 10 ml of hot dilute hydrochloric acid and make
up the volume to 250 ml. Add ammonium hydroxide to the solution in slight
excess which is indicated by persistent smell of ammonia and boil the liquid.
If a small amount of aluminium hydroxide separates out, filter it, wash with
ammonium chloride; ignite and weigh. Add the weight of aluminium oxide
so determined to that found under 7.5.
8.1.2.4 After the precipitate settles, filter the solution, wash the residue
with ammonium oxalate solution ( 0.1 percent ) and ignite in a weighed
covered platinum crucible to constant mass. The difference shall give the
mass of calcium oxide content in the sample. Combine the filtrate with that
reserved in 8.1.2.2 and reserve for conducting further tests.
8.1.3 Report of Test Results - The calcium oxide content shall be i-eported
as a percentage of mass of the sample under 5.2.1.
8.2 Volumetric Method
8.2.1 Reagents
8.2.1.1 Ammonium hyd?oxide solution - see 8.1.1.2.
8.2.1.2 Ammonium o&ate solution - saturated.
8.2.1.3 Dilute sulphuric acid - 1 : 10 ( v/v) .
8.2.1.4 Standardpotassiumpermanganate solution - It shall be prepared by
dissolving 5.634 g of potassium permanganate in 1 000 ml of water. It shall
be allowed to stand for a week or more before use, filtered through purified
asbestos and then standardized against sodium oxalate solution, prepared by
dissolving O-750 0 g of sodium oxalate in 250 ml of water.
7IS : 6932 ( Part I ) - 1973
8-2-2 Procedure - Make second halfpf the filtrate ( $01 8%.2.1) alkaljine
with ammonium hydroxide solution. Boil and ‘add .35 ‘ml of boiIing
saturated solution of ammonium oxalate, stir. vigorous1 and allow to stand
until the precipitate has settled. Filter through a fi Pt er paper uf’ I-l-cm
diameter and wash the precipitate 10 times with hot water; Alternatively,
use a Gooch or Sintered glass crucible instead of filter paper. The total
quantity ofwater used for this wash shall not exceed 125 ml. Transfer-.
the filter paper along with the precipitate to the beaker in which the precifii-
tation was done, spreading the paper out against the up,per portion of the
beaker. Wash the precipitate from the paper with a jet of hot water, fotd
the paper and leave it adhering to the upper portion of the beaker.
Add 50 ml -of dilute sulphuric acid to the beaker, dilute the solution to a
volume of250 ml with .hot water, and then heat to 80 to 90°C. Titrate it
with the standard potassium permanganate solutionuntil the pink end point
is obtained. Drop the folded filter paper (which has been adhering to the
side of the beaker ) into the liquid, the pink colour of the latter will be
discharged. Complete the titration by adding potassium permanganate
solution drop by drop until the pink end point is again obtained.
8.2.2.1 Evaluatik -.One millilitre of the standard potassium perman-
ganate solution would be appoximately equivalent to 0.005 g of calcium
oxide.
8.3 EDTA Method - For non-hydraulic type of We, EDTA method as
mentioned in IS : 5949-1970* may also be used.
9. DETEHMINATION OF MAGlffNUM OXIDE
9.1 Reagents
9.1.1 L&lute Hydrochloric Acid - 1 : 1 and 1 : 4 ( U/V) ( see 3.1;1 ).
9.1.2 Diammonium Hydrogen Phosphate Solution.-,?5 percent ( m/v ).
9.1.3 Ammonium Hydroxide - see 8.1.1.2.
9.1.4 Ammonium Nitrate Wash Solution - It shall be prepared by diluting
ammonium hydroxide with distilled water until the solution contains 2.5
percent of ammonia by mass, then adding 3 or 4 drops of concentrated
nitric acid ( sp gr 1.42 ).
9.2 Procedure
9.2.1 Acidify the combined filtrate obtained in 8.1.2.4 with hydrochloric,
acid and concentrate to about 150 ml. Add 10 ml of diammonium hydrogen
phosphate solution and cool it by placing in a beaker of ice water. After
the solution cools down add ammonium hydroxide solution drop by drop,
stir the contents constantly until crystalline precipitate of magnesium ammo-
nium orthophosphate begins to form. Add excess of ammonium hydroxide
*Method for volumetric determination of calcium and magnesium using EDTA.
81
I- __.._---.
mh,..w_,..__ ---“.---- --
IS : 6932 ( Part I ) - 1973
solution to the extent af 5 to 10 percent of the volume of the solution.
Continue stirring for several minutes. Alloy the liquid to stand in a cold
atmosphere for 12 to 48 hours and then filter.
9.2.2 Dissolve the precipitate in hot dilute hydrochloric acid ( 1 : 4 ) and
dilute the solution to about 100 ml. Add 1 ml of diammonium hydrogen
phosphate solution and then ammonium hydroxide solution drop by drop
with constant stirring until the precipitate again begins to form as described
in 9.2.1. Add ammonium hydroxide in moderate excess. Allow it to stand
i?r a cold atmosphere for 12 to 48 hours, filter and wash with ammonium
nitrate wash solution. Burn the filter paper off at a low temperature and
finally ignite the residue to constant mass at 1 100°C ( A ).
9.3 Report of Test Results -The magnesium oxide content shall be
calculated from the following formula:
Magnesium oxide, percent by mass =$x 36.2
where
A = mass of magnesium pyrophosphate, and
B = mass of the ignited sample represented by the aliquot
taken for the estimation of calcium oxide under 8.1.2.1.
9.3.1 The magnesium oxide content shall be expressed as a percentage
of mass of the sample takenunder 5.2.1.
9.4 EDTA Method - For non-hydraulic type of lime, EDTA method as
mentioned in IS : 5949-1970* may also be used.
*iMethod for volumetric determination of calcium and magnesium using EDTA.
9BUREAU OF INDIAN 8TANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Regional Oflces: Telephones
Central : Manak Bhrvan. 9 Behadur Shah Zafar Mara_.. 331 01 31
NEW DELHI-1 i 0002 1 3311375
*Eastern : l/14 C.I.T. Scheme VII M, V. I. P. Road, 38 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445448, Sector 35-C, 21843
CHANDIGARH 180038 [ 31841
41 24 42
Southern : C. I. 1. Campus, MADRAS 800113 41 25 19
{ 412918
tWestern : Manakalaya, ES MIDC, Marol, Andhsri (East), 8329295
BOMBAY 400093
Branch Ofices:
‘Pushpak’ Nurmohamed Shalkh Marg, Khanpur, 4 28348
AHMEDABAD 38QOOl [ 2 83 49
%Peenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 580058 [ 38 49 58
Gangotri Complex, 5th Floor, Bhadbhada Road, T, T. Nagar, 88718
BHOPAL 482003
Plot NQ. 82/83, Lewis Road, BHUBANESHWAR 751002 5 38 27
53/5, Ward No. 29, R. G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-58C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
83471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
[ 89832
21 88 78
117/418 B Sarvodaya Nagar, KANPUR 208005
12 1 82 92
Patliputra Industrial Estate, PATNA 800013 82305
T.C. No, 14/1421, University P.O., Palayaan 8 21 04
TRIVANDRUM 895035 1 821 17
lnspectlon Oflce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 251 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivajl Nagtar, 52435
PUNE 411005
*Sa!er Office in Calcutta Ir at 5 Chowringhsr Approach, P.O. Prlncsp 27 86 00
Street, Calc!Ma 700072
tSaler Of?ke in Bombay Is at Novelty Chambers, Grant Road, 59 65 25 .,*..:
Bombay 400007 .J
*Sales O”lce In Bangalore lo at Unity Bullding, Naramlmharala Square 22 35 71
Bangalore MO”02
:2.
Prlntod at Slmoo Prlntlna Pror~. Dolhl, India
i. AMENDMENT NO. 2 MARCH 1984
TO
IS t 6932 ( Part I ) - 1973 METHODS OF TESTS FOR
BUILDING LIMES
PART I DETERMINATION OF INSOLUBLE RESWUE, LOSS
ON IGNITION, INSOLUBLE MATTER, SILICON DIOXIDE,
FERRIC AND ALUMINIUM OXIDE, CALCIUM OXIDE
AND MAGNESIUM OXIDE
Alterations
( Puge 1, clause 1.1 ) - Substitute the following for the existing clause:
‘ 1.1 This standard ( Part I ) covers the methods of tests for determination
of the following requirements of building lime:
a) Insoluble residue in dilute acid and alkali,
b) Loss on ignition,
c) Insoluble residue in hydrochloric acid,
d) Silicon dioxide,
e) Ferric and aluminium oxide,
f) Calcium oxide, and
g) Magnesium oxide.’
( Page 2, clame 3, heading ) - Substitute the following for the existing .
heading:
6D ETERMINATION OF INSOLIJBLE RESIDUE IN DILUTE ACID
AND ALKALI ’
( Page J,_clause 5, heading ) - Substitute the following for the existing
heading:
6 DETERMINATION OF INSOLUBLE RESIDUE IN HYDROCHLO-
RIC ACID ’
( Page 4, clause 5.3, line 1 ) - Substitute ‘residue’for ‘matter’.
( Page 7, clause 8.1.2.1, line 3 ) - Substitute ‘250 ml’for ‘25 ml’.
( Page 8, clause 8.2.2, jrst and second sentences ) - Substitute the follow-
ing for the existing sentences:
L0 .2.2 Procedure - Take an aliquot of 100 ml from the second half of the
filtrate (8.3.2.1): make it alkaline with ammonium hydroxide solution, boil
Ivigorously and add 35 ml of boiling saturated solution of ammonium
o&ate. Stir vigorously and allow to stand until the precipitation has
settled.’
clause( pa.Y 89 c l ause 8.2.2.1 ) - Substitute the following for the existing
‘8.2.2.1 Evaluation - The calcium oxide equivalent of one millilitre of
the standard potassium permanganate solution in g/ml shall be calculated
as follows:
0.31385
E=F
where
E = Calcium oxide equivalent of potassium permanganate solu-
tion in g/ml, and
T’ = Millilitres of potassium permanganate solution required for
titration of 0.756 0 g of sodium oxalate.
(BDCI)
2
Printed at Simco Printing Press, Delhi, India
|
4351.pdf
|
IS 4351:2003
Indian Standard
STEEL DOOR FRAMES — SPECIFICATION
(Second Revision )
ICS 77.140.01; 91.060.50
0 BIS 2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Af(/y2003” Price Group 4
-i?.----Doors, Windows and Shutters Sectional Committee, CED 11
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Doors, Windows and Shutters Sectional Committee had been approved by the Civil Engineering Division
Council.
This standard was first published in 1967 and revised in 1976. Major modifications made in this revision are
given below:
a) Provision has been made for use of galvanized steel sheets,
b) 1.60 mm thick mild steel sheets have been permitted,
c) Two additional profiles have been introduced,
d) Powder coatings have been permitted, and
e) Other modifications based on the prevailing practices in the country have been made.
Recommendations for the installation of steel door frames are given in Annex A for guidance of the user.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed orcalculated, expressing the result ofatest or analysis shall be rounded off inaccordance with IS 2:1960
‘Rules for rounding off numerical values (revise~’. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
-—IS 4351:2003
Indian Standard
STEEL DOOR FRAMES — SPECIFICATION
(Second Revision )
1SCOPE 3 TERMINOLOGY
This standard lays down the requirement regarding For the purpose of this standard, the definitions given
material, dimensions and construction of steel door in IS 10428 shall apply.
frames for internal and external use.
4 HANDLING
2 REFERENCES
For the purpose ofhinges provisions to the door frames -
The standards given below contain provisions which and hardware fittings handing and direction of closing
through reference in this text, constitute provisions of of doors shall be designated in accordance
this standard. At the time of publication, the editions with IS 4043.
indicated were valid. All standards are subject to
revision and parties toagreement based on this standard 5 MATERIAL
are encouraged toinvestigate the possibility ofapplying
Steel door frames shall be manufactured from the
the latest editions of the standards.
materials conforming to relevant Indian Standards as
1SNo. Title given in Table 1.
~05 : 1992 Specification for non-ferrous metal
butt hinges (Jourth revision) Table 1Material for Door Frames
206:1992 Specification fortee and strap hinges
(Clause 5)
(Jourth revision)
277:1992 Galvanized steel sheets (plain and
SI Material Size Ref to,
corrugated) — Specification (fifth No. Thickness Indian
revision) mm Standard
362:1991 Specification for parliament hinges (1) (2) (3) (4)
(@h revision) i) Mild steel sheet (cold 1.25/1.60 1s513
rolled)
513:1994 Cold-rolled low carbon steel sheets
ii) Galvanized steel sheets 1.00/1.25/1 .60 IS277
and strips ~ourth revision) — Plain grade — Lock
1341:1992 Specification for steel butt hinges forming (GPL), Zinc
coating 120g/m2inchs-
(sixth revision)
sive ofboth sides
1365:1978 Slotted countersunk head screws iii) Stainless steel Grade 1.00 1S6911
(third revision) — X07Crl 7(430)
1477 Code of practice for painting of
X04Cr19N;; (304 S1)
ferrous metals in buildings:
(Part 1): 1971 Pretreatment @W revision)
(Part2) :1971 Painting (second revision) 6 STANDARD SIZES, TOLERANCES AND
2074:1992 Ready mixed paint, air drying, red DESIGNATIONS
oxide, zinc chrome, priming —
Specification (second revision) 6.1 Sizes
4043:1969 Recommendations for symbolic
The overall sizes and types of the door frames shall
designation of direction of closing
generally conform to the modular sizes as shown in
and faces of doors, windows and
Fig. 1.However, sizes, types, other than those shown
shutters
in Fig. 1as agreed to between the manufacturer and
4905: 968 Methods for random sampling
6911: 992 Stainless steel plate, sheet and strip the purchaser may also be permitted.
(fh-st revision)
6.1.1 The sizes shown in Fig. 1are overall heights and
9106: 979 Specification for rising butt hinges
widths tothe outside ofpressed steel door frame. These
10428:1983 Glossary of terms relating to doors
sizes are derived after allowing 5mm clearance on all
12817:1997 Specification for stainless steel butt
hinges (jirst revision) the four sides for the purpose of fitting the frame into
13871 :1993 Powder coatings — Specification modular openings.
11S4351 :2003
p790+ ~8907 ~990-1 pl190~
e Px20* 9PX 20” 10PX 20* 12P x20s
.1
8Px21* 9PK21* 10PX21* 12PX21*
All dimensions inmillimetres.
*The ‘X’inthedesignation stands forsuitable designation forprofile such as A, B, C, Dand E.
FIG. 1TYPE ANDSIZEOFSTEELFRAMES
6.2 Tolerances Table 2 Profiles for Door Frames
(Clause 7)
The sizes indicated in Fig. 1for door frames shall not
vary by more than + 2 mm.
S1No. Profile Size Rebate
6.3 Designation x Y
mm mm
Door frames shall be designated by symbols denoting
(1) (2) (3) (4) (5)
width, type, profile and height on the following basis:
i) A 90 60 Single
a) P for pressed steel door frames; and ii) B 105 60 Single
b) A, B, C, D and E denoting profile. iii) c 125 60 Single
iv) D 125 60 Double
6.3.1 The width and height will be denoted by the v) E 165 60 Double
number of module, width being given atthe beginning
and height at the end, for example, 8-PA-21. 8 CONSTRUCTION
Each door frame shall consist of hinge jamb, lockjamb,
7 PROFILE
head and steel base ties at the bottom of the door
Steel door frames with orwithout fanlight shall bemade frames. The whole frame shall be welded or rigidly
in the five profiles as given in Table 2 (see Fig. 2). fixed together by mechanical means.
7.1 Tolerance of+ 1 mm on all the dimensions of
9 BASE TIES
profile shall be permissible.
Base ties shall be pressed mild steel angle of size
7.1.1 Any of the five profiles maybe supplied to suit
20 mm x 20mm x 1.25 mm thick to suit floor thickness
doors of either hand, opening inwards or outwards, as
of 25, 30, 35 or 40 mm either screwed or welded as
required by the purchaser.
shown in Fig. 3.
2IS 4351:2003
15
12
*T+5
T
~?
1
x
,L
L?l
I-VA
*Tis thethicknessofthe shutter.
Alldimensionsinmii]imemx.
FIG. 2 PROFILESOFPRESSEDSTEELDOOR FRAMES
/
D
\
M.S. PRESSED ANGLE
20X 20 Xl*25mm -h
\
#
l
r - SCREWING OR WELDING
FIG. 3 ARRANGEMENTATBASE OFDOOR FRAME
3lS 4351 :2003
10 FITTINGS The head shall be made from flat steel strip 25 mm
wide and having nominal thickness of 1.25 mm.
10.1 Fixing Lugs (Holdfasts)
10.1.2 The tail of the lugs for use with profiles A, B,
There shall be three adjustable lugs (see Fig. 4A) with C, D and E shall be 200 mm long and shall be made of
split end tail to each jamb without fanlight and four steel strip not less than 40 mm wide and having nominal
for jamb with fanlight. thickness of 1.25 mm.
10.1.1 The head of the fixing lug shall be of one of the 10.L3 Frame shall be fixed to the R.C.C. column side
following lengths: by using fixing lugs/holdfasts as shown in Fig. 4B.
The specification of these fixing lugs are same as per
a) 85 mm long for use with profile A,
above fixing lugdholdfasts (see Fig. 4A) except length
b) 100 mm long for use with profile B,
of tail shall be minimum 300 mm, with holes for the
c) 120 mm long for use with profile C and D,
plumbing nails of suitable size to fix the door frame
and
with R.C.C. column.
d) 160 mm long for use with pofile E.
7HEAD <
1-P,
TAIL
Lo
1
,)
u-
J
<
“w
4A Fixing Lug (Holdfast)
+1
(Required for Masonry) 4
<
4C Location of Fixing Lug (Holdfast)
t-----RR’Lmi
HEA
7
300
.—
+L-
T
--E-L
4B Fixing Lugs (Holdfasts) (Required for R.C.C. Column Side)
Profile y*
A 85
B 100
CandD I20
E 160
All dimensions inmillimetres.
* Tolerance ondimension ‘Y shall be~ mm.
FIG.4 FIXINGLUGS (HOLDFASTS) TOTHEFRAME
41S4351:2003
10.1.4 The material of steel strips used for fixing lugs/ a) Mild steel plate of size 120 mm x 30 mm x
holdfmts shall conform to IS 513 or IS 277. 6 mm thick shall be welded inside to the
frame. The plate shall be threaded to the
10.1.5 The fixing lugs/holdfasts shall be painted with
required size of machine screw [M5 x 20
red oxide zinc chromate primer paint (see IS 2074) by
CSK] conforming to IS 1365 (see Fig. 5A),
brushing. spraying or dipping method.
b) Mild steel plate of size 120 mm x 30 mm x
10.2 Hinges 6mm thick shall bewelded inside tothe frame.
The plate shall be threaded tothe required size
Frames shalI be provided with any one type of the of machine screw [M5 x 20 CSK] conforming
Ilillges. conforming to the relevant Indian Standards
to IS 1365 (see Fig. 5A), and
as given in Table 3.
c) Mild steel flat of size 150 mm x 30 mm x
2 mm thick shall be welded inside the pre-
Table 3 Hinges for Door Frames
punched slot of the frame. The threaded
(Clause 10.2) inserts/nut M5 shall be fixed to the mild steel
flat. The hinges shall be screwed with the
S1 Description Size (in mm)/ Refto, machine screw M5 x 20 CSK conforming to
No. Designation Indian
IS 1365. Mortar guard made out of sheet
Standard
(1) (2) (3) (4) 1.25 mm thick shall be welded from inside to
i) Steel butt hinge— 100 1341 each hinge (see Fig. 5B).
mediumweight
ii) Stainless steel butt 100 12817 10.3 Mortar Guards
hingesmediumweight
iii) Steelrisingbutthinges 100 9106 Mortar guard sheet 1.25 mm thick or of any other
iv) Non-ferrousmetalbutt IOOC22 205 thickness shall be welded to the frame atthe head ofthe
hinges
frame having tower bolt holes. It shall also be welded
v) Mildsteelparliament 75 362
hinges tothe frame behind the hinges, mortize locks and latches
Mildsteellightweight 300 206 slots, aldrop and sliding bolts and tower bolt holes.
teehinges
10.4 Aldrops, Sliding Bolts and Tower Bolts
10.2.1 For mild steel and galvanized plain steel sheet
Provisions shall be made for aldrops, sliding bolts and
door frames, medium weight hinges of size 100 mm
tower bolts in the frames as per the positions given by
conforming to 1S 1341, shall be used. For stainless
the purchaser. Necessary mortar guards/metallic or
steel frame, stainless steel butt hinges of size 100 mm
nylon bushes shall be provided inside the frames for
conforming to IS 12817 shall be used. Hinges other
aldrops, sliding bolts and tower bolts.
than above as specified by the purchaser may be
provided. 10.5 Lock Strike Plate
10.2.2 Hinges shall be provided as follows: Provision shall be made to fix lock strike plates of
mortise locks or latches, complying with the relevant
a) Frames for doors : Three hinges screwed
Indian Standards. A slot suitable for lock strike plate
1000 mm wide to one jamb
shall be pierced into the rebate of the frame and
and below
necessary fixing arrangement and mortar guard from
b) Frames for doors : Six hinges for double
the inside of the frame shall be provided (see Fig. 6A).
more than 1000 mm leafdoor,three screwed
wide to each jamb or four 10.6 Shock Absorbers
hinges for single Ieaf
For side-hung door there shall be not less than three
door
buffers of rubber or other suitable material inserted in
10.2.3 In all cases the hinges shall be so fixed that the
holes inthe rebate and one shall be located atthe centre
distance from the inside of the head rebate to the top of
of the lock jamb of frame and other two shall be
the upper hinges isabout 200 mm and the distance from
300 mm from top and bottom of the frame as shown
the bottom ofthe door frame tothe bottom ofthe bottom
in Fig. 6A. For double leaf doors two buffers shall be
hinge is also kept about 200 mm. The middle hinges
provided as shown in Fig. 6B.
shall be at equal distance from lower and upper hinges
or as agreed to between the purchaser and the supplier. 11 FINISH
10.2.4 Fi.~ing oj’Hitzges to the Frame 11.1 Pre-treatment and Phosphating
Hinges shall be screwed to the frame (see Fig. 5) by 11.1.1 Door Frames of Mild Steel (Cold Rolled)
any one of the following method:
The surface of the door frames manufactured from the
5
i-”.. -.1
1S4351 :2003
INGE SCREWED WITH
/C SCREW M5x20 CSK
MS PLATE
OOOR SH 120x30 x6mm THICK
Wooo
No, MORTAR GAURO
SHEET 1.25mm THICK
000R
1
!
5A FIXING OF HINGE TO THE FRAME — SCREWED TO THE M.S. FLAT
HINGE SCREWED WITH
M/C SCREW M5x20 CSK
NUT M5
OOOR SHU MS FLAT
150x 30x2mm THICK
WOOO SCR
No.1O
MORTAR GAURO
SHEET 1.25mm THICK
OOOR FR
5B FIXING OF HINGE TO THE FRAME — SCREWED TO THE NUT
FIG.5 FIXINGOFHINGETOTHEFRAME
,.
k
I
I
1
I
9oo-II&o mm FRoM
FINISHEO FLOOR LEVEL
TtJcENTER OF LOCK 6B DOUBLE LEAF DOOR FRAME
sTRIKE PLATE
F
euFFER~
sHOCK ABSORBER
6A SIDE HUNG DOOR FRAME
All dimensions inmillimetres.
FIG.6 LOCATIONOFSHOCKABSORBERS,LOCK-STRIKEPLATEANDALDROP
6
..
-, *~,....IS 4351:2003
material mild steel cold rolled shall be thoroughly Paint other than above may be used as agreed to
cleaned fi-eefrom rust, dirt, oil, etc, either bymechanical between the purchaser and the manufacturer.
means, for example sand or shot blasting orby chemical
means, for example pickling, and phosphating 11.3 Powder Coatings
conforming toIS 1477 (Part 1),then finished with either
After pre-treatment and phosphating the surface of
painting orpowder coating asmay be agreed tobetween
the frame shall be powder coated conforming to IS
the purchaser and the manufacturer.
13871. The colour, taken from colour shade card of
11.1.2 Door Frames of Galvanized Plain Steel Sheets indigenous powder manufacturer shall be used as
agreed to between the purchaser and the
The surface of the door frames manufactured from
manufacturer.
the material galvanized plain steel sheet shall be pre-
treated and phosphate by chemical means 12 MARKING
conforming to IS 1477 (Part 1). No pickling is
required for galvanized surface. Then frames shall 12.1 Each door frame shall be marked with the name
be finished with either painting or powder coating as of the manufacturer or trade-mark, if any.
may be agreed to between the purchaser and the
12.2 BIS Certification Marking
manufacturer.
The product may also be marked with the Standard
11,1.3 Stainless Steel Door Frames
Mark.
The surface of the stainless steel frames shall be pre-
12.2.1 The use of the Standard Mark is governed by
treated as per the procedure laid down in
the provisions of the Bureau of Indian Standards Act,
IS 1477 (Part 1)in which pickling shall be carried out
1986 and the Rules and Regulations made thereunder.
by using mixed acid of nitric plus hydrofluoric and
The details of conditions under which Iicence for the
then passivate the surface by using nitric acid followed
use of the Standard Mark may be granted to
by water rinsing and drying. Generally stainless steel
manufacturers or producers maybe obtained from the
door frames need no painting but if any purchaser
require painted or powder coated frames to blend with Bureau of Indian Standards.
the interior decor, this can be done by spray painting
13 SAMPLING
or by powder coating.
The method of drawing representative samples of steel
11.2 Painting
door frames and the criteria for conformity shall be as
After pre-treatment and phosphating of the surface of given in Annex B.
the frames, two coats of any of the ready mixed paint,
14 DELIVERY
airdrying, red oxide zinc chrome, priming (see IS 2074)
shall beapplied by b’mshing, spraying ordipping method The purchaser shall supply the information as given
asper procedure laid down in IS 1477 (Part 2). in Annex C, when ordering for steel door frames.
ANNEX A
(Foreword)
RECOMMENDATIONS FOR INSTALLATION OF PRESSED STEEL DOOR FRAMES
A-1 INSTRUCTIONS sides bulging inwards by the weight of wall
or partitions.
A-1.l While fixing the pressed steel door frame,
d) Build the walls up solid on each side after
following instructions shall be followed:
placing in position the door frame filled
a) Place the frame in position at correct height previously with cement grout 1:3:6 byvolume.
from finished floor level.
e) Three lugs shall be provided on each jamb
b) Plumb to ensure that frame isupright, square and the lugs shall not be placed more than
and free from twists. 750 mm a~art.
c) Pressed metal door frames are liable to f) Do not remove temporary struts till brick
develop bow in the heights or sag in the work is set.
widths either during fixing or during
g) In case screwed base tie is provided, leave it
subsequent building work. To avoid this, fix
in position until floor is laid when it shall be
temporary struts across the widths preventing
removed.
7
*-..-..IS 4351:2003
ANNEX B
(Clause 13)
SAMPLING OF STEEL DOOR FRAMES
B-1 SCALE OF SAMPLING tolerances (see 6), construction (see 8), base ties (see 9),
fittings (see 10) and finish (see 11).
B-1.l Lot
Table 4 Sample Size and Permissible
In any consignment all the frames of the same size,
Number of Defective
designation, profile and manufactured under similar
conditions of production shall be grouped together to (Clause B-1.3)
constitute a lot.
S1No. Lot Size Sample Size Permissible
B-1.2 Samples shall be selected and tested from each Number of
lot separately to determine its conformity or otherwise Defective
to the requirements of the standard. (1) (2) (3) (4)
i) upto50 8 o
B-1.3 The number of frames to be selected at random ii) 51to 100 13
iii) 101to 150 20 2
from alot for inspection and testing shall depend upon
iv) 151t0300 32 3
the size of the lot and shall be in accordance with v) 301to500 50 5
Table 4. vi) 501andabove 80 7
B-1.4 The samples from the lot shall be selected at
B-2 CRITERIA FOR CONFORMITY
random and to ensure the randomness of selection,
procedures given in IS 4905 maybe followed. A frame which is found not meeting any one ormore
of these requirements inspected for (see B-1.5 ) shall
B-1.5 All the frames selected in the sample shall be
be considered as defective.
inspected for material (see 5), dimensions and
ANNEX C
(Clause 14)
INFORMATION TO BE SUPPLIED BY THE PURCHASER WHEN ORDERING
C-1 When ordering metal door frames, the purchaser required to open inwards or outwards;
shall clearly indicate the following: c) The handing of the doo~
a) Designation, size and profile of door frame d) Type and location of lock, aldrop, tower bolts,
(see 6 and 7); etc; and
b) For external doors, state whether the door is e) Thickness of door shutter.
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain thatthey areinpossession of the latest amendments oredition by referring to the latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CED 11(6050).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams :Manaksanstha
Telephones :23230131,23233375,2323 9402 (Common to all offices)
Regional Offices : Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 23237617
NEW DELHI 110002 { 23233841
Eastern : 1/14 C.I.T. Scheme VII M, V. I. P. Road, Kankurgachi 23378499,23378561
KOLKATA 700054 { 23378626,23379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
609285
{
Southern : C.I.T. Campus, IV Cross Road, CHENNA1 600113 22541216,22541442
22542519,22542315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 28329295,28327858
MUMBAI 400093 { 28327891,28327892
Branches : AHMEDABAD. BANGALORE. BHOPAL, BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
PrintedatF’rabhatOffsetPress, New Delhi:2
|
8374.pdf
|
IS 8374 : 1977
( Reaffirmed 1990 )
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC, ANTI-STATIC
AND ELECTRICALLY CONDUCTING GRADE
( Second Reprint SEPTEMBER 1996 )
UDC 691.167
k
‘7 I
0 Copyright 1977 1 . ’ I
BUREAU OF INDlAN STANDARDS
MANAK BHAVAN. 9 BAHADUR. SHAH Z&FAR MARG
NEW DELHI 110002 ”
*..
Gr3 June 1977
-* ,<
..IS : 8374 - 1977
( ReafWned 1990 )
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC, ANTI-STATIC
AND ELECTRICALLY CONDUCTING GRADE
Flooring and Plastering Sectional Committee, BDC 5
Chairman Representing
S~IRI 0. P. MITTAL Central Public Works Department, New Dellli
Members
SIIRI E. T. ANTIA Concrete Association of India, Bombay
SHRI M. G. DANDAVATE ( Alternate)
Bn~o 1’. M. BI~ATIA Institution of Engineers ( India ), Calcutta
SIIRI A. K. Htt~T~~cliARyy.4 National Test Hcuse, Calcutta
SHHI G. C. Dns ( A~fmrala)
SERI DINES14i\ . CHOI(SIIJ Arcoy Industries, Ahmadabnd
SHRI RASIKJ,.~T, A. CI~~JCSHI ( A&mute )
DEPUTY Drn~c~u~~ STANUARUS Railway Board ( Ministry of Railw:iys )
( B & S ), RDSO, Luc~h’ow
DEPUTY DIRX~*~OIZ ( AJLCH ),
RDSO, LUCKNOW ( Alternn[e )
DIRIWTOR Maharasbtra Engineering Research Institute, Nasik
RWEARCH OFFJCEX,
MATE~J.$L TESTING
DIVIVI~N ( Aliernate )
SIIRI R. G. GOI~HAI~E Bureau of Public Enterprises ( Ministry <>I’
Finance )
SHRI N. C. JAYAI~A~IAN ( Alternote )
Srmx K. V. GT~USWAXIY Indian Oil Corporation Ltd, New Delhi
SHJII G. V. PANUAKXAR ! Alternate)
SXRI N. HARILAI. Oxychloride Flooring Products Ltd, Bombay
SHJ~J 13. J. VAI~PXT. ( Alternate)
SIIRI S. (:. I(APOOR hlodern Tiles ei Marble, New Delhi
SHI~I A. C. KAPOOR ( Alternate)
Dn I. V. Knrs~~~nrr~~t~ National Rubber ManuGrtnrrrs’ Lttl, Calcutta
Snttr 1;. I?. S. MAXJ lihor Industries I.ttl, Boml~ay
SJII:J RAMESR D. I’ar~c~. ( Alternate )
SIJJ~~ G. Ii. PIIII~CIIANUANI Minist1.y of Defence
R’I~J V. S. RAO ( ~ltmtmte)
DJ~ MOSIAN RAI Central Bniltling Research Illstitun. ( CSIR ),
Roorkee
SHRI 11. K. .JAJY f dtfmat~ )
SIIRI hf. V. Mutzt.r:*vrh~ Coromandel Protlorite Pvt Ltd, Madras
Snnr R. SRINIY \s ,P; ( Altrr/:u/e )
( Continued on p”pe 2 )
@ Copyripht 1977
BlJREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisbcr shall be deemed to be an infringement of copyright under the said Act.Is : 8374 - 1977
( Continuedfrom page 1 )
Mem bus Representing
JWRI K. K. NAMBIAR Cement Service Bureau, Madras
SHRI S. SIVASWAYI ( Alternate 1
SHRI H. M. NANDKEOLJAR ’ India Linoleuma Ltd, 24 Parganas, West Bengal
SHRI K. P. SHAH ( ~~femat.c )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI 0. P. RATRA ( Alternate )
SHRI G. C. SHARMA Indian Institute of Architects,-Bombay
SHRI S. B. SHIROMANY ( Alternote 1
SUPRRINTENDIN~ ENOI‘NEER I’dblic ‘Works Department, Government of Tamil
( PLANNINQ AND DESIGN Nadu
CIRCLE )
EXECUTIVE~E;INN;;
( BUILDING
DIVISION ) ( Alternote ) ’
SUPERINTENDINQ SURVEYOR DF Central Public Works Department, New Delhi
WORKS ( NDZ )
SURVEYOR OF WOIUXI I ( Alfernafe )
Snn~ D. AJITIIA SIMIIA, Director General, IS1 ( Ex-o#cio Member )
Director ( Civ Bngg )
Secretary
SHRI VINOD KTJMAR
Deputy Director ( Civ Engg ), ISI
Bituminous Flooring Subcommittee, BDC 5 : 5
Convener
PHOF C. G. SWAIIIINATHA.N Centraalhfi20ad Research Institute ( CSIR ), New
Members
A~~~ITIONAL DIRECTOR Railway Board, Ministry of Railways
SIIRI S. A~ASTIU Tar & Bitumen Products Pvt Ltd, Calcutta
SIIRT A. N. PANDAY ( Alternate )
SHRI G. T. BHtnE National Buildings Organization, New Delhi
DR R. S. RATRA C Alternate I
SHRIG. C. D-is ’ ’ National Test House, Calcutta
DR D.-K. DAS ( Alfernatr )
SHRI A. Y. GUPTE Hindustan Petroleum Corporation Limited, Bombay L
SHRI C. V. RA~~ASWAMY ( Alternate )
DR G. W. KAPSE CentcJorFeueilding Research Institute ( CSIR ),
SHRI M. AALAM ( Alfrmate )
SHRI D. R. KOHLI Bharat Refineries Ltd, Bombay
SHRINK. C. CHOPRA ( Alternate )
SHKI G. R. MIRCHANDANI Ministry of Defence
SHRI M. S. SULTANIA ( Alternate )
SHRI T. K. ROY Shalimar Tar Products ( 1935 ) Pvt Ltd, Calcutta
S1rn1 B. K. BHATTACHARYA ( Allernale )
STJRVRYOR OF WORKS ( NDZ ) Central Public Works Department, New DelhiIS : 8374 - 1977
Indian Standard
SPECIFICATION FOR
BITUMEN MASTIC, ANTI-STATIC
AND ELECTRICALLY CONDUCTING GRADE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 28 February 1977, after the draft finalized by the Flooring
and Plastering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 In locations where it is necessary to take precautionary mrasures
agjinst the accumulation of static electricity, the flooring forms an
important link in providing a safe path for the discharge of electricity
from objects. Flooring intended to be used for this purpose should have
uniform electrical conductance to a degree which will always ensure
that under the fastest rate of generation of any charge that can possibly
occur in practice, a dangerous potential cannot exist.
.
0.2.1 Bitumen suitably incsporated with certain material can
be made to acquire electrical conductive and anti-static properties. One
of the material commonly used for incorporation in bitumen mastic is
carbon black of conductive grade like graphite.
0,s Experience has shown that for anti-static purposes the discharge
path through a product should normally have an electrical resistance
of less than 10s ohms at any time throughout its useful lift. A value of
5 x 10’ ohms for anti-static products is suggested as the lowest limit of c
resistance to give adequate protection against fire and dangerous electric
shock in the event of any apparatus becoming defective when operating
at voltages up to 250.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevail-
ing in different countries in addition to relating it to the practices in the
field in this country. This has been met by derivi~ng assistance from
BS 2050 : 1961 ‘Specification for electrical resistance of conductive and
anti-static products made from flexible polymeric material ‘, issued by the
British Standards Institution.
3IS : 8374 - 1977
0.5 For the purpose of decidin g whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the results of a test or analysis, shall be rounded off in accord-
ance with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 Tllis stnndard specifies requirements of bitllmen mastic for anti-static
and electrically conducting grade.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions given in
IS : 334-1965.r and those given below shall apply.
281 Electrically Conducting - Having an upper limit of resistance
of 5 x IO* ohms.
2.2 Anti-Static - Having a resistance of over 5 x lo4 ohms and less
than IOR ohms.
3. MATERIALS
3.1 Bitumen - Requirements shall conform to as specified in Table 1.
TABLE 1 PHYSICAL PROPERTIES OF BiTUMEN
St.
No.
(1) (2) (3) (4)
i) Softening point ( ring and ball 65 to 100°C IS : 12n5-1958*
method )
ii) Penetration at 25°C in l/100 cm 5 to 20 IS : 1203-1958T
iii) Ductility al 27’C, Min in cm 2 IS : 1208.1958$
iv) 1.0~s on hrnting, percent, hfnx 0.3 IS : 1212-19589
v) Solubilily in CS,, percent, AZin 99 IS : 1216-1958!1
L
N~TIC - Industrial bitumen of the grades 90/15 ant1 75/15 conforming to IS : 702.
1961 ‘ Specification for industrial bitumen ( revised1 ‘. are two typical examples of’
hinder which will satisfy the requirements of this table.
*Methods for testing tar and bitumen. Determination of softening point.
+Methods for testing tar and bitumen. Determination of penetration.
iMethods for testing tar and bitumen. Detrrmination of ductility.
§Mcthods for testing tar and bitumen. Determination of loss on heating.
[/Methods for testing tar and bitumen. Determination of solubility in carbon
disulphide.
- -. - .
*Rules Tar rounding off numerical values ( w&d ).
itGlossary of terms relating to bitumen and tar ( revistd ).
4IS:8374- 1977
~3.2 Aggregates and Fillers - The aggregates and fillers used in
preparing bitumen mastic should be of inert nature and should have the
gradings as specified in Table 2.
TABLE 2 GRADING OF AGGREGATES AND FILLERS
SIEVE DESIGNATION PERCENTAGEB Y MASS
r- __--_A- ---1
Passing Retained on
IS Sieve IS Sieve
(1) (2) !3)
75 micron - 45 to 55 ( tiller )
212 micron 75 micron 10 to 30
600 micron 212 micron 10 to 30
2*3G mm 600 micron 5 to 20
- 2.36 mm Nil
4. COMPOSITION
4.1 Bitumen mastic composition for el@rical conducting and anti-static
grade are made by incorporating bitumen in conjunction with other
quitable materials like carbon black of the conductive grade like graphite.
4.1.1 The bitumen content shall be between 13 to 18 percent by mass
of the total mastic.
4.2 Preparation of Bitumen Mastic
4.2.1 The aggregates shall be heated to a temperature of 170 to
205°C and then the required amount of bitumen heated to 170 to 180°C
shall be added to it. They shall be mixed and cooked in a mcchani-
tally agitated mixer called mastic cooker for about 3 hours until the
materials are thoroughly mixed. During mixing care shall be taken to
ensure that the contents in the cooker are at no time heated to a tempc-
rature exceeding 205°C. Where the material is not required f’ol
immediate use, it shall be cast into blocks weighing nhout 25 kg.
4.2.2 Remelting at Site - The blocks shall be broken to convenient size
not exceeding 150 mm cube~and loaded into the mastic cooker at the site
of work. The material shall then be carefully remelted. At no stage
durin,g the remelting and mixing process shall the temperature exceed
205°C.
5. PROPERTIES
5.1 Unless otherwise agreed to between the purchaser and the vendor,
the hardness number of bitumen mastic as laid when tested in ,accor-
dance with the method specified in Appendix A shall be 4 to 12
at 35°C.
5IS : 6374 - 1977
5.2 The resistance of products after being manufactured according to 4
and when t’ested in accordance with 6 shall have electrical conductance
between 5 x 10’ ohms and 2 x loo ohms.
6. TEST PROCEDURE FOR MEASURING ELECTRICAL cow
DUCTANCE
6.1 Preparation of the Surface -The surface to be used in test shall
be cleaned by rubbing with dry Fullers’ earth using a clear pad of cotton
wool, care being taken to avoid straining the material.
6.1.1 After all traces of the powder have been cleaned away, the
surfaces shall be wiped over with a pad moistened with distilled water
and rubbed dry with a clean cloth.
6.2 Test Procedure -Immediately after the preparation of the surface,
liquid electrodes and metal contacts as specified in Appendix B shall be
applied as specified in Appendix C. It shall then be kept at a tempera-
ture of 21~2°C at a relative humidity of less than 70 percent, and the
resistance test as specified in Appendix C shall be carried out after a
period of not less than 15 minutes or more than two hours. As some
materials are sensitive to moisture, great care shall be taken to avoid
breathing on the samples prior to and during the resistance test.
7. SAMPLING AND CRITERIA FOR CONFORMITY
7.1 Lot - The entire quantity of bitumen mastic prepared in a single
charge of the mastic cooker shall constitute a lot. In cases where the
practice of returning the first and the last portions to the cooker is
followed, portions thus returned should be excluded from the lot.
7.2 Sampling from Mastic Cooker - When bitumen mastic is to be
used directly from the cooker, a sample composed of five increments taken
at equal intervals shall be withdrawn from each lot during discharge from
the mastic cooker. The increments shall be taken at the beginning, the
end, and soon after discharge of one quarter, half, and three quarters of
the bitumen mastic. Each increment shall be at least 2 kg in
mass.
7.2.1 All the five increments from a lot shall be thoroughly mixed
together at a temperature of 150 to 205°C. The mixture shall by floa-
ted out on an iron plate with the aid of a wooden float to a thickness
not less than 25 mm. While still warm the specimen shall be loosened
from the plate and a representative portion weighing not less than 10 kg
shall be forwarded to the laboratory for examination with full particu-
lars as given in 7.5.
6Is : a374 - 1977
7.3 <Sampling from Blocks - From each lot cast in blocks, five blocks
shall be nI icked up at random. Each block shall be broken and a number
of pieces weighing about 2 kg shall be taken from different. in
rJ&i!ions
the block so as to represent the block adequately. 10 kg ofim”:::erial thus
collected from all the five blocks shall constitute the labo, arc%:9 -,*nple
and shall be sent to the laboratory with full particulars as git;ciiu’in 7.5.
7.4 Criteria for Conformity - The laboratory sample representing
the lot shall be tested for all requirements. The lot shall be considered
to conform to the requirements of this specification if the laboratory
sample passes tests for all the requirements.
7.5 Labelling - The specimen shall be adequately identified, and the
identification shall provide for reference to a schedule which shall be
sent, giving the appropriate items from the following:
4 Name and address of authority giving instructions for the
examination to be carried out,
b) Sample number;
cl Type of material;
4 Type of binder;
e) Type of aggregate;
f) Specification with which the material is intended to comply;
8) Name and location of mixing plant;
h) Sample taken before or after laying;
3 Date of mixing, if known; .
k) Date of~laying, if known;
m) Date of sampling;
n) Site where laid;
p) Position from which sample M’as taken;
q) Number -and nominal thickness of’courses;
F) Nature of foundation;
s) Nature of surface treatment ( if any ); and
t) Tests to be made, or information sought.
To facilitate the testing procedure and the interpretation of test
results it is essential that :LSm uch information as possible should be given
to the laboratory.
8. MARKING
8.1 If cast into block for storage the date of manufacture and name of the
manufacturer shall he indicated suitably.
715:8374- 1977
8.2 BIS Certification Marking
The product may also be marked with Standard Mark.
8.2.1 The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder. The details of conditions under which the licence for the use of
Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
APPENDIX A
( Clause 5.1 )
METHOD FOR DETERMINING HARDNESS N-UMBER
A-l. DEFINITION OF HARDNESS NUMBER
A-l.1 The hardness number is the figure denoting the depth, in
hundredths of a centimetre, to which a flat-ended indentation pin in the
form of a steel rod 6.35 mm in diameter will penetrate the mastic
under a load of 31.7 kg, applied for 1 minute, the temperature being
maintained at 35”*0’5”C. This load is equivalent to 100 kg/cm2 and is
conveniently applied by means of a lever giving a suitable mechanical
advantage.
A-2. APPARATU~S
A-2.1 The apparatus employed should be capable of fulfilling the above
requirements accurately. One convenient form of apparatus is shown
in Fig. 1.
A-3. METHOD
A-3.1 In order to ensure that the test results are reproducible, particular
attention is called to the points given in A-3.1.1 to A-3.1&5.
A-3.1.1 Saalples - In preparing samples for test, the mastic as laid
shall be filled directly from the mixer at the time of laying, into rnolrlds
which are not less than 100 mm in diameter or 100 mms, and float
fmished. The samples, which shall be taken in duplicate, shall be
moulded to a thickness of 25 mm. Where it is necessary to make a test
on samples cut from the floor, special precautions should be taken to
ensure that the sample is of uniform thickness and that the base is level.
The samples should not be remelted.
8IS I 8374 - 1977
A - Yoke, stalk ant1 ICI\ J -- indicating neetxr
B- Weight ( cf=ntml holr ) K‘ - Hram support yoke
C- ~Vcight ( slotted ) I. - Sttpport bracket
D- Indzntor pin spindle M -- Calibratrd dial
E - I.ock Ivver N - L\‘ater bath
I: -. Spindle head P - Controls for water stirrer
(; - Adjusting nut R - Controls for heater blade and thermostat
H - Beam S - Bath illrlminator
FIG. 1 A TYPI: OF APPARAT~JS FOR HARDNESS TESTING
A-3.1.2 Test Temperoturr: - For the purpose of this standard, the
sample shall be cooled for not less than three hours in air or not less than
one hour in cold runnirq water. It shall then be immersed in water at
a temperature of 35 f 0*5”C for at least one hour immediately prior to
testing and shall be rn;lintnined at that temperature during the test.I$ : 8374 - 1977
A-3.1.3 kdjustment of Pin - Before the load is applied, the indentation
pin shall be adjusted lightly but firmly in contact with the surface. The
pressure should be not greater than is necessary to prevent lateral
movement of the specimen.
A-3.1.4 Testing - The requisite load shall then be applied for
exactly 1 minute and the depth of indentation recorded in hundredths of
a centimetre.
A-3.1.5 Test Results - Test points shall be not less than 25 mm apart
and not less than 25 mm from the edge. At least five readings shall be
taken and the results averaged. If any result differs from the mean by
more than two hardness number units, it shall be rejected and the
average of the remainder determined, except that if there are fewer than
four results to be averaged the sample shall be discarded and the
test made on another sample.
~APPENDIX B .
( Clause 6.2 )
LIQUID ELECTRODES AND CONTACTS AND TESTING
INSTRUMENTS
B-l. LIQUID ELECTRODES
B-l.1 Liquid electrodes shall be formed on the surface by means of
a conducting liquid.
B-1.1.1 This shall consist of:
Anhydrous polyethylene glycol 800 parts
of mol wt 600
Water 200 parts
c
Soft soap 1 part
Potassium chloride 10 parts
B-1.1.2 The electrode area shall be completely wetted and remain so
until the end of the test.
B-1.1.3 Clean metal contacts shall be applied to the wetted areas
so that the contact area is approximately the same size as but tiot~greater
Ihan the wetted area.
B-1.1.4 The surface of the product shall snot be deformed either during
the application of the contacts or during the test.
10IS : 8374- 1977
B-2. TESTING INSTRUMENTS
B-2.1 The test shall be carried out with. an insulation tester having
a nominal open circuit voltage of 500 V dc or with any suitable-instrument
known to give comparable results. For values of resistance above
10” ohms, an instrument with a nominal open circuit voltage of 1 000 V dc
may be used.
The instrument shall be sufficiently accurate to determine the
resistance within 5 percent and shall not dissipate more than 3 W in the
specimen. The voltage shall be applied for no longer than is necessary
to carry out the test in order to reduce the risk of overheating the
-test piece.
APPENDIX C
( Clause 6.2 )
TESTS FOR FLECTRICAL CONDUCTANCE FOR FLOOR
COVERING MATERIAL
C-l. The test is performed on one surface. Apply liquid electrodes to
two areas, each approximately 25 mm 2, located on the same surface to be
tested and situated SO that the dry distance between the facing edges is’
50 f 6 mm. Apply the metal contacts to the wetted areas and measure
the resistance.
11BUREAU OF INDIAN STANDARDS
Headq-:
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 323 0131,323 8375,323 9462
Fax : 91 11 3234062,91 11 3239399
Telegrams : f&naksanstha
(Common to all Offices)
centralLaboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibebad 201010 0770032
l?eg~onaLOf?ices:
Central : ManakB havan, 9 Bahadur Shah Zafar Marg. NEW DELHI 1 loo02 323 76 17
‘Eastern : l/l4 CIT Scheme VII M. V.I.P. Road, Maniktola, CALCUTTA 7GX54 337 86 62
1 Nor@rern: SC0 33~336, Sector 34-A, CHANDIGARH 160022 693843
Southern : C.I.TCampus, IV Cross Road, MADRAS 600113 23523 15
@%stern : Manakalaya, E9, Behind Marol Telephone Exchange, Arrdheri {East), 832 92 95
MUMBAI 409093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 38OrXl 5501348
$Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gang&i Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 482903 554021
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 403627
Kalaikathir Buildings, 670 Avinashi Road, CCIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121091 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZlABAD 201061 8-71 1996
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-&56C, L.N. Gupta Marg. Nampally Station Road, HYDERABAD 509001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302601 372925
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 6876
Seth Bhavan. 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 262305
TC. No. 14/1421, University PO. Palayam. THIRUVANANTHAPURAM 895034 6 21 17
hwpecfion Offices (With Sale Point):
Pushpanjali, 1st Floor, 205-A. West High Court Road, Shankar Nagar Square, 52 51 71
NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shllaji Nagar, PUNE 411005 323635
*Sales Office is at 5 Chowringhee Approach, PO. Princep Street, 27 10 85
CALCUTTA 706672
wales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 3096528
,. sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 2223971
BANGALORE 560002
‘1
Printeda t New India PrintingP ress, Khurfa.l ndfa
|
13026.pdf
|
IS 13026 : 1991
(Reaffirmed2001)
Edition 1.1
(1993-01)
Indian Standard
BITUMEN MASTIC FOR FLOORING FOR
INDUSTRIES HANDLING LPG AND
OTHER LIGHT HYDROCARBON
PRODUCTS — SPECIFICATION
(Incorporating Amendment No. 1)
UDC 692.533.12:662.767.013.5
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3Flooring, Wall Finishing and Roofing Sectional Committee, CED 5
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Flooring, Wall Finishing and Roofing Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard has been formulated with a view to laying down a new specification for bitumen
mastic flooring for areas where light hydrocarbon products are handled. In the petroleum
industry, bitumen mastic particularly of anti-static, electrically conducting grade is used
extensively for the flooring of LPG bottling plants and other such areas, to ensure that no sparks
are produced not only due to production of static electricity, but also due to impact of LPG
cylinders and other metallic objects with the flooring.
Bitumen suitably incorporated with certain materials can be made to acquire electrically
conductive and anti-static properties. One of the materials commonly used in bitumen mastics is
carbon black/graphite.
It is known that for anti-static purposes, the discharge path through a product should normally
have an upper limit of electrical resistance around 5 × 104 ohms to give adequate protection
against fire and dangerous electric shock, if the equipment becomes defective when operated at
voltages up to 250 V. Hence, the carbon black/graphite content in the bitumen mastic should be
adjusted to this level. In addition to this the requirement of impact, sparking resistance can be
stated to be achieved if the finished flooring, while being sufficiently hard as to leave minimum
local indentations on impact, should be resilient enough for these indentations to recover and
substantially heal up in the course of time, and also no spark is produced due to such impact.
These properties have to be achieved by adjusting the proportion of various ingradients in the
bitumen mastic.
This standard shall be read in conjunction with IS 8374:1977 Specification for bitumen mastic,
anti-static and electrically conducting grade, IS 1196:1978 Code of practice for laying bitumen
mastic flooring. To provide guidance for preparation of base, laying of bitumen mastic flooring
conforming to this standard, an Indian Standard IS 13974:1991 ‘Code of practice for laying of
bitumen mastic flooring for industries handling LPG and other light hydrocarbon products’ has
been formulated.
This edition 1.1 incorporates Amendment No. 1 (January 1993). Side bar indicates modification of
the text as the result of incorporation of the amendment.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 13026 : 1991
Indian Standard
BITUMEN MASTIC FOR FLOORING FOR
INDUSTRIES HANDLING LPG AND
OTHER LIGHT HYDROCARBON
PRODUCTS — SPECIFICATION
1 SCOPE maximum 75 percent. The combined grading of
aggregates shall be as specified in Table 2.
1.1This standard specifies requirements of
bitumen mastic flooring for industries handling Table2 GradingofAggregatesandFillers
LPG and other light hydrocarbon products.
Sieve Designation Percentage by
1.2This standard is also applicable for Mass
explosive and crackers manufacturing factories, Passing IS Retained on IS
ordinance factories, ammonia depots, etc. Sieve Sieve
90 microns — 45 to 55
1.3This standard is not applicable for less
212 microns 90 microns 10 to 30
volatile materials such as kerosene, diesel and
600 microns 212 microns 10 to 30
lubricating oil.
2.36 mm 600 microns 5 to 20
2 REFERENCES — 2.36 Nil
2.1The Indian Standards listed in Annex A are
5 COMPOSITION
necessary adjuncts to this standard.
5.1Bitumen mastic composition is made by
3 TERMINOLOGY adding suitable materials like carbon black/
3.1For the purpose of this standard, graphite of conducting type.
terminologies given in IS 334:1982 and that 5.1.1The bitumen content shall be between 13
given below shall apply. and 18 percent by mass of the total mastics.
3.2 Anti-Static 5.1.2Carbon black/graphite content shall be
Having a resistance in the range of 5 × 104 finer than 90 micron IS sieve with carbon
ohms to 2 × 106 ohms. content more than 60 percent by mass.
5.2 Preparation of Bitumen Mastic
4 MATERIALS
5.2.1The aggregates and fillers shall be heated
4.1 Bitumen
in a mastic cooker to a temperature of 120 to
Properties of bitumen conforming to IS 702 : 150°C and then the required quantity of
1988 shall be as specified in Table 1. bitumen heated to 170 to 180°C added to it.
These shall be mixed and cooked for about 3
Table 1 Physical Properties of Bitumen
hours until the homogeneous mass is obtained
(Clause 4.1)
taking care that the temperature does not
Sl Characteristics Require- Method of exceed 205°C at any time.
No. ment Test
6 PROPERTIES
(1) (2) (3) (4)
6.1The hardness number of bitumen mastic as
i) Softening point (ring 65 to 100°C IS 1205:1978
andball method) laid and tested as per method described in
Annex B shall be 4 to 12 at 35°C.
ii) Penetration at 27°C in 10 to 40 IS 1203:1978
1/100 cm 6.2The resistance of products after being
iii) Loss on heating, %Max 0.3 IS 1212:1978 manufactured according to 5.2 and when tested
iv) Solubility in CS 2, %Min 99 IS 1216:1978 in accordance with 7 shall have electrical resis-
v) Ductility at 27°C, Min 2 IS 1208:1978 tance between 5 × 104 ohms and 2 × 106 ohms.
7 TEST PROCEDURE FOR MEASURING
4.2 Aggregates and Fillers
ELECTRICAL RESISTANCE
Aggregates and fillers used in preparing
7.1 Preparation of Sample
bitumen mastic should be lime stone and other
carbon black/graphite materials. The lime In preparing sample for test, mastic as laid
stone should have calcium carbonate content of shall be filled directly from the mixer at the
1
IS 13026 : 1991
time of laying, into moulds which are not less 7.2.1After all traces of the powder have been
than 100 mm in diameter or 100 mm square cleaned away, the surfaces shall be wiped over
and float finished. with a pad moistened with distilled water and
rubbed dry with a clean cloth.
The sample, which shall be taken in duplicate,
7.3 Test Procedure
shall be moulded to a thickness of 25 mm.
Where it is necessary to perform test on Immediately after the preparation of the
samples taken out from the floor, special surface, liquid electrodes and metal contacts as
precautions should be taken to ensure that the described in Annex C shall be applied as given
base is level and the sample is of uniform in Annex D. It shall then be kept at a tempera-
thickness. The sample should not be remelted. ture of 27 ± 2°C at a relative humidity of less
than 70 percent, and the resistance test as
7.2 Preparation of the Surface specified in Annex D shall be carried out after a
period of not less than 15 minutes or more than
The surface to be used in test shall be cleaned two hours. As some materials are sensitive to
by rubbing with dry Fuller’s earth using a clear moisture, great care shall be taken to avoid
pad of cotton wool, care being taken to avoid breathing on the samples prior to and during
straining the material. the resistance test.
ANNEX A
(Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
334:1982 Glossary of terms relating to 1208:1978 Methods of testing tar and
bitumen and tar (second bituminous materials: Deter-
revision) mination of ductility (first
702:1988 Industrial bitumen (second revision)
revision) 1212:1978 Methods of testing tar and
1203:1978 Methods of testing tar and bituminous materials: Deter-
bituminous materials : Deter- mination of loss on heating
mination of penetration (first (first revision)
revision)
1216:1978 Methods of testing tar and
1205:1978 Methods of testing tar and bituminous materials: Deter-
bituminous materials: Deter- mination of solubility in carbon
mination of softening point disulphide or trichloroethylene
(first revision) (first revision)
ANNEX B
(Clause 6.1)
METHOD FOR DETERMINING HARDNESS NUMBER
B-1 DEFINITION OF HARDNESS NUMBER accurately. One convenient form of apparatus
is shown in Fig. 1.
B-1.1The hardness number is the figure
denoting the depth, in hundredths of a
B-3 METHOD
centimetre, to which a flat-ended indentation
pin in the form of a steel rod 6.35 mm in B-3.1In order to ensure that the test results
diameter will penetrate the mastic under a load are reproducible, particular attention is called
of 317 N, applied for 1 minute, the temperature to the points given in B-3.1.1 to B-3.1.5.
being maintained at 35° ± 0.5°C. This load is
B-3.1.1 Samples
equivalent to 10 N/mm2 and is conveniently
applied by means of a lever giving a suitable In preparing samples for test, the mastic as laid
mechanical advantage. shall be filled directly from the mixer at the
time of laying, into moulds which are not less
B-2 APPARATUS
than 100 mm in diameter or 100 mm square
B-2.1The apparatus employed should be and float finished. The samples, which shall be
capable of fulfilling the above requirements taken in duplicate, shall be moulded to a
2IS 13026 : 1991
FIG. 1 A TYPE OF APPARATUS FOR HARDNESS TESTING
thickness of 25 mm. Where it is necessary to with the surface. The pressure should not be
make a test on samples cut from the floor, greater than necessary to prevent lateral
special precautions should be taken to ensure movement of the specimen.
that the sample is of uniform thickness and
that the base is level. The samples should not B-3.1.4 Testing
be remelted. The requisite load shall then be applied for
B-3.1.2 Test Temperature exactly 1 minute and the depth of indentation
recorded in hundredths of a centimetre.
For the purpose of this standard, the sample
shall be cooled for not less than three hours in B-3.1.5 Test Results
air or not less than one hour in cold running
Test points shall be not less than 25 mm apart
water. It shall then be immersed in water at a
and not less than 25 mm from the edge. At least
temperature of 35 ± 0.5°C for at least one hour
five readings shall be taken and the results
immediately prior to testing and shall be main-
averaged. If any result differs from the mean by
tained at that temperature during the test.
more than two hardness determined, except
B-3.1.3 Adjustment of Pin
that if there are fewer than four results to be
Before the load is applied, the indentation pin averaged the sample shall be discarded and the
shall be adjusted lightly but firmly in contact test shall be made on another samples.
3IS 13026 : 1991
ANNEX C
(Clause 7.3)
LIQUID ELECTRODES AND CONTACTS AND TESTING INSTRUMENTS
C-1 LIQUID ELECTRODES C-1.1.4The surface of the product shall not be
deformed either during the application of the
C-1.1Liquid electrodes shall be formed on the
contacts or during the test.
surface by means of a conducting liquid.
C-1.1.1 This shall consist of: C-2 TESTING INSTRUMENTS
Anhydrous polyethylene glycol 800 parts C-2.1The test shall be carried out with an
of mol wt 600 insulation tester having a nominal open circuit
voltage of 500 V d.c. or, with any suitable
Water 200 parts
instrument known to give comparable results.
Soft soap 1 part
For values of resistance above 106 ohms, an
Potassium chloride 10 parts
instrument with a nominal open circuit voltage
C-1.1.2The electrode area shall be completely of 1000 V d.c. may be used.
wetted and remain so until the end of the test.
The instrument shall be sufficiently accurate to
C-1.1.3Clean metal contacts shall be applied to determine the resistance within 5 percent and
the wetted areas so that the contact area is shall not dissipate more than 3 W in the speci-
approximately of the same size as but not men. The voltage shall be applied for no longer
greater than the wetted area. The arrangement than is necessary to carry out the test in order
of the electrodes is shown in Fig. 2. to reduce the risk of overheating the test piece.
FIG. 2 TESTING OF ELECTRICAL RESISTANCE ON THE SURFACE
4IS 13026 : 1991
ANNEX D
(Clause 7.3)
TESTS FOR ELECTRICAL RESISTANCE FOR BITUMEN MASTIC FLOOR
D-1 PROCEDURE Apply the metal contacts to the wetted areas
and measure the resistance.
D-1.1The test is performed on one surface. D-1.2This test shall also be performed on the
Apply liquid electrodes to two areas, each sample to measure the electrical resistance
approximately 25 mm2, located on the same across the surface. The arrangement of the
surface to be tested and situated so that the dry electrodes to measure electric resistance across
distance between the facing edges is 50 ± 6 mm. the surface is shown in Fig. 3.
FIG. 3 TESTING (SAMPLE THICKER THAN 50 mm) FOR ELECTRICAL
RESISTANCE ACROSS THE SURFACE
5Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use of
the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 5 (4357).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 January 1993
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
9401_17.pdf
|
IS9401(Paft17):1999
vRdbm=m
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 17 HYDROMECHANICAL AND RELATED METAL WORKS
ICS 93.160
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFARMARG
NEW DELHI 110002
Febrtmy 1999 Price Group 2Measurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard ( Part 17 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Measurement of Works of River Valley Projects Sectional Committee had been approved by the River Valley
Division Council.
In measurement of works of river projects, a large diversity of methods exists at present according to local
practices. Lack of uniformity creates complications regarding measurements and payments. This standard is
being formulated in various parts, covering each type of work separately. Part 17 is intended to provide a
uniform basis for measuring the work done in respect of hydromechanical and iron works for river valley projects.
In reporting the result of measurement made in accordance with this standard, if the final value, observed or
calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules for rounding off numerical
value (revised)‘.IS 9401 (Part 17) : 1999
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 17 HYDROMECHANICAL AND RELATED METAL WORKS
1 SCOPE net in decimal system, as fixed in its place, as given
in 3.4.1 to 3.4.3.
This standard ( Part 17 ) covers the method of
measurement of hydromechanical and related 3.4.1 Linear dimensions including diameter shall be
metal works of river valley projects. measured to the nearest 0.00 1 m.
2 REFERENCE 3.4.2 Areas shall be worked out to nearest 0.001 m2.
The following standard contains provisions which 3.4.3 Weights shall be worked out to nearest 0.5 kg.
through reference in this text, constitutes provision
3.5 Description of Items
of this standard. At the time of publication, the edition
indicated was valid. All standards are subject to revision, The description of each item shall include conveyance
and parties to agreements based on this standard are and delivery, handling, loading, unloading, storing,
encouraged to investigate the possibility of applying rehandling, installation/erection testing and
the most recent edition of the standard indicated commissioning including all inputs for finishing to
below: required shape and size.
IS No. Title 3.6 Work to be Measured Separately
9401 (Part 2 ) : Method of measurement of works Wherever dewatering is resorted to it shall be measured
1982 in river valley projects (dams and in accordance with Part 2 of this standard.
appurtenant structures ) : Part 2
3.7 Mill Tolerance
Dewatering
Mill tolerances/rolling margins shall not be considered
3 GENEBAL
if the weight is determined by standard weight basis.
In case where details of actual weights are available
3.1 Hydromechanical works are not amenable to
the same should be adopted.
simple measurement techniques for the purpose of
payment. The bill of quantities is framed in such a way
4 BILL OF QUANTITIES
that measurement for the purpose of payment can be
done on the basis of completion of various stages of Items of work shall fully describe the materials and
work carried out in accordance with specifications and truly represent the work to be executed. For the purpose
approved drawings. As such the bill of quantities and of this standard the works shall be categorised into
detailed scope of work is generally brought out in terms the stages/activities given in 4.1. The stages are
of sets, or numbers, of equipment. applicable to all components of hydromechanical works
including first and second stage embedded parts, gate
3.2 Clubbing of Items structures, stoplogs, bulkhead gates, lifting beams and
trash racks, hoists and appurtenances, pcnstocks and
Items may be clubbed together provided that break-
pressure shaft liners, etc.
up of clubbed items is agreed to be on basis of detailed
description of items, stated in this standard. 4.1 Stages/Activities
3.3 Booking of Dimensions 4.1.1 Design, fabrication, manufacture, shop assembly,
painting and supply at designated locations.
In booking dimensions, order shall be consistent and
generally in sequence of length, width, and height or 4.1.2 Handling, site assembly, erection/installation,
depth or thickness. field painting, testing and commissioning.
3.4 Dimensions 5 MEASUREMENTS
Unless otherwise stated all work shall be measured 5.1 Various items of steel work for hydromechanicalIS 9401( Part 17) : 1999
equipment shall be classified and measured separately a) The weight of steel sheet, plate and strip shall
as given in 5.6 to 5.12.5. be taken from relevant Indian Standards on
standard weight basis for every millimeter of
5.2 The dimensional measurement at works and at
sheet thickness. For rolled sections like girders,
site is carried out during inspections to ensure
channels, angles, rounds, steel strips etc, weights
manufacturing and operational accuracy and
given in relevant Indian Standard shall be used.
completeness of items in accordance with the approved
drawings. The approved drawings shall incorporate b) Unless otherwise specified, weights of cleats,
Bill of Materials indicating various components brackets, stiffeners, distance pieces, separators,
with their description, size, quantity, material, diaphragms, gussets (taking overall rectangular
specifications, and theoretical weights in case of dimension), base plates, packing pieces shall
fabricated components. The bill of materials shall be added to the weight of respective items.
form the basis for ensuring completeness to enable
c) For forged steel/steel castings weight shall be
acceptance of sets of different items of works.
calculated on the basis of relevant Indian
5.3 Unless otherwise specified, an additional allowance Standards.
of 2.5 percent of the weight of the structure shall be
5.6.3 Hoists
made for shop and site rivet heads in riveted steel
structures.
Hoists comprising hoisting ropes and attachments,
rope drums, gears, shafts, couplings/bearings,
5.4 Unless otherwise specified, in the case of welded
pedestals, electric motor, worm reducers, electro-
steel structures 1.5 percent of the weight of structure
mechanical/thruster brakes, hand operation
shall be added to the weight.
arrangements, gate position indicators, dial and dial
5.5 The theoretical weight of components in the bill assembly, limit switches, cables, cable reeling drums,
of materials incorporated in the approved drawings control panels, remote control switches, and covers
shall be based on unit weight given in relevant Indian for drive unit and gear boxes, etc.
Standards. No deduction shall be made for holes of
area less than 0.01 m2. 5.6.4 Hoist Supporting Structures
5.6 The following items shall be measured as number Hoist bridge, columns, cross girders, platform
of sets supplied as per approved specifications and assembly, ladders, staircases including treads and
drawings. landings, hand rails, chequered plates/gratings and
fasteners.
5.6.1 Embedded Parts
5.6.5 Lifting Beam
a) First stage embedded parts consisting of anchor
bolts, corner angles, holding down bolts Includes engaging and disengaging hooks. lifting lugs,
including all fittings, etc. side guide shoes, links etc.
b) Second stage embedded parts comprising track 5.6.6 Under slung hoist/gantry cranes, EOT-Cranes,
assembly, seal seats and bases, sill beam, liners, trash rack cleaning machine, including gantry
bonnet and bonnet covers, side guides, trurmion girders, embedments, crane runway rails including
brackets, rest beam, anchor girders, dogging fasteners and fixtures.
devices, anchor bolts and holding down bolts
5.6.7 Hydraulic hoists, power packs and other electrical
etc.
equipment.
5.6.2 Gates, Bulkhead Gates and Stoplogs
5.6.8 Screw hoists ( manually/electrically operated )
Gates, bulkhead gates and stoplogs comprising gate and associated pedestal, stem, gearing, etc.
leaf/skin plate, horizontal girders, vertical girders/end
5.7 Trash racks, cast iron gates and frames shall be
vertical boxes, vertical stiffeners, arms, bracings, roller
measured by weight or sets.
assemblies, guide assemblies, seal assemblies, lifting
arrangements, flow breakers, shields, trunnion girders,
5.8 Cables and guy wires shall be described and
u-minion hubs, dogging devices, filling in valve, splice
measured in running metres stating the diameter.
plates etc.
5.9 The stanchions and columns shall be described
5.6.2.1 The theoretical weights of components in the
and measured in numbers specifying weight.
bill of materials incorporated in the approved drawings
shall be based on the details given below: 5.10 Grid flooring and grills shall be described by size
2IS 9401 (Part 17) : 1999
and measured in square metres on the basis of overall as laid in position shall be measured and weight
area, or by weight. calculated on the basis of measurement of each section.
5.11 Air vent pipes and bypass pipes shall be measured 5.12.3 For the bend, the length along each axis of the
in running metres. Poles shall be measured in running curve shall be measured and weights calculated
metres considering the diameter and type based on accordingly.
the relevant Indian Standards.
5.12.4 For stiffener rings, anchor and sealing rings,
the thickness, inner and outer diameter of the ring shall
5.12 Penstoeksff ressure Shaft Liners
be measured. The outer diameter of penstock/pressure
The measurement of this item shall be made either by shaft liner at a particular point shall be the inner diameter
weight or by sets ( length and numbers) as given of the rings and the outer diameter of rings shall be
in 5.12.1 to 5.12.5. equal to the inner diameter plus twice the height of
stiffener.
5.12.1 For liner measurement of length, the pipes
including welds shall be considered as continuous 5.12.5 The piezometer plugs and structural steel
pipcs. The weight shall be calculated on standard weight supports for penstocks shall not be measured separately.
basis. However, no deduction shall be made for the plug
holes, while calculating the weight of the penstock
5.12.2 For straight portions of liner, finished lengths liners.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian Standards Act, 1986 to promote harmonious
develapment of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 23 ( 12 1).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99, 337 85 61
CALCUTTA 700054 337 86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 1 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600 113 I 23502 16,2350442
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,832785X
MUMBAI 400093 8327891,X327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Pnnted at New India Prtntmg Press, Khurja, lndla
|
7112.pdf
|
,, ‘,,
ki
Is7112 :2002
mpl
Indian Standard
CRITERIA FOR DESIGN OF CROSS-SECTION FOR
UNLINED CANALS IN ALLUVIAL SOIL
(First Revision)
ICS 93160
t’
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 2002 Price Group 4Canals and Cross Drainage Works Sectional Committee, WRD 13
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Canals and Cross Drainage Works Sectional Committee had been approved by the Water Resources
Division Council.
Among the different types ofterrain through which acanalmay passthe most common one isthe alluvial tract.
The cross-section of the canal in alluvial soil, therefore, needs to be designed on considerations of stable and
regime flow.
This standard was first published in 1973 deriving assistance from the following publications:
India Central Board of Irrigation and Power. Statistical design formulae for alluvial canal system,
1967,
Lacey (G). Sediment asfactor inthe design ofunlined irrigation canals. General report on Q.20 Sixth
Congress on Irrigation and Drainage, New Delhi, 1966. international Commission on Irrigation and
Drainage,
This revision of the standard has been taken up to incorporate the latest technological changes in this field as
well as to account for the experiences gained during the lastthree decades.
There isno 1S0 standard on the subject. This standard has been prepared based on indigenous data and taking
into consideration the practices prevalent in the field in India.
The composition of the Committee responsible for the formulation of this standard isgiven in Annex E.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated expressing the result of a test or analysis, should be rounded off in accordance with
IS2:1960 ‘Rulesforrounding offnumerical values (revised)’. Thenumber ofsignificant places retained inthe
rounded off value should be the same asthat ofthe specified vaIue inthis standard.IS 7112:2002
Indian Standard
CRITERIA FOR DESIGN OF CROSS-SECTION FOR
UNLINED CANALS IN ALLUVIAL SOIL
(First Revision)
1 SCOPE 4 DESIGN
Thisstandard coverscriteria fordesignofcross-section 4.1 Having determined the canal capacity in various
of unlined canals in alluvial soil. reaches in accordance with IS 5968 the section
required tocarrythe design discharge shall beworked
2 REFERENCE out. A trapezoidal section is recommended for the
canal. From the longitudinal section of the ground
The following Indian Standard contains provisions
alongtheproposed alignment the average slope ofthe
which through reference in this text, constitute
ground shall be determined. This would be the
provisions ofthis standard. Atthetime ofpublication,
maximum average slope which can be provided on
the edition indicated was valid. All standards are
the canal (for design slope see 4.8)
subject to revision, and parties to agreements based
on this standard are encouraged to investigate the
4.2 Side Slopes
possibility of applying the most recent edition of the
standard indicated below: These shall depend on the local soil characteristics
and shall be designed to withstand the following
IS No. Title conditions during the operation of the canal:
1S5968:1987 Guide for planning and layout of a) The sudden draw-down condition for inner
canals system for irrigation @t slopes, and
revision)
b) The canal running full with banks saturated
3 DATA REQUIRED due to rainfall.
3.1 The following data shallbecollected fordesign of 4.2.1 Canal in filling will generally have side slopes
canal sections: of 1,5: 1,for canals in cutting the side slope should
-----“
bebetween 1:1 and 1.5:1 depending upon the type
a) Topographic map of area to a scale of
ofthe soil.
I : 10000 showing alignment of canal
communication lines(roads,railway, etc)and 4.3 Freeboard
other features. A contour interval of 2 m in
Freeboard in acanal isgoverned by consideration of
hilly areasand0.3minplains istobeadopted
the canal size and location, rain water inflow, water
inthe preparation of this map;
surface fluctuation caused by regulators, wind action,
b) Longitudinal section of the ground along
soil characteristics, hydraulic gradients, service road
the proposed alignment to a horizontal
requirements, and availability of excavated material.
scale of 1 : 10000 and vertical scale of
Aminimum freeboard of0.5 mfor discharge (Q) less
1:100, showing the upstream water level
than 10cumecs and 0.75 m for discharge (Q) greater
at point of offtake, bed slope, Lacey’s silt
than 10cumecs isrecommended. The freeboard shall
factor ‘J’orManning’s Rugosity coefficient
be measured from the full supply level to the level of
‘n’, side slope assumed, velocity and depth,
the top of bank.
the discharge for which the canal is to be
designed in various reaches, sub-soil NOTE — The height ofthedowel portion shall notbeusedfor
tkeboard purposes.
characteristics at every 5 km and also
wherever marked change is noticed, pre- 4.4 Bank Top Width
monsoon and post-monsoon ground water
The minimum values recommended for top width of
levels, position of crossings (roads,
the bank are asgiven inTable 1.
railways, drainage, etc) and position of
curves; 4.5 Radii of Curvature
c) Cross-section ofthe ground atevery km; and
The values ofradius ofcurvature ofthe canal shall be
d) Transmission losses.
determined according to IS 5968.
1IS 7112:2002
Tablel Minimum Values for provided so asto retain the minimum cover over the
Top Width of the Bank hydraulic grade line (see 4.4).
(Clause 4.4)
4.7Dowel
SI Discharge Minimum Bank Top Width
Dowel having top width of 0.5 m, height above road
No. (m’/s)- A
~nsr)ectlon Non-insr)ectioni levelof0.5mandsideslopes 1.5:1 shallbeprovided
Bank Btik ontheserviceroad sidebetween theroad andthecanal
(see Fig. 1).
(1) (2) (:) (T)
i) 0.15 to 7.5 5,0 1.5 4.8 Bed Width, Depth and Slope
ii) 7.5 to 10.0 5.0 2.5
iii) 10.0to 15.0 6.0 2.5
Theseshallbedesigned forthevariousreaches tocarry
iv) 15.0 to30.0 7.0 3.5
therequired discharges according tothebestprevalent
practice (see Notes).
NOTES
1Width between andoutside ofthese limits maybe usedwhen NOTES
jw.tilied byspecitic conditions.
1Anumber ofmethods t’ordesign ofunlined canals inalluvium
2 Fordistributary canalscarrying lessthan1,5cumecsandminor
areinvogue inthecountrybutalIofthemhavesomeIimitations.
canals, itisgenerallynoteconomical toconstruct aservice road
The useofsuchamethod which hasbeenapplied andproved to
ontopofbank asthis usually requires more materials than the give goodresultsundersimilar conditions isthebestsolution.
excavation provides. [nsuchcases,service roadmaybe provided
2 Fordesignofalluvial channels,Lacey’s regime equations have
on natural ground surface adjacent tothe bank, however, the
been in use for nearly four decades. The method of design
importance ofproviding adequate service roadswhere they are
according toLacey’s equation isgiven inAnnex A.
neededshould always bekept inview.
3Though theLacey’s equations havebeenincommon useinthe
3The banksshould invariably cover thehydraulic gradient. The
country, ithasbeen long realized that these equations are not
width ofthenon-inspection bank should bechecked toseethat
perfectandsufferfromcertainshorteomings.Themqiordiflicuky
cover forhydraulic gradient asgiven in4.10.1 isprovided.
experienced intheapplication ofLacey’s equations isthechoice
oftheappropriate value ofsiltfactor. Moreover, thedivergence
4.6 Berms
from dimensions given by Lacey’s equation inexisting stable
Berms along earthen canal are usually provided to canals hasbeenfound significant inmany cases. Inview ofthe
necessity forevolving formulae more accurate thanLacey”s but
reduce bank loadswhich maycausesloughing ofearth
without sacrificing thesimplicity ofregime equations, type-titted
intothe canal section andto lowerthe elevation ofthe
equations were evolved which aregiven inAnnex B.Within the
service road for easier maintenance. Berms are to be rangeofdatatested,theseequationsareanticipatedtogivechannel
provided in all cuttings when the depth of cutting is dimensions which would benearer toregime conditions. The
regime type-fitted equationsrecommended forapplication arenot
morethan 3m. Where acanal i’sconstructed inadeep
consideredthelastwordonthesubject. Itshouldbefully realized
through cut requiring waste banks, berms should be that further modifications in the equations are possible and
provided between the canal section cut and the waste necessary asandwhen more field observations ofstable siteson
bank. Various other factors may be involved in thecanalsystemsbecomeavailable. TIII theuseofthese equations
isrecommended sincethey areexpected toyield more accurate
determining whether berms should be used and care
resultsthanLacey’s andotherregime formulae.
should betaken that their use isjustified bytheresults
Lacey modified his equations so as to include sediment
obtained. However, the following practice is concentration (Xin partspermillion) andsizeanddensity ot’the
recommended: sediment asdetined byitsfall velocity (~, inm/s) asadditional
parameters affecting theregime dimensions ofastable channel.
a) When the full supply level is above ground These aregiven inAnnex C.
\
level but the bed isbelow ground level, that 4Another methodofdesignisbytractive forceapproachwhich is
is,the canal ispartly incutting and partly in given inAnnex D.
tilling berm may be kept at natural surface
4.9 Falls
level equal to 2 D in width (see Fig. 1A)
where D isthe full supply depth. Having decided onthedesirable canal slope andcanal
dimensions, the water surface and bed lines shall be
b) When the full supply level and the bed level
marked in the longitudinal section providing falls
are both above the ground level, that is,the
wherenecessary. Fallsmaybeprovided toseethatthe
canal is in filling; the berm may be kept at
canalrunspartly incutting andpartly infilling, which
the full supply level equal to 3 D in width
will minimize construction and operation costs and
(see Fig. lB).
also to enable flow irrigation to be provided over as
c) When the full supply level isbelow ground
large an area aspossible.
level, that is, the canal is completely in
cuttingthebermmay bekeptatthefullsupply
4.10 Hydraulic Grade Line
level equal to 2 D inwidth (see Fig. 1C).
When water runs against fill banks the lines of
4.6. I In embankments, adequate berms may be
saturation slant downwards from the water surface
2IS 7112:2002
~-BANK WIDTH
M~
---- ____ ____ ,..--,...’$..........
I
1A TYPICAL SECTION OF CANAL PARTLY IN
CUTTING & PARTLYIN FILLING
FREE BOARD
HYDRAULIC GRADE LINE
FSL
y?> ; ,.e~ ‘!’..6: MIN COVER . 0.3m
3D
+1~ ‘f’
1- B
lB TYPICAL SECTION OF CANAL WHOLLY IN FILLING
0.3m WIDTH
ROAD WIDTH
Agy
@[n.
/.
“/ .
LEAVE 3mWIDE GAP 1--c1+:
BETWEENTHE SPOIL ‘“J- Q;
@75 mCICFOR DRAINAGE .> .>
1CTYPICAL SECTION OF A CANAL WHOLLY IN CUTTING ..--’
FIG. 1 TYPICAL CROSS-SECTIONS OF UNLINED CANALS IN ALLUVIAL SOILS
through the embankment material. The gradient 4.10.1 The hydraulic grade line shall have acover of
depends mainly on the characteristics and relative 0.3 m. When counter berms are required for this
placement of the different types of material in the purpose, top level of the same shall be 0.3 m below
embankment. For embankments more than 5m high, fill supply level and the top width of the same shall
thetrue position ofthe saturation lineshallbeworked be2mforbranch canals and 1mfor distributories. In
out by laboratory tests and the stability of the slope case of canals in very high tilling a second counter
checked. However, the following empirical values for berm may be provided so as to cover the hydraulic
the hydraulic gradients (horizontal to vertical) may grade line.
be used for banks less than 5m high:
4.11 Catch Water Drainage
For silty soils 4:1
Effective system of catch water drainage shalI be
For silty sand 5:1
provided to prevent damage due to rain.
For sandy soils 6:1IS 7112:2002
ANNEX A
(Clause 4.8, Note 2)
LACEY’S METHOD FOR DESIGN OF UNLINED CANALS IN ALLUVIUM
A-1 DETAILS OF THE METHOD R = the hydraulic mean depth of an existing
stable canal, and
A-1.1 According to Lacey, a canal is said to have
attained regime condition when a balance between D~O= the average particle size of the boundary
material in mm.
silting and scouring and dynamic equilibrium in the
forces generating and maintaining the canal cross- Thus, incase,theconditions onacanaltobedesigned
section and gradient are obtained. If a canal runs are similar to those on an existing stable canal, the
indefinitely with constant discharge and sediment value off may be determined by use of formula (1)
charge rates, it will attain a definite stable section using the observed value of iiand R on the existing
having a definite slope. If a canal is designed with a stable canal. Alternatively, the value off may be
section too small for a given discharge and it’s slope determined by use of formula (2) after determining
iskept steeper than required, scour will occur till final the D~Osize of boundary material.
regime is obtained. On the other hand, if the section
Having determined thevalue of ‘f’thefollowing three
is too large for the discharge and the slope is flatter
relationships may be used for determining required
than required, silting will occur till true regime is
slope and canal dimensions:
obtained. [n practice true regime conditions do not
develop because of variations in discharge and 0.0003f~
sediment rates. s= Q% . . .(3)
A-1.2 On analysis of data from a large number of i
natural drainages and canals running for long, Lacey P =4.75@ .. .(4]
developed relations for determining regime slope and
Q%
channel dimensions. He postulated, firstly, that the R =0.47 — ...(5)
required slope and channel dimensions aredependent (Jf
on the characteristics of the boundary material which where
he quantified interms of the silt factor (j) defined as:
S = slope ofthe canal,
f=72.3972 ...(1) Q = discharge in m3/s,
P = wetted perimeter of the section in m, and
or R = hydraulic mean depth in m.
A-1.3Knowing thedesirable valuesofP, R, thecurves
f =1.76~D,0 . ..(2) given in Fig. 2 may be used for determining the
corresponding canal bed width (B) and depth (D) for
where
a canal having internal side slope of 1/2 : 1 (it is
F = the mean velocity of flow inm/s; assumed that the canal attains a slope of 1/2: 1after
running in regime).8m
2
1
..
No
FIG. 2 HYDRAULIC CHART OFRELATIONSHIP BETWEENB, D, R AND P FORA CHANNEL HAVING INSIDESLOPE % :1 0
N
.- i
k...”!1S7112:2002
ANNEX B
(Clause 4.8, Note 3)
REGIME TYPE FITTED EQUATIONS FOR DESIGN OF
UNLINED CANALS IN ALLUVIAL SOIL
B-1 The regime type fitted equations evolved on India are given in Table 2.
the basis of data collected from various States in
Table 2 Regime Type Fitted Equations
(Clause B-1)
S1No. Hydraulic All India Punjab U.P. Bengal
Parameter Canals Canals Canals Canals
0.000315 0.00025 I 0,00036 0,0001346
O S(Slope) @.105 , @YM , 01450
(Q) (Q)(’(’” 5
ii) P(Wetted 4.30 (Q)” 5231 7.00 (Q)[)@l9 3.98 (Q)0s020 5,52 (Q)OJl<~O
perimeter)
iii) R(Hydraulic 0.515 (Q)0340c 0.466 (Q)” 33R9 0,448 (Q)I1.3649 0.438 ((2)[’’454
mean depth)
NOTE — Intheabove equations average boundary condition istaken careofbyfitting ditTerentequations todataobtained from different
Statesandassuming similar average boundarv conditions inaState.
ANNEX C
(Clause 4.8, Note 3)
...-.-”
LACEY’S MODIFIED EQUATIONS FOR DESIGN OF UNLINED CANALS IN ALLUVIUM
C-1 DETAILS x= sediment concentration in ppm,
v~ = fall velocity of sediment inm/s,
C-1. 1While Retaining the Equation
E= mean depth of flow inm,
q= 0.207@ (c~f’ = 4.75 @) . ..(6) s= slope ofthe canal,
E= Lacey number
Lacey gave the following additional equations so as
to include the effect of sediment concentration and _ Meandepth –
=~, and
sizeand density ofthe sediment asdefined by it’sfall
–Hydraulic depth
velocity on the regime dimensions of astable canal.
K,, Kz, K3= constants
v —— @ x (x.q)~ . ..(7) C-1.2 Lacey didnotgiveany values forthe constants.
The values of the constants are to be determined on
#
— basis of observed data in various regions before the
E . .(8)
- ‘2 (x.vs)~ above equations can beused for design purposes.
NOTE — Onthebasisofobservations taken ondifferent canal
= K (X.Vs)XmZ
SIE (9) systems inUttar Pradeshthefollowing values fortheconstants
3 # . . . wereobtained:
K,=0.60, K2= 1.532, K,=35.56
where
Withthesevaluesoftheconstants,thecanalsectioncanbedesigned
~= discharge intensity in canal in m3/s/m byuseofequations 6to9.Itis,however, feltthatthesevalues of
width, theconstantsneedfurtherveriticatiou ondifferent canal systems
ofthecountry beforetheycanbegenerally adopted.
F= mean velocity of flow in canal inm/s,
6IS 7112:2002
ANNEX D
(Clause 4.8, Note 4)
TRACTIVE FORCE APPROACH FOR DESIGN OF UNLINED CANALS
D-1 DETAILS theManning’s formula given below:
D-1.1 The unit tractive force exerted on bed of a
(11)
running canal can be calculated from the formula:
Thus the area of cross-section required may be
~ = y.R.S. . . .(lo)
determined and knowing R and A the desirable canal
where bed width (B)or depth (D) maybe calculated.
T = unit tractive force in kg/m2,
Table 3 Values of Rugosity Coefficient (n) for
Y = the unit weight ofwater inkg/m3(usually Unlined Canals
1000 kg/m3), (Clause D-1 .2)
R = the hydraulic mean radius in m, and
s]
Type ofCanal Mml- Normal Maxi-
s = the canal slope. No. mum mum
The permissible tractive force may be defined asthe (1) (2) (3) (4) (5)
maximum tractive force that will not cause serious i) Earth, straight and unijorm:
a) Clean, recently completed 0.016 0.018 0.020
erosion of the material forming the canal bed on a
b) Clean, atter weathering 0.018 0.022 0.025
level surface. The permissible tractive force is a c) Gravel, uniform section, 0.022 0.025 0,030
function of average particle size (DJ of canal bed in clean
d) With short grass, few 0.022 0.027 0.033
case of canals in sandy soils and void ratio in case of
weeds
canals inclayey soilsandsediment concentration. The
ii) Earth, winding andsluggish:
values of permissible tractive force for straight canal No vegetation 0.023 0.025 0.030
have been given by some authors on the basis of b) Grass, someweeds 0.025 0,030 0.033
c) Dense weeds or aquatic 0.030 0.035 0.035
laboratory experiments but the same can better be
plants indeepchannels
determined by analysis of observed data on existing d) Earth bottom and rubble 0.030 0.035 0.040
canals. Once this isdone this would provide arational sides
e) Stony botiom and weedy 0.025 0.035 0.040
approach tothe design of secti,onofregime channels,
banks
The values of permissible tractive force for sinuous i] Cobble bottom and clean 0.030 0.040 0.050
sides
canals may be reduced by 10 percent for slightly
sinuous ones, by 25 percent for moderately sinuous iii) Dragline excavated or
dredged
ones and by40 percent for very sinuous ones. a) No vegetation 0.025 0.028 0,033
b) Light brushonbanks 0.035 0.050 0,060
D-1.2 Inthisapproach, firstthesedimentconcentration
iv) Channels not maintained
X ofthe canal flow and the D50sizeofbed material in (weeds and brush uncuo;
case of non-cohesive soils and void ratio of the bed a) Dense weeds, high as 0.050 0.080 0,120
flow depth
material in case of cohesive soils is determined and
b) Clean bottom, brush on 0.040 0,050 0.080
fromthesecorrespondingpermissibletractiveforceshall sides
beobtained byuseofobserved dataofexisting canals, c) Same, highest stage of 0.045 0.070 0.110
flow
Asuitablebedslopeisthenselectedeitherwithreference
d) Dense brush,high stage 0.080 0.100 0.140
to average ground slope along the canal alignment or
on the basis of experience and the value of R shall be NOTES
1Fornormal alluvial soils. itisusualinIndia toassume avalue
obtained from equation (10). Knowing the value of R ofn= 0.020 for bigger c~als (Q> 15cumecs) andn=0.0225
and assure ing a suitable value of n for the canal, forsmaller canals (Q< 15cumecs).
referring to Table 3 as a guide, the average desirable 2 A suitable value of nshould be adopted keeping in view the
velocityofflowinthecanalmaybe determinedbyusing local conditions andtheabove values asaguide.
71S7112:2002
ANNEX E
(Foreword)
COMMITTEE COMPOSITION
Canals and Cross Drainage Works Sectional Committee, WRD 13
Orgarrizatimr Representative
Sardar Sarovar Narmada Nigam Ltd, Gandhi Nagar, Gujarat SHRJG. L.JAVA(Chairman)
Bhakra Beas Management Board, Nangal Township, Punjab DIRECTO(RWR)
EXECUTIVEENGINEE(RAlternate)
Central Board of Irrigation& Power, New Delhi SHJUT. S.MURTHY
Central Water & Power Research Station, Pune SHRIMATVJ. K.APPIIKOTTAN
SHRIM. S.SHITOLE(Alternate)
Central Water Commission, New Deihi DIRECTOR[BCD N & W & NWS]
DIRECTOR(SSD &C)(A/ternale)
Consulting Engineering Services (India) Ltd, New Delhi SHRLS.P.SOBTI
DEPUTYPROIECTMANAGER(Alternate)
Continental Construction Ltd, New Delhi SHRJP.A. KAPUR
SHRLT. B. S. RAO(Akernate)
Indira Gandhi Nahar Board, Phalodi SHRJR.K.GUPTA
Irrigation Department, Government ofKarnatak< Bangalore CHJEFENGINEE(RDESIGNS)
Irrigation Department, Government ofMaharashtra, Nasik SUPERINTENDIENNGGJNEE(RGATES)
EXECUTIVEENGINEE(RCS1)(Alternate)
Irrigation Department, Government ofPunjab, Chandigarh Cmm ENGINEE(RLINSNG&PLANMNG)
DIRECTO(RAlternate)
Irrigation Department, Government ofRajasthrm, Jaipur DIRECTO(RD& R)
DIRECTOR(1& S)(Alternate)
Irrigation Department, Government ofUttar Pradesh, Lucknow CHJEFENGINEER
DIRECTO(RA/terrrate)
Irrigation Department, Government ofAndhra Pradesh, Hyderabad CHIEFENGINEER
SUPERINTENDIENNGGINEE(RAlternate)
Irrigation Department, Government ofHaryana, Chandigarh CHIEFENGINSER(PROJECTS)
DIIWCTO(RENGINEERING(A)lternate)
Narmada & Water Resources Department, Government ofGujarat, SUPERINTENDIENNGGINEE(RCDO)
Gandhi Nagar EXECUTIVEENGINEER(UNJTG)(Alternate)
Public Works Department, Government ofTamil Nadu, Chennai ENGJIWER-WCHJEF
Reliance Industries Ltd, New Delhi DRV. K.SAROOP
SHRJAWNESHDUBEY(Alternate)
Sardar Sarovar Narmada Nigam Ltd, Gandhi Nagar, Gujarat DIRECTO(RCANALS)
CHJEFENGINEER(CD/W) (A/fernate)
University ofRoorkee, Roorkee SHRJNAYANSJIARMA
Water and Land Management Institute, Lucknow PROFP,K.SINHA
Water Resources Department, Government ofOrissa, Bhubaneshwar CHIEFENGINEER(D& R)
BIS Directorate General SHJUS. S. SETHJ,Director & Head (WRD)
[Representing Director General (Ex-oflcio)]
Member Secretary
SHRSR. S.JUNEJA
Joint Director (WRD), BIS
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards arealso reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthelatestamendments oredition by referring tothe latest issueof
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. WRD 13(312).
(’
b
,:
Amendments Issued Since Publication
i
Amend No. DateofIssue TextAffected
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375,3239402 (Common to alloffices)
Regional Offices : Telephone
.-
Central :Manak Bhavan, 9 Bahadur Shah Zafar Mrtrg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14C.I.T. Scheme VII M,V.I.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern :C.I.T. Campus, IV Cross Road, CHENNAI 600113 2541216,2541442
{ 2542519,2541315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 { 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
Psinted atPrabhatOtfsetRess, New Delhi-2
.
|
4634.pdf
|
IS-4634: 1991
Indian Standard
BATCH-TYPE CONCRETE MIXERS -
METHOD OF TEST-PERFORMANCE
( First Revision )
UDC 666-97.031.3 : 620.16
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 199 1 Price Group 2Construction Plant and ~Machinery Sectional Committee, HMD 18
FOREWORD
This Indian Standard ( Pirst Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Construction Plant and Machinery Sectional Committee had been ~approved
by the Heavy Mechanical Engineer~ing Division Council.
The object of the concrete mixer is to thoroughly mix various constituents of concrete to a fairly
uniform proportion everywhere in the mix. Any test for the performance of concrete mixers has,
therefore, to be based on the determination of the uniformity of the concrete, particularly as
regards the even distribution of the constituents throughout the batch mixed by the mixer.
This standard lays down a method for assessing the performance of batch-type concrete mixers.
The recommended method of test is based on the results of the tests conducted by the Central
Building Research Institute, Roorkee under the aegis of the Construction Plant and Machinery
Sectional Committee of Bureau of Indian Standards. While devising this test, the considerable
amount of relevant work done in this respect in other countries has also been taken into
consideration.
The performance test as explained subsequently in this standard is required to be performed on a
particular type, model and capacity of concrete mixer and would serve as type test. Owing to the
large quantity of materials, considerable time and the type of apparatus involved in the test, it is
not considered suitable as a batch test or a routine site test.
This standard was first published in 1968. On the basis of experience gained in usage of the
standard during course of these years, a number of changes have been made in this revision; the
prominent among which are:
a) Volumetric measurement of dry aggregates for preparation of mix has been deleted,
b) Mixing time allowed for mixing the various constituent of concrete mix in the mixer
drum has been specified, and
c) Limits for the percentage variation of cement, fine and coarse aggregates have been
added.
In reporting the results of a test or analysis made in accordance with this standard, if the final
value,observed or calculated, is to be rounded ofl, it shall be done in accordance with IS 2 : 1960
<Rules for rounding off numerical~values ( revised )‘.IS 4634 : 1991
Indian Standard
BATCH-TYPE CONCRETE MIXERS-
METHOD OF TEST-PERFORMANCE
( First Revision )
1 SCOPE ag regate shall comply with the limits given in
Ta gbl e 2 of IS 383 : 1970 for graded aggregate
1.1 This standard covers the method of test of 20 mm to 4.75 mm size. The proportion
for assessing the performance of batch type passing 150 micron IS Sieve, tested in
concrete mixers sizes conforming to accordance with IS 2386 ( Part 1 ) : 1963 shall
IS 1791 : 1985. not exceed 3 percent by weight of the coarse
aggregate.
2 REFERENCES
3.1.3.1 The flakiness index, determined by the
2.1 The Indian Standards listed in Annex A are
method described in IS 2386 ( Part 1 ) : 1963
necessary adjuncts to-this standard.
shall not exceed 35 for 20 mm to 16 mm, 16 mm
to 12.5 mm, 12.5 mm to 10 mm and 10 mm to
3 CONCRETE MIXES AND MATERIALS
6.3 mm fractions of aggregate.
3.1 For the purpose of conducting performance
test to ensure reproducability and comparison 3.1.4 Fine Aggregate
of test results, the concrete mixes and materials
The fine aggregate shall be siliceous sand
used for the test should he as recommended
complying with IS 383 : 1970.
in 3.1.1 to 3.1.4. Use of highly absorptive or
porous aggregate should be avoided as this
3.1.4.1 Grading
would lead to inconsistence test values.
The grading of the fine aggregate shall comply
3.1.1 Mix with either Zone II or Zone III of IS 383 : 1970
and in addition the proportion passing 75
The proportions of cement, coarse and fine
micron IS Sieve shall not exceed 3 percent by
aggregate and water shall be as indicated below
weight.
and no admixture shall be used. In
proportioning the materials for the mix, the
4 APPARATUS
aggregate shall be dry. All the-materials to be
mixed should be weighed and the weighing 4.1 The apparatus for analysing the constituent
equipment used shall be accurate to within one of concrete shall conform to the requirements
half percent of their capacity. of IS 1199 : 1959 in respect of test for analysis
of freshly mixed concrete by unit weight
Cement/aggregate ratio by weight l-6
method.
Water/cement ratio by weight O-5
4.2 The measurement of time for recording the
Maximum size of the aggregate 20 mm
mixing time allowed for the concrete mix in the
Normal percentage by weight of 35 mixing drum should be carried out with the
combined aggregate passing help of a stop watch.
4.75 mm IS Sieve
[ see IS 460 ( Part 1 ) : 1985 and IS 460 5 PRINCIPLES AND PROCEDURE
( Part 2 ) : 1985 ] 5.1 The mixer performance test is used to
check the ability of a mixer to mix concrete
3.1.2 The cement used for mix shall conform to
that will be within the prescribed limits of
IS 269 : 1989, IS 1489 : 1991, IS 8112 : 1989 or
uniformity. The uniformity of fresh concrete is
IS 455 : 1989.
evaluated by finding:
3.1.3 Coarse Aggregate
a) the percentage variation between the
Coarse aggregate shall generally conform to the quantity of cement, fine aggregate
IS 383 : 1970. The grading of the coarse and coarse aggregate ( as found by
1IS 4634 : 1991 ,
weighing in water ) in two individual 5.2.6 After the priming batch has been
halves of a batch and the average of the discarded each of the following three batches
two halves of the batch, and shall Abe sampled in the manner indicated below.
The concrete batch shall be discharged in such
b) the percentage variation between the.
a manner that the batch of concrete forms a
quantities of cement, fine aggregates and
window or strip, one end of which consists of
coarse aggregates ( as found by weighing
the first material to leave the mixer and the
in water ) in an individual batch and the
other end the last materials to leave. This may
average of the three batches.
be accomplished by:
a) moving the mixer bodily during discharge,
5.2 PROCEDURE
or
5.2.1 Using the appropriate mix ( see 3.1 ). four
b) by means of a swivelling chute discharg-
batches of concrete ( one priming batch and
ing the batch in the form of an arc, or
three test batches ) shall be prepared. The
total weight of concrete in each batch shall be c) by drawing a piatfrom, through, or a
the nominal batch capacity of the mixer long-wheel-base trolley past the discharge
multiplied by the weight per cubic metre of chute or by any other appropriate means.
freshly mixed concrete for the mix. The weight
per cubic metre ~of the concrete mix prepared When.the batch has been discharged it shall be
according to 3.1.1 shall be determined in divided into two approximately equal parts
accordance with the appropriate requirements leaving the transient portion that is the
of IS 1199 : 1959, using a batch of concrete mix concrete which comes out of the mixer :just in
of suitable size prepared by mixing in a similar the beginning and at the fag end of the
type of concrete mixer. discharge. From each of these two halves two
independent representative samples shall Abe
5.2.2 The mixer shall be set on a ground level. taken by means of the scoop in an appropriate
All arrangements shall be made to see that number of increments. Total number of
there is no movement and uplifting of mixer samples thus collected for the three batches
while the charging, discharging and mixing of shall be 12, each weighing approximately 4 kg.
material is being done.
5.2.3 The first batch of concrete shall be 6 TESTING OF SAMPLES
regarded as the priming batch and shall be
prepared one after another for the purpose of 6.1 Each of the twelve samples collected shall
sampling and testing. be weighed in water and washed on 4.75 mm
and 150 micron IS Sieves ( see IS 460 : 1985 for
5.2.4 The mixer drum shall not be washed or sieve designations ). Coarse aggregates and the
cleaned in any way after discharging the fine aggregates retained on the above sieves
priming batch or between the three consecutive shall be weighed in water.
test batches. In case there is an interruption in
completing the work of taking four batches as 6.2 Weighing of t-he ingredients in water shall
per 5.2.3 and the time of interruption is more be carried out in accordance with the procedure
than 15 minutes, the mixer drum in that case given under analysis of fresh concrete in
should be thoroughly cleaned and an additional IS 1199 : 1959.
priming batch should be taken. This should be
followed by taking of remaining test batches. 6.3 For each of the three ingredients ( coarse
aggregates, fine aggregates and cement ), the ,
5.2.5 Time interval between the discharging of average of~the two representative samples from
one batch and the beginning of the mixing of the each half shall be obtained.
the following batch shall be such that the
stuck up material in the drum is not set. This
7 ASSESSMENT OF PERFORMANCE
is generally 15 minutes.
7.1 The performance of the mixer shall be
5.2.5.1 The actual mixing time allowed for
assessed on the basis of uniformity of cement,
mixing of various constituent of concrete mix in
the mixer ~drum should -be between 4 to 5 fine aggregate and coarse aggregate in the
concrete mixed by the mixer, that is, by finding
minutes. The mixing time is measured from the
the percentage variation of the three ingredients
instant the dry materials first enters the mixer
drum to the commencement of the discharge. as in 7.2.
2IS 4634 : 1991
7.2 Calcdations 7.3 Performance Criteria
7.2.1 The percentage variation in the coarse The percentage variation of cement, fine and
aggregate shall be calculated as follows: coarse aggregates, as calculated above shall not
be more than the following limits:
Let A,, A, represent quantities of coarse
aggregate found by weighing in water and Cement 8 percent
expressed as percentage of the total weight
of the sample in water, in two samples of Fine aggregate 6 percent
first half of one batch, and A,, A, represent Coarse aggregate ~8- percent
the similar quantities in two samples of
second half of the same batch:
8 REPORT
A, + A,
~ = A5, the average of two
2
8.1 The report shall include the following
samples of first half
minimum details:
A, + A* = A,,
the average of two a) Name of the manufacturer,
2
samples of second half b) Type of mixer and manufacturer’s
designation,
A, + Ad
= A,, the average of both the cl Nominal batch capacity,
2
d) Method of loading used in the test,
halves ( average for one batch )
e) Mixing time and drum speed in rev/min
percentage variation from the average
used in the test,
of two halves for one batch
f) Details of the materials used in the test
=_ A 7- A5 x 100 including grading of the aggregates,
A, g) Method of sampling, and
7.2.2 The percentage variation for fine h) Percentagevariati on of coarse aggregates,
aggregates and cement shall be calculated fine aggregate and cement as described
similarly. in 7.2.1.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
IS 269 : 1989 Specification for 33 grade IS 1199 : 1959 Method of sampling and
ordinary Portland cement analysis of concrete
( fourthVrevi&n )
IS 1489 : 1991 Specification for portland
IS 383 : 1970 Specification for coarse and pozzolana cement ( second
fine aggregates from natural
revision )
sources for concrete ( second
revision ) IS 1791 : 1985 Specification for distributors
for hot tar and bitumen ( first
IS 455 : 1989 Specification for portland slag
revision )
cement (fourth revision )
IS 460 Specification for test sieves : IS 2386 Method of test for aggregates
( Part 1) : 1985 Part 1 Wire cloth test sieves ( Part 1) : 1963 for concrete : Part 1 Particle
size and shape
( third revision )
IS 460 Specification for test sieves: IS 8112 : 1989 Specification for 43 grade
( Part 2 ) : 1985 Part 2 Perforated plate test ordinary portland cement ( jirst
sieves ( third revision ) revision )Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau qf Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.Boreau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the D~irector
Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. HMD 18 ( 4320 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak~Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones ; 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI 110002 331 13 75
I
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
|
1597_1.pdf
|
Indian Standard
CONSTRUCTIONOFSTONEMASONRY-
CODEOFPRACTICE
PART 1 RUBBLE STONE MASONRY
First Revision)
(
First Reprint MARCH 1996
UDC 693.152: 006.76
8 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
August1 992
Price Group 6Building Construction Practices Sectional Committee, CED 13
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Building Construction Practices Sectional Committee had been approved by the
Civil Engineering Division Council.
Use of stone masonry work is known and practised froth the earlier days and natural stone is exten-
sively available in many parts of this country. The types of stone masonry~construction followed
depends on local factors like physical characteristics of the stone, climatic conditions, workmanship,
etc. Certain broad principles in laying, bonding, breaking of joints and finish should be complied with
in order that the masonry develops adequate strength and presents a neat appearance.
This standard ( Part 1 ) covers rubble masonry which is commonly used in stone work in most cases.
Part 2 of the standard covers ashlar masonry.
This standard was first published in 1967. The present revision has been taken up to incorporate the
improvements found necessary in light of the usage of this standard and the suggestions made by vari-
ous bodies implementing it.
In the preparation of this standard several construction agencies in this country having wide
experience in stone work have been consulted. Due weightage has been given to international co-ordi-
nation among the standards and practices prevailing indifferent countries.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised)‘. The number of
significant places retained in the rounded off value should be the same as that of the specified value in
this standard.IS 1597 ( Part 1 ) : 1992
Indian Standard
CONSTRUCTIONOFSTONEMASONRY-
CODEOFPRACTICE
PART 1 RUBBLE STONE MASONRY
(First Revision )
1 SCOPE 3.6 Natural Stoae
This includes the various types of stones used in
1.1 This standard ( Part 1 ) covers the design
building as given in IS 1805 : 1973.
and construction of rubble stone masonry.
3.7 Corbel
1.2 This standard covers only construction
practices generally met with in India. Stone bonded well into the wall with part of it
projecting out of the face of wall to form a
1.3 This standard does not cover:
bearing surface.
a) stone facing and veneering work,
3.8 Cornice
b) stone lintels,
A horizontal moulded projection which crowns
c) stone stair case, and
or finishes either a wall, any horizontal division
d) masonary for dams and other massive of wall, or any architectural feature ( see
masonary work. Fig. 3 ).
2 REFERENCES 3.9 Courses
The Indian Standards listed in Annex A are A layer of stones in a wall including the bed
necessary adjuncts to this standard, mortar.
3 TERMINOLOGY 3.10 Cramp
3.0 For the purpose of this standard, the A small piece of metal or the hardest or tough-
following definitions and the terms pertaining to est stone procurable, sunk in mortices and fixed
dressing of stones and tools for masonry work, across joints as additional ties. The ends of
as given in 1‘S 1805 : 1973 shall apply. metal cramps are bent at right angles and stone
cramps are dovetailed ( see Fig. 1A ) .
3.1 Ashlar
Stone masonry using dressed square stone 3.11 Damp-Proof Course
blocks to given dimension and laid in courses.
An impervious layer which prevents movement
of moisture.
3.2 Arris L
A sharp edge formed by two planes ( see 3.12 Dowels
Fig. 8 ).
Dowels.are small sections of metal, stone or
3.3 Bed Joint pebbles bedded with mortar in corresponding
mortice in bed or side joints or adjacent stones
The joint where one stone presses on another,
for example, a horizontal joint in a wall or a ( see Fig. lB ).
radiating joint between the voussoirs of an arch
3.13 Effloresceuce
(see Fig. 8 ).
A powdery encrustment of salt left by evapora-
3.4 Bond tion. This may be visible on the surface or may
An interlocking arrangement of structural units be be1ow surface*
in a wall to ensure stability.
3.14 Flashiug
3.5 Bond Stone ( Through Stone )
A sheet of impervious material fixed to a struc-
Selected long stones used to hold a wall ture so as’to cover an intersection or joint
together transversahy ( see Fig. 4 ). where water will otherwise leak through.
1IS 1597 ( Part 1 ) P 1992
3.15 Apron Flashing 3.18 Heading
One piece combined cover and apron used to The infdling which forms the core of a rubble
obtain a waterproof joint ( see Fig. 2A ). wall ( see Fig. 4 ).
3.19 Jamb
3.16 Cover Flashing
The part of the wall at the side of an opening.
A flashing dressed down as a cover only over a
separate upstand ( see Fig. 2B )- 3.20 Joggle
3.17 Hammer Dressing A key between the stones by providing groove
in one stone to take a corresponding concealed
lXX~~eurfacing to a stone by means of a spa11 projection in the edges on the other stone ( see
. Fig. 1A ).
+OPING
JOGGLE
JOINT
LJOGGLE
CORNICE
1A Joggle Joint 16 Dowel Joint
FIG. 1 JOGGLES, CRAMPS ANDDOWELS
2A Apron Flashing 28 Cover Flashing
FIG. 2 FLASHINGSIS 1597 ( Part 1 ) : 1992
3.21 Natural Bed 3.26 Quion
The plane of stratification that occurs in sedi- A quion is the external angle of a wall or build-
mentary rocks. ing. The term is also applied to a stone specially
selected and neatly dressed for forming such
3.22 Parapet angle.
A solid or pierced guard wall for flat terrace or 3.27 Random
a balcony ( or a bridge ) or a curb wall at the
lower part of a pitched roof, which is exposed Of irregular sizes and shapes.
to atmosphere on face, back and top (see
3.28 Reveal
Fig. 3 )
The part of the jamb between the frame and
the arris.
J COPING
3.29 Rubble Walling
/-PARAPET
Walling built of stones either irregular in shape
CORNICE as quarried of squared and only hammer dressed
and having comparatively thick joints. Stones,
for rubble walling are, as far as possible,
angular.
STRING COURSE
3.30 Scaffold
A temporary erection of timber or steel framing
with boarded platform at levels suitable for
building, well in stages.
3.31 Sleeper Walls
Low walls erected at intervals between the main
walls to provide intermediate supports at the
lowest floor.
3.32 Storey Rod
WINDOW SILL
A batten of exact height on which vertical
dimensions are marked. It can also be used as a
gauge-rod.
3.33 String Course
A horizontal band, plain or moulded, usually
projecting slightly from the face of a wall ( see
Fig. 3 ).
3.34 Template or Bed Block
A block of stone or concrete bedded on a wait
to distribu the pressure from a concentrated
load.
FFIG. 3 SECT~~N;~~;;;;R WITH BRICK
4 NECESSARY INFORMATION
3.23 Pointing For e5cient planning, design and execution
of the work detailed information with regard to
Pointing is a finish applied to the face of mortar the following shall be ~furnished to those respon-
joints in walling. sible for the work:
3.24 Plum Stone ( Pin-Header )
a) Layout plan showing the orientation of
Selected long stones embedded vertically in the the structure; i’
interior -of masonry wall to form a bond between b) Dimensioned details of the‘structures with
successive courses. details of sections ( to a suitably large
scale, that is, l/20 or 1 mm - 20 mm )
3.25 Quarry Sap
and levels of foundations, finished ground
Quarry sap is the moisture contained in newly levels, clear floor to floor heights of rooms,
quarried stone. sizes or openings; etc,
3IS 1597 ( Part 1) : 1992
c) Type of stone and classes of masonry, 5.1.2.2 Durability
types of bond and final finish for the
The stone shall be free from defects like cavi-
masomy; the mixes of mortar to be used,
ties, cracks, flaws, sandholes veins, patches of
etc; details of architectural features,
soft or loose materials, etc. The percentage of
mouldings and other special work; and
water absorption ( see IS 1124 : 1974 for the
d) Location and other details of openings, method of test ) shall generally not exceed
chases, embedments of service lines, such 5 percent. Generally the stone should not con-
as for water supply, drainage and electri- tain crypt0 crystalline silica or chert, miea or
cal installations and location and details any other deleterious material like iron oxide,
of hearths, flues and chimneys. organic impurities etc.
NOTES
5 MATERIALS 1 The selection of stones for durability is generally
based on experience. An examination of structures,
5.1 Stone at least half a century old, where the partiruhtr iype
of stone is used, will indicate the durability of the
5.1.1 Types stone. If :ool marks are visib!r, and the edges and
corners arc still sharp and true ;ino the surface is
The common types of natural buildingtstones hard and shows no signs of deterioration, the stone is
which are generally used are, granite and other durable.
igneous rocks, lime stone ( including marble ), 2 Stone from quarries having stratification at regu-
sandstone, etc. For the properties of these types lar intervals will be of uniform quality generally.
Where there are variations in rtratification, the stone
of stones reference may be made to IS 1123 :
shall be examined petrographically in accordance
1975. with IS 1123 : 1975.
5.1.2 Quality 5.1.2.3 Size ofs tone
All stones used for building purposes shall be Normally stones used in rubble masonry should
strong, hard and durable as indicated in 5.1.2.1 be small enough to be lifted and placed by hand.
and 5.1.2.2. The length of the stone shall not exceed three
times the height and the breadth on base shall
5.1.2.1, Strength not be greater than three-fourth of the thick-
ness of wall nor less than 150 mm. The height
The strength of building stones should be ade- of stone for rubble maso:?:y may be up to
quate to carry the loads imposed. For ashlar 300 mm.
and coursed rubble masonry, the strength shall
be as worked in accordance with IS 1905 : 1987, NOTE - The selection and grading of stones for
rubble masonry is largely done at site and the smaller
taking into account, the appropriate crushing
stones are used in the hearting of the wall. Large-
strength of stone as given in Table 1, and also scale supply will be facilitated if, as far as possible.
the type of mortar used. For random rubble preferred standard sizes for building stone ::r: ur~d
masonry, the strength value shall be specified on as covered ili IS 1 I27 : 1970.
the basis of local experience. 5.2 Mortar
Mortar to be used for stone masonr;: shall
Table 1 Crushing Strength of Stones
consist of mixes of cement and fine-aggregate;
cement, lime and fine-aggregate; lime and fine
Type of Stones Minimum Crushing aggregate of limestone pozzolana and fine
I% Strength
P----- -------_-, aggregate. Suitable proportions and the cousi-
( in N/mm’ ) (‘in kg/cd ) derations etIecting the choice of mortar are
( see Note ) described in IS 2250 : 1981.
(~)I (2) (3) (4) 5.2.1 Cemrrrt
i) Granite 100 1000 Cement to be used for stone masonry mortar
ii) Basalt 40 400 shall be ordinary Portland cement conforming
to IS 269 : 19S9 or blastfurnace slag cement
iii) Limestone ( except 20 2CO conforming to IS 455 : 1989 or Portland-pozzo-
very soft stone )
lana cement conforming to IS 1489 : lG76 or
iv) Sandstone 30 300 masonry cement conforming to IS 3466 : l988.
v) Marble 50 500 5.2.2 Lime
vi) Laterite 3 30 Lime to-be used for masonry mortar shall con-
form to the requirements of IS 712 : 1984. Emi-
NOTE -The sources of information are: for(i)
IS 3316 : 1974, for (ii) Bombay PWD handbook: nently hydraulic and semi-hydraulic lime
for (iii), (iv) and* (v) DIN 1053 : 1952 ‘Wall corresponding to Class A and B types of IS 712 :
masonry and design execution’: and for 1984 are as such suitable for use in masonry
(vi) IS 3620 : 1979.
mortars, whereas fat limes corresponding to
4IS1597(Partl):1992
Class C will require mixing of SURKHZ or other white restricting cutting of the stones to
pozzolana. This may be used in the form of the removal of inconvenient corners with
either hydrated lime or lime putty. Quick lime a scabbling or spalling hammer.
shall never be used for structural purposes.
b) Brought to courses ( see Fig. 5 ) - This
5.3.2 Pozzolana walling is similar to uncoursed random
rubble except that the work is roughly
SURKHZ shall conform to IS 1344 : 1981 and
levelled up to courses at intervals varying
other pozzolanic materials, such as cinder and
from 300 mm to 900 mm in height
fly ash shall conform to the relevant Indian
according to the locality and the type of
Standards.
stone used. The coirses heights usually
5.2.3.1 Lime-pozzolana mixture if procured correspond with the heights of the quoin
ready-made shall conform to IS 4098 : 1983. and jamb stones.
5.2.4 Fine aggregate ( sand ) to be used for Table 2 Recommended Use of Common Types
masonry~mortar shall conform to IS 2116 : 1980. of Stones
For lime stone, it is customary and desirable to
use the crushed stone as aggregate. ( Clause 6 )
5.2.5 Water
It:. Specific Use Type of Stone
Water to be used for masonry mortar shall be Recommended
clean and free from injurious amount of dele- (1) (2) (3)
terious materials and shall conform to IS 456 :
i) Masonry work submerged *Dense stones like
1978. in water granite and gneisses
5.3 Metal Fittings ii) Masonry work exposed to *Granite, quart&e
smoke and chemical
Metal fittings shall be non-corrodible. Galvaniz- fumes
ing or coating with bitumen affords only a
iii) For fine resistant maso- Sandstone
temporary protection against corrosion or iron
nry
and steel. Such treatments might cause staining
in a sensitive stone. No iron~cramps and similar iv) For carved or ornamental Soft stone like marble,
works, arches, etc sandstone, etc
fittings shall be embedded or partially embedded
on stone work. v) For mason:y below pliqth Dense stone like *gra-
;;;rse or in contact with nite, gneisses
5.4 Materials for Damp-Proof Courses
*For the recommended use of granite stones,
Materials for damp-proof courses shall be the IS 3316 : 1974 mriy be referred to.
same as in 5.3 of IS 2212 : 1991.
5.5 Materials for Flashing and Weathering 7.1.2 Squared Rubble
a) &coursed ( see Fig. 6 ) - In this type,
Materials for flashing and weathering shall be
the stone are rougbly squared as risers OI
the same as in 5.4 of IS 2212 : 1991.
jumpers and stretchers with varying
6 SELECTION OF STONE heights; and are laid uncoursed.
b) Brought to courses ( see Fig. 7 ) - The
In selecting a stone the situation in which it is
stones are similar to those used for un-
to -be used has to be considered. The recommen-
coursed rubble but the work is levelled up
ded use of common types of stones for various
to courses of varying depth from 300 mm
situations has been shown in Table 2.
to 900 mm according to the locality and
7 DESiGN CONSIDERATIOK the type of stone used.
7.1 Types c) Coursed ($rst and second sort ) ( see
Fig. 8 ) - Coursed walling is built in
The types of rubble walling may be divided as courses which may vary in height from
given in 7.1.1 to 7.1.4. 100 mm to 300 mm but the stones in any
one course are roughly squared to the.
7.1.1 Rarldom Rubble
same height. The faces of the stones may
a) Uncoursed ( see Fig. 4 ) -- This type of be pitched to give a rockface appearance
masonry is constructed of stones as they or ma’y be dressed smooth. A variant of
come from the quarry. The mason or this fype of walling may be formed by
wailer selects blocks of all shapes and the mtroduction of pinnings, that is,.
sizes, more or less at random, and places smaller stones in the same courses, at
them in a position to obtain a good bond, intervals, producing a chequered effect.
5IS1597( Part 1):1992
THROUGH
STONE
t--x
’ SECTIONX X
Fro.4 RANDOM RUBBLE UNCOURSED MASONRY
CtX
l--X SECTIONX X
FICL 5 RANDOM RUBBLE MASONRY BROUGHT TO COURSES
SECTION XX
FIG. 6 SQUARBD RUEBLE UNCOURSED MASONRY
SEdTlON XX
FIG. 7 SQUAREDR UBBLE MASONRY BROUGHTT O COURSES
6Is1597(Part 1): 1992
/
COPW
JRSE
I ARRIS r=JND
STONE
OlJlON
l-
X SECTION XX
FIG. 8 SQUAREDR UBBLE COURSEDM ASONRY
7.1.3 Polygonal Rubble Warring ( see Fig. 9 ) the masonry unit and normally this will occur
only during the long spells of exceptionally wet
Stone with no pronounced stratification is
weather. Cracks in the masonry provide seepage
roughly hammer-pitched into irregular polygo-
paths for running penetration. Where the
nil shapes, and bedded to show the face-joints
stone is subject to attack by atmosphere, the
running irregularly in aL1 directions.
penetrating moisture carries soluble sulphuric
fumes and deposits them at the inner face of
the wall, where they may cause disfiguration or
decay.
Table 3 Suitability of Rubble Walls for
Yarioas Exposure Conditions
( Clause 7.2)
Coortr-uction _Exposure Conditions
c’----- -.-_A.T----_7
Sheltered Moderate Severe
Solid R N N
Solid, rendered R R N
externally
NOTE - R denotes recommended and N denotes not
recommended.
FIG. 9 POLYGONAL RUBBLE WALLING
7.4 Types of Mortar
7.2 Weatber_Protectioa The choice of mortar shall essentitilly be based
on local experience and practice for use with
An external rendering would contribute substan-
the stone selected and the chmatic conditions
tially to the weather resistance of solid wall.
prevailing. The mortar shall also be duly work-
Depending upon local conditions, the wall may
able, stand up well on the towel and spread out
be of solid construction with or without exterior/
easily. shall stiffen up quickly as the rubble is
interior protection. The practice that is found
laid, shall adhere strongly to the wall unit and
to be satisfactory for the local environments
shall develop sticient compressive strength on
shall be adopted. However, as a general guidance
the masonry work. For details of mortar to be
the recommendations givenin Table 3 may be
used in masonry work, reference may be made
followed.
to IS 2250 : 1981.
NOTE - Table 3 gives the suitability or otherwise of
various types of some wall construction not less than 7.5 Architectural Features
400 mm thick for the different conditions ofexposure
( for explanation of the terms, sheltered, moderate, 7.5.1 All-projecting architectural features, such
severe, see Table 3 of IS 2212 : 1991 1. as plinth projectionb, string courses, or cornices
7.3 Rain Protection shall be effectively bonded by tailing into the
stone work to ensure stability. Such architec-
Protection against rain penetration would tural features shall be set straight and true into
depend upon the rate of absorption of water by the finished joints as far as possible.
stone or by the mortar and also the extent of
cracks present in the masonry. Penetration 7.5.2 When such features are not to be plaster-
through body of the masonry is possible only ed over, they shall be built with stone which
-when the water absorbed at the external face is have high durability and resistance to moisture
sufficient to fill certain portion of the pores in penetration. Stones specially made to required
7IS 1597 ( Part 1 j : 1992
shape with the help of templates cut out of more than two storeys, double scaffolding hav-
sheets, shall be used. ing two sets -of vertical support shall be provi-
ded.
7.5.3 Sun shades and projedting features which
depend on the weight of misonry over them, for 8.4 Handling
their stability shall be kept supported till such
The use of grip in the tops of stones is prefer-
time when the masonry above is built and
able to any method of holding the stone at the
hardened sufficiently.
end, because It enables the stone to be set in
7.5.4 All coping shall be dowelled or cramped. final position before the tackle is released. Due
String courses shall tail at least 250 mm into the care shall be taken to protect finished surfaces
work and shall be throated on the underside. and edges of stone against danger during hand-
ling. The various methods employed in different
7.6 Damp-Proof Course situations for lifting stone are shown in Fig. 10.
For the function, materials to be used, and the 8.5 Tools
places where -damp-proof course is provided,
reference be made to 6.8 of IS 2212 : 1991. Tools that are required for stone masonry work,
such as plumb bob and line, straight edges,
X7 Structural and Functional Characteristics mason’s square, spirit level and trowel are des,;
cribed in IS 1630 : 1984 and various types of
7.7.1 Structural Stability and Strength mason’s hammer and chisels in IS 1129 : 1972.
Reference may be made to IS 1905 : 1987,
8.6 Watering
IS 1893 : 1984 and IS 4326 : 1976 for design with
regard to structural stability. Stones shall be sufficiently wetted before laying
to prevent absorption of water from mortar.
8 GENERAL REQUIREMENTS FOR
MASONRY CONSTRUCTION 8.7 In all types of masonry, the particulars
given in 8.7.1 to 8.7.12 shall be complied with.
8.1 Setting Out
8.7.1 The stone shall be laid so that the pres-
Details of setting out is the same as in 8 of sure is always perpendicular to the natural bed.
JS 2212 : 1991.
8.7.2 The courses (if any ) shall be built prepen-
8.2 Dressing of Stones dicular to the pressure which the masonry will
bear. In case of battered walls, -the base of stone
The dressing of stone shall be as specified for and the plane of courses ( if any ) shall be at
individual types of masonry work and it shall right angles to the batter.
also conform to the general requirements for
dressing of stone covered in IS 1129 : 1972. NOTE - In the case of a bridge pier having batter
on both sides, tlie courses shall be horizontal.
Other specific requirements are covered sepa-
rately with respect to particular types of rubble 8.7.3 In the case of coursed rubble masonry, if
stone work ( see 9 ). the heights of the courses vary, the largest stone
shall be placed in the lowest course, the thick-
8.3 Scaffolding ness Qf courses shall also decrease gradually to
Siug1e scaffolding, except as mentioned in 8.3.1, the top.
having one set of vertical support shall be used
8.7.4 Vertical joints shall be staggered as far as
and the other end of the horizontal scaffolding
possible.
member shall rest in a hole provided in the
masonry. The support shall be sound and 8.7.5 Bell shaped bond stones or headers shall
strongly tied together with horizontal pieces not be used.
over which the scaffolding planks shall be fixed.
The holes which provide resting space for hori- 8.7.6 All necessary chases for joggles, dowels,
zontal members shall not be left in pillars under and cramps should be formed in the stones
one metre in width or immediately near the before hand.
skew backs of arches. The holes left in the
8.7.7 Sufficient transverse bonds shall be pro-
masonry work for supporting the scaffolding
vided by the use of bond stone extended from
shall be filled and made good with concrete of
the front to the back of the wall and from
M-15 before plastericg. The scaffolding shall be
outside wall to the’interiar, of thick walls atid
strong enough to withstand all loads likely to
in the latter case bond stones shall overlap each
come upon it and shall meet the requirements
other in their arrangement.
specified in IS 2750 : 1964.
8.7.8 At all angular junctions the stones at each
83.1 For pillars less than one metre in width or alternate course shall be well bonded into t%e
for first class masonr? ot for 8 building having respective courses of the adjacent wall.
8IS 1597 ( Part 1 ) : 1992
rSHACKLE
RECTANGULAR
STEEL PlECE
CHAIN LEWIS
THREE-LEGGED LEWIS
r WEDGE - SHAPED
/-WEDGE -SHAPED STEEL PIECE
CENTRAL PIECE
LEWIS
MODIFIED THREE -
LEGGED LEWIS
PIN LEWIS
FIG. 10 TYPICAL DETAILS OF LIFTING APPLIANCES OF STONES
8.7.9 Where there is a break in masonry work strength, securely embedded in the stone work
the masonry shall be raked in sufficiently long preferably in chases filled up by cement concrete
steps for facilitating joining of old and new ( see Fig. 11 ). lron holdfasts shall be given a
work. The stepping of the raking shall not be protective coat of bitumen to avoid rusting.
more than 4Y with the horizontal. Woo&work faces in contact with stone work
shall be treated with wood preservatives to pre-
8.7.10 Masonry construction with too thin faces,
vent attack from insects and termites. The
tied up with occasional through stones or filled
frames shall preferably be fixed ~simultaneously
up with dry packing or small size aggregate shall as the masonry work proceeds, as this construc-
be strictly prohibited.
tion will ensure proper bond without gaps
8.7.11 The walls and pillars shall be carried up between the masonry and the frames.
truly plumb or to specified batter.
8.9 Bearing of Floors, Roofs and Joints
8.7.12 Storev rods showing the heights of all
It is not desirable to embed any structural tim-
doors and wcndows and other necessary inform-
ber in stone work as it is liable to be affected by
ation should be used at the rime of construction
dry rot. The ends of timber joints shall prefer-
of masonry. ably rest on corbels or brackets but when built
into a wall these shall be treated with preserva-
8.8 Fixing of Frames
tive and in addition, space shall be left around
Where door or window frames of timber are them for free circulation of air. The ends df
fixed in the openings, the fixing shall be done beams carrying heavy loads and of trusses shall
generally with hold-fasts of adequate size and be supported on templates of concrete or stone.
9IS 1597 ( Part 1 ) : 1992
DOOR FRAME
\
NOT AND
BOLT
\
HOLDFAST--I
CONCRETE BLOOK
FIG. 11 POSITION OF HOLDFASTST O DWR FRAME
Bed blocks should be set true to level and 8.11 Covering
bedded in the same mortal’ as that used for
Green work shall be protected flom rain by
walling. The ends of the steel beams or trusses
sui~table covering. Masonry work and cement of
embedded in masonry shall be built in with
composite mortar shall be kept constantly moist
space all around for repainting or shall be pro-
on all the faces for a minimum period of seven
tected with a thick bituminous coat and shall
days. The top of the masonry work shall be left
-be encased in rich concrete of M-15. The ends
flooded with water, with the cl:>se of the day.
shall generally be supported on templates of
Watering shall be done carefully so as not to
plain or RCC of M-15 concrete or stone.
disturb or wash out green mortar and use of
NOTE - In cilse of timber-groundf loor, the ends of perforated rose spout may be suitable. In the
the open-spaced timber joints supporting the floor case of lime mortar, curing should commence
boards should be nailed to wall plated on top of
two days after the laying of masonry atid shall
125 mm walling, built either as an offset to wall or as
a separate sleeperwall. continue for seven days.
8.10 Jointing and Pointing 9 CONSTRUCTION
All’joints shall be full of mortar. Pointing shall
9.1 Random Masonry ( Uacoursed and Brought to
be avoided as far as possible, but where unavoid-
coume )
able it shall be carried out as the work proceeds
using the same mortar as for bedding. If carried
9.1.1 Dressing
out by raking out the joint later on after hard-
ening, specially prepared mortars shall be used. Stone shall be hammer-dressed on the face, the
The maximum thickness of joints shall be 20 mm sides and the beds to enable it to come in pro-
for random rubble and 10 mm for square rubble. ximity with the neighbouring Stone. The bushing
The various types of pointing are shown in on the face shall not be more than 40 mm on an
Fig. 10 of IS 2212 : 1991. exposed face.
10IS 1597 ( Part 4 ) : 1992
9.1.2 Insertion of Chips and joints so as to give them approximateIy rec-
tangular shape. These shall be square on all joints
Chips and spalls of stones shall be used
and beds. The bed joints shall be chisel drafted
wherever necessary to avoid thick mortar beds
for at least 80 mm back from the face and for the
or joints and it shall also be ensured that no
side joints at least 40 mm. No portion of the
hollow spaces are left anywhere in the masonry.
dressed surface shall show a depth of gap more
The chips shall not be used below hearting
than 6 mm from a straight edge placed on it.
stones to bring these up to the level of face
The remaining unexposed portion of the stone
stones. The use of chips shall be restricted to
shall not project beyond the surface of bed and
the filling cf interstices between the adjacent
side joints. The requirements regarding’ bushing
stones in hearting and these shall not exceed
shall be the same as for random rubble masonry
20 percent of the quantity of a stone masonry.
( .qee 9.1.1 ).
9.1.3 Hearting Stones
9.2.2 Hearting Stones
The hearting or interior filling of a wall face
shall consist of rubble stones not less than 150 mm The heartmg or the interior filling of the wall
in any direction, carefully laid, hammered-down shall consist of flat bedded stone carefully laid
with a wooden-mallet into position and solidly on their proper beds in mortar. The use of chips
bedded-in mortar. The hearting should be laid shall be rest&ted to the filling of interstices
nearly level with facing and backing. between the adjacent stones in hearting and
these shall not exceed 10 percent of the
9.I.4 Bond Stones quantity of masonry. While using chips it shall
be ensured that no hollow spaces are left any-
Through bond stones shall be provided in walls
where in the masonry.
up to 600 mni thickness, a set of two or more
bond stones overlapping each other by at least
9.2.3 Bond Stones
150 mm shall ,be provided in a line from face to
back. In case of highly absorbent types of stones The requirements regarding through or bond
:f porous lime stone and sand stone, etc ) the stone shall be same as for random rubble
bond stone shall extend about two-third into masonry but the‘se shall be provided at 1.5 m to
the wall, as through stones in such cases *may 1.8 m apart clear m every course.
.give rise to damp penetration and, therefore,
for all thickness of such walls a set of two or 9.2.4 Quoin Stone
more bond stones overlapping -each other by at
least 15C~m m shall be provided. Each bond The quoin which shall be of the same height as
stone or a set of bond stones shall be provided the course in which these occur, shall not be
for every O-5 m* of the wall surface and shall l_ess than 450 mm in any direction.
be provided at I.5 m to 1.8 m apart clear in
every course. 9.2.5 Face Stone
9.1.5 Quoin-Stone Face stone shall tail into the work for not less
than their heights and at least one thirds of the
Quoin stone shall not be less than 0.03 rnn in stones shall tail into the work for a length not
volume. less than twice their height. These should’ be
laid headers and stretchers alternatively.
9.1.6 Plum Storle
The plum stone at about 900 mm interval shall 9.2.6 Laying
be provided.
All courses shall be laid truly, horjzontai and
,9.1.7 Laying all vertical joints shall be truly vertical. The
‘The masonry shall be laid with or without quoin s&ones shall be laid stretchers and headers
courses as <he case may be as per genera1 alternatively and shall be. laid square on their
requirement ( see 8.7 ). The quoins shall be bid beds, which shall be rough chisel dressed to a
header and stretcher alternatively. Every stone depth of at least 100 mm.
shall be carefully fitted to the adjacent stone so
as to form neat and close joint. Face stone shall 9.3 Square Rubble - Coursed Rubble ( Second
extend nnd’bond well in the black. These shall Sort )
be arranged to break joints, as much as possible,
AU requirements are the same as for~coursed
and to avoid long vertical lines of joints.
rubble masonry (~first sort ) except that no por-
9.2 Squared Rubble - Coursed Rubble ( First tion of dressed surface of joints shall show a
Sort ) depth of gap more than 10 mm from a straight
edge placed on it and use of chips shall not
9.2.1 Dressing
exceed 15tpercent of the quantity of the stone
Face stone shall be hammer-dressed on all beds masonry.
11IS 1597 ( Part 1) : 1992
9.4 Squared Rubble - Uncoursed Rubble squared rubble uncoursed except that the work
is levelied to courses of varying depth from
up
All requirements are the Sam2 as for coursed 300 mm to 9i)O mm and the courses usually
rubble masonry ( first sort ) except that stones correspond with the quoin or jamb stone.
( risers of jumpers and stretchers ), which are of
varying heights are laid uncoursed and in gene- 9.6 Polygonal Rubble Walling
ral. the risers shall not bz more than 250 mm in
height and stretchers shall not exceed two- All requirements are the same as for course
thirds ‘the height of the adjoining risers. rubble masonry ( first sort ) except that masonry
is not laid in courses and more or less regular
9.5 Square Rubble - Brought to Courses polygon shaped stones are used instead of
9.5.1 All requirements are the same as for square rubble.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS-No. Title
269 : I989 Specification for 33 grade ordinary 1805 : 1973 Glossary of terms relating to build-
Portland cement (.fourth revisiozz ) ing stones, quarrying and dressing
(first revision )
455 : 1989 Specification for Portland slag
cement (fofrrtlz revision ) 1893 : 1984 Criteria for earthquake resistant
456 : 1978 Code of uractice for plain and design of structures (fowtl1
reinforced* concrete ( s&onn revi- revisiolz )
1905 : 1987 Code of practice for structural
SiOJl )
use of reinforced masonry ( third
712 : 1984 Specification for building limes
revision )
( third revision )
2116 : 1980 Specification for sand for masonry
1123 : 1975 Method for petrographical exami-
mortars ( jirst zwisiozr )
nation of natural building stones
(first revision ) 2212 : 1991 Code of practice for brickwork
(first rqcisiozz )
1124 : 1974 Method of test for water absorption,
apparent specific gravity and 2250-: 1981 Code of practice for preparation
porosity of natural building stones and use Qf masonry mortars (first
rrvisiotz )
1127 : 1970 Recommendations for dimensions
and workmanship of natural build- 2750 : 1964 Specification for steel scaffoldings
ing stones (first revision ) 3316 : 1974 Specification for structural granite
1129 : 1972 Recommendations for dressing of (first revision )
natural building stones ( first 3466 : 1988 Specification for masonry cement
revison ) ( secorzd revision )
1344 : 1981 Specification for calcined clay 3620 : 1979 Specification for laterite stone
-pozzolana ( seconci revision ) block for masonry (first revision )
1489 : 1976 Specification for Portland pozzo- 4098 : 1983 Specification for lime pozzolana
lana cement ( second revision ) mixture (first rerisiorz )
3630 : 1984 Specification for mason’s tools for 4326 : 1976 Code of practice for earthquake
plaster work and pointing work resistant design and construction
(first revision ) of buildings (first revision )
12Boreau of Indian Sfandards
BIS is a statutory institution established under the wtreuu ofI ndkznS tandardsA ct, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to~connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. Thisdoes not preclude the free use, in the course of
implementingthe standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reafftrmed when such review indicates that
no changes are needed, if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 13 ( 5016 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 1lOOB2 Telegrams : Manaksanstha
Telephones : 3310131,33113 75 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI lltXIO2 331 13 75
Eastern : l/14 C LT. Scheme VII M, V. I. P. Road, Maniktola 378499,378561
CALCU7TA7ooo54 378626,378662
Northern : SC0 335-336, Sector 34-A CHANDIGARH 160022 603843
602025
Southern : C L T. Campus, IV Cross Road, MADRAS600113 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MiDC, Marol, Andheri (East) 632 92 95,632 78 58
BOMBAY4093 8 632 78 91,632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. %UWAHATI. HYDERABAD.
JAIPUR. KANPUR LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
|
9901_2.pdf
|
Is:!m1(fartII)-19fJ1
Indian Standard
MEASUREMENT OF SOUND INSULATION IN
BUILDINGS AND OF BUILDING ELEMENTS
PART II STATEMENT OF PRECISION REQUIREMENTS
Acoustics Sectional Committee, LTDC 5
Chairman
DR M. PANGHOLY
Emeritus Scientist, National Physical Laboratory, New Delhi 110 012
Members Representing
DR K. ACHYUTHAN Ministry of Defence ( R & D )
SHRI R. S. VOHRA ( Alternate )
SHRI SANDEEPA HUJA Ahuja Radios, New Delhi
SHRI S. P. JERATH ( Al&mate )
COL T. R. BHALOTFLA Ministry of Defence ( DGI )
LT COL K~~HANL AL ( Alternate
DR A. F. CHHAPGAR National Physical Laboratory ( CSIR ), New Delhi
SHRI TEK CHANDANI( Alternate
DR P. N. GUPTA Department of Electronics, New Delhi
SHRI R. K. JAIN Electronic Component Industries Association,
, ( ELCINA ), New Delhi
SHRI L. K. VISHWANATH( Alternan ,
SHRI K. S. KALIDAs Railway Board, New Delhi
SHRI V. JAYARAMAN( Alternate )
SHRIJ . S. MONGA Botton Industrial Corporation, New Delhi
SHRI M. S. MONGA ( Alternate )
SHRI B. C.-MUKHERJEE National Test House, Calcutta
SHRI J. K. BHATTACHARYA( Alternate )
DR ( MISS ) SHAILAJAN IKAM All India Institute of Speech & Hearing, Mysore
SHRI K. D. PAVATE Central Electronics Engineering Research Institute
( CSIR ), Pilani
SHR~M . R. KAPOOR ( Alternate )
SHRI A, V. RAMANAN Films Division, Bombay
RESEARCHE NGINEER Directorate General of All India Radio, New Delhi
SHRI M. SANKARALINGAM Directorate General of Supplies & Disposals, New
IMhi
SHRI R. S. ARORA ( Alternate )
SHRI SARWANK UMAR Directorate General of Civil Aviation, New Delhi
SHRI K. CHANRACHUDA(N A lternate )
( Continued on page 2
@J Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS. : 9901 ( Part II ) - 1981
( Continuedfrom page 1 )
Members Representing
SHRI M. N. Srimc~~ Posts and Telegraphs Board, New Delhi
SHRI S. K. TANDON ( Alternate )
SUPERINTENDENT SURVEYOROF Central Public Works Department, New Delhi
WORKS ( FOOD )
SHRI L. K. VISHWANATH Peico Electronics & Electricals Ltd, Bombay; and
The Radio Electronics & Television Manu-
facturers’ Association. Bombav
SHRI K. D’SA ( Alternate )
SHRI R. C. JAIN, Director General, IS1 ( Ex-ojicio Member)
Head ( Electronics )
Secretar?,
SHRI PAVAN KUMAR
Assistant Director ( Electronics ), ISIIS:99Ol(PartIt)-1981
Indian Standard
MEASUREMENT OF SOUND INSULATION IN
BUILDINGS AND OF BUILDING ELEMENTS
PART II STATEMENT OF PRECISION REQUIREMENTS
0. FOREWORD
0.1 This Indian Standard ( Part II ) was adopted by the Indian Standards
Institution on 26 October 1981, after the draft finalized by the Acoustics
Sectional Committee had been approved by the Electronics and Tele-
communication Division Council.
0.2 It is not possible to specify completely the construction of laboratory
test facilities or the sound field conditions obtained. Therefore, some details
of the test set-up and the procedure must be left to the choice of the operator.
This, together with the statistical character of sound fields within rooms,
leads to uncertainties in the results due to non-systematic ( random ) and
systematic influences.
0.3 Random influences can be determined by repeated measurements
under essentially similar conditions, variations being made in order to
obtain representative samples of the actually existing conditions ( for
example, position of loudspeaker and microphone ). The repeatability
obtained is a measure of the confidence to be placed in the results with
respect to random influences.
0.4 Systematic influences ( for example, size and shape of test rooms,
mounting conditions of test specimen, calibration of measuring equipment )
cannot be determined by a simple procedure. Generally, comparison
measurements in different test set-ups and knowledge of the random un-
certainties under these conditions are necessary in order to assess the syste-
matic influences.
0.5 In agreement with modern statistical methods, the concepts of repeat-
ability and reproducibility of complete results are used in this standard,
rather than the variance of the individual quantities comprising the result.
Repeatability and reproducibility offer a simple means of checking and
stating the precision of measurements.
0.6 This standard which covers statement of precision requirements
is a part of the series of Indian Standards on measurement of sound
3IS:9!Bl(PartII)-1981
insulation in buildings and of building elements. Other standards
in this series are:
Part I Requirements for laboratories
Part III Laboratory measurements of airborne sound insulation
of building elements
Part IV Field measurements of airborne sound insulation between
rooms
Part V Field measurements of airborne sound insulation of facade
elements and facades
Part VI Laboratory measurements of impact sound insulation of
floors
Part VII Field measurements of impact sound insulation of floors
Part VIII Laboratory measurements of the reduction of transmitted
impact noise by floor-coverings on a standard floor.
0.7 While preparing this standard, assistance has been derived from,
ISO/DIS 140/11 ‘Measurement of sound insulation in buildings and of
building elements: Part II Statement of precision requirements’, issued
by the International Organization for Standardization.
0.8 In reporting the result of a test made in accordance with this standard,
if the final value, observed or calculated, is to be rounded off, it shall be
done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part II ) lays down procedures for assessing uncertainty
in the acoustical measurements described in Parts III to VIII of
IS : 9901t due to non-systematic influences.
1.2 The results may be used for checking different measuring arrangements
in one laboratory and for comparing such conditions in different labo-
ratories or in field situations. Minimum values for the precision required
when carrying out tests according to series ( Parts III to VIII ) of
IS : 9901t are stated in 4.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given in
IS : 1885 ( Part III/Set 8 )-1974: shall apply in addition to the following.
*Rules for rounding off numerical values ( reuG.4 ) .
jMeasurement of sound insulation in buildings and of building elements.
SElectrotechnical vocabulary: Part III Acoustics, Section 8 Architectural acoustics.
4IS:99oI(PartII)-1981
2.1 Result-The final value obtained by following the complete set of
instructions in the test procedure.
2.2 True Value - For practical purposes, it is the value towards which
the average of single results obtained by n laboratories tends, when n tends
towards infinity. Consequently, such a true value is associated with the
particular method of test.
2.3 Accuracy - The closeness of agreement between the true value and
the mean result which would be obtained by applying the test proce-
dure a very large number of times. The smaller the systematic part of the
uncertainty which affects the result, the more accurate is the procedure.
2.4 Precision - The closeness of agreement between the results obtained
by applying the test procedure several times under prescribed conditions.
The smaller the random part of the uncertainty, the more precise is the
procedure.
2.5 Repeatability - Qualitatively, it is the closeness of agreement bet-
ween successive results obtained with the same test procedure, on the same
test specimen and under the same conditions ( same operator, same appara-
tus, same laboratory and same intervals of time ). Quantitatively, it is
the value below which the absolute difference between two single test
results ( pair ) obtained in the above conditions may be expected to lie
with a specified probability. This quantity is denoted by r.
2.6 Reproducibility - Qualitatively, it is the closeness of agreement
between individual results obtained with the same method on the same
test specimen but under different conditions ( different operators, different
apparatus, different laboratories and different time ). Quantitatively, it is
the value below which the absolute difference between two single test
results ( pair ) on the same test specimen obtained by operators in different
laboratories, using the prescribed test procedure, may be expected to lie
with a specified probability. This quantity is denoted by Q.
2.7 Arithmetic Mean - The arithmetic mean x for a given set of results
is defined by the equation:
1 *
X=-E
Xi
n i-l
where
n = number of observed values xi, and
x = an estimator for the true value of the mean.
5IS:99Ol(PartII)-1981
2.8 Variance - Qualitatively, a measure of the dispersion of a series of
random results about their average. Quantitatively, for a given set of
results, the sum of the squares of the deviation of each result from the
arithmetic mean, divided by the number of degrees of freedom. In the
simple case of n consecutive ( ungrouped ) observations, the variance is
calculated according to the equation:
where
$2 is an estimator for the true value a* of the variance.
2.9 Standard Deviation - The positive square root s of the variance,
s is an estimator for the true value of CTo f the standard deviation.
2.10 Degrees of Freedom-The number of degrees of freedom ZJ is
equal to the number of independent terms contained in the expression for
the variance. In the simple case of consecutive ( ungrouped ) observations:
v=n-1
2.11 Probability Level - The probability that the statement in question
is true. In this standard, a probability level of 95 percent is used.
3. MEASUREMENT PROCEDURE
3.1 General
3.1.1 For routine testing according to this series of standards, on many
occasions only one test on a specimen is carried out. In such cases, no
reliable figure for the confidence to be placed in the result is obtained.
In the interest of reliability, it may, therefore, be advantageous to perform
two tests and check the difference of the results against the repeatability
r of the test procedure. If their difference is less than or equal to r, the test
operator may consider his work as being under control and take the average
of the two results as the estimated value of the quantity being tested.
3.1.2 Before routine acoustical testing is taken up by an organization,
the repeatability of the test procedure and the test set up shall be checked
as to its capability of producing reliable and repeatable results. These
checks should be repeated from time to time, especially whenever changes
in the procedure, the test set-up or the instrumentation are made.
3.1.3 It is recommended that different testing- organizations collaborate
so as to check each- other’s results for reproducibility.
6IS:99Ol(PartII)-1981
3.2 Check OT Repeatability
3.2.1 As a standard check of repeatability of airborne and impact sound
measurements under given conditions, the following method shall be used.
3.2.2 A set of six-complete measurements, for example; R, D,Z or L,
respectively, as a function of frequency, is grouped into pairs of consecutive
measurements, without changing the original order of the set. The difference
in results between the two members of every pair is compared at all fre-
quencies with the requirements in 4 and Table 1. If these values are exceeded
at any one frequency, all the results are rejected and the method of checking
isrepeated completely. In case of a second failure to achieve the prescribed
values, the test procedure and/or the test set-up are considered inadequate
and shall be improved to obtain the required repeatability.
NOTE - When carrying out repeatability checks, the details of the test procedure
should not be reobcated to the extent of using. for examole. identical oositions
for the microphone, loudspeaker or tapping ma&me, as thisAwould result $ values
of r unattainable under practical conditions. Rather,, these influences be varied
in such~a way as to obtain independent and representatrve samples of the quantities
affecting the repeatability ( that is, the average sound pressure levels in the rooms ).
4. REQUIREMENTS FOR REPEATABILITY
4.1 Since the procedure outlined in this standard has not yet been used
in building acoustics on a broad scale, precise numerical data of the standard
deviation of complete results exist only for one laboratory. From these
values, tentative figures for repeatability requirements have been calculated
and are given in Table 1. A simplified method for carrying out inter-
laboratory measurement for determining these values is described in
Appendix A.
4.2 Laboratory Measurements
4.2.1 The test procedure shall be so chosen, within the standardized
procedures of this series ( Parts III to VIII ) of IS : 9901*, that the
repeatability checked according to 3.2 does not exceed the values
given in Table 1.
4.3 Field Measurements
4.3.1 In field measurements, the acoustical conditions of test are not
under the control of the operator and shall in most cases be accepted
as they are.
*Measurement of sound insulation in buildings and of building elements.
7lS:9!IOl(PartII)-1981
TABLE 1 REQUIREMENTS FOR REPEATABILITY ( r )
( Ckzuses3 .2.2,4.1 and 4.2.1 )
THIRD-OCTAVE BAND ~FOR AIRBORNE SOUND TFORNORMALUED IMPACT
CENTRE FREQUENCY REDUCTION INDEX R SOUND LEVEL Ln
(1) (2) (3)
HZ dB dB
100 5 3
125 5 2
160 5 2
200 5 2
250 3 2
315 2 2
400 2 2
500 2 2
630 1 1
800 1 1
1 000 1 1
1 250 1 1
1600 2 1
2 000 and above 2 1
4.32 If instruments and a procedure checked by a laboratory are used,
the repeatability due to these influences alone can be considered essentially
similar to that of laboratory measurements. However, the overall repeat-
ability in situ cannot be stated since the appropriate values of the standard
deviation are not known for the given situation, and may under unfavour-
able conditions considerably exceed the laboratory values.
APPENDIX A
(Clause 4.1 )
COOPERATIVE DETERMINAnON OF REPEATABILITY
A-l The repeatability attainable under given testing conditions is related
to the standard deviation obtained from numerous measurements under
the same conditions by the equation:
8IS:99ol(PartII)-1981
For a sufficiently large number of results, P can be approximated by the
equation :
where t is the factor derived from Student’s distribution for a
probability level of 95 percent and the appropriate number of degrees of
freedom ( see Table 2 ) .
TABLE 2 FACTOR t FOR CALCULATING THE REPEATABILITY FOR A
PROBABILITY LEVEL OF 95 PERCENT
NUMBER OF DEGREES OF FREEDOM
u t
1
‘i ifi
I 3 182
4 2 776
5 2 571
2 447
2 365
2 306
2 262
2 228
:: 22 210719
13 2 160
:“; 22 114351
16 2 120
17 2 110
18 2 101
:i 22 009836
:: 22 ~007840
;~: 22 006694
25 2 060
26 2 056
27 2 052
2 048
:; 2 045
30 2 042
40 2 021
60 2 000
120 1 980
1 960
9IS : 9901 ( Part II ) - 1981
A-IS The determination of repeatability according to this method in one
laboratory is very laborious, since approximately 35 degrees of freedom
are considered necessary for calculating sufficiently exact values of s. More-
over, a more reliable value of the standard deviation of the standardized
procedure will be obtained if a number of measurements on separate test
specimens of the same construction are carried out in different laboratories.
In this case, the standard deviation for calculating the repeatability is
given by the equation:
(n,-l)~T+ (a,-l)sz+. ..... + (fti-l)Si’+. ..... + (fZ.k-l)Jk”
S=
(fZ,+?Z,+......+fZi +. ..... t-Y&) -k
where
si =standard deviation evaluated in the i-th laboratory
from ni consecutive ungrouped results, and
k =number of laboratories involved.
A-l.2 The number of laboratories and the number of results in each shall
be so chosen that the number of degrees of freedom given by the denomi-
nator of the expression in the square root of the above equation, is at least 35.
However, for each individual laboratory, at least five results are necessary.
The test conditions for the determination of s shall correspond as far as
possible with the examples given in series (Parts III to VIII) of IS : 9901*.
*Measurement of sound insulation in buildings and of building elements.
10
|
3025_3.pdf
|
IS : 3025 (Part 3) - 1987
(Reaffirmed 1998)
Edition 2.1
UDC 62.8.1/.3 : 543.3.088.3 (1999-12)
Adopted 16 March 1987 © BIS 2002 Price Group 3
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
])5798(
62
CDC
:coD
:feR[
1P:62
CDC
,stneulffE
dna
retawetsaW
,retaW
rof
tseT
rof
sdohteM
rof
lenaP
;62
CDC
,eettimmoC
lanoitceS
retaW
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTEWATER
PART 3 PRECISION AND ACCURACY
( First Revision )
(Incorporating Amendment No. 1)
1.Scope—This standard prescribes the various methods to determine precision and accuracy of
various test methods used in sampling and testing of water and wastewater.
2. Terminology
2.1The definitions given in IS : 7022 (Part I)-1973 ‘Glossary of terms relating to water, sewage and
industrial effluents’, Part I; and IS : 7022 (Part 2)-1979 ‘Glossary of terms relating to water, sewage
and industrial effluents’, Part 2, and the following shall apply:
Precision—Closeness of agreement among the results obtained by applying the test procedure
several time under prescribed conditions. The precision can be quantitatively measured with the
help of the standard deviation.
Accuracy—Closeness of agreement between the true value and the results obtained by applying
the test procedure very large number of times. The accuracy can also be measured with the help of
the standard deviation. But with the difference that the deviations of the test results are
calculated from the true and not from the average.
Repeatability—Closeness of agreement (as indicated by the corresponding standard deviation)
among the successive results obtained by the same method on identical test material and under
the same conditions (same operator, same apparatus, same laboratory and almost the same time).
It is defined as that difference between two such single and independent test results as would be
exceeded in the long run in only one case in twenty in the normal and correct operation of the test
method.
Reproducibility—Closeness of agreement (as indicated by the corresponding standard deviation)
among the test results obtained by the same method on identical test material but under different
conditions (different operators, different apparatus, different laboratories and/or different times).
It is defined as that difference between two such single and independent results as would only be
exceeded in the long run in one case in twenty in the normal and correct operation of the test
method.
3. Determination of Precision and Accuracy
3.1A method may have very high precision but recovery may be poor due to poorly standardized
solutions, inaccurate dilution techniques, inaccurate balance-weights or improperly calibrated
equipment. Likewise a method may be accurate but may lack precision because of low instrumental
sensitivity, variable rate of biological activity or other factors beyond the analysis control.
3.2It is possible to determine both precision and accuracy of a test method by analysing samples to
which known quantities of standard substances have been added. It is possible to determine
precision, but not accuracy of methods, such as suspended solids, BOD and numerous physical
parameters because of the unavailability of standard substances that can be added in known
quantities on which percentage recovery is based. Care should be taken to see that sensitivity of
method and instruments are at least ten times higher than the specified values.
3.3Test for recovery can be done with the sample analysis. Recovery methods are only tools to
remove the doubt about the applicability of a method. The recovery procedure involves applying the
method to reagent blank, to a series of known standards covering the expected range of concentration
of the sample, in duplicate run and to recovery sample, prepared by adding known quantities of the
substance to separate portions of sample, each portion equals the same volume (standard addition)IS : 3025 (Part 3) - 1987
taken for the run. The substance should be added in sufficient quantity to overcome the limits of
error of the analytical method, but not to cause the total in the sample to exceed the range of the
known standards used.
3.4Correct results by subtracting reagent blank from each other determined value, and
graphically present the resulting known standards. From this, determine the amount in the
sample. Subtract this value from each of the analysis of the sample plus known added substance.
The resulting amount of substance divided by the known amount added multiplied by 100 gives
percentage recovery. This method can be applied not only to colorimetric and instrumental
methods, but also to titrimetric, gravimetric and other types of analysis. Generally intricate and
exacting procedures for trace substances that have inherent errors due to their complexity may
give recoveries that would be considered poor and yet, from the practical view point of usefulness
of the result, may be quite acceptable. Poor results may reflect either interference present in the
sample or real inadequacy of the method of analysis in the range in which it is being used.
Analytical skill is required to assure the validity of the methods. Recovery using colorimetric
methods can be particularly deceptive, depending on the nature of the sample, its pretreatment
and the concentration of the constituents being measured. Most analytical methods have
satisfactory precision and accuracy over a limited range, with the lower range limit being
controlling in trace analysis. A known addition to a sample may bring the concentration into the
range where the method is reliable, if the addition is too large the apparent precision and accuracy
apply at the higher concentration, and not the concentration originally present. Natural waters
frequently contain complexing materials that combine with metals to the extent that the
complexed metals will not react in some colorimetric methods. If nearly all of a metal is complexed,
a known addition may be recovered completely but the method will still not recover the metal
originally present in a complexed state. In such cases pretreatment to destroy the complex is
necessary. The analyst must account for such pitfalls in designing recovery procedures.
4. Statistical Basis
4.1It is assumed that differences exist between sets of measurements made by the same test
operator on the same material at different times with the same or different apparatus or by
different test operators on the same material in the same or different laboratories. The various
systematic differences are further assumed to be additive functions of the magnitudes of
measurements.
4.2Usually two sources of variability can be discerned:
a)The variability within a laboratory which is to a certain extent under the control of the test
operator and consists of a number of components of varied magnitudes and importance; and
b)The variability among laboratories, generally the largest source of variability and the one
that cannot be controlled by the test operator.
4.3Estimates of variability within a laboratory and among laboratories caused by different
personnel, equipment and environmental factors in following a prescribed method of test can be
obtained in terms of standard deviations.
5. Determination of Repeatability and Reproducibility
6.1Repeatability—The primary use of repeatability is to allow an operator to check his technique
by making a further test. In this case, the repeatability is the critical difference between the two
results which, if exceeded, probably indicates poor technique, and if not exceeded, indicates the
acceptability of the test results. The value of repeatability may be taken as equal to 2.77 times the
standard deviation of the test results arising under the repeatability conditions.
5.2Reproducibility—The primary use of reproducibility is to enable two or more laboratories to
countercheck their results. In this case, the reproducibility is the critical difference between two
such results which, if exceeded, casts doubt on the test results, and if not exceeded, indicates
acceptability of the test results. The value of reproducibility may be taken as equal to 2.77 times
the standard deviation of the test results arising under the reproducibility conditions.
5.3For further details on computation and application of repeatability and reproducibility, refer to
IS: 5420 (Part 1) - 1969 ‘Guide on precision of test methods: Part I Principles and applications’ and
IS : 5420 (Part 2) - 1973 ‘Guide on precision of test methods: Part 2 Interlaboratory testing’.
2IS : 3025 (Part 3) - 1987
6. Graphical Representation
6.1This is one of the simplest methods for showing the influence of one variable on another.
Graphs are desirable and advantageous in colorimetric analysis because they show any variation
of one variable with respect to other within specified limits.
6.1.1General method—Ordinary rectangular graph paper is satisfactory for most purposes. For
some graph, semilogarithmic paper is preferable.
The five rules generally followed for choosing co-ordinate scales are useful. Although these rules
are flexible, they are satisfactory. When doubt arises, use common sense. The five rules are:
1)Plot the independent and dependent variables on abscissa and ordinate in a manner that can
be comprehended easily.
2)Choose the scales so that the value of either ordinate can be found quickly and easily.
3) Plot the curve to cover as much of the graph paper as possible.
4) Choose the scales so that the scope of the curve approaches as nearly as possible.
5)Other things being equal choose the variables to give a plot that will be nearly a straight line
as possible.
Entitle a graph to describe adequately what the plot is intended to show. Present legends on the
graph to clarify possible ambiguities. Include in the legend complete information about the
conditions under which the data were obtained.
6.1.2Method of least squares—If sufficient points are available and the functional relationship
between the two variables is well defined, a smooth curve can be drawn through the points. If the
function is not well defined, as is frequently the case when experimental data are used, use the
method of least squares to fit a straight line to the pattern.
Any straight line can be represented by the equation X = my + b. The slope of the line is
represented by m and the slop intercept by ‘b’ which is a constant. The method of least squares has
the advantage of giving a set of values for these constants not dependent on the judgement of the
investigator. Two equations in addition to the one for a straight line are involved in these
calculations.
n Σxy–Σx Σy
m = --------------------------------------
n
Σy2 –(Σy)2
Σy2 Σx–Σy Σxy
b= -------------------------------------------
nΣy2 –(Σy)2
n being the number of observations (sets of x and y values) to be summed. To compute the constant
by this method, first calculate Σx2, Σy2, (Σy)2 andΣxy. Carry out these operations to more places
than the number of significant figures in the experimental data because the experimental values
are assumed to be exact for the purpose of calculation.
Example: Given the following data to be graphed, find the best line to fit the points.
Absorbance Solute Concentration (mg/l)
0.10 29.8
0.20 32.6
0.30 38.1
0.40 39.2
0.50 41.3
0.60 44.1
0.70 48.7
3IS : 3025 (Part 3) - 1987
Let y equals absorbance values that are subject to error and x the accurately known concentration
of solute. Then
x y y2 xy
29.8 0.10 0.01 2.98
32.6 0.20 0.04 6.52
38.1 0.30 0.09 11.43
39.2 0.40 0.16 15.68
41.3 0.50 0.25 20.65
44.1 0.60 0.36 26.46
48.7 0.70 0.49 34.09
Σ273.8 2.80 1.40 117.81
Substituting the summations in the equations for m and b and n = 7, there are seven sets of x and
y values.
7 (117.81)–2.80 (273.8)
m = -------------------------------------------------------------------- = 29.6
7
(1.40)–(2.80)2
1.4 (273.8)–2.80 (117.81)
b = ------------------------------------------------------------------------- = 27.27
7
(1.40)–(2.80)2
To plot the line, select three convenient values of y, say 0, 0.20, 0.60 and calculate the
corresponding values for x
x =29.6 (0) + 27.27 = 27.27
0
x =29.6 (0.2) + 27.27 = 33.19
1
x =29.6 (0.6) + 27.27 = 45.03
2
When the points representing these values are plotted on the graph a straight line is formed,
which best fit for the given data. The plot will be as follows:
FIG. 1 LEAST SQUARE METHOD EVALUATION
6.1.3Self evaluation—A good analyst tampers confidence with doubt. Such doubts stimulate a
search for new and different methods of confirmation for reassurance. Frequent self appraisals
should embrace every step from collecting samples to reporting results.
4IS : 3025 (Part 3) - 1987
The analysts’ first critical scrutiny should be directed at the entire sample collection process to
guarantee a representative sample for analysis and to avoid any possible losses or contamination
during collection. Attention should be given to the type of container and to the manner of transport
of storage.
A periodic reassessment should be made of available analytical methods with an eye to
applicability for the purpose and situation. In addition, each method selected must be evaluated by
the analyst for sensitivity, precision and accuracy because only in this way it can be determined
whether the analysts’ technique is satisfactory and whether directions have been interpreted
properly. Self evaluation on these points can give the analyst confidence in the value and
significance of reported results.
The benefits of less rigid intralaboratory as well as interlaboratory evaluations deserve serious
considerations. The analyst can regularly check standard or unknown concentrations with and
without interfering elements and compare results on the same sample with results obtained by
others. Such programmes can uncover weaknesses in the analytical chain and permit
improvements to be instituted without delay. The results can disclose whether the trouble stem
from faulty sample treatment, improper elimination of interference, poor calibration practices,
sloppy experimental technique, impure or incorrectly standardized reagents, defective
instrumentation or even inadvertent mistakes in arithmetic.
Other checks on analysis are ionic balance, conductivity measurements, ion exchange methods
and recovery of added substance in the sample.
All these approaches are designed to appraise and upgrade the level of laboratory performance
and this inspires greater faith in the final reported results.
E X P L A N A T O R Y N O T E
This standard is one of the series of standards on ‘Methods of sampling and test for water and
wastewater. The earlier version, namely, IS : 3025-1964 ‘Methods of sampling and test (physical
and chemical) for water used in industry’ had dealt with some methods of test for water and
wastewaters. This standard has now been revised and published in various parts, each part
covering a particular characteristic. This standard (Part 3) covers the precision and accuracy of the
physical and chemical test methods employed for water and wastewater. IS : 3025-1964 had not
covered this aspect earlier, and it has been introduced now as a new method.
This edition 2.1 incorporates Amendment No. 1 (December 1999). Side bar indicates
modification of the text as the result of incorporation of the amendment.
5
|
7834_8.pdf
|
UDC 621’649’413’9693 ( 676’746’22 j ( First Reprint MARCH 1996 ) IS : 7834 ( Part 8 ) - 1887
Indian Standard
SPECIFICATION FOR
INJECTION MOULDED PVC SOCKET FITTINGS WITH SOLVENT
CEMENT JOINTS FOR WATER SUPPLIES
PART 8 SPECIFIC REQUIREMENTS FOR CAPS
( First Revision )
1. Scope - This standard ( Part 8 ) lays down the requirements for manufacture, dimensions,
tolerances and marking for caps made of injection moulded PVC for water supplies.
2. Requirements
2.1 General - The general requirements for material, manufacture, methods of test, sampling and
inspection shall conform to IS : 7834 ( Part 1 )-1987 ‘Specification for injection moulded PVC
socket fittings with solvent cement joints for water supplies : Part 1 General Requirements ( first
revision )‘.
2.2 Manufacture
2.2.1 A typical illustration of caps is shown in Fig. 1.
FIG. 1 CAP
2.2.2 The diameter of the socket of cap shall be as follows:
16, 20,25, 32, 40, 50, 63, 75, 90, 110, 125, 140, 160, 180,200, 225,250, 280 or 315 mm.
3. Marking
3.1 Each cap fitting shall be marked with the following information:
a) manufacturer’s name or identification mark, and
b) size of the fitting and the appropriate class ( working pressure ) to which the pressure
rating of the fitting corresponds.
3.2 Siandad Mark - Details available with the Bureau of Indian Standards.
Adopted 7 December 1987 @ August 1988, BIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110092IS : 7634 ( Part 8 ) - 1987
EXPLANATORY NOTE
The requirements of injection moulded PVC socket fittings are covered in eight parts. The
other parts are as follows:
Part I General requirements
Part 2 Spedific requirements for 45” elbows
Part 3 Specific requirements for 90” elbows
Part 4 Specific requirements for 90” tees
Part 5 Specific requirements for 45” tees
Part 6 Specific requirements for socket
Part 7 Specific requirements for unions
This standard was first published in 1975 and covered sizes of fittings up to 160 mm. The
present revision has been taken up to cover additional sizes of fittings up to 315 mm,
2
ReprographyU nit, BIS, New Delhi, India
|
4031_2.pdf
|
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 2 DETERMINATION OF FINENESS BY BLAINE AIR PERMEABILITY METHOD
( Second Revision )
ICS 91.100.10
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1999 Price Group 4Cement and Concrete Sectional Committee. CED 2
FOREWORD
This Indian Standard (Part 2) (Secorrd Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division
Council.
Standard methods of testing cement are essential adjunct to the cement specifications. This standard in different,
parts lays down the procedure for the tests to evaluate the physical properties of different types of hydraulic
cement. The procedure for conducting chemical test is covered in IS 4032 : 1985 ‘Methods of chemical analysis
of hydraulic cement Cfirst revision)‘. Originally all the tests to evaluate the physical properties of hydraulic
cement were covered in one standard but for facilitating the use of the standard and future revisions, the revised
standard was brought out into different parts, each part covering different tests. This part covers determination
of fineness by specific surface by Blaine air permeability apparatus.
The second revision of this standard has been prepared with a view to aligning this test method with European
Standard EN 196 (Part 6) ‘Method of testing cement: Determination of fineness’.
In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or
calculated, is to be rounded off, it shall be done in accordance with IS 2 : 1960 ‘Rules for rounding off numerical
values (revised)‘.IS 4031( Part 2 ) : 1999
Indian Standard
METHODSOFPHYSICALTESTSFOR
HYDRAULICCEMENT
PART 2 DETERMINATION OF FINENESS BY BLAINE AIR PERMEABILITY METHOD
Second Revision )
(
1 SCOPE 4.2 Timer
This standard (Part 2) covers the procedure for The timer shall have a positive starting and stopping
determining by Blaine air permeability apparatus, the mechanism and shall be capable of being read to the
fineness of cement as represented by specific surface nearest 0.2 s or better. The timer shall be accurate to
expressed as total surface area in cm2/g. 1 percent or better over time intervals up to 300 s.
NOTE - This method is also being used for determination of
4.3 Balances
fineness of various other materials. However, it should be
understood that the values obtained are relative rather than Balances capable of weighing about 3 g to the nearest
absolute.
1 mg for the cement and about 50 g to 110 g to the
2 REFERENCES nearest 10 mg for the mercury.
The Indian Standards listed below contain provisions 4.4 Standard Weights
which through reference in this text, constitute
4.5 Pyknometer
provision of this standard. At the time of publication
the editions indicated were valid. All standards are Pyknometer or other convenient means of determining
subject to revision and parties to agreements based on the density of cement.
this standard are encouraged to investigate the
4.6 Manometer Liquid
possibility of applying the most recent editions of the
standards indicated below: The manometer shall be filled to the level of the lowest
etched line with a non-volatile, non-hygroscopic
IS No. Title
liquid of low viscosity and density, such as dibutyl
3535 : 1980 Methods of sampling hydraulic phthalate or light mineral oil.
cement first revision)
5516 : 1996 Specification for variable flow type 4.7 Mercury
air permeability apparatus (Blaine
Mercury of reagent grade or better.
type) (first revision)
4.8 Reference cement of known specific surface.
3 SAMPLING AND SELECTION OF TEST
SPECIMEN 4.9 Light oil, to prevent formation of mercury
amalgam on the inner surface of the cell.
The samples of the cement shall be taken in
accordance with the requirements of IS 3535 and the 4.10 Circular discs of filter paper, having a smooth
relevant standard specification for the type of cement circumference adapted to the dimensions of the cell.
being tested. The representative sample of the cement The filter paper is of medium porosity (mean pore
selected as above shall be thoroughly mixed before diameter 7 pm).
testing.
4.11 Light grease, for ensuring an airtight joint
4 APPARATUS AND MATERIALS between cell and manometer, and in the stopcock.
4.1 Variable Flow Type Air Permeability 5 TEST PROCEDURE
Apparatus (Blaine Type)
5.1 Test Conditions
Variable flow type air permeability apparatus (Blame
The laboratory in which the air permeability test is
Type) and the accessories conforming to IS 55 16 shall
carried out shall be maintained at a temperature of
be used.
1IS 4031( Part 2 ) : 1999
27 f 2°C and a relative humidity not exceeding Tap the cell to level the cement. Place a second new
65 percent. All materials for test and calibration shall filter paper disc on the levelled cement. Insert the
be at the laboratory temperature when used and shall plunger to make contact with the filter paper disc.
be protected from absorption of atmospheric moisture Press the plunger gently but firmly until the lower face
during storage. A laboratory temperature of 20 f 2°C of the cap is in contact with the cell. Slowly withdraw
may be maintained, if desired by the purchaser. the plunger about 5 mm, rotate it through 90” and
gently but firmly press the bed once again until the
5.2 Compacted Cement Bed
plunger cap is in contact with the cell. The bed is now
5.2.1 Busis
compacted and ready for the permeability test. Slowly
The compacted cement bed comprises a reproducible withdraw the plunger.
arrangement of cement particles with a specified NOTE - Too rapid and vigorous pressing may change the
volume of air included between the particles. This air particle size distribution and therefore change the specific
volume is defined as a fraction of the total volume of surface of the bed. The maximum pressure should be that
comfortably exerted by a thumb on the plunger.
the bed and is termed the porosity, e.
It follows that the volume fraction occupied by the 5.3 Air Permeability Test
cement particles is (l-e). If Vis the total volume of the
5.3.1 Basis
bed, the absolute volume of cement is V( l-e) (cm3),
and the mass of cement m is pV(l-e) (g) where p is The specific surface, S, is given in 5.6.1 but is
the solid density of the cement particles p (g/cm3). conveniently expressed as:
Thus, knowing p, a mass of cement can be weighed to SAX+--- @- 47 (cm*/g)
produce a desired prosity, e, in the compacted bed of p (l-e)XG . ..(2)
total voiume V. The determination of p is described
where
in 5.2.3 and :?;af of V in 5.4.1.
K is the apparatus const;lnt,
5.2.2 Preparation oj the Sample e is the porosity of the bed,
Agitate the sample of cement to be tested by shaking t is the measured time(s),
for 2 min in a stoppered jar to disperse agglomerates. P is the density of cement (g/cm3), and
Wait for 2 min. Stir the resulting powder gently using q is the viscosity of air at the test temperature
a clean dry rod in order to distribute the fines taken from Table 1 (P.s).
throughout the cement. With the specified porosity of e = 0.500 and
temperature:
5.2.3 Determination of Dens@
a) at 27 + 2°C
Determine the density of the cement using a device
such as a pyknometer or Le-chatelier flask. Use a s _ 521.08 KG
(cm’/g)
non-reactive liquid in the determination. The quantity
P
of cement used will depend on the nature of the
b) at 20 i 2°C
apparatus but shall be such that the value of p
determined is accurate to 0.01 g/cm3. Verify this s = 524.2KG
accuracy by a repeat determination and record the (cm*/&
P
mean of the two determinations to the nearest
0.01 g/cm3 as the density. Table 1 Density of Mercury D, Viscosity of Air
5.2.4 Formation of the Bed (n) and mas Function of Temperature
(Clauses 5.3.1, 5.4.1, 5.4.2 and 5.6. I)
To give a cement bed of porosity e = 0.500 weigh a
quantity of cement, ml, calculated from: Temperature Mass Density of Viscosity of Air q
“C Mercury Pascal second
ml = 0.500 pV (g) . ..( 1) g/cm3 Pa.s
(1) (2) (3) (4)
where 16 13.56 0.000 017 88 0.00 I 337
P is the density of the cement (g/cm3), and 18 13.55 0.00001798 0.001 341
V is the volume of the cement bed (cm3). 20 13.5s 0.000 018 08 0.001345
22 13.54 0.000018 18 0.001 348
This mass, correctly compacted, will produce a bed of 24 13.54 O.OOOOl828 0.001 352
26 13.53 0.000 018 37 0.00 I 355
porosity 0.500. Place the perforated disc on the ledge
28 13.53 0.00001847 0.001 359
at the bottom of the cell and place on it a new filter 30 13.52 0.000018 57 0.001 363
paper disc. Ensure that the filter paper disc fully covers 32 13.52 0.00001867 0.001366
the perforated disc and is flat by pressing with a clean 34 13.51 0.00001876 0.00 I 370
NOTE - Intermediate value shall be obtained by linear
dry rod. Place the weighed quantity of cement, ml, in
interpolation.
the cell taking care to avoid loss.
2IS 4031( Part 2 ) : 1999
5.3.2 Procedure The bed volume V is given by:
Insert the conical surface of the cell into the socket at
v= m D2m (c3m 3)
the top of the manometer, using if necessary a little
light grease to ensure an airtight joint. Take care not
where D is the density of mercury at the test
to disturb the cement bed.
temperature taken from Table 1.
Close the top of the cylinder with a suitable plug. Open
Repeat the procedure with fresh cement beds until two
the stopcock and with gentle aspiration raise the level
values of V are obtained differing by less than
of the manometer liquid to that of the highest etched
0.005 cm3. Record the mean of these two values as V.
line, close the stopcock and observe that the level of
the manometer liquid remains constant. If it falls, NOTE- Care should be taken to avoid spilling or splashing the
remake the cell -manometer joint and check the mercury and any contact between it and the operator’s skin and
eyes.
stopcock, repeat the leakage test until the improved
sealing produces a steady level of the liquid. Open the 5.4.2 Determination of the Apparatus Constant
stopcock and by gentle aspiration adjust the level of
From a supply of reference cement of known specific
the liquid, to that of the highest etched line. Close the
surface prepare a compacted cement bed and measure
stopcock. Remove the plug from the top of the
its permeability by the procedures given in 5.2.2
cylinder. The manometer liquid will begin to flow.
to 5.2.4 and 5.3.2. Record the time t, and the
Start the timer as the liquid reaches the second etched
temperature of test using the same bed 1; repeat twice
line and stop it when the liquid reaches the third etched
the procedure of 5.3.2 and record the two further
line. Record the time f, to the nearest 0.2 s and the
values of time and of temperature. Repeat the whole
temperature to the nearest 1°C.
procedure on two further samples of the same
Repeat the procedure on the same bed and record the reference cement. For each of the three samples
additional ,values of time and temperature. Prepare a calculated the means of the three times and
fresh bed of the same cement with a second sample temperatures. For each sample calculate:
following the procedure of 5.2.4 or, where there is little
K = %p0(l -e)c
cement available, by breaking up the first bed and
reforming it as in 5.2.4. Carry out the permeability test GG . ..(3)
twice on the second bed, recording the values of time
where
and temperature as before.
So is the specific surface of the reference cement
5.4 Calibration of Apparatus (cm*/g),
5.4.1 Determination of the Bed Volume po is the density of the reference cement (g/cm3),
to is the mean of the three measured times (s), and
Owing to the need for clearance between the cell and
the plunger, the volume of the compacted cement bed q. is the air viscosity at the mean of the three
varies for each cell-plunger combination. The volume temperatures (Pa.s) (Table I),
of the compacted cement bed shall be established for
with the specified porosity of e = 0.500
a given cell-plunger clearance, this volume is to be
determined as follows.
K = 1.414 Sop0
Apply a very thin film of light mineral oil to the cell
interior. Place the perforated disc on the ledge in the Take the mean of the three values of K as the constant
cell. Place two new filter paper discs on the perforated K for the apparatus.
disc and ensure that each covered the base of the cell
5.4.3 Recalibration
whilst lying flat by pressing with a rod.
Repeated use of apparatus may cause changes in the
Fill the cell with mercury. Remove any air bubbles
cement bed volume and in the apparatus constant
with a clear dry rod. Ensure that the cell is full by
(because of the wear of cell, plunger and perforated
pressing a glass plate on the mercury surface until it is
disc). These changes can be determined with the help
flush with the cell top. Empty the cell, weigh the
of a so-called secondary reference cement whose
mercury to the nearest 0.01 g, m2, and record the
specific surface has been measured.
temperature. Remove one filter paper disc. Form a
compacted cement bed by the method described in and The cement bed volume and the apparatus constant
place on it a new filter paper disc. Refill the cell with shall be recalibrated with the reference cement:
mercury, removing air bubbles and levelling the top as a>
after 1 000 tests;
before. Remove the mercury, weigh it to the nearest
b) in the case of using:
0.01 g, m3, and check the temperature.
-another type of manometer fluid,
3IS 4031( Part 2 ) : 1999
-another type of filter paper, and e is the porosity of the bed of cement under test,
-a new manometer tube; and e0 is the porosity of the bed of reference cement,
c) at systematic deviations of the secondary
t is the measured time for the cement under test(s),
reference cement.
to is the mean of the three times measured on the
5.5 Special Cements
reference cement(s),
Certain cements having unusual particle size p is the density of the cement under test (g/cm”),
distributions and in particular, fine cements of higher
po is the density of the reference cement (g/cm3>,
strength grades may prove difficult to form into a
TJ is the air viscosity at the test temperature taken
compacted bed of porosity e = 0.500 by the method
from Table 1 (Pa.s), and
of 5.2.4. Should thumb pressure on the plunger cap fail
to bring it in contact with the top of the cell or if, after qa’is the air viscosity at the mean of the three
making contact and removing the pressure the plunger temperatures (Table 1) for the reference cement
moves upwards, the porosity of e = 0.500 shall be (Pa.s).
considered unattainable.
5.6.2 Eflect of Specified Porosity
For such cases the porosity required for a
Use of the specified porosity, e = 0.500 for both the
well-compacted bed shall be determined
reference and test cements simplifies formula, 5 to
eljperimentally. The mass of cement, rnq weighed to
make the bed as in 5.2.4 then becomes
. ..(6)
m4=U-ed PI V(g) . ..(4)
In the case of cements requiring a porosity other than
Where el is the porosity determined experimentally.
e = 0.500 formula 6 cannot be used unless a reference
5.6 Simplification of the Calculation
cement has been tested at that porosity.
5.6.1 Basic Formula
5.6.3 Effect of Density of Cement
The specific surface, S, of the cement under t&t is
The only remaining possibility of simplification is the
calculated from the formula:
elimination of the density (p) terms. This has
“;7x4iTx 47 previously been done where the only cements in
s = P pox (l-eO (l 1-e) s O3 .lqo” Gyso question were pure portland cements for which a value
of p of 3.15 was assumed to apply.That assumption is
(cm2k>
. ..(5) known to produce errors of up to 1 percent.
where 5.6.4 The formulae given in Table 2 may be used,
So is the specific surface of the reference cement calculate appropriate apparatus constant (KY)a s shown
(cm2/g), in co1 3 of Table 2.
Table 2 Formulae for Apparatus Constant
SI No. Formula for Apparatus Porosity Temperatures Difference Cement to be
Fineness Constant Between Time of Tested
S K n Testing of Test
Sample Sample Sample and Calibrated
Sample (27’C)
(1) (2) (3) (4) (5) (6) (7)
SO
i) K-6 b 0.5 0.5 Within f3”C Ordinary Portland
cement
ii) KG 0.001 36 x So 0.5 0.5 Outside? 3’C
Jo7i;; Cl
KG42 1.414x&
iii) 0.5 Other than 0.5 Within +3’C Cements other than OPC
l-e to
KWF 0.001 92 x So
iv) 0.5 do Outsidef 3OC do
dO.ln (t-e) to
K-FL? 4.455 x so
v) 0.5 do Within &3”C
P(1 -e) Cl
KdX7 0.006 05 x so
vi) 0.5 Outside+ 3’C do
p (1 -e)llO.ln 4,
4IS 4031( Part 2 ) : 1999
5.7 Expression of Results The standard deviation of the repeatability is about
50 cm*/g and of the reproducibility is about 100 cm*/g.
Where the porosity is e = 0.500, the four times and
temperatures resulting from the procedure of 5.3.2 Where the porosity e is not = 0.500, equation 5 shall
shall be examined to check that the temperatures all be used and the result to the nearest 10 cm’/g reported
fall within the specified range of 27 If:2 °C or 20 + 2’C. as the specific surface of the cement.
: The resulting value of S, to the nearest 10 cm*/g, shall
be reported as the specific surface of the cement. If, owing to a breakdown in control or for other
reasons, the four temperatures do not lie within the
A difference of 1 percent between the means of the specified range of 27 + 2°C or 20 + 2°C a value of S
fineness measurements carried out on two different
shall be reported, to the nearest 10 cm2/g, as specific
powder beds from one and the same sample is surface of the cement.
acceptable.
5IS 4031( Part 2 ) : 1999
ANNEX A
(FUFWW-d)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman
DR H. C. VISVESVARYA
Chandrika, 63-64 East Park Road,
Malleswaran, Bangalore 56OG03
Membem Representing
SHRIH . BHATTACHARYA Orissa Cement Limited, New Delhi
StIRIG . R. BHARITKAR B. G. Shirke & Co, Pune
DR A. K. CHA~RIEE The Associated Cement Companies Ltd. Mumbai
SHRIS . H. SUBRAMANIA(N A lternate )
CHIEFE NGINEER(D ESIGN) Central Public Works Department, New Delhi
Suproc ENGINEER(S & S) ( Alternate )
CHIEFE NGINEERN, AVAGAMD AM Sardar Sarovar Narman Nigam Ltd. Gandhinagar
SUPTDCE NGINEERQ, CC ( Alternate )
CHIEFE NGINEE(RR ESEARCH-CIJM-DIRECR) Irrigation and Power Research Institute, Amritsar
RESEARCHO FFICERC ONCRETET ECHMOUX~(Y A lternate )
DIRECTOR A.P. Engineering Research Laboratories, Hyderabad
JT DIRECTOR( A lternate )
DIRECTOR(C MDD) (N&W) Central Water Commission, New Delhi
DY DIRECTOR(C MDD) (NW&S) ( Alternate )
SHRI K. H. GANGWAL Hyderabad Industries Ltd. Hyderabad
SHRIV . PATTABH(IA lternate )
SHRIV .K. GHANEKAR Srructural Engineering Research Centre (CSIR), Ghaziabad
SHRIS . GOPINAM The India Cements Ltd. Chennai
StiRII i. TAMILAKARAN(A lternate )
SHRIS . K. GUHA THAKURTA Gannon Dunkerley & Co Ltd, Mumbai
SHRI S. P. SANKARANARAYANA(N A lternute )
SHRIN . S. BHAL Central Building Research Institute (CSIR), Roorkee
DR IRWAD MASOOD( Alternate )
DR IRSHADM ASSED Cement Corporation of India, New Delhi
SHRIN . C. JAIN( Alternate )
JOINTD IRECTORS TDS( B&S) (CB-I) Research, Designs & Standards Organization (Ministry of Railways),
Lucknow
JOINTD IRECTORST DS( B & S) (CB-II) (Alternate )
SHRIN . G. JOSHI Indian Hume Pipes Co Ltd, Mumbai
SI~RIP . D. KELKAR( Alternate )
SHRID . K. KANUNFO National Test House, Caicutta
SHRIB . R. MEENA( Alternote)
SHRIP . KRISHNAMURTHY Larsen and Toubro Limited, Mumbai
SHRIS . CHAKRAVARTHY(A lternate 1)
SHRIC . REDDY( Alternate II )
DR A. G. MADHAVAR AO Structural Engineering Research Centre (CSIR). Chennai
SHRIK . MANI ( Alternate )
SHRIG . K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd. New Delhi
SHRIJ . SARUP( Alternute )
SIIRIP RAFULLAK UMAR Ministry of Transport, Department of Surface Transport Roads Wing,
New Delhi
SHRIP . P. NAIR ( Alternute )
MEMBERS ECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR(C IVIL)( Alternute )
SHRI S. K. NATHANI,S O 1 Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
DR A. S. GoE~EE ( Alternate )
SHRIY . R. PHULL Central Road Research Institute (CSIR), New Delhi
StIRIS . S. SEEHRA( Alrernafe )
SHRIY . R. PWLL Indian Roads Congress, New Delhi
SHRIA . K. SHARMA( Alternute )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA(A lternate)
SNRIG . RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRIR . C. SHARMA( Alternute )
SHRIS . A. REDDI Gammon India Ltd. Mumbai
REPRESENTATIVE Builder’s Association of India, Mumbai
SI-~RJI. S. SANGANERIA Geological Survey of India, Calcutta
SHRIL . N. AGARWAL( A/tern&e )
(Continued on page 7)
6IS 4031( Part 2 ) : 1999
(Continued.from page 6)
Members Representing
SHRIS . B. Sum Central Soil and Materials Research Station, New Delhi
SHRIN . CHANDRASEKARA( NA lternate )
SUFTDG ENGINEER( DESIGN) Public Works Department, Govt of Tamil Nadu, Chennai
EXECUTIVE (S.M.R. DIVISION()A lternate )
SHRIA . K. CHADHA Hindustan Prefab Ltd. New Delhi
SHRIJ . R. SIL (Alternate )
DR H. C. VISVE.WARAYA The Institution of Engineers (India), Calcutta
SHRID . C. CHATURVEDI( Alternate )
SHRI VINOD KUMAR. Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Member Secretary
SHRI J. K. PRASAD
Additional Director (Civ Engg), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2.1
Chairman
DR H. C. VISVESVARYA
Chandrika, 63-64 East Park Road,
Malleswaran, Bangalore 560003
Members
SHRIB . R. MEENA National Test House, Calcutta
SHRIB . K. MANDAL ( Alternate )
SHRIN . G. BASAK Directorate General of Technical Development, New Delhi
SHRIT . MADNESHEAR( A lternate )
SHRIS OMNATHB ANERIEE Cement Manufacturer’s Association, New Delhi
CHIEFE NGINEER(R ESEARCH-CUM-DIRECT) Irrigation Department, Govt of Punjab, Amritsar
RESEARCHOFFICE(CRO NCRETET ECHNOLOGY(A) lter wate )
DIRECTOR Gujarat Engineering Research Institute, Vadodara
SHRIJ . K. PATEL( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER( Alternate )
DIRECTOR(C &MDD II) Central Water Commission, New Delhi
DY DIRE~R (C&MDD 11) (Alternate )
SHRI R. K. GA~TANI Shree Digvijay Cement Co Ltd. Mumbai
DR R. K. SOOD (Alternate )
DR A. K. CHATTERIEE The Associated Cement Company Ltd, Mumbai
SHRIC . H. PAGE( Alternate )
DEPUTYD IRECTOR( B&F) Research. Designs and Standards Organization, Lucknow
Assrr DESIGNE NGINEER(A lternate )
SIiRIV . K. MEHTA The Hindustan Construction Co Ltd. Mumbai
SHRIU . B. DANGI( Alternate )
SHRIG . K. MAIUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
DR IRSHADM ASOOD Central Building Ressearch Institute (CSIR), Roorkee
SHRIS . K. GARG ( Alternate )
SHKIK . KUNJITHAPA~AM Vishnu Cement Ltd. Hyderabad
EXECUTIVEE NGINEER Central Warehousing Corpn, New Delhi
SHRIK . NARANAPPA Central Electricity Authority, New Delhi
SHRID . P. KEWALRAGMAN( IA lternate )
DR S. C. AHLUWALIA National Council for Cement and Building Materials, New Delhi
SHRIK . H. BABU (Alternate )
SHRIM . K. MUKHERJEE Road Wing, Department of Surface Transport, New Delhi
SHRIN . K. SINHA( Alternate )
SHRIJ . D. D~SAI Gujarat Ambuja Cement, Ahmadabad
SHRIB . K. JAGETIA(A lternate )
SHKI Y. R. PH~LL Central Road Research Institute, New Delhi
SHRIS . S. SEEHRA( AlttWXZte)
DR K. C. NARANG Dalmia Cement (Bharat) Ltd ,New Delhi
SHRIC . S. SHARMA( Alternate j
SHRIP URAMM AL Engineer-in Chief’s Branch Army Headquarters, New Delhi
SHRIK . M. NAMBIAR( Alternate )
SHRIS . A. REDDI Gammon India Ltd. Mumbai
PROJECDT IRECTOR Cement Corporation of India Ltd, New Delhi
SHRIM . P. SINGH Federation of Mini Cement Plants, New Delhi
SUP~DC ENGINEER(D ) Public Works Department, Govt of Tamil Nadu, Tamil Nadu
SR DY CHIEFE NGINEER(G ENERAL)( Alternate )
SHRIS . B. SURI Central Soil & Materials Research Station, New Delhi
SHRIN . CHANDRASEKARA( NA lternate )
SHRIL . SWARWP Orissa Cement Ltd. New Delhi
SHRIH . BHATFACHARY(E A liernate )
SHRID . P. CHAKRAWART? Bhilai Steel Plant, Bhilai
SHRIR AJANC . MATHAW( Alternate )
7Bureau of Indian Standards
BIS is a statutory institution established undr the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of star ‘ardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designalions.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Addition..’
This Indian Standard has been developed from Dot: No. CED 2 ( 5171 ),
Amendments Issued Since Publics tion
Amend No. Date of Issue Text Affected
-
-_
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 86 26,337 9120
Northern : SC0 335-336, Sector’34-A, CHANDIGARH 160022 60 38 43
1 60 20 25
Southern ’ : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZTABAD: GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi, India
..___.
|
1691.pdf
|
UDC 621-65-051~2 : [ 669’13 + 669*141-241 ‘IS:1691-1980 ’ ’
Indian Standard
SPECIFICATION FOR
CAST IRON AND MILD STEEL FLAT PULLEYS
.
( Second Revision )
1. Scope-Covers the requirements for cast iron and mild steel pulleys for mechanical power
transmission.
c
c
’ 1.1 Pulleys of special types and dynamo pulleys are not covered in this standard.
1.2 The-information~ to be supplied by the purchaser with ths enquiry or order is ‘given in
Appendix A.
2. Types-The pulleys shall be of the following types:
Type of Pulley Maximum Rim Speed
m/min
i) Cast iron pulleys:
a) Solid, with flat or crown face 1 500 4
b) Split, with flat or crown face 1 000
ii) Mild steel pulleys, solid or split, with flat 1 500
or crown face and mild steel spokes
i
3. Dimensions
.
:
3.1 Diameters and Tolerances - Shall be as given in Table 1.
-(
1
7
TABLE 1 DIAMETERS AND TOLERANCES ON DIAMETERS
All dimensions in millimetres.
Nominal Tolerance on Nominal Nominal Tolerance on Nominal
Diameter Diameter Diameter Diameter
(1) (2) (1) (2)
40 *o-5 260
315 h3.2
45 355
AO.6
50
i 400
450 f4.0
f0.8
53” 500
71 560
*1*0
80 630 f5.0
710
1:: &-I*2 800
112 900 - &6*3
1 000
125
&-I.6
140 I 120
I 250 k8.0
160 I 400
180 *2*0
200 I 600
1 800 &IO.0
224 2 000
&2*5
250
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 1691 - 1930
3.2 Width of Flat Pulleys -Shall be as given in Table 2.
TABLE 2 WIDTH OF FLAT CAST IRON AND MILD STEEL PULLEYS
All dimensions in millimetres.
Width Tolerance Width Tolerance
(1) (2) (‘1 (2)
20 160
180
:z 200
40 fi 224 f2
250
:: 280
71 315
355
ii 400
100 450
112 f I.5 500 f3
125 560
140 630
3.3 Shape of Pulleys
3.3.1 Shape of crown - See Fig. 1.
3.3.1.1 The shape of the profile shall be flat (see Fig, 1A ).
3.3.1.2 The shape of the profile shall be a regular, symmetrical curve as shown in Fig. 1B.
3.3.1.3 A symmetrical profile with a flat central part may, however, be accepted provided that:
a) the flat part is tangential to the curve, and
b) its width is not more than 40 percent of the width of the pulley (see Fig. 1C ).
IA Flat IB Curved IC Flat at
Central Part
FIG. 1 SHAPES OF PULLEY CROWNS
3.3.2 Dimensions of crown - The height of the crown, h, of flat pulleys shall be as given in
Tables 3 and 4. It varies with the diameter of pulleys ( and for larger diameters, with the width of
the rim ).
Note-The crown values given in Tables 3 and 4 are calculated by the formula h = 0,003 x D, where D is the
diameter of the pulley. An upper limit has, however, been applied above a certain va!ue of Dfor each range of
widths.
2IS: 1691- 1980
TABLE 3 CROWN OF CAST IRON AND STEEL FLAT PULLEYS OF DIAMETERS
FROM 40 TO 355 mm INCLUSIVE
( Clause 3.3.2 )
Nominal Diameter Crown*
D h
mm mm
40 to 112 0.3
125 and 140 0.4
160 ,, 160 0.5
200 ,, 224 0.6
250 ,, 260 0.6
315 ,) 355 1
Note - In the case of 140 mm diameter pulley, used for the railway train-lighting dynamo drive, in order to
ensure that the belt rides centrally and to compensate for slight misalignment, while negotiating curves, the crown
at present used is 3.2 mm.
*Crown is unrelated to the width in this diameter range.
TABLE 4 CROWN OF CAST IRON AND MILD STEEL PULLEYS OF
DIAMETERS FROM 400 TO 2 000 mm
( Clause 3.3.2 )
Nominal Crown ( in mm ) of Pulleys of Width (a) ( in mm )
Diameter _-----------__-h~ --------------______~
D -125 140 180 224 280 355 400
and and and and and and
Smaller 160 200 250 315 Larger
(1) (2) (3) (4) (5) (6) (7) (8)
400 1.2 1.2 1.2
450 : ;:; ;:; ;:;
I.2
500 .I ;:5’ 1.5, 1.5 1.5 1.5 ;:‘5
560 1 1.5 1.5 1.5 1.5 1.5 1.5
673100 11 ;:5” 22 I : 22 :
890000 : 1.5 : 2.5 22..55 22..55 ;:z
1000 1 ;:5” 2 22:; 3 3 3
1 120 ::; I.5 2 2.5 3 3 3’5
1 250 I.5 2.5 3 3.5
1 400 1.5 2 22.5 3 3.5 4 ::
1 600 1.5 2 2.5 i.5 3.5 t 5
1 800 2 2.5 4
2 000 2 2.5 3” 3.5 4 5 f
3.4 Preferred sizes of pulleys ( diameter x width of face ) or other proportions have not been
prescribed in this specification, and these shall be agreed upon between the purchaser and the
supplier. However, size details of spokes and other proportions of pulleys commonly used have
been given in Appendix B for information.
3.5 Bore - When ordering pulleys, the purchaser shall specify the diameter of the bore and shall
furnish details of keyways. Unless otherwise stipulated by the purchaser, the bore shall have the
following tolerance limits, as specified in IS : 919-1963 ‘Recommendations for limits and fits for
engineering ( revised) ‘:
a) Solid pulleys-H7
b) Split pulleys - U7
4. Material
Type of Pulley Material
i) Cast iron Grade FG 200 of IS : 210-1978 ‘ Specification for grey iron
castings (third revision ) ’
ii) Mild steel Steel conforming to IS : 226-1975 ‘Specification for struc-
tural steel standard quality (fifth revision ) ’
3IS: 16911 1980
5. Manufacture
5.1 The pulleys shall be of solid or split construction, and with flat or crown face, as may be speci-
fied by the purchaser. Pulleys with central disc construction are also permissible in the smaller
sizes, but additional details of such pulleys shall be subject to agreement between the manufacturer
and the purchaser.
5.2 In case of mild steel pulleys, the boss may be of cast iron or of mild steel,
5.3 If cast iron is used for pulleys, the casting shall be of close grain and free from porosity or
blow holes after machining and free from contraction cracks and hollows in the spokes, centre
plate and boss. Iron cement or other recognized filling medium may, however, be used to fill small
defects in the rim, centre plate and boss.
5.4 When the length of the boss is more than twice the diameter of the bore, chamfered bores are
acceptable provided the width of the chamfer is not greater than o.ne-third of the boss length,
5.5 Any superficial defects in the rim, boss and web (excluding those in spokes ) may be rectified
by welding or brazing in such a way as not to give rise to internal stresses. The use of plastic
having the appearance of metal, or lead or of compressed soft metals, is not permitted.
5.6 The spokes made of steel may be shrunk fit or securely screwed where the hub is made of cast
iron, and may also be welded if the hub is made of steel. Where the spokes are of cast iron, they
shall be cast solid with the hub.
5.7 The joints between the rim and the spokes may be either welded or riveted where both rim and
spokes are made of mild steel.
5.6 The rim and bore shall be machined to have a good finish. Unless otherwise specified by the
purchaser, the bore shall be machined for sliding fit on the appropriate shaft ( see 3.5 ).
5.9 The face of cast iron pulleys shall be machined, either flat or crown, as may be specified by the
purchaser. The face of mild steel pulleys shall be either rolled or machined to form flat or crown,
as may be specified by the purchaser.
5.10 The rivet heads or protruding welded portions on the rim face shall be properly dressed smooth
to prevent damage to the belt.
5.11 Sharp corners on the rim edges of both cast iron and mild steel pulleys shall be removed to
prevent damage to the belt.
5.12 The faces of the boss and rim sides of both cast iron and mild steel pulleys shall be well
finished.
6. Balancing of Pulleys -Since out-of-balance pulleys set up vibrations which increases as the
speed increases or which may develop to serious amplitudes at certain speeds, all pulleys shall be
balanced statically, and they shall be dynamically balanced subject to agreement between the
manufacturer and the purchaser if the width of the face in relation to the peripheral speed makes it
necessary.
7. True Running -The permissible errors for true running of the outside diameter and rim sides
of the pulleys shall be as given in Table 5.
8. Tests
8.1 True Running -For testing the true running of the outside diameter and rim sides, the pulley
shall be fitted to the respective size of test mandrel and shall be placed on lathe centres. The
pulley shall be revolved slowly to find out the degree of inaccuracy as illustrated in Fig. 2.
8.2 Sfafic Balancing - Test for balancing shall be made in a balancing machine. A typical testing
machine is illustrated in Fig. 3. The machine essentially consists of two supporting frames each
carrying a bevelled straightedge which has been carefully levelled.
4IS : 1691.1960
TABLE 5 PERMISSIBLE ERRORS FOR TRUE RUNNING FOR OUTSIDE DIAMETER AND RIM SIDE
( Clause 7 )
All dimensions in millimetres.
Diameter Permissible Errors
__-__--____h-_-_-_-------~
Cast Iron Pulleys Mild Steel Pulleys
(1) (2) (3)
100 to 250 0’25
300 ,, 500 0.38 1.52
560 ,, 960 0’50 2.03
1 000 ), 1 500 O-63 2.54
1500 ,,2000 0’76 3.05
TEST MANDREL
Note -Testing at a for true running of pulley diameter.
Testing at b for true running of rim sides of pulley.
FIG. 2 TESTING DEVICE FOR TRUE RUNNiNG OF PULLEYS
PULLEY
TEST MANDREL
1
b
LBASE PLATE
a = machined bevel straight parallel edges carefully levelled, and
b = supporting frame for straightedges.
FIG. 3 TESTING DEVICE FOR STATIC BALANCING 0F;PULLEYS
9. Inspection and Testing Facilities -The manufacturer or supplier of pulleys shall afford at his
own expenses all reasonable facilities to the inspector to assure himself that the pulleys have been
manufactured fully in accordance with the requirements of this standard.
10. Marking - Each pulley shall be marked with nominal diameter and nominal width. It may also
be marked with the manufacturer’s name, initials or trade-mark.
10.1 IS/ Certification Marking - Details available with the Indian Standards Institution.
518:1691-1960
11. Preservative Treatment - The pulleys shall be painted all over with anti-corrosive paint
except for the bore which shall be greased.
12. Packing - The pulley shall be supplied loose or in packages as may be agreed to between the
purchaser and the supplier. When cast iron pulleys are required to be transported by rail or
steamer, they shall be packed in wooden cases or crates or in other suitable manner to prevent
damage in transit.
APPENDIX A
( Clause 1.2 )
INFORMATION TO BE SUPPLlED BY THE PURCHASER WJTH THE
ENQUIRY OR ORDER
A-l. Duty Conditions
A-2. Type of Pulleys
a) Material - Cast iron or mild steel (see 4 ),
b) Construction - Solid or split ( see 5.1 ), and
c) Face
1) Flat or crown,
2) Rolled or machined ( for mild steel pulleys only ) ( see 5.3).
A-3. Dimensions
a) Nominal diameter ( see Table 1 ),
b) Width ( see Table 2), and
c) Diameter of bore and details of keyway ( see 3.5 ).
A-4. Other Details
a) Disc construction ( see 5.1 ),
b) Other proportions ( see 3.4 I, and
c) Packing (see 12 ).
APPENDIX B
( Clause 3.4 )
INFORMATION ON CURRENT PRACTICES IN DESIGN OF PULLEYS
B-l. General- Information on current practices in design on pulleys followed by reputable manu-
facturers is given in this appendix. Purchasers are recommended to get in touch and obtain
recommendations of reputable manufacturers for procuring the right type of pulleys for their use.
Full details of the duty conditions should be furnished while making enquiries. This appendix
should not be used as a basis for purchaser.
B-2. Cast Iron Pulleys - The diameters of cast iron pulleys most commonly in demand are given
in Table 1. It is quite common for users to give their own drawings for cast iron pulleys up to
200 mm diameter, but even UP to this diameter, efforts should be made to popularize the sizes that
have been tabulated. Above 200 mm the sizes given in the table are quite popular.
B-2.1 Proportions for Cast Iron Pulleys - See Fig. 4.
6IS : 1691-1960
al = width of belt
FIG. 4 CAST IRON PULLEY
a) Number of arms:
1) For pulleys up to 200 mm diameter, use webs.
2) For pulleys above 200 mm diameter and up to 450 mm diameter, use 4 arms.
3) For pulleys above 450 mm diameter use 6 arms.
b) Cross-sections of arms - elliptical.
4 (1) Thickness of arm b near boss = 2’94 -g for single belt
Xi-
g for double belt
where
a = width of pulley,
D = diameter of pulley, and
n = number of arms in the pulley.
(2) Thickness of arm bl, near rim = taper 4 mm per 100 mm.
4 Radius of the cross-section of arms, I = zb.
e) Minimum length, I, of the bore = 2/3 a; it may be more for loose pulleys, but in no case it
exceeds a.
dl - da
f) = 0.412 x q/ad -I- 6 mm for single belt.
2
= 0’529 x v/a3 + 6 mm for double belt.
cl) Radius rl =$ ( near rim )
Radius r2 - $ ( near rim ).
B-3. Mild Steel Pulleys
B-3.1 The diameters of mild steel pulleys most commonly in demand are given in Table 1.
7IS::.1691-1980
B-3.1.1 Proportions and other details of mild steel pulleys ( see Fig. 5 ) - Pulleys are normally
supplied split flat unless otherwise specified.
B-3.1.2 Arrangement of arms - Pulleys up to 300 mm width are normally supplied with single
row of spokes. Wider pulleys requiring double row of spokes are at times in demand, but details
of the same not included in this appendix.
B-3.1.3 Number of arms in pulleys
Diameter Details of Spokes
C____-_-_-_h---------~
mm
Number Diameter
mm
280 to 500 19
560 to 710 : 19
800 to 1 000 10 22
1 120 12 22
1 250 14 22
1 400 16 22
1 600 22
1 800 1: 22
2 000 22 22
-04 rt
FIG. 5 MILD STEEL PULLEY
B-3.1.4 Minimum length of boss - The length of boss is equal to half the width of face, subject
to a minimum of 100 mm in the case of pulleys with 19 mm diameter spokes and minimum of 138 mm
for pulleys with 22 mm diameter spokes. The length of the boss is practically greater than the
width of the pulleys.
B-3.1.5 Thickness of rims - The thickness of 5 mm for the rim of all the pulleys tabulated in
Table 1 may be applicable for mild steel pulleys only.’ For cast iron flat pulleys the thickness may
be specified as below:
Rim thickness = -$$- + 3 mm for single belt
= -&- + 6 mm for double beltIS : 1691-1980
EXPiANAf6RY NOTE
This standard, originally published in 1960, was revised in 1968 to bring this standard in line
with the then current technological practices. The present revision has been taken up to bring this
standard in line with the modern manufacturing techniques.
Pulleys of various types are in use for different power transmission systems. This standard
covers the requirements only for mild steel and cast-iron flat and crowned pulleys of the very
commonly used types. It does not include dynamo pulleys and other special types of pulleys.
While preparing this standard assistance has been derived from the following standard issued
by the International Organization for Standardization:
IS0 22-1975 Widths of flat transmission belts and corresponding pulleys
IS0 99-1975 Diameters of pulleys for flat transmission belts
IS0 loo-1975 Crowns of pulleys and balancing of transmission pulleys
ISO/R 254-1962 Quality, machining and balancing of transmission pulleys
9
Printed at New India Prlntlnu Press,KhurJa, lndla
|
1834.pdf
|
IS : 1834 - 1994
( I~eallirawdI YYS)
Indian Standard
SPECIFICATION FOR
HOT APPLIED SEALING COMPOUNDS FOR
JOINTS IN CONCRETE
( First Revision )
Third Reprint FEBRUARY 1999
UDC 625.848 : 625.762-1-083-5 [ 665-637-8 ]
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
.i ,i NEW DELHI 110’302
‘&
Gr 5 q October 1984
/5*Indian Standard
SPECIFICATION FOR
HOT APPLIED SEALING COMPOUNDS FOR
JOINTS IN CONCRETE
( First Revision )
suiidhg Construction Practicea Sectional Committee+ BDC 13
Mmbm -
SIIRI P. D. Aarrwu, Public Worb Deputment, Coverameat of Utter
~Pmdeeb, Lucknow
SIfsr R. K. MATInn ( Al&mat8 )
SRRI D. R. BA~LIIALA Bbebbe Atomic Reeeucb Gatre, Bombay
SHRXB . K. Csurr~omr Houdng cad Urben Development Corporrrtion
Ltd, New Delhi
SHRI 8. M. COBL ( m#m& )
CIlIElf &‘tOmIDI ( BLDQl ) Pub$$ux$$ztmeat, Coverameat of Tarnil
svncIcR~Bsfnu0 Exot!4smB (S?wIAL ’
BUILDIN@C IBOW ) ( Altmnet~ )
CIrfn b4OIIfDXS-OVM-~DITIOSUL Pubiic WOhB Deputment, Governmeg of
SC~REJTARY (B uui R) Rejutbea, Jaipur
ExEov~lva Rm?nsBBB ( Al&mots )
Cmnr Euaawaa ( T~unrrro ) Ceatnl Public Worb Dapartxnent, New Delhi
sU?bUlVTMDIl8O Baomn~
TRAIWX~O)( A&m&)
Sar;I d . DEVASAJAH Rn6iaN~iaa&f’e Branch, Army Headquuten,
SEfRI A. v. tiPALXSt8XUA ( dtWMt# )
DIaDOToR, Aaaarrmrva~ Reaeuch, Dgtor end Stsaderb OqenisUion
( Miaky of Reilweyr), Luckaow
Jorsr~ Dxaro~or, h~oat~mcrrosa
( Alt@eete )
(-deewt)
BUREAU OF INDIAN STANDARD!3
Thin publi.cetioa ir protected under the In&e Ce@& Acr ( XIV of 1957) 4
reproductikiu whole or in prrt by any me8111 except with writtm permission of the
publisher &I b) dremed to be UI infkia6empnt of copyright under the d Act.
GlS:1834- 1984
(Continued from page 1 )
Members Representing
SIIRI s. s. GILL Public Works Department, Government of Punjab,
Chandigarh
Sass M. KABTIKAYAN Builder’s Association of India, Bombay
Sum R. L. KUMA~ Institution of Surveyors, New Delhi
SARI V. G. PA~WARDHAX ( Altcmafc )
SHBI M. Z. KURIAN Tata Consulting Engineera, Bombay
SHRI G. K. MAJUMDAR Hindustan Prefeb Ltd, New Delhi
SHRI H. S. PASRIOEA ( Alternate)
SERI R. C. MANQAL Central Building Research Institute, ( CSIR ),
Roorkee
SHRI J. S. SHARMA ( Alternate )
SERI B. V. B. PA1 Concrete Association of India, Bombay
SIISI P. SRIPFIVASAN( Alternate )
SERI P. K. PANDA~P. State Bank of India, Bombay
SHRI K. S. PR~THI Forest Research Institute and College, Dehra Dun
SERI S.G.RANADIVE Indian Institute of Architects, Bombay
SHRI RUMMY SHRO~ ( Alternate 1
REPRESENTATIVE ‘Bureau of Public Enterprises Ministry of Finance
REPRESENTATIVE Central Road Research Im&ute, New Delhi
RE~RESENTATIVIC Life Insurance Corporation of India, Bombay
SHRI K.S.SRINIVA~AN National Buildings Organization, New Delhi
DEPUTY DIXEOTOR ( Altcrnatr)
SHRI Sosm~ KUYAR Natihrad B$$ngs Construction Corporation Ltd,
SHRI S.R.TAMBE PubliceWorks and Housing Department, Bombay
SBRIB.T.UNWALLA The Institution of Engineers (India), Calcutta
SHRI G. VENKATEEXTIJJ Ministry of Shipping and Transport ( Roads
Wing ), New Delhi
SHRI M. V. SAITBY ( Alternate )
SERI G.RANAN, Director General, IS1 ( Ex-ofi& M&n)
Director ( Civ Engg )
Smetaj
SRRI A.K. SAINX
Assistant Director ( Civ Engg ), IS1
Joints in Structure Subcommittee, BDC 13 : 14
Convener
SERIHAR~~HCEANDRA Central Public Works Department, New Delhi
Members
SHRI J.P. BAJAJ Institutiono f Surveyors, New Delhi
LT-COL c. T.CHARI Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SERI S. K. GUPTA (Alternate)
( Continuedo n pair 17 )IS:1834-1984
Indian Standard
SPECIFICATION FOR
HOT APPLIED SEALING COMPOUNDS FOR
JOINTS IN CONCRETE
( First Revision)
0. FOREWORD
0.1T his Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 14 March 1984, after the draft finalized by the
Building Construction Practices Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Most sealing compounds are bituminous. The important properties
required in sealing compounds are that it can be applied without
difficulty, are not unduly affected by temperature variation, adhere
strongly to the concrete, and resist any tendency to flow out of the joint
under hot weather conditions or loss of resiliency during cold weather
conditions.
0.3 Under certain circumstances some of the properties are less important
than the others. Where the road or runway is not heavily cambered, a
lower value of resistance to flow may be accepted; in situations where loose
grit is never present in quantity on the surface, resistance to ingress of
water may be of less importance.
0.4 This standard was originally published in 1961. In this revision
the physical requirements have been simplified and only important require-
ments retained. The requirements of softening point, increase in softening
point after heating, filler settlement, resistance to grit penetratiun on
impact test and flash point have been dropped,
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
.i ,;
7Ruler for tdfmding%T numerical valuea (mired ).
‘,
G 3IS : 1834 - 1984
1. SCOPE
1.1 This standard specifies hot applied sealing compounds intended for
use in sealing joints in concrete roads, runways, bridges and other
strur :es.
1.2 The material covered by this standard is suitable only for longitudinal
and transverse joints not more than 12 m apart and where the effect of
the breakdowns of the seal is unlikely to be serious and the need to reseal
at more frequent intervals is unlikely to cause serious inconvenience to
the users and the use of a more expensive high extension type sealant is
not justified.
2. MATERIALS
2.1 Joint sealing compounds, composed of suitable mixtures of materials,
shall form a resilient and adhesive barrier in concrete joints and shall be
capable of resisting the infiltration of *water and the ingress of solid
particles. They shall not be unduly affected by temperature variation,
and shall resist any tendency to flow out of the joint or be picked up by
vehicle tyres under hot weather conditions. They shall not become
brittle or suffer loss of resiliency during cold weather conditions.
2.2 On heating in suitably designed kettles they shall be capable of
acquiring a pouring consistency enabling them to be run molten in a
unibrm manner into all types of horizontal joints without difficulty.
2.8 Sealing compounds shall be employed for filling contraction and
construction joints as well as a sealing medium above expansion joint
fillers [see IS : 1838 ( Part I )-1983+] to a depth not exceeding 40 mm.
2.4 Suitable primers may be first applied to the vertical faces of the
concrete joint before the pouring of sealing compounds in order to
improve the adh&ve qualities of the latter.
3. GRADES
3.1 This standard coven two grades of sealing compounds:
a) Grade A (Ordinary ), and
b) Grade B ( Fuel Resistant ).
3.1.1 Grade A is suitable for concrete constructions other than those
which are subjected to spillage of kerosine or other petroleum oils.
*Specification for preformed filler8 for expansion joint in concrete pavement and
. i ructurea ( non-extruding and resilient type ): Part 1 Bitumen-impregnated fibre
Y‘ &It rtiion ) .
‘P
G 4I8:1834=lW4
3.1.2G rade B is suitable for use in construction where retistance to
kcrosine or other petroleum oils is required.
4. TESTS AND PHYSICAL REQUIREMENTS
4.1 The physical requirements of sealing compounds shall conform to
those given in Table 1.
4.2 Tests shall be carried out as described in the appropriate appendices
spex5fied in Table 1.
TABLE I PHYSICAL REQUIREMENTS OF SEALING COMPOUNDS
OF GRADES A AND B
( Clausts 4.1 and 4.2 )
SL CHARAOTEIIIBTIO REQUIREMENT METHOD REMABX8
No. OX TEST
(1) (2) (3) (4) (5)
i)’ Pour point, lyax 1ao*d Appendix A
GLzz A
ii) Flow test, qercentnge, Max 5 Appendix B do
iii) Extensibility, Min 6mm Appendix C do
iv) Penetration, xt 25’C, 15 Min IS : 1203- do
100 g, 5r, l/10 50 Max 1978.
v) Aviation fuel reaistxnce:
8) Inuwse in penetration u 15 Appendii D GradcBoaly
murured in (iv) qftet 7 Sin:,;: :, 1203
L
dayr immersion in avia-
tion fuel (r## IS: 1571-
1982t ), Mfr.%
b) Cltange in ma& after 7 1 Appendix E
days immenion in aviation
fuel, percent, Mu
*Methoda for testing tar and bituminour materialn: Determination of penetr8ti0n
( Jlrsrr rvisi0n) .
tSpecification for aviation turbme fuek, kerorine typo (f&w& r&&n ).
5. SAMPLING
SJ Representative aampIes of the joint sealing compound #hall be taken
and conformity to the requirements of thir specification hall br
determ.i&$ according to the procedure given in Appendix F.
.,
5
GIS : 1834 - 1984
6. MARKING
6.1 Each container of sealing compound may be marked with the grade
and the manufacturer’s name or trade-mark, if any.
6.2 Each container of sealing compound may also be marked with ‘the
ISI Certification Mark.
NOTE -The use of the ISI Certification Mark is governed by the provisions of
the Indian Standards Institution (Certification Marks) Act and Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the IS1 Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
APPENDIX A
( T&e 1 ) ’
POUR POINT TEST
A-l. GENERAL
A-l.1 Pour Point - The pour point of a joint sealing compound is the
lowest temperature at which it can readily be poured.
A-2. PROCEDURE
A-2.1 Select a sample of the fresh material, weighing approximately
600 g, in such a manner as to avoid inclusion of the surface layer.
A-2.2 Heat 200 g of the sample, with gentle stirring, to a pouring consis-
tency in a clean container placed in an oil-bath or similar heating unit.
The temperature of the bath shall not exceed the pour point by more
than 7O”C, and in no case shall be more than 250°C. Add the remaining
400 g in quantities of approximately 50 g at a time, to the melted
material, continuing the gentle stirring. Continue the heating and stirring
until the entire sample is off sufficient fluid consistency to be poured
.resdily. Specimens for all other tests shall be poured from this sample.
.,
‘, 6
GIS :1834- 1984
A-3. REPORT
A-3.1 Report as the pour point the minimum temperature at which the
material will pour readily and uniformly when subjected to the procedure
described in A-2.2 and record the time required to reach such
consistency.
APPENDIX B
( Table I )
FLOW TEST
B-0. GENERAL
B-0.1 This test assesses the resistance of sealing compounds to flow in hot
weather.
El. APPARATUS
B-1.0 The apparatus shall consist of the following.
El.1 Morlds - Three, made from 1 mm mild steel sheet. The internal
dimensions of each mould shall be 50 mm in length, 12 mm in width and
25 mm in depth, with a tolerance of 0.25 mm on each dimensions. The
top of the mould shall be open and shall be provided with a flange on
either side as shown in Fig. 1. A slot 6 mm wide, with a tolerance of
f0.05 mm, shall be cut along the centre of the base from end to end.
The edges of the slot shall be machined truly vertical and all burns shall
be removed. The corneis shall not be rounded. Each mould shall be
stamped with an identification mark on the flange.
B-l.2 Frame - It shall be of such design that three moulds can be hung
by their flanges with the slot downwards and 250 mm above a sand tray.
B-l.3 Oven - Capable of maintaining the whole apparatus at a
temperature of 45 f 1°C.
El.4 Balance - Capable of weighing to the nearest 0.01 g.
B-l.5 Spatula - Stiff.
B-2. PREPARATION OF SPECIMEN
B-2.1 Th9 three moulds shall be weighed and their mass ( Wt ) recorded
to the ne+t O-01 g.IS : 1834 - 1984
SECTION XX SIDE ELEVATION
All dimeasionr in millimetrer.
Fxo. 1 TEST ON JOINT SEALINO COMPOUNM- MOULD FOR FLOW TZST
B-2.2 The sample of joint sealing compound shall be heated and poured
as described in A-2.2.
B-2.3 The moulds previously heated to a temperature close to that of the
molten compound shall be placed on a metal plate which has been coated
with suitable medium to prevent adhesion to the plate, and shall be filled
with sufficient molten compound to give an excesa above the level of the
mould when cool.
B-2.4 After cooling for one hour in the air at a teinperature between 15%
and 20°C the compound in the mould shall be 1eveIIed by removing the
excess with a warmed stiff s atula. The GIled moulds shall then be
weighed and their masses ( W, P recorded to the nearest @Ol g.
B-3. PROCEDURE
B-3.1. The frame rhall be placed in the oven at 45’C for 30 minutes before
commencing the test.
B-3.2 The three moulds shall then be placed in the frame in the oven
and the temperature of the oven maintained constant at 45 f 1% for 5
hours.
B-3.3 At the conclusion of 5 hours the assembly rhall be removed from
the oven. The amount of compound which has flowed out of the alot in
the base of the mould shall be immediately cut away level with the
mi@ weat face of the mould, with a warmed stiff spatula and the moulds
riiall,,then be weighed and the mass ( Wa ) recorded to the nearest @Ol g.
% 8IS I 1834 - 1984
B-4. REPORT
B-4.1 The proportion of compound which flows out of the mould during
the test shall be reported as a percentage calculated as follows:
Compound flowed out, percent = 29 x 100
a 1
This figure shall be recorded as the flow of compound at 4YC, the
mean figure of the three determinations should be reported. If any one
of the three determinations deviates from the mean by more than 10
percent of the mean, the test shall be repeated.
APPENDIX C
( Table 1 )
EXTENSION TEST
C-O. GENERAL
C-O.1 The purpose of this test is to establish whether the sealent will
remain cohesive and will continue to adhere to concrete when subjected
to cycles of extension and recompression.
C-l. APPARATUS
C-1.0 The apparatus shall consist of the following.
C-l.1 Cement Mortar Test ‘Blocks - TWO blocks shall be prepared
using one part of cement to one and a half parts by mass of sand.
Sufficient water shall be used to obtain a workable mortar; care shall be
taken to avoid the use of a mortar which is too wet, in order to prevent
segregation during compaction.
Each block shall have one flat rectangular test face measuring
50 x 25 mm. In other respects the dimensions of the blocks may be varied
to suit the design of the jig and of the clamps in the extension machine.
C-l.2 Metal Jig - One, in two separate halves which can be rigidly
held together on a suitable base plate with a removable clamp. Each half
shall rigidly hold one test block so that when the clamp is in position the
test faces are opposite and exactly 12 mm apart and cannot move relative
to each, other. The jig shall be so designed that the sealing compound
may be. f oured into the space between the blocks, so as to fill it
complete y an‘d Pto leave an excess of 1.5 mm of sealing compound on allIS’ t 1834 - 1984
the four exposed faces of the sealing compound after pouring ( sac
Fig. 2 and 3 ). Those parts of the jig and base plate which .come
contact with the sealing compound shall be amalgamated with
to prevent the sealing compound from adhering to the jig.
CONCRETE SCREWS TO TIGHTEtd
FIG. 2 SPECIMENA S POURED, BEFORE TRIMMINGF, OR
EXTENSIONT EST
CONCRETE TEST
INT SEALING COMPOUND
WITH SIDES TRIMMED
u
*LUSH WlfH TEST BLOCKS
AND SURROUNDED WITH ICE
.i ,i
‘i FIG. 3 SPECIMENR EADY FOR EXTENSIONT EST
.,
10
/,,IS I 1834 - 1984
C-1.3 Extension Machine - The design of the extension machine shall
be such that the assembled jig may be clamped in the machine holding
the test blocks 12 mm apart, and that from this position the two halves of
the jig holding the blocks may be pulled apart at a rate of 3.00 f
0.01 mm per hour for at least 4 hours. Means shall be provided for
surrounding the test specimen between the blocks with chopped ice
during the test.
C-2. PREPARATION OF TEST SPECIMENS
C-2.1 Preparation of Mortar Blocks -The mortar shall be thoroughly
compacted in the mould in about four layers with a suitable hand-operated
tamper. The blocks shall be cured in the mould for 24 hours in moist
air (that is, under a damp cloth ), then removed from the mould
and cured for a further 6 days in water. After curing, the 50 x 25 mm
test faces shall be ground with 80 grade carborundum powder and water
on a level glass surface until the laitmce is completely removed. Fresh
Carborundum powder shall be used for each block. Any blocks damaged
during curing or grinding or which are found after grinding to contain any
cavity more than I.5 mm in diameter in the test face, shall be rejected. After
grinding the blocks shall be washed in benzene to remove all tracesof any
shutter oil used in the moulds. They shall then be washed in methylated
spirit and finally in water. The blocks shall then be dried at a temperature
of 110°C for at least 12 hours and stored in a desiccator until required.
C-2.2 Pouring of the Sealing Compound -The test blocks shall be
placed in the assembled metal jig at room temperature, care being taken
not to handle the test faces. The sample of joint sealing compound shall
be heated and poured in accordance with the procedure described
in A-2.2. Sufficient sealing compound shall be poured at one time into
the space between the test blocks to provide the excess sealing compound
referred to in C-1.2. After cooling for 1 hour at room temperature this
excess sealing compound shall be removed with a hot knife to give a test
specimen of 50 x 25 x 12 mm. After the sealing compound is poured, the
test blocks with the specimen between, shall remain rigidly clamped in
the jig until after the ends of the jig have been rigidly clamped to the
extension machine.
If the suppliers of the sealing compound under test recommend the
use of the primer to increase adhesion to the concrete, the test faces of the
prepared test mortar blocks shall be painted with the recommended
primer. This shall be well brushed in the test surfaces, carrying the
primer up to and slightly over the edge of the blocks, care being taken to
avoid leaving a thick film of primer on the blocks. The blocks shall then
be stored for 16 to 24 hours in a dust-free atmosphere to allow the primer
to dry bCf6re they are placed in the jig.
‘I
11
/iAIS t 1834- 1984
C-3. PROCEDURE
C-3.1 The prepared specimen in the jig shall be stored for 16 to 24 hours
at a temperature of 0°C. It shall then be transferred to the extension
machine, and the two halves of the jig shall be rigidly clamped to the
two face8 of the extension ma’chine. The clamp holding the two halves
of the jig together shall then be removed. Atthis stage the test faces of
the concrete blocks shall be 12 mm apart, parallel to each other, and
perpendicular to the direction of pull, and the block8 shall be incapable of
any movement other than that imparted by controlled movement of the
extension machine. The te8t specimen shall immediately be surrounded
with chopped ice and allowed to stand for 15 minutes. The test specimen
shall then be extended at a rate of 3.00fO*Ol mm per hour for a dirtance
of 6 mm, the ice being replenished as often as required during the test.
At the conclusion of extension the Specimen, complete with blocks,
rhall be removed from the machine and the four ex osed face8 of the
sealing compound thall be examined. The specimen 8E all be deemed to
have paa8ed the te8t if,
a) it remain8 adhering to both te8t blocks; and
b) no cavity ha8 formed in any of the four exposed surface8 of the
test specimen with an opening more than 40 mm8 in areas. If
more than one cavity ha8 formed, their area8 shall be added
together and the total shall not exceed 40 mm’. The cavities
may be found to occur either in the body of the sealing
compound, or where the sealing compound joint8 the test block.
CM. REPORT
C-4.1 The result of each te8t ahall be reported either 88:
a) The specimen extended for 6 mm at 0°C without failure; or
b) The rpecimen failed during extension at O”C, failure, occurring in
adhesion between the sealing compound and the concrete block
or by rupture within the sealing compound, a8 the ca8e may be.
APPENDIX D
(Table 1)
RESISTANCE TO AVIATION FUELS TEST FOR
CHANGE OF PENETRATION
D-l. APPARATUS
D-l.1 Apparatus rhall be a8 dercribed in IS : 1203-1978*, except aa
uqder:
‘“6F our containen of 55 mm internal diameter and 35 mm depth shall
?
lM +a foe tdng tu ad bituminous materih Drtermination of panetratien
(fiat G&e I*
12IS t 1834 - 1984
be used. The containers shall have a level mark on the inside, at a
height of 25 mm from the bottom.
D-2. PROCEDURE
D-2.1 Preparation of Test Sampler
D-2.1.1 Number the four containers as 1,2,3 and 4.
D-2.1.2 Soften the material to a pouring consistency between 75°C and
100°C above the approximate softening point and stir it thoroughly until
it is homogeneous and is free from air bubbles and water. Pour the melt
into each container up to the 25 mm mark. Cover the samples, and
allow them to cool at a temperature not lower than 18°C for 1 hour.
D-2.1.3 Place samples 1 and 2 along with their transfer dishes in the
water-bath at 25*0fO*I”C, and allow them to remain for 1 hour.
D-2.1.4 Flood samples 3 and 4 with approximately 25 ml of the avia-
tion fuel ( see Table 1 ) to the top of the containers. Carefully seal the
containerr and keep them at a temperature of not lower than 18°C for
7 days.
D-2.2 Testing
D-2.2.1 Determine the penetration in samples 1 and 2 at the end of the
1 hour period according to the procedure given in IS : 1203-1978*.
D-2.2.2 Drain off the fuel from samples 3 and 4 at the end of the
7 days period. Wash the surfaces thoroughly with water at a temperature
( between 18°C and 25’C ), wipe dry and invert the containers on a clean,
hard surface for 1 hour. Then stand the containers upright for a
further 1 hour.
Place the samples along with their transfer dishes in the water-bath
at 25.0 f O*I”C and allow them to remain for 1 hour.
D-2.2.3 Determine the penetration in samples 3 and 4 according to the
procedure described in IS : 1203-19780.
D-3. REPORT
D-3.1 Express the depth of penetration to tenth of a millimetre.
‘D-3.2 The value of penetration reported for each specimen shall be
the mean of not less than three determinations.
l M e~jwlr for terting tar and bituminous materiala: Determination of penetration
(&I Wi.fa~~. )
‘,
13
GIS : 1834- 1984
D-3.3 Let the value of penetration for samples 1, 2, 3 and 4 be xi, x2, x3
and x4, respectively. Then the change in penetration shall be
-.X J + ----x 4 x1 + x2
2 2
D-4. PRECAUTIONS
D-4.1 If the sample contains extraneous matter, it should be sieved
through 300-urn IS Sieve [ see IS : 460 ( Part 1 )-19782 1.
D-4.2 To avoid overheating at the bottom of the container, use of an
air-oven or sand-bath is recommended.
D-4.3 If there be *any movement of the container while the needle is
penetrating into the sample, that determination shall be discarded.
APPENDIX E
(Tab’le 1 )
RESISTANCE TO AVIATION FUELS TEST FOR
CHANGE IN MASS
El. APPARATUS
El.1 Two flat-bottomed cylindrical metallic containers, 55 mm internal
diameter and 35 mm depth, shall be used. The containers shall have a
level mark on the inside at a height of 25 mm from the bottom.
E-2. PROCEDURE
E2.1 Preparation of Test Samples
E-2.1.1 Number the containers 1 and 2 and weigh each empty to the
nearest 0.1 g ( wi ).
E-2.1.2 Soften the material to a pouring consistency between 75°C and
100°C above the approximate softening point and stir it thoroughly until
it is homogeneous and is free from air bubbles and water. Pour the melt
into each container up to the 25 mm mark. Cover the samples and
allow them to cool at a temperature not lower than 18?C for 1 hour.
J;2.1.3 Weigh each container to the nearest O-01 g ( w2 ).
.,.
*Sfieci@ation for teat sieves: Part 1 Wire cloth test sieve ( srcond rthion ).
44
14IS I 1834 - 1984
E-2.1.4 Flood the containers with approximately 25 ml of the aviation
fuel ( see Table 1 ) to the top of the containers. Carefully seal the
containers and keep them at a temperature not .less than 18°C for 7 days.
E-2.2 Testing
E-2.2.1 Drain off the fuel from the samples at the end of the 7 days
period. Wash the surfaces thoroughly with water at a temperature
between 18°C and 25’C, wipe dry, and invert the containers on a clean,
hard surface for 1 hour. Then stand the containers upright for a further
1 hour. Weigh the containers to the nearest 0.01 g ( wj ).
E-3. REPORT
E-3.1 The percentage change in mass of the sample shall be as follows:
-we X 100
W,
Similarly, obtain the percentage change in mass of the second
sample.
The average of the two percentages thus obtained shall be reported
as the percentage change in mass.
E4. PRECAUTIONS
E-4.1 If the sample contains extraneous matter, it should be sieved
through 300+m IS Sieve [ see IS : 460 (Part l )-1978+].
E-4.2 To avoid overheating at the bottom of the container, use of an
air-oven or sand-bath is recommended.
E-4.3 If there be any movement of the container while the needle is
penetrating into the sample, that determination shall be discarded.
NOTE - This teat may be conveniently combined with the test to determine the
change in penetration ( IS Appendix D ).
APPENDIX F
( czuuse 5.1)
SAMPLING PLAN FOR HOT APPLIED SEALING
COMPOUNDS
F-l. SCALE OF SAMPLING
F-l.1 Lot - All the packages of the same grade and manufactured
l S pecification for test rieves: Part 1 Wire cloth test sieve (second rroisirn ).
‘2
.,
15
aAJar 1834-1984
under similar conditions of manufacture, shall be grouped together to
constitute a lot.
F-l.2 For ascertaining the conformity of the material to the requirement6
of thi6,6pecification, 6ample6 shall be tested from each lot separately.
F-l.3 The number of package6 to be selected from the lot &all depend
on the sixe of the lot and shall be according to Table 2.
TAULB 2 NUMBER O? PACKAGES TO BE CROiM4N
Lor Stz:r SAMPLE Snr
(1) (2)
Upto 2
9 to 25 3
26 to 50 5
Sltolcio 7
101 and ahove 10
F-1.5.1 Thc6c package6 rhrll be selected at random from the lot. In
.ordcr to enaurc the randomnesr of rclection, prooedurer given in
IS : 4905-19680 rhall bc followed.
F-2. NUMBER OF TESTS AND CRXTERIA FOR CONFORMITY
F-21 From each of the package6 selected according to F-1.3, a rcprercn-
tative rample of approximately 3 kg rhall be removed. Care thall be
taken during removal that the ramplc ir not contaminated in any way by
oil, water, etc, and it rhall be placed in a clean, clored metal container.
Pa.2 During the melting of the sample for reparing the tert rpecimcru,
the compound shall bc continuotuly agitate B and shall not be heated to a
tcmpcraturc 20°C above it6 pour point a6 prcacribcd by the proocdurc
described in Appendix A. The tc6t cpecimcnr rhall be poured in rucoc66ion
from the rame tamplc, which rhall not be rc-heated. Heating and
pouring rhall be carried out a6 expcditioutly a6 po66iblc in order to avoid
alteration due to prolonged hbuing.
F-25 The lot shall be ooaridcrcd to have met the rcquircmcnu of the
rpcci&ation if variouc tc6t tpccimcn6 for all the charactcritticr meet the
oorrerponding rpccitlcatlon requirement, otherwi6c not.
*I ‘+cMrthodaf or rdom mmpling.ISt1834- 1984
(Continued from page 2 )
Members Rqksenting
SBRI R. c. P. CitOUDEARY Ennineers India Ltd. New Delhi
SHI~I K. N. SINHA ( Ahnate )
SHRIP.S. GOYHALE Gammon India Ltd, Bombay
SHRI K. RAJAOOPALAN ( Altcrndr)
SHBI G. B. JAEAQIRDAB National Industrisl Development Corporation
Ltd, New Delhi -
SABI M. P. JAIOINOH Cent;~or~~~lding Research Institute ( CSIR ),
SHRI R. K. JAIN (A1Lcrnate)
SERI S. R. KULXARNI M. N. Dastur and Company ( P ) Ltd, Calcutta
SHHI D. B. Gaosa ( Akcrnalr )
SHRI DATTA MALIK Indian Institute of Architects, Bombay
DR M. NAYAK Concrete Association of India, Bombay
SHRI P. SRINIVASAN ( Aknnala )
SRRI Y. R. PEULL Central Road Research Institute ( CUR ),
New Delhi
SHRI K. L. SETHI ( Alternate 1
SBHI R. V. RAMAAU~T‘HY ’ Directorate General, Border Roads, New Delhi
Sam R. P. SETH ( Ahnatr )
Sam S. SEETHARAMAN MiniststLoA :Epping 8; Transport ( Road-. Wing ),
e
SsrRI PBAFULLA KuM~zt ( Ahmu&)
SHBI T.M. SEAH Tirath Ram Ahuja Pvt Ltd, New Delhi
SHBI J. P. GUPTA ( Altrrnatr )
SHRI K. S. SRI~~ASAN National Buildings Organization, New Delhi
SBBI A. K. LAL ( A~tWnotr)
SEBI SUSEIL KUMAR National Building Construction Corporation Ltd.
New Delhi -
SHBI DALJ~Y SINQE ( Altematr )
SOPERINTENDINO SURVBYO~ op Central Public Works Department, New Delhi
WOBKS ( CZ )
SURVEYOR or WORKS ( CZ ) ( Alternate )
.i ,j
‘2
17BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402 Fax :+ 91 011 3234062,3239399, 3239382
E -mail : bis@vsnl.com. Internet : http://wwwdel.vsnl.net.in/bis.org
Central Laboratory: Telephone
&t No. 20/9, Site IV, Sahibabad industrial Area, Sahibabad 201010 77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/l 4 CIT Scheme VII, V.I.P. Road, Kankurgachi, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A. CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestem : Manakalaya, E9, MIDC, Behind Marol Telephone Exchange, 632 92 95
Andheri (East), MUMBAI 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh fvlarg, Khanpur, AHMEDABAD 380001 550 1348
$Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Commercial-cum-Cffice Complex, Opp. Dushera Maidan, E=5 Arera Colony, 72 34 52
Bittan Market, BHOPAL 462016
62/63, Ganga Nagar, Unit VI, BHUBANESWAR 751001 40 36 27
Kalai Kathir Building, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 71 1998
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GLNVAHATI 781003 54 1137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 3201084
E-52, Chiiranjan Marg, C- Scheme, JAIPUR 302001 37 38 79
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Ceela Cinema, Naval Kishore Road, 21 69 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 28 08
Institution of Engineers (India) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
Saha@and House’ 3rd Floor, Bhaktinagar Circie, 80 Feet Road, 36 85 86
RAJKOT 360002
T.C. No. 14/1421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 32 21 04
*Sales Cffice is at 5 Chowringhee Approach, P-0. Princep Street, 271085
CALCUTTA 700072
?@les Office is at Novelty ‘Chambers, Grant Road, MUMBAI 400007 309 65 28
&3s~ tee is at ‘P Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
4
, Dee Kay Printers, New Delhi, India
|
10108.pdf
|
IS : 10108 - 1982
(Reaffirmed 1995)
Indian Standard
CODE OF PRACTICE FOR
SAMPLING OF SOILS BY THIN WALL SAMPLER
WITH STATIONARY PISTON
( First Reprint SEPTEMBER 1998 )
UDC 624.131.36 : 006.76
0 Copyright 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 May 1982IS:10108- 1982
Indian Standard
CODE OF PRACTICE FOR
SAMPLING OF SOILS BY THIN WALL SAMPLER
WITH STATIONARY PISTON
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
Dlt JACDISH NT~KAIX University of Roorkre, Roorkec
MC&e?3
AI)I)ITIONADLII <EWOK, IRI Irrigation Department, Government of Bihar, Patna
AUI)ITIOSI, DIXECTOH REREAHCH Ministry of Railways
( F.E. ), RDSO
DRPUTT DII~ECTOIL RESEARCH
( SOII. MECX ), RDSO ( Affcrnate )
SICKI P. D. An \I:U’AL Public Works Department, Government of Uttar
Pradesh, Lucknow
Dn l3. L. DII IIVAN ( Ahmztc )
DK AI.A~I SIPI’CH Universit): of Jodhpur: Jodhpur
cot. Avran S1xorr Enginrcr-.n-Chief’s Branch, Army Headquarters
( Ministry of Defense )
LT-GOL v. K. E;ANITI;A:< ( Allsmote )
GEIEB ENCINEEI~ ( D & R ) Irrigation Drpartment, Government of Punjab,
Chandigarh
DI< G. S. DJIILLON( Altcrna)l e
Snnr M. C. DANI)AVATE The Concrrte Association of India, Bombay
SHRI N. C. Dt:con~ ( Alternate)
SHRI A. G. DASTII)AJ( In personal capacity ( 5 Hungerford Street, 12/l
Hungerford Court, Calcutta 700017 )
DK G. S. DHILI.ON Indian Gcotechnical Society, New Delhi
DIRECTOI~, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction (P) Ltd, Bombay
SHIXI A. N. JANGLE ( Alternate )
Dlc GOPAL R~NJ,~N Institution of Engineers ( India ), Calcutta
DR GOPAL RANJAN University of Roorkee, Roorkee
Soar S. G~PTA Cemindia Co Ltd, Bombay
SHRI N. V. DE SOUSA ( Alternate )
SHRI SHGR. lS .V JrAJAINY R JA,N ( AItGrnate 7. S. Jain & Associates, Rode?
( Continued on @gc 2 )
@ Cofiright 1982
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with wriiten permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS :10108 - 1982
(:()I, hf. v. KAYEJtXAK Ministry ofI)efencc ( 12t k D )
SJ~ILJ V. 1~. GJIORP.\JJJ~: ( Altcrrmte )
Public Works Department, Chandigarh Adminis-
tration, Chandigarh
Central Building Rrscarch Institute. ( CSIR ),
Roorkee
Central Road Research Institute ( CSIR ), New Delhi
Indian Institutra of Technology, New Delhi
Public Works Dcpartmcnt, Government of Punjab,
Chandigarh
Engineering Rcsr,arch Laboratories, Government of
Antlhra Pradesh, Hvderahad
Central Board of Irrigation 61 Power, New Delhi
DEY~:~>- Siecitx~ <,:x7 ( .4llernale )
SJIHJ N. Srv\~unu Roads \Ving ( tilinistrh of Shipping and Transport )
SJLl:I 1). v. SIKhA ( iihWX& )
SIN K. S. SILINIV~SAN National Building5 Organization, New Delhi
SHKI STJNIJ, UEILKY ( Alternate )
Swr N. SUI~K~M.~NY.%X Karnataka Englncering Research Station, Krishna-
rajasagar
r k ,U PX,LINTJCNUINr; C N Q J N E M 11 Public Works Department, Government of Tamil
(P&DC; Nadu, Madras
,bECUTIVJC ENOINEI.:I~ ( SMRD ) ( Alternafe )
SJrltI G. RA~I,\N, Director General, ISI ( Ex-oJlicicioM ember j
Director ( Civ Engg )
Secretary
SHKI K. M. M.+TRUJ~
Deputy Director ( Civ Engg ), IS1
The Site Exploration and Investigation for Foundation
Subcommittee, BDC 23 : 2
SIIXI V. S. AQQARWAL Central Building Research Institute, ( CSIR ),
Roorkee
SHIZI M. I’. JAIN ( Alternate )
Da ALAM SIN~H University of Jodhpur, Jodhpur
DEPUTY DIRECTOI~ RESEARCH Ministry of Railways
( PE ), RDSO
ASSISTANT DIRECTORY
RESEARCH ( SOIL MECH ),
RDSO ( Alhmatc )
DIRECTOR I CSMRS 1 Central Water Commission, New Delhi
DEPUT; DIREOTO~ ( CSMRS ) ( Alternate )
DIRECTOR, PWDRI Public Works Department, Government of Uttar
Pradesh, Lucknow
( Contint& on page 18 )
2IS :10108 - 1982
Indian Standard
CODE OF PRACTICE FOR
SAMPLING OF SOILS BY THIN WALL SAMPLER
WITH STATIONARY PISTON
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 20 *January 1982, after the draft finalized by the Soil
Engineering and Rock Mechanics Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Undisturbed samples of soil are required for a number of soil tests,
such as unconfined compression test, consolidation test, permeability test
and triaxial compression test. It has been recognized that it is not practi-
cable to obtain a truly undisturbed sample, but if certain procedures and
precautions are observed, it is possible to get relatively undisturbed
samples which may be considered sufficient keeping in view the nature of
tests to be performed on these samples. This code deals with the method
of obtaining such samples using this wall sampler with stationary piston,
which are normally used for clay and silt formation.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified
value in this standard.
1. SCOPE
1.1 This standard describes the method for obtaining undisturbed soil
samples in fine grained soils for laboratory tests using thin wall sampler
with stationary piston.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2809-
1972t and the following shall apply.
*Rules for rounding off numerical values ( rez,i~cd) .
tGlossary of terms and symbols relating to soil engineering (Jirsl revision ).
3I&- and Dl are as sllown in Fig. 1.
WhWX
2.1.4 Insi& c~lcnrri7lcr - For rcclucing the friction between the soil
sample and inside of the sampler, the inside diameter of the sampling
tube is kept slightly bigger than the diameter at its cutting edge. The
111 - D
inside clearance ( Ce ) is dc+fincd as Ct3- ~-__ , where Di and D are
D
as shown in Fig. 1.
FIG. 1 DETAIL OF CUTTING EDGE
4IS : 10108- 1982
2.1.5 An@e of the cutting edge ( a ) is defined as tile angle matlc by
the outer slcie of the cutting edge with the ccntrc: line of the sampling
tube, as shown in Fig. 1.
2.1.6 Gross Recouery Ratio - The ratio of the gross length of tllc sanlple
obtained in the sampling tube to the length of the sampler p~~nctrating
into the roil atratum being sampled.
2.1.7 E&ctive Length of the Sam$ing Tube - ?‘tu-:i mg:th of tire ctr~pty
sampling tube, left after deducting from its complete len:til ttlosc portions
which are used for fixing it with the sampler head anti for nccon~n~o~l:~-
ting the piston in its uppermost position.
3. EQUIPMENT
3.1 Boring Equipment - Any equipment capable of making a bore-
hole of required depth and diameter, without disturbing the >oil \\hich is
to be sampled.
3.2 Sampler
3.2.1 The thin wall sampler with stationary piston consists of the
sampling tube, sampler head and piston ( Fig. 2 ). The sampling tube
must be connected with the sampler head tightly so as to work as a single
unit. The piston should slide smoothly in the sampling tube maintaining
vacuum.
3.2.2 Sampling Tube - The sampling tube shall be a cold drawn
seamless pipe made of stainless steel, brass or mild steel chrome plated
having the following dimensions ( see Fig. 3 ).
Diameter at the cutting edge, D 74 f 0.5 mm 49’5 & 0.5 mm
Inside diameter, Di 75 2 0.5 mm 50 _c 0.5 mm
Thickness for steel 1.5 f 0.1 mm 1.5 & 0.1 mm
Thickness for brass 2.0 f 0.1 mm 1.5 & 0.1 mm
Angle of cutting edge ( a ) 10 f 1” 10 f 1”
Thickness at the edge 0.2 f O-05 mm 0.2 f 0.05 mm
Length, L 75 cm 60 cm
NOTE 1 -In the case of stiff clays or clays mixed with silt or fine sand, if
necessary, the thicknes of the sampling tube may be increased suitably with
reference to Fig. 4, realizing that the increase in area ratio will increase the degree
of disturbance of the soil sample.
51S:10108-1 982
STANDARD ‘A’
ROD THREADS
VENTED HEAD
LOCKING CONE
4 h 1.W , .lN. WALL
TUBE
LEATHER
WASHERS
PISTON
Fm. 2 STATIONARY PETON SAMPLER
6IS : 10108- 1982
ENLARGED VIEW
AT A
FIG. 3 DIMENSIONS OF SAMPLING TUBP,IS:,10108- 1982
24 -
18 -
16 -
10 -
8-
61
I I I I I I
1.5 2.0 2.5 3.0 3.5 4.0
THICKNESS, mm
FIG. 4 VARIATION OF AREA RATIO WITH INSIDE CLEARANCE AND
THICKNESS OF THE TUBE FOR SAMPLING TUBE OF INTERNAL
DIAMETER OF 50 mm AND 75 mm
NOTE 2 -The degree of distortion of the sampling tube should be checked by
measuring the maximum and minimum values of the outside diameter with the
help of the vernier callipcr along the length of the tube. The difference between the
maximum and minimum values of the diameter should not exceed 1.5 mm.
3.2.3S ampler Head - The sampler head is connected tightly with a
drill rod at its top and with a sampling tube at its lower end. It is
installed with a locking device to allow movement of the piston rod in
one direction.only and a drain hole through which water is pushed away
by the piston.
3.2.4 Piston - The piston, consisting of the piston base, leather pack-
ing and piston rod, is connected with piston extension rod to its upper
aIS : 10108 - 1982
end. The piston should be equipped with a ventilation arrangement to
avoid buiIcI-up of negative pressure while the sampler is disconnected
after sampling.
3.3 Rod
3.3.1 Drill Rod - The rod to transmit force to push down the sampler
must be of any standard size having diameter not less than 40 mm.
3.3.2 Piston Extension Rod - In order to resist downward force applied
to a piston while the sampling tube is being pushed into the ground, the
piston rod, at its end outside the sampler, is connected to a steel member,
known as piston extension ( PE ) rod, which has the same diameter as
that of the piston rod. This rod is generally of 12 mm diameter and it
operates inside the hollow drill rod. Joints in the piston extension rod
are displaced about 15 cm from joints in the drill rods.
3.4 Locking of Piston Extension Rod - The mechanism shown in
Fig. 5 or any other alternative may be used to provide a fixed support
to the piston extension rod at the ground surface in order that the
piston remains stationary when the sampling tube penetrates into the
ground.
3.5 Apparatus to Push a Sampling Tube - An apparatus having a
hydraulic jack or working with compressedair or a mechanical jacking
is required to provide the necessary force to push a sampling tube,
quickly and avoiding shocks, into the soil which is to be sampled.
4. PROCEDURES
4.1 Boring and Cleaning of a Borehole - The borenole shall be
made to a desired depth using a suitab!e method and ensuring that
the soil at the bottom of the hole remains undisturbed. Casing pipes
and/or bentonite mud may be used to avoid coliapse of borehole
walls. The cuttings of soil from the borehole shall be removed before
sampling.
4.2 Sampling
4.2.1 Ins)ec:ion and Maintenance of Sampler - The sampler shall be
thoroughly inspected before use with particular reference to loosening of
components, functioning of piston rod lock device and distortion of samp-
ling tubes. The damaged parts shall be repaired or replaced before using
the sampler. The outside diameter of the sampling tube shall be measured
at cross-sections at distances of 30,40 and 80 cm from the edge of the
tube. The maximum and minimum inside diameters of the tube shall
also be checked.
9IS : 10108- 1982
/CHAIN
FIG. 5 SUPPORT OF THE PISTONE XTENSIONR OD
4.2.2 Assembling of Sampler - In assembling the sampler, close the
ventilation arrangement of the piston, and check if the backward and
forward movements of the piston inside the sampling tube are without
obstruction. Connect it to the sampler head tightly using screws. The
assembled sampler shall be stored properly so as to protect the edge of the
sampling tube against damage.
4.2.3 The depth of the bottom of the casing, if used below ground
level, and water level in the borehole shall be noted.
4.2.4 Sampling shall be done as soon as possible after the clean-out
operation and shall not be done after an interval, for example, where a
borehole has been cleaned out and left overnight.
4.2.5 Lowering of the Sampler - While lowering the sampler into the
borehole, the piston is kept at its lowest point thus closing the lower end
of the sampler and preventing the entry of any foreign matter into the
10IS:10108- 1982
sampler. The conical ball bearing catch, termed as piston rod lock in
Kg. 2, prevents the piston rod from slippin, (I tlo\vnward with respect to
the head of the sampler. To prevent upward movement of the piston as
the sampler is lowered into the borehole, the piston rod has a short
section of left-handed threads which engages a matching section of
threads in the sampler head. Uy rotating the piston extension rod counter-
clockwise, the rod is threaded into the sampler Ilead and the piston is
locked at the bottom of the sampler. The principle of this operation is
explained by a simplified diagram in Fig. GA. When the sampler
reaches the bottom of the borehole, hold the drill rod by a rod holder to
prevent sinking of the sampler.
4.2.6 Pene!ration of Sampling Tube - After lowering the sampler up ,to
the desired depth in the borehole, give several clockwise turns to the
piston extension rod, so that the piston gets released from the sampler.
Now fix the piston extension rod with the stationary tower, as shown in
Fig. 5, so that the piston remains stationary at the level of the bottom of
the borehole. Ensure that the tower which supports the piston extension
rods is rigid, as any downward movement of the piston at the time of
penetration of the sampling tube will cause over-compression of the soil
sample. Next, by an apparatus mentioned in 3.5, push the sampling
tube into the soil for a length which is at least 90 percent of the
effective sampling length of the tube, as explained in 2.1.7. The
principle of this operation is explained by a simplified diagram in
Fig. 6B. The sampler should be made to penetrate quickly by a
continuous action without giving shock to it. The rate of penetra-
tion should be preferably 10 to 15 cm per second. In case the penetration
has to be stopped midway, record its depth. In case the soil becomes
stiffer midway of penetration and the sampler cannot be pushed any
more, do not push it by force but terminate sampling at that depth and
record the same.
Measure the sampling length which is equal to the extent of displace-
ment of the drill rod with respect to the bench mark on the drill rig.
4.2.6.1 The following precautions during penetration of the sampling
tubes may also be taken:
a) There must not be any rotation of the sampling tube during
downward movement and penetration.
b) The total penetration should not exceed the net length of the
sampler.
4.2.7 L$ting the Sampler - The sampler should be teared at its bottom
by giving rotation before lifting it out, taking sufficient care not to give
any shock to the sampler. After completion of the driving it is advisable
I16A During Towering 66 During Penetrating
of Sampler the Tube in Soil
FIG. 6 SIMPLIFIED DIAGRAM EXPLAINING PRINCIPLE OF OPERATION OF
PISTON SAMPLER WITH STATIONARYP ISTONIS : 10108- 1982
IO w;til f01. 10 to 20 Iriinulcs lxforc starting tllc actual separation and
withclrawal olxxltion in or&r lo allow full tlevcloprnent of adhesion and
friction l3ctwcen the snlnple anti the sampling tube.
4.2.8 Disembarkment of the Sampler - The sampler shall be disconnected
after confirming whether the soil sample is secured or partly dropped
out. Before extracting the piston from the sampling tube, loosen the
ventilation arrangement in the piston, and be careful not to deform the
tube or to give shock to the sample.
NOTE 1 - In very loose sand and silty soil below water table, provision of core
catcher made of spring leaves at the cutting edge of the sampler, may be necessary
to avoid loss of sample while lifting it ( set Fig. 7 ).
/SAMPLING TUBE
FIG. 7 FIXING CORE CATCHER ON THE INSIDE ‘OF
THE CUTTING EDGE OF THE SAMPLER
NOTE 2- For minimising the disturbances further, the thin wall piston sampler
should be operated hydraulically, for which the kit may be modified. to suit the
principle of operation explained in Fig. 8. It confers two advantages, namely,
(a) needs only one set ofrods, that “, ordinary drill rods, and (b) at full stroke, a
hole in the position rod releases the ~011p reawre and avoids overdriving.
13. . .
a.:
’ . . .
. . * : dk ’ ‘. .
f\ . . . .
; : . . .
: .-
AIR VENT .:‘.
WATER UNDER ::..,
. ,. . . . . ...a . :
* I
. ., . . . ’ : : _** 1..
-:.. .* : _. c .*
:.,. . . .
a,. .. . ..-..- .-.‘,” . . .. ‘ ’. . ; .’ . . . I - . . a ** 1. . ..‘.. _ ’ ..: .; . ... . . .f :. :.
BA Sampler is Set in BB Penetration Sampler 8C Pressure is Released Through
Drilled Hole Tube into Soil Hole in Piston Rod
FIG. 8 DIAGRAMATIC SKETCH OF HYDRAULICALLY OPERATED PISTON RODIS :10108- 1982
4.2.9 S,~mplcs shall 1~: taken by repeating the sampling procedures at
cv<:ry cll;lllgc~ in straturll or at interval not more than l-5 m, whichever
is less. Sa~~lpl~~ III;LY be taken at lesser intervals if specifictl or found
necessary; wJI(:u ill Mween vane shcxar test is conductetl the interval be
increased to 3 111.
4.3 Field Observations - Water table information, including ground
water level, elevations a1 wliich the drilling xvater was lost, or elevations
at wllich water untler excess pressurc~ was cncountcred, shultl be recorded
on the field logs. Particular. mention shoulcl be made if these occurred at
the time of sampling. \Vater levels before and afier insertion of the
casing, where used, should be measured, In sandy soils, the level should
be determined as the casing is pulled and then measured at least
30 min after the casing is pulled; in silty soils at least 24 h after the
casing is p~~llcd; in clays no accurate water level determination is possible
unless pervious scams are present. However, the 24 h level should
also be recordetl for clays. When drilling mud is used and the water
level is desired, casing perforated at the lower en:1 shall be lowered into
the hole and the hole bailed down until all traces of drilling mud are
removed from inside the casing. Ground water levels shall be determined
after bailing at time intervals of 30 min and 24 h.
4.4 Preparation for Shipment
4.4.1 Upon removal of the sampling tube, measure the length of’ the
sa.mple obtained in the sampling tube and from the knowledge of the
depth of penetration of the sampler, calculate and record the gross
recovery ratio as given in 2.1.6. For a sample acceptable as undis-
turbed, the gross recovery ratio shall not be less than 95 percent.
4.4.2 Observe both ends of the sampler. If there are some soil
fragments sedimented on the top of the sample, remove them and record
it.
4.4.3 After reaming the soil at both ends of the tube up to the required
extent, seal the ends of the sample with paraffin wax, etc, in order to pre-
vent expansion or displacement of the sample or evaporation of moisture.
Any wax that does not have appreciable shrinkage or does not permit
evaporation of water from the sample shall be used. Micro-crystalline
wax, if available, may be used in preference to paraffin wax. A mixture
of. paraffin wax and bees wax in the proportion 4 : 1 has also been found
to be suitable. Thin discs of steel or brass that are slightly smaller
than inside diameter of the tube are desirable for plugging both ends
before sealing with wax. Suitable expanding packers may also be
used.
The thickness of sealing shall not be less than 1 cm at the lower end
of the sampler and not less than 3 cm at its top end.IS: 10108 -1982
4.4.4 Record the followin g on the outside of the sampling tube:
a) Name of the project,
b) Number of boring and that of sample,
c) Depth of sampling,
d) Date of sampling,
e) Top and/or bottom end of the YampIe.
These particulars may preferably be given on a table indicated in
IS : 1892-1980”.
4.4.5 When samples are temporarily stored at the ‘vork site, be careful
not to subject them to serious change of tcmperaturc, as by direct exposure
to sun.
4.5 Transportation
4.5.1 Sufficient care should be taken not to give impact or serious
change of temperature to the samples during transportation.
4.5.2 When the samples are being stored in the laboratory, confirm
sufficient sealing on both ends of the samples and then place them in
appropriate lots confirming the particulars recordetl on the sampling
tube. Store the samples in a dark and l~umid room.
4.6 Extraction of Sample
4.6.1 The sample should bc extracted in a humid room shaded from
the sunshine. Remove the seal at both the ends and extrude the sample
by a suitable extruder continuously, so that there is minimum disturbance
to the sample. Also, avoid any cause of bending or breakage of the
sample by its own weight.
4.6.2 Examine the extruded sample very closely and locate the relati-
vely disturbed and undisturbed portions of the sample so as to :elect an
appropriate part of the sample which will suit the permissible degree of
disturbance of sample for the desired test.
5. REPORT
5.1 All data obtained during the boring and sampling operations shall
be recorded in the field and shall include the following:
a) Job identification;
b) Date of boring - start, finish;
c) Boring number and co-ordinates, if available;
*Code of practice for iubsurfacc investigations for foundations (JirJt revision) .
16IS :I0108 - 1982
d) Surface elevation, if available;
e) Drilling method;
f) Sample number and depth;
g) Method of advancing sampler, penetration and reLovery ratio,
and pressure required for pushing the sampler, if available;
h) Type and size of sampler;
j) Depth to water surface, to loss of water, to artesian head, and
times at which readings were made;
k) Size of casing, depth of cased hole;
m) Description of soil based on examination of soil removed from
the ends of tubes;
n) Thickness of layer;
p) Weather conditions; and
q) Other observations and remarks.
These observations shall be recorded in a suitable proforma. A recom-
’ mended proforma is given in Appendix A of IS : 2132-1972*.
*Code of practice for th&wallcd tube sampling of soil. ( flrrtr k&n ).
17IS:10108- 1982
( Continuedf rom pagr 2 )
Members Rcpressniing
E X E C U T I V E E N c) I N E E R Central Public Works Department, New Delhi
( DEYI~N ) V
EXECUTIVE ENQINEER ( SMRD ) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENGINEER ( CD ) ( Alternate )
SHRI M. D. NAIH Associated Instruments Manufacturer8 ( India )
Private Ltd, New Delhi
PROF T. S. NA~ARAJ ( Alternate )
SARI T. K. N.~TAI~AJAN Central Road Research Institute ( CSIR ),
New Delhi
LT-CO& K. M. S. SAKASI Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence )
SHRI A. K. CHATURVEDI ( Ahnatr )
SHRI S. K. SHOME Geological Survey of India, Calcutta
SHRI P. N. MEHTA ( Altcrnatr )
SHRI N. SIVAWJRU Roads Wing, Ministry of Transport
SHRI P. K.THOMAS ( Alkrnatr )
S~~~ERINTENDING EN G IN EER Irrigation Department, Government of
( IP ), NAGPUR Maharashtra, Bombay
18BUREAU OF INDIAN STANDARDS
HeadquaH ers
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062,91 11 3239399, 91 11 3239362
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 6-77 00 32
Regional Offlces:
Central : Manak Ehavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 66 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 16OG22 60 30 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWostem : Manakalaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch OtYces::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501348
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 639 49 55
BANGALORE 560056
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 6-26 66 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1996
53/S Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 761003 54 11 37
5-8-56C. L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/416 B, Sarvodaya Nagar, KANPUR 206005 21 66 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 236923
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAdPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/l 421, University P. 0. Palayam, THlRUVANANlHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271065
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 26
*Sales Office is at ‘F’ Block, Unity Building. Narashimaraja Square, 222 39 71
BANGALORE 660002
Printed at Printograph, New Delhi, F% : 5726847
|
3894.pdf
|
Indian Standard
SPECIFICATION FOR
COMB FOUNDATION MILL
( First Revision
)
First Reprint MARCH 1989
UDC 638.142.384
@ Copyright 1979
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
Gr2 March 1979IS : 3894 - 1978
Indian Standard
SPECIFICATION FOR
COMB FOUNDATION MILL
( First Revision
)
Apiary Industry Sectional Committee, AFDC 1 I
Chairman Refiresettling
DR G. B. DEODIKAR Khadi & Village Industries Commission: Bombay
Members
A o n r o u L T u R A I, MARKETING Directorate of Marketing & Inspection ( Ministry of
ADVISER TO THE GOVERNMENT Agriculture and Irrigation ), Faridabad
ox INDIA
DIK~CTOR OF LABORATORIES ( Affcrnatu )
SHRI D. S. CHADHA Central Committee for Food Standards ( Ministry of
Health and Family Welfare, ) New Delhi
SMT DEBI MCKHERJEE ( Alternate )
DR N. P. GOYAL Punjab Agricultural University, Ludhiana
SHRI B. P. GUPTA Directorate of Fruit Utilization, Ranikhet
SHRI B. P. GUPTA Government Beekeeping Station, Jeolikote (Nainital )
SERI YO~ESHWAR SIN~H ( Alternate )
SHRI K. M. JOYAPPA Department of Industries & Commerce, Government
of Karnataka, Bangalore
SHRI Cl. T. SOMANNA ( Alternate )
DR R. P. KAPIL Haryana Agricultural University, Hlssar
DR D. S. GDPTA ( Alternate )
SHRI J. L. KAW J & KKhadi and Village Industries Board, Srinagar
SHIII M. MAYILVAE&~AY Tamilnadu Khadi & Village Industries Board,
Madras
DEPUTY DIRECTOR ( Alternate )
DR K. N. MEHROTRA Indian Agricultural Research Institute ( ICAR ),
New Delhi
DR D. S. BIST ( Alternate )
SHRI S. R. MULLIK Maharashtra State Khadi & Village Industries
Board, Bombay
SHRI C. S. BEAMBURE ( Alternate )
PRESIDENT Coorg Honey & Wax Producers’ Co-operative
Marketing Society Ltd, Virajpet
DIRECTOR ( Alternate )
( Continued on page 2 )
@ Copyright 1979
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9894 1978
l
( Cvnlims6dfipramg e 1 )
Mum hers Rc/wmnting
PROF AND HEAD, DEPABT~V~ENOTF Hirnyo!;: Pradesh University College of Agriculture,
ZOOLOQY & ENTOI~OL~OY
SEORETARY Sambay Kutir Shilpanusthan Ltd, Sibsagar
SENIOR PLANT PROTEOTIONO FBI- Director of Horticulture, Government of Himachal
OER Pradesh, Simla
B E E-K E E DEVELOPA~ENT
OPFICER ( Alternate )
SHRI S. G. SHENDE All India Beekeepers’ Association, Pune
SHRI R. P. KAPIL ( Alternate )
SPEOIAL OFFICER Martandam Beekeepers Co-operative Society Ltd,
Martandam
SEBI C. V. THAKAR Khadi & Village Industries Commission, Bombay
SHRI K. V. TONAPI ( Alfnnatt )
SERI T. PURNANANDAM, Director General, ISI ( Ex-&io Memb6r )
Deputy Director ( Agri & Food )
Secretq
SHRI bf~ti0E~R T. SANTWANI
Deputy Director ( Agri & Food ), IS1
Bee-Keeping Subcommittee, AFDC 11 : 2
Convener’
SHBI C. V. TEAKAR Khadi & Village Industries Commission ( Bee-Keep-
ing section ), Bombay
Members
SHRI K. M. JOYAPPA Department of Industries & Commerce, Government
,of Karnataka, Bangalore
Saar J. L. KAW J & K Khadi and Village Industries Board, Srinagar
SHRI 0. P. KRWENA Director, Horticulture Department, Simla
SHRI J~QINDER SIN~H ( Aitematc )
SHBI BIMALENDUM ONDAL 24 Parganas Bee-Keepers Co-operative Society Ltd, ’
24 Parganas
SERI S. R. MULLIE Mahaa&r; State Khadi & Village Industries Board,
SHRI C. S. BHAMBURE ( Alrcmals )
DR R. P. PHADKE Central Bee Research Institute, Pune
Pnov & HEAD, DEPARTMENT OB Himachal Pradesh University, Palampur
ZOOLOOY & ENTOA~OLO~Y
SHRI A. M. SHAE All India Beekeepers’ Association, Pune
SHRI TIRATH RAM ( &~6rnat6)
2IS I 3894 - 1918
Indian Standard
SPECIFICATION FOR
COMB FOUNDATION MILL
( First Revision
)
0. FOREWORD
0.1 This Indian Standard (First Revision ) was adopted by the Indian
Standards Institution on 20 November 1978, after the draft finalized
by the Apiary Industry Sectional Committee had been approved by the
Agricultural and Food Products Division Council.
0.2 The comb foundation mill is used for embossing plain and pure
beeswax sheets with the exact cell outline of the honeycomb for fixing
into the frames of a beehive. Such embossed comb foundation sheets
form a base for the bees to build up new combs. This helps to conserve
the energies of bees to secure drawn-out combs of adequate cell-size
duly related to natural body-size of local races of bees for which
IS : 2072-1976*, has already been issued. Thus, in order to serve the
needs of the entire country there have to be different cell sizes.
0.3 The main structure of the comb foundation mill consists of two
rollers fixed horizontally close together in a cast iron frame. The
surface of these rollers has a honeycomb cell design which embosses the
comb foundation sheets.
0.4 This standard was first published in 1966. The present revisi0.n
incorporates a number of modifications, namely:
a) The length of the rollers has been changed to the minimum
necessary to effect economy,
b) requirement as to matching of the honeycomb cell engravings
with the revised cell-size specified in the relevant Indian
Standard has been included, and
c) additional requirements for galvanization of the mechanical
parts, and packing of the mill have been included.
0.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960t. The number of significant places retained
*Specification for comb foundation sheets (jirst revision ).
*Rules for rounding off numerical values ( revised ).
3IS : 3894 - 1978
in the rounded off value should be the ‘same as that of the specified
value in this standard.
1. SCOPE
1.1 This standard prescribes the requirements for the comb foundation
mill used for embossing plain and pure beeswax sheets with the honey-
comb cell outline.
2. DESCRIPTION
2.1 The comb foundation mill shall have the following main parts
(see also Fig. 1 ):
4 Frame;
b) Rollers;
1) Roller body,
2) Roller shaft, and
3) Roller surface;
c) Roller adjusting device;
4 Roller springs ( to keep the rollers in position );
e>
Handle;
f) Gears;
d Bearings;
h) Oil tubes ( with spring cap);
3 Water tub;
W Screws; and
4 Alignment synchronizer.
3. MATERIALS
3.1 The materials for the manufacture of rollers, gears and bearings
shall be as given in Table 1. For other parts, materials indicated in
Table 2 may be used.
4. SHAPE AND DIMENSIONS
4.1 Shape- The shape of the comb foundation mill may be as given
in Fig. I.
41!3:3894-1978
TABLE 1 REQUIREMENTS OF MATERIALS FOR ROLLERS, GEARS
AND BEARINGS OF THE COMB FOUNDATION MILL
( Clause 3.1 )
SL NAME OB TEE PART MATERIAL CONrORMlNQ TO GRADE
NO.
(1) (2) (3) (4) (5)
i) Rollers:
a) Roller body Fringed steel IS : 1570-i%+,!* c 40
b) Roller shaft
c) Roller surface White metal IS : 25-14663
ii) Gears Fringed steel IS : 1570-!%I* C 40
iii) Bearings Cast iron IS : 1865-‘!X4f 3B
*Schedules for wrought steels for general engineering purposes.
tSpecification for antifriction bearing alloys ( revised ).
SSpecification for iron castings with spheroidal or nc,clfllar graphite ( second revision) .
TABLE 2 REQUIREMENTS OF MATERIALS FOR OTHER PARTS OF
THE COMB FOUNDATION MILL
( Claurr 3.1 )
SL NAME OF THE PART MATERIAL
NO.
(1) (2) (3)
i) Frame Grey cast iron
ii) Roller adjusting device Cast iron or any other suitable material
iii) Handle Cast iron, fringed steel or any other
suitable material
iv) Water tub Galvanized steel sheet or any other
suitable material
4.2 Dimensions - The dimensions of the various components of the
comb foundation mill ( see Fig. 1 ) as given in 5.2 to 5.7 pertain to a
particular type and are for guidance only.
5. ASSEMBLY
5.1 Frame - The cast iron frame shall be suitably designed to hold the
rollers (see 5.2) horizontally and to hold the water tub having a
semi-circular bottom. The frame shall have suitable arrangement to
fix the mill during operation. The construction of the frame shall be
such that it remains stable during operation.
6IS:3894-1978
5.2 Rollers -There shall be two rollers, namely, the top roller and
the bottom roller. The surface of the rollers shall be engraved to have
the hexagonal honeycomb cell outlines matching with the cell-sizes
specified in IS : 2072- 1976*, so as to get the size of the cell embossed on
plain beeswax sheets and also the cell walls shall very clearly stand out
as prescribed in IS : 2072-l 976*. The minimum diameter of the rollers
shall be 75 mm and the minimum length 100 mm. The rollers shall have
suitable opening in the centre to allow the passage of the roller shaft
( see 5.3 ).
5.3 Roller Shaft-The roller shaft shall be of fringed steel bar of at
least- 22 mm in diameter. The ends of the rollers shall fit into the
bearings (see 5.6) provided on either sides. The groove shall be
connected to the oil tube.
5.4 Roller Adjusting Device - A suitable device shall be provided in
the mill to adjust the clearance in steps of the top roller with the bottom
roller as desired to get proper alignment. The steps may preferably be
in 1, 1.5 and 2 mm. A suitable locking arrangement at the lowest
recommended position shall be provided to avoid damage to the surface
of the rollers. The gear shall remain loose on the top roller shaft.
5.5 Alignment Synchronizer - A suitable device shall be provided
so as to have synchronized alignment of the two rollers.
5.6 Bearings --There shall be four bearings at the ends of the two
rollers to support the roller shafts. The bearings shall have openings
in the centre to allow the passage of the roller shafts. The bearings
shall be so assembled as to be easily lubricated and replaced, when
desired.
5.7 Gears -There shall be four fringed steel spur gears. The width
of the teeth of the gears shall be about 20 mm, module 2 ( 12 DP ) and
number of teeth 30. These may be cast integrally with roller shafts.
5.8 Handle -The handle shall be suitably fixed into the shaft of the
bottom roller. A suitable grip shall be provided. The handle shall be
operated sideways.
6. WORKMANSHIP AND FINISH
6.1 Frame - The frame shall be free from blow holes and cracks and
the surface of the frame shall be made smooth. The frame may also be
enamel-sprayed.
6.2 Water Tub - The water tub of the mill shall be properly brazed or
soldered to avoid leakage.
*Specification for comb foundation sheets (/irsf w&ion ).
7IS : 3894 - 1978
6.3 Gears - The gears shall be finely machined all over.
6.4 Handle - The handle may be spray-enamelled.
6.5 Screws - All removable screws shall be made rust proof inde-
pendently before assembly.
6.6 All mechanical parts should be suitably galvanized to prevent
rusting.
7. MARKING AND PACKING
7.1 The comb foundation mill shall be marked with the following
particulars:
a) Manufacturer’s name or recognized trade-mark;
b) Year of manufacture; and
c) Batch or code number.
7.1.1 Subject to an agreement between the purchaser and the vendor,
the marking may be done on a brass plate soundly soldered to the frame
of the comb foundation mill.
7.1.2 Each comb foundation mill may also be marked with the IS1
Certification Mark
NOTE- The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations
made thereunder. The IS1 mark on products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of that
standard under a well-defined system of inspection, testing and quality control which
is devised and supervised by IS1 and.operated by the producer. ISI marked products
are also continuously checked by IS1 for conformity to that standard as a further safe-
guard. Details of conditions under which a !icence for the use of the IS1 Certification
Mark may be granted to manufacturers or processors, may be obtained from the
Indian Standards Institution,
7.2 Packing - The comb foundation mill shall be packed as agreed to
between the buyer and the supplier.
8BUREMJ OF INDIAN STANDARDS
Headquarters :
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 21843
CHANDIGARH 160036 { 31641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
4 41 25 19
141 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri ComPiex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. 82/83, Lewis Road. BHUBANESHWAR 751002 5 36 27
53/5 Ward No. 29. R. G. Barua Road.
-
5th Byelane. GUWAHATI 781003
5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 66 3948 7312
117/418B Sarvodaya Nagar, KANPUR 208005 21 68 76
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ). Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambera, Grant Road, 89 65 28
Bombay 400007
t.Sales Office in Calcutta is at 5 Chowringhee Approach. P. 0. Princep 27 68 00
Street. Calcutta 700072
Reprography Unit, BIS, New Delhi, India
|
9743.pdf
|
IS 9743 : 1990
Indian Standard
THERMAL INSULATION FINISHING
CEMENT - SPECIFICATION
( First Revision )
UDC 666’96
0 BIS 1990
BUREAU OF INDIAN STANDARDS
MANAR BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1990 Price Group 2Thermal Insulation Materials Sectional Committee, CHD 27
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards on 20
February 1990, after the draft finalized by the Thermal Insulation Materials Sectional Committee
had been approved by the Chemical Division Council.
Finishing cements are used in conjunction with thermal insulating materials and should, therefore,
be compatible with them. These materials are used as finishing cements, both for hot and cold
insulation work. For low temperature, a vapour barrier has to be used and for outdoor jobs
suitable water proofing should be done.
Finishing cements are generally supplied as dry powders, which are mixed with water in suitable
proportions, applied in plastic form, and dried or set in place to form a hard and smooth surface
( SYC6 .3.1 ).
The materials are of four types ( see 4.1 ). Hard-setting and gypsum plaster compositions are
suitable for indoor applications, while self-setting cements are suitable for outdoor applications.
This standard does not prescribe requirements for setting time.
Hard setting compositions do not contain hydraulic setting agents and setting time depends upon
the rate at which the mixing water is either absorbed into the underlying insulation or evaporated
from the surface, or both. Hard-setting compositions reasonably set in 5 to 6 hours, although
complete drying may take much longer.
Self-setting cements are hydraulic setting and only such quantity as can be used within 1 hour
should be mixed at one time. The time for the cement to take an initial set depends upon the
absorbancy of the underlying insulating material. On absorbent material the cement takes its
initial set and can be compacted and finally trowelled in 2 to 3 hours. On non-absorbent or only
slightly absorbent material the initial set may take up to 12 hours. Final drying out of these
cements depends on the ambient temperature.
Gypsum plaster compositions set much more rapidly and only as much as can be used within
30 minutes should be mixed at one time. These compositions generally set hard over absorbent
or non-absorbent insulation materials within 1 hour.
This standard was first published in 198 1. Based on the experience gained during the period, it
has been decided to revise this standard incorporating the following changes:
a) Inclusion of another type of finishing cement, namely, fire-proof finishing cements;
b) Stipulation of mixing proportions;
c) Deletion of Aexural strength for Types 2 and 3;
d) Reduction of-soaking heat temperature from 150°C to 100°C; and
e) Aligning of Table 1 and Clause B-2.1.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test, or analysis, shall be
rounded off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘.
The number of significant places retained in the rounded off value should be the same as that of
the specified value iu this standard.IS 9743 : 1990
Indian Standard
THERMAL INSULATION FINISHING
CEMENT - SPECIFICATION
( First Revision )
1 SCOPE fibres with a clay bonding agent, and set by
removal of water by natural drying or on
1.1 This standard prescribes the requirements heating. The normal ratio of hard-setting
for thermal insulation finishing cements, pre- cements will be 1 part of hydraulic cement to
pared by mixing with water for application to 4 parts of hard-setting composition.
insulating materials after they have been applied
4.1.2 Type 2 finishing ce&ents consist of well
at site to the plant or piping systems.
distributed reinforcing fibres ( 1 part ) with a
hydraulic cement ( 3 parts ) as binder, with or
NOTE - Some of these finishing cements are used
for services at temperatures below ambient, in without plasticizing agents or fillers. These set
which case a vapoti barrier is required. without the application of heat.
1.2 This standard does not prescribe require- 4.1.3 Type 3 finishing cements set without the
ments for setting time. application of heat and consist of calcium
sulphate hemihydrate, and well distributed
2 REFERENCES reinforcing fibres, usually to a lower percentage
by mass than for self-setting cement.
2.1 The Indian Standards listed below are the
necessary adjuncts to this standard: 4.1.4 Type 4mfire-proof cement is non-combus-
tible and could effectively be museda s a finishing
IS No. Title cement over turbine insulation applications, etc.
where the finishing cement should not give rise
3069 : 1965 Glossary of terms, symbols and to fire due to oil leakage, etc.
units relating to thermal insu-
lation materials
NOTE - Thermal insulation finishing cements of
3144: 1981 Methods of test for mineral Type 1 and Type 3 are not suitable for exoosure to
weather conditions without further protection.
wool thermal insulation materials
( first revision )
5 REQUIREMENTS
4905 : 1968 Methods for random sampling
$688 : 1982 Methods of test for performed 5.1 Description
block-type and pipe covering
The finishing cements shall be thoroughly
type thermal insulation ( first
premixed and free from unopened or badly
revision )
distributed fibres or coarse constituents.
5724 : 1970 Methods of test for thermal
insulating cements.
5.2 Bulk Density
3 TERMINOLOGY The average bulk density of the four types of
the finishing cements, applied and dried, shall be
3.1 For the purpose of this standard, the
as given below when tested in accordance with
definitions of terms, symbols and units given in
the method prescribed in 4 of IS 5688 : 1982
IS 3069 : 1965 shall apply. after oreoarinn a block-of material as prescribed
by the manuf&turer:
4 TYPES
Type of the Density
4.1 Thermal insulation finishing cements shall
Finishing Cement kglm3, Max
be of four types:
1 1 500
n
Type I - Hard-setting compositions ( see L 1 800
4.1.1 ), 3 1 600
4 1300
Type 2 - Self-setting cements ( see 4.1.2 ),
Type 3 - Gypsum plaster compositions ( see 5.3 Wet Covering Capacity
4.1.3 ), and
Wet_ covering capacity of the four types of
Type 4 - Fire-proof finishing cements ( see _ __ _
finishing cements shall be not less than
4.1.4 ).
6 m2/100 kg at 10 mm thickness, when tested in
4.1.1 Type 1 finishing cements are a mixture of accordance with the method prescribed in 6 of
inorganic fillers and well distributed reinforcing IS 5724 : 1970.
1Is 9743 : 1990
NOTE - The wet covering capacity over insulat- prepared in accordance with the manufacturer’s
tion may differ from the result obtained by this
recommendations for application, shall be 35 to
method,-which refers to a non-absorbent sub&rate.
The wet covering capacity of Type 1 cements cannot 45 percent when tested in accordance with the
be directly related to the dry density as some of method prescribed in -5.1 of IS 5724 : 1970.
the materials used for mixing combine chemically
with hydraulic cement. The water of hydration in 5.10 M-oisture Content
this type of cements varies from material to
material.
For hard setting compositions, the maximum
free moisture content shall be not greater than
5.4 Inertness
5 percent, and self-setting compositions and
The finishing cement shall not include any gypsum plaster shall be supplied dry when
substance that may promote corrosive attack of tested in accordance with the method prescribed
the surfaces with which it is in contact, for in 13 of IS 3144 : 1981 except that three speci-
example, wire netting used as reinforcement. mens shall be taken from the composite sample,
each weighing not less than 100 g. and spread
well on trays to expose the material while placing
5.5 Compressive Strenbth
in the oven.
The compressive strength of the finishing cement
at 10 percent deformation shall be as given 6 PACKINti, STORAGE AND MARKING
below, when tested in accordance with the
method prescribed in 7 of IS 5724 : 1970 except
6.1 Packing
that the sample size shall be 75 x 75 X 25 mm.
The density of the specimen tested shall be
The material shall be packed in 12’5, 25 or 50 kg
stated. multiwall bags incorporating a waterproof
membrane or as agreed to between the purchaser
Type of -the Compressive Strength and the supplier.
Material kN/m3, Min
1 1 030 6.2 Storage
2 1720
The material shall be stored in a dry place.
3 8 20
4 1 800 6.3 Marking
5.6 Flexural Strength Each package shall be legibly and indelibly
inarked with the following information:
The flexural strength of the finishing cement of
Type 1 shall be not less than 2 000 kN/m2. a) Identification of the source of manu-
facture ;
5.7 Resistance to Impact
b) Batch number or year of manufacture;
For finishing cement of Type 2, when tested in c) Net mass of the contents; and
accordance with the method prescribed in
_. _^ . .
d) Tyhe of materials.
Annex A, the average diameter of five indenta-
tions shall not exceed 30 mm. Any cracking
6.3.1 Information regarding conditions and time
of the specimen that is observed shall be
for setting, and instructions pertaining to appli-
reported.
cation and curing should be furnishedalong with
the supply, preferably by means of a tag on each
5.8 Heat Resistance
package. It should also be indicated whether
When subjected to soaking heat at 100°C for the material contains asbestos.
24 hours, in accordance with 9 of IS 5724 : 1970,
the blocks of the, finishing cement shall neither 7 SAMPLING
disintegrate, nor have observable cracks.
7.1 Representative samples of the material shall
be drawn and their conformity determined in
5.9 Consistency of Wet Mixed Material
accordance with the method prescribed in
The consistency of the wet material, when Annex B.IS 9743 : 1990
ANNEX A
( Clause 5.7)
RESISTAN& TO IMPACT TEST FOR TYPE 2 CEMENT
A-l PROCEDURE 1 kg and 62’5 mm diameter from a height of
1’5 on the surface of the specimen, at least
Cut specimens from samples moulded in accor- 50 mm from the nearest edge and from the
dance with the method specified for the location of a previous indentation, Measure
determination of wet covering capacity. The size the diameter of the impression made by the ball.
of specimen shall be about 250 x 250 x 25 mm. Repeat the test for at least five indentations.
Place the specimen on. a flat, smooth concrete Report any cracking of the specimen that is
floor or steel plate. Drop a steel ball of mass observed.
ANNEX B
( Clause 7.1)
SAMPLING OF THERMAL INSULATION FINISHING CEMENT
B-l SCALE OF SAMPLING random sampling procedure given in IS 4905 :
1968 shall apply.
B-l.1 Lot
B-2 PREPARATION OF TEST SAMPLE AND
The bags of finishing cement belonging to the NUMBER OF TESTS
same batch of manufacture, in a single consign-
B-2.1 From each of the bags selected according
ment, shall be grouped together and each such
to B-1.3, approximately equal quantity of the
group shall constitute a lot.
material shall be taken and thoroughly mixed to
B-l.2 For ascertaining the conformity of the form a composite sample weighing not Iess than
lot to the requirements of this specification, test 45 kg which would be sufficient for carrying out
shall be carried out on each lot separately. triplicate determination of all characteristics
given in5.
B-l.3 The number of bags to be selected ( n )
shall depend on the lot size ( N ) and shall be B-2.1.1 The composite sample shall be divided
in accordance with Table 1. into three equal parts, one for the purchaser,
another for the supplier and the third to be used
as a referee sample.
Table 1 Number of Bags to be Selected
for Sampling B-2.1.2 These three parts of the composite
sample shall be transferred to separate sample
( Clause 7.1 >
bags. These bags shall be properly stitched and
labelled with full identification particulars.
Lot Size No. of Bags to be
Selected B-2.2 Tests for determination of all character-
(N) (n) istics given in 5 shall be conducted on the
(1) (2) ccmposi te sample.
up to 25 1
26 to 50 2 B-3 CRITERIA FOR CONFORMITY
51 to 100 3
101 and above 4 B-3.1 The lot shall be declared as I conforming
to the requirements of this specification if all
B-1.3.1 These bags shall be selected at random. the test results on the composite sample satisfy
In order to ensure the randomness of selection, the corresponding requirements given under 5.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standard act, 2986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the following reference :
Dot : No. CHD 27 ( 9358 )
Amendments Issued Since Poblication
Amend No. Date of Issue Text AtTected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 73
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 2 18 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andhzri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE, FARIDABAD, GHAZIABAD, GUWAHATI.
HYDERABAD. JAIPUR KANPUR. PATNA. THIRUVANAN THAPURA-M
Printed at Swatantra Bharat Press, Delhi, India
|
11907.pdf
|
IS : 11907- 1986
Indian Standard
RECOMMENDATIONS FOR
CALCULATION OF SOLAR RADIATION
ON BUILDINGS
Functional Requirements in Buildings Sectional Committee, BDC 12
Chairomn Representing
SHRI G. C. MATHUR National Buildings Organization, New Delhi
Members
SHRI A. BHARDWAJ Indian Institute of Architects, Bombay
SHRI SURINDERS HARMA ( Alternate )
SHRI CWANDRAB HALLABH Institute of Town Planners, New Delhi
CHIEF ARCHITECT Public Works Department, Tamil Nadu
SENIOR ARCHITECT (Alternate)
DIRECTOR( ARCH ) RDSO (Ministry of Railways), Luckuow
SHRI Y. P. VADEHRA ( Alternate )
SHRI P. C. JAITLEY Directorate General of Health Services, New
Delhi
SHRI L. R. LALLA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI SUNDER SINCH (Alternate)
SHRI G. P. LAL Institution of Engineers ( India ), Calcutta
SHRI 1. D. MATHUR Central Public Works Department, New Delhi
SHRI K. J. NATH All India Institute of Hygiene & Public Health,
Calcutta
SHRI D. GUIN ( Alternate )
SHRI BIMAL K. ROY Corporation of Calcutta, Calcutta
PROF R. K. SAHU University of Roorkee, Roorkee
SHRI GAUTPIMS URI Suri & Suri Consulting Acoustical Engineers.
New Delhi
SHRI M. R. SHARMA Central Building Research Institute, Roorkee
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI M. M. MISTRY ( Alternate )
SHRI G. RAMAN, Director General, BIS ( Ex-officio-Member )
Director ( Civ Engg )
Secretary
SHRI A. K. SAINI
Deputy Director ( Civ Egg ), BIS
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole are in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.Is: 11907- 1986
Indian Standard
RECOMMENDATIONS FOR
CALCULATION OF SOLAR RADIATION
ON BUILDINGS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 26 December 1986, after the draft finalized by the Functional Require-
ments in Buildings Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 For the functional design of buildings, a proper evaluation of the
quantum of solar radiation incident on various building facades is a neces-
sary pre-requisite The choice of orientation, provision of glass areas and
types of glass greatly depend on the quantity of solar radiation incident on
building surfaces. Measured data, however, are available only for a very
few localities. Moreover, measurements are made only for the horizontal
surfaces and further, solar radiation shows wide variability from day to
day and hour to hour. For these reasons, the practical assessment
of solar radiation on various surfaces of buildings are made only by
theoretical computations. In design problems like assessment of cooling
capacity of air-conditioning plants where quantitative values of solar radia-
tion are required, it is important that the plant should be able to cope with
the cooling load even in the hottest climatic conditions. For these calcula-
tions, the solar radiation quantity incident on various surfaces of buildings
at different stations in the country should not be exceeded for most, say
;;l;;cent of the time. Such values of solar radiation are termed ‘design
‘. In this standard comprehensive design solar radiation tables both
for summer and winter have been recommended for the whole country
which are based on the information provided by Central Building Research
Institute ( CBRI ), Roorkee. Tt may be noted that the solar radiation
design values as given in this standard are not the average values at the
various latitudes, but pertain to very clear sky conditions and are close to
the maximum available solar radiation quantities in the country. The basic
principle for the approach is that the design solar radiation depends not on
the variability of any single parameter but on an integration of all relevant
parameters varying both in time and magnitude and in respect of astro-
nomical, geographical and meteorological considerations.
2IS :11907- 1986
0.3T he solar radiation incident upon a surface normal to the sun rays at
the mean earth-sun distance, outside the earth’s atmosphere is called the
‘solar constant’ and its presently accepted value is 1396 Wlm2. As the
solar radiation passes through the earth’s atmosphere, part of it is scat-
tered by the constituents of-the atmosphere and part absorbed particularly
by ozone, carbon dioxide and water vapour. The remaining portion of the
radiation reaches the earth’s surface as direct component. Part of the
scattered, absorbed and reradiated radiation reach the earth’s surface as
diffused radiation from the sky. A strong component of the diffused
radiation, called circumsolar radiation comes from relatively bright part
of sky lying within about 30” around the sun and for the sake of simplifi-
cation, may be assumed to be concentrated in the sun’s disc only. The
sum of the direct and circumsolar components is tailed ‘the augmented
direct component’ or merely the direct component and the remaining
diffused radiation! is called uniform background diffused sky radiation, or
merely uniform diffused radiation. The values of direct and diffused com-
ponents at the earth’s surface depend on the length of their passage
through the earth’s atmosphere and hence on the altitude of the sun.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2 - 1960*. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard gives recommendations for solar radiation design values
for calculation of solar radiation in buildings for clear sky conditions.
2. GENERAL PRINCIPLE OF DESIGN
2.1 Need for Design Data -- Long term measurements of solar radiation
on vertical and horizontal surfaces of a building have revealed that the
hitherto accepted practice of assuming a standard atmosphere comprised
of 300 dust particles/cubic centimetre, 2.5 mm ofozone and 15 mm of preci-
pitable water vapour, yielded estimates of solar radiation which are at
least 20 percent higher than their representative values in this country.
2.2 Components of Solar Radiation - The total solar radiation on a sur-
face under clear sky conditions shall comprise of the following components
*Rules for rounding off numerical values ( revised )
3IS:11907- 1986
and an example for determination of total design solar radiation is given in
Appendix A.
a) Direct radiation, ID;
b) Uniform diffuse sky radiation, Zd; and
c) Ground reflected radiation on surfaces other than the horizontal,
ZGR.
2.2.1 Direct Radiation ( ID ) - The direct solar radiation on any plane
surface shall be obtained as the multiplication of the direct radiation at
normal incidence ( IN ) and the cosine of the angle of incidence ( i ) of the
sun’s rays on that surface as shown below:
a) For horizontal surfaces Cos i = Sin 8
Where 0 is the altitude of the sun
Hence direct horizontal solar radiation IDE = IN. Sin 0
b) For vertical surfaces, Cos i =I Cos 6. Cos p and direct vertical solar
radiation ZDV= IN. COS 0. COS @
where @ = Angle between the direction of the sun and wall in the
horizontal plane.
2.2.1.1 The direct component of solar radiation shall be computed
based on the design values of the augmented direct radiation at normal
incidence for clear sky conditions as given in Table 1.
2.2.2 Difused Radiation from the Sky - The diffused radiation on any
surface shall be computed from the known values of the uniform
ZdH,
background diffused radiation on the horizontal surface, which are also
given in Table 1 for various solar altitude angles. For vertical surfaces,
the uniform diffused radiation is half of that on a horizontal surface, i.e.
&IV = 4 ZdH.
2.2.3 Ground Rgflected Radiation - The ground reflected radiation on a
vertical surface shall be obtained as given below:
ZCRV = 3 rg x ZTa
where ZTH= total solar radiation on a horizontal surface
= IDE + ZdH, and
r, = reflectivity of the ground.
2.2.3.1 Values of the reflectivity of the ground for solar radiation for
some common types of ground surfaces shall be as given in Table 2.
4I§ : 11907- 1986
TABLE 1 DIRECT SOLAR RADIATION AT NORMAL INCIDENCE AND
DIFFUSED RADIATION ON THE HORIZONTAL SURFACE FOR
CLEAR SKY CONDITIONS
(Clause 2.2.1.1 )
ALTITUDE DIRECT AT NORMAL DIFFUSEDS KY RADIA-
(DEGREES) INCIDENCE( IN ) TION ON THE HORIZONTAL
SUaFAg,&{dH )
e W/m2
5 158 112
10 394 128
15 534 138
20 621 147
25 678 152
30 720 1.58
35 750 163
40 772 166
45 790 170
50 804 172
55 815 174
60 823 177
65 830 178
70 836 179
75 837 180
80 842 181
85 a43 181
90 844 181
NOTE - For other solar altitude, the values may be interpolated.
TABLE 2 REFLECTIVITY OF SOME COMMON GROUND SURFACES
FOR SOLAR RADIATION
( Clause 2.2.3.1 )
SL No. TYPE OF SURFACE REFLECTIVITY( rg )
1. Bituminous and gravel 0.14
2. Brown grass, crushed rock or
bare ground 0’20
3. Old concrete 0’23
4. Bright green grass 0’25
5. Red brick tile 0.27
6. New concrete 0’32
NOTE - For general applications, the ground reflectivity shall be taken as 0.20.
5IS:11907 - 1986
3. CALCULATION OF DESIGN SOLAR RADIATION ON BUILDINGS
3.1 To determine the quantity of solar radiation on any individual surface
on the building as a whole, the design values as given in Tables 3 and 4
shall be followed. The values ( based on Table 1 ) are applicable for both
summer as well a~: winter ( Direct + Diffuse ) and for horizontal and
vertical ( in eight cardinal orientation ) surfaces for all latitudes from 9”N
upwards at intervals of 4”. An example for calculation of design solar
radiation on buildings is given at Appendix B.
NOTE 1 - For summer, the design values are obtained at each latitude up to 21 “N
when the noon sun is at the zenith and at latitude 25”N and 29”N: these are for June
22 ( Summer solstice ) when the noon sun is at the highest altitude. These days
have been selected because the solar radiation is very close to its maximum value
during summer months at the respective latitudes.
NOTE 2 - The design solar radiation value for winter have been computed for
December 22 ( Winter solstice ) when the noon sun is at the lowest altitute at each
latitude. Solar radiation values based on these figures are not expected to exceed
on more than a few occasions. The ground reflected component for vertical surfaces
has not been included in these computations and this may be easily determined on
the basis of the actual reflectivity of the ground at the site.
4. CALCULATION OF DESIGN SOLAR RADIATION ON SLOPING
SURFACES OF BUILDINGS
4.1 The quantum of solar radiation on sloping roofs of buildings, shall be
calculated as follows:
a>
Direct solar radiation on a sloping surface
IDS = IN ( Cos 0 Cos p Cos 4 + Sin 0 Sin $ )
where 4 is the angle of inclination of the surface with the vertical
( for horizontal surfaces 4 = 90” and for vertical surfaces 4 = 0 ),
and
IV = Solar radiation at normal incidence on the earth’s surface
( refer Table 1 )
b) Diffuse radiation on a sloping surface
c>
Ground reflected radiation on a sloping surface
( 1 - sin 4 )
1~3 = rB x ITCXH
2
4.2 A typical example for calculation of solar radiation of sloping surfaces
of buildings is given at Appendix C.
6IS : 11907- 1987
TABLE 3 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT + DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m” )
(Clause 3.1 )
SUMMER
TABLE 3 (A) LATITUDE 9” N
HRS H N NE E SE S SW W NW
6 93 48 55 56 52 47 47 47 47
7 293 144 495 598 391 70 70 70 70
8 533 144 563 698 471 79 79 79 79
9 741 133 507 634 440 85 85 85 85
10 890 116 399 499 358 88 88 88 88
11 991 109 257 306 230 90 90 90 90
12 1025 106 101 91 91 91 91 91 101
13 991 109 90 90 90 90 230 306 257
14 890 116 88 88 88 88 358 499 399
15 741 133 85 85 85 85 440 634 507
16 533 144 79 79 79 79 471 698 563
17 293 144 70 70 70 70 391 598 495
18 93 48 47 47 47 47 52 56 55
TABLE 3 (B) LATITUDE 13” N
6 93 48 55 56 52 47 47 47 47
7 309 137 502 615 408 71 71 71 71
8 533 123 549 700 487 79 79 79 79
9 741 94 481 636 468 85 85 85 85
10 890 88 364 499 394 109 88 88 88
11 991 90 215 304 269 128 90 90 90
12 1025 91 91 91 122 135 122 91 91
13 991 90 90 90 90 I28 269 304 215
14 890 88 88 88 88 109 394 499 364
15 741 94 85 85 85 97 468 636 481
16 533 123 79 79 79 79 487 700 549
17 309 137 71 71 71 71 408 615 502
18 93 48 47 47 47 47 52 56 55
( Continued )
7IS : 11907- 1986
TABLE 3 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT+DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m* ) - Contd
SUA4MER
TABLE 3 (C) LATITUDE 17” N
HRS H N NE E SE S SW W NW
6 126 105 195 205 127 56 56 56 56
7 342 221 569 626 358 72 72 72 72
8 563 209 600 686 418 80 80 80 80
9 752 179 528 620 397 85 85 85 85
10 898 151 412 484 323 88 88 88 88
11 996 126 256 291 207 91 91 91 91
12 1025 120 112 91 91 91 91 91 112
13 996 126 91 91 91 91 207 291 256
14 898 151 88 88 88 88 323 484 412
15 752 179 85 85 85 85 397 620 528
16 563 209 80 80 80 80 418 686 600
17 342 221 72 72 72 72 358 626 569
18 126 105 56 56 56 56 127 205 195
TABLE 3 @) LATITUDE 21” N
6 151 141 295 312 179 59 59 59 59
7 358 205 568 640 383 73 73 73 73
8 578 177 580 690 443 80 so 80 80
9 764 133 494 618 429 87 86 86 86
10 907 95 368 477 358 88 88 88 88
11 996 91 219 292 249 112 91 91 91
12 1025 91 91 91 112 120 112 91 91
13 996 91 91 91 91 112 248 292 219
14 907 95 88 88 88 88 358 477 368
15 764 133 86 86 86 86 429 618 494
16 578 177 80 80 80 80 443 690 580
17 358 205 73 73 73 73 383 741 568
18 151 141 59 59 59 59 179 312 295
( Continued )
8IS : 11907- 1986
TABLE 3 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT + DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m* ) - Conrd
. SUMMER
TABLE 3 (E) LATITUDE 25” N
HRS H N NE E SE S SW W NW
6 195 204 419 426 222 64 64 64 64
7 407 242 605 657 369 76 76 76 76
8 607 209 594 679 414 81 81 81 81
9 776 159 505 607 402 86 86 86 86
10 915 109 368 464 340 88 88 88 88
11 996 91 226 293 241 101 91 91 91
12 1025 91 91 91 112 120 112 91 91
13 996 91 91 91 91 101 241 293 226
14 915 109 88 88 88 88 340 464 368
15 776 159 86 86 86 86 402 607 505
16 607 209 81 81 81 81 414 679 594
17 407 242 76 76 76 76 369 657 605
18 195 204 64 64 64 64 222 426 419
TABLE 3 (I?) LATITUDE 29” N
6 212 216 449 458 236 65 65 65 65
7 423 234 605 665 381 76 76 76 76
8 606 177 575 685 441 81 81 81 81
9 663 113 236 653 379 83 83 83 83
10 914 88 330 463 376 121 88 88 88
11 999 90 185 295 285 160 90 90 90
12 1 020 91 91 91 154 178 154 91 91
13 999 90 90 90 90 160 285 295 185
14 914 88 88 88 88 121 376 463 330
15 663 113 83 83 83 83 379 654 236
16 606 177 81 81 81 81 441 685 575
17 423 234 76 76 76 76 381 665 605
18 212 216 65 65 65 65 236 458 449
9IS : 11907- 1986
TABLE 4 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT + DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m* )
(Clause 3.1 )
.
WINTER
TABLE 4 (A) LATITUDE 9” N
HRS H N NE E SE s SW W NW
7 197 64 191 413 431 234 64 64 64
8 407 76 231 599 659 378 76 76 76
9 592 81 166 572 690 451 81 81 81
10 741 85 85 455 635 494 114 85 85
11 832 87 87 281 533 523 258 87 87
12 871 87 87 87 395 523 395 87 87
13 832 87 87 87 258 523 533 281 87
14 741 85 85 85 114 494 635 455 85
15 592 81 81 81 81 442 690 572 166
16 407 76 76 76 76 378 659 599 231
17 197 64 64 64 64 234 431 413 191
TABLE 4 (B) LATITUDE 13” N
7 166 62 163 341 355 198 62 62 62
8 374 74 207 576 651 387 74 74 74
9 563 80 145 562 697 470 80 80 80
10 702 84 84 444 654 529 144 84 84
11 799 86 86 277 554 557 285 86 86
12 832 87 87 87 424 565 424 87 87
13 799 86 86 86 285 557 554 277 86
14 702 84 84 84 144 529 654 444 84
15 563 80 80 80 80 470 697 562 145
16 374 74 74 74 74 387 651 576 207
17 166 62 62 62 62 198 355 341 163
( Continffed)
10IS : 11907- 1986
TABLE 4 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT + DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m2 ) - Contd
WINTER
TABE 4 (C) LATITUDE 17” N
HRS H N NE E SE S SW W NW
7 138 58 123 248 261 155 58 58 58
8 342 72 192 553 633 385 72 72 72
9 518 79 122 549 700 487 79 79 79
10 663 a3 83 440 669 556 165 83 83
11 752 85 85 271 577 595 315 85 85
12 789 86 86 86 451 602 451 86 86
13 752 85 85 85 315 595 577 271 85
14 663 83 83 83 165 556 669 440 83
15 518 79 79 79 79 487 700 549 122
16 342 72 72 72 79 385 633 553 192
17 138 58 58 58 58 155 261 248 123
TABLE 4 (D) LATITUDE 21” N
7 126 56 105 195 206 127 56 56 56
8 309 71 176 526 609 379 71 71 71
9 487 78 100 532 700 502 78 78 78
10 621 81 81 429 679 578 187 81 81
11 702 84 84 271 599 626 335 84 84
12 741 85 85 85 475 635 475 85 85
13 702 84 84 84 335 626 599 271 84
14 621 81 81 81 187 578 679 429 81
15 487 78 78 78 78 502 700 532 100
16 309 71 71 71 71 379 609 526 176
17 126 56 56 56 56 127 206 195 105
( Continued )
11
__ _-
___ ~- --IS : 11907- 1986
TABLE 4 DESIGN ( TOTAL ) SOLAR RADIATION ( DIRECT + DIFFUSE )
ON HORIZONTAL AND VERTICAL SURFACES ( W/m2 ) - Contd
.
WINTER
TABLE 4 (E) LATITUDE 25” N
HRS H N NE E SE S SW W NW
7 104 50 64 92 94 71 50 50 50
8 259 69 154 475 557 352 69 69 69
9 440 71 87 519 691 504 77 77 77
10 578 80 80 416 684 598 209 80 80
11 649 83 83 266 614 650 354 83 83
12 688 84 84 84 493 663 493 84 84
13 649 83 83 83 354 650 614 266 83
14 578 80 80 80 209 598 684 416 80
15 440 77 77 77 77 504 691 519 87
16 259 69 69 69 69 352 557 475 154
17 104 50 50 50 50 71 94 92 65
TABLE4 0 LATITUDE 29” N
7 80 41 41 41 41 41 41 41 41
8 228 66 136 429 509 329 66 66 66
9 391 74 74 491 673 506 85 74 74
10 518 79 79 409 686 607 219 79 79
11 606 81 81 261 621 665 369 81 81
12 635 83 83 83 508 685 508 83 83
13 606 81 81 81 369 665 621 261 81
14 518 79 79 79 219 607 686 409 79
15 391 74 74 74 85 505 673 491 74
16 228 66 66 66 66 329 509 429 136
17 80 41 41 41 41 41 41 41 41
I2IS : 11907- 1986
APYENDIX A
( Clause 2.2 )
EXAMPLE FOR THE DETERMINATION OF TOTAL DESIGN
SOLAR RADIATION
A-l. ILLUSTRATIVE EXAMPLE
A-l.1 It is desired to determine the total design solar radiation (i) on the
horizontal surface, and (ii) on the west facing wall at 4 p.m. at New
Delhi ( latitude 29” N ). The sun is at an azimuth angle of 81” of north
and its altitude is 36”.
A-2. CALCULATION
A-2.1 As a first step the value of 2~ for solar altitute of 36’ should be
interpolated from its given values for altitude angles of 35” and 40” in
Table 1.
IN for solar altitude of 35’ = 750 W/m2
and for 40” = 172 W/m2
By interpolation the value of for 36” = 755 W/m2
IN
(i) Direct solar radiation on the horizontal surface
~~~ = IN. Sin 0 = 755 x Sin 36” = 444 W/m2
ldR = 163 W/m2 ( from Table 1 )
Hence ITR = ha + IdH = 444 + 163 = 607 W/m2
(ii) Similarly for the vertical surface facing west:
Direct solar radiation on the vertical surface
755. Cos. 36”. Cos 9” = 603 W/m2
IDF =
Here, 13= 9”. Since the direction of sun is the horizontal plane ( i.e.
solar azimuth is 8l”W of north and that of the west facing wall is
9o”W of north).
Since 90” - 81” = 9”
I@ = & z&.X= 4 X 163 = 81.5 W/m2
13IS : 11907- 1986
The total radiation from sun and sky on the vertical surface,
ITy is therefore = 603 + 81.5 = 684.5 W/m*
Where
ITv = Total solar radiation on a vertical surface.
.
A-2.2 The ground reflected component on the vertical surface, for a
ground reflectivity of 0.2 may be calculated as follows:
Since ITH = 606 W/m2
IGRv = 4 x 0.2 x 606 h 60.6 W/ma
Hence the total of direct, diffused and ground reflected components
on the west facing wall at 4 p.m. at New Delhi
= 603 + 81.5 + 60.6 = 745-l W/ma
APPENDIX B
( Clause 3.1 )
EXAMPLE FOR THE CALCULATION OF DESIGN SOLAR
RADIATION ON BUILDINGS
B-l. ILLUSTRATIVE EXAMPLE
B-l.1 It is desired to determine the design solar radiation in summer from
sun and sky on a building 10 metres long, 5 metres wide and 3 metres
high, longer sides facing north and south, at 2 p.m. at New Delhi ( lati-
tude 29”N ).
B-2. CALCULATION
B-2.1 Refer to Table 3 (F) for latitude 29”N ( New Delhi ). The required
computations are as follows:
SI Surface Design Solar Area of Total Radia-
No. Radiation Surface tion on the
Surface
W/ma m2 W
:: Horizontal roof 914 :oo 452 674000
North wall
3. South wall 1;; 30 3 630
4. West wall 463 6 945
5. East wall 88 1 320
Total 60 235
14IS : 11907- 1986
Total solar radiation incident on the building = 60 235 W.
B-2.2 Jn the above example, if ground reflected radiation is also desired
on the vertical surfaces, it may be readily calculated as follows:
Total solar radiation on the horizontal surface = 914 W/ml
Ground reflected component = 4 x 0.2 x 914 = 9.14 W/n+
Total area of the vertical walls = 90 m2
Contribution of ground reflected components on the walls
= 90 x 91*4 = 8 226 W
The sum of all solar radiation components
= 60 235 + 8 226 = 68 461 W
APPENDIX C
( Clause 4.2 )
EXAMPLE FOR THE CALCULATION OF SOLAR RADIATION
OF SLOPING SURFACES OF BUILDINGS
C-l. ILLUSTRATIVE EXAMPLE
C-l.1 It is desired to determine the solar radiation on an east facing slop-
ing roof when the sun is at an azimuth angle of 120”E and altitude angle
40” and the slope of the roof with the vertical ( 4 ) is 60”.
C-2. CALCULATION
C-2.1 It may be seen from Table 1 that for the altitude angle of 40”,
IN = 712 W/m2, and
I~H = 166 W/m2.
C-2.1.1 Since the azimuth angle for a east facing surface is 90”E and
the given azimuth of sun is 120”E, the value of @ ( wall solar azimuth )
= 120” - 90” = 30”
Direct solar radiation, IDS
=IN(CosO.Cos&Cos++sinOsin+)
15IS : 11907- 1986
= ~772( COS 40” x COS 30” x COS 60” + Sin 40” Y Sin 60” )
= 686 W/m2
( 1 i- Sin + )
Ids = IdH 2
( I + Sin 60” )
= 166 x ~~~_~___ .-.
= 166 x 0.933
= 155 W/m2
C-2.3 For the ground reflected radiation, I GN, the total solar radiation on
the horizontal surface, ITH is required.
IDH = IN. Sin 0 = 772 x Sin 40” = 496 W/me
and ITH = 496 + 166 = 662 W/m2
Hence ICRS = 0.2 x IT. X ( l - “:” 60” )
8.87, say 9 W/m2
C-2.4 Hence sum of all the solar radiation components on the slopes
surface
= 686 + 155 + 9
= 850 W/m2
16
|
1343.pdf
|
IS:1343-1980
( ReaffIrmed 1999 )
Indian Standard
CODE OF PRACTICE FOR
PRESTRESSED CONCRETE
(First &vision)
.
Tenth Reprint MAY 1999
UDC 624.012.46 : 006.76
0 Copyright 198 1
BUREAU OF INDIAN STANDARDS
?
MANAK BHAVAN, 9 BAI-iADUR SHAH ZAFAR MARG
NEW DELHI 110002
Grll Noventber 198 1IS : 1343 - 1980
hdian Standard
CODE OF PRACTICE FOR
PRESTRESSED CONCRETE
( First Revision )
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
Dn H. C. VBVESVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR, STANDARDS Research,. Designs & Standards Organization
(B&S) ( Mmlstry of Railways j, Lucknow
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( Alternate )
SHRI K. P. BANERJEE Larsrn & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate j
SHRT S. K. BANERJEE National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GAkc ( Afternafc j
CHIEF ENGINEER( DESIGNS) Central Public \\‘orks Department, New Delhi
EXECUTIVEE NGINEER( DESIQNS)I II
( Alternate j
CHIEF ENQINEER( PaoJEo’rs j Irrigation Department, Government of Pur jab,
Chandigarh
DIRECTOR, IPRI ( Alternate j
DIRECTOR( CSMRS) Central Water Commission, New Delhi
DEPU~ DIRECTOR ( CSMRS j ( Alternate )
DR R. K. GHOSI~ CentgroIhyd Research Institute ( CSIR j, New
SHRI Y. R. PHLXL (Alternate I j
SHRI M. DINAKARAN( Alternate II )
DR R. K. GHOSH Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Eng&eee-~in~~f’s Branch, Army Headquarters,
e
SHRI P. C. JAIN (Alternate j
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
DR R. R. HATTIANOADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS ( Alternate)
DR IQBAL ALI Engineering Research Laboratories, Hydcrabad
SHRI S. R. KULKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
( Continuedo n #age 2 )
BUREAU OF INDIAN STANDARDS_
This publication is protected under the fndian Cop~righr ACI (XIV of 1957 j and
reproduction in whole or in part by any means except with writteo permission of the
publisher shall be deemed to ba an infb omont of copyright under the said Act.IS :1343-1980
( Continucd_from page 1 )
Members R8jkS~fit@
SHRI S. I<. LANA The Institution of Enginecn ( India ), Calcutta
SHRI B. T. UNWALLA ( Alfemale)
DR MOHAN RAI Central Building Research Institute ( CSIR ), ,
Roorkcc I
DR S. S. REHSI ( Altcmafc)
SHRI K. K. NAMBIAR In personal capacity ( ‘Ra~aalaya I1 Firsf Crrsccnt
Park Road, Gandhi .Nagar, A&or, Madras )
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SSIRIC . S. MISHRA (Alternote )
DR M. RAMAIA~I Stru~~u~enginecring Research Centre ( CSIR ),
DR N. S. BHAL ( Alternate )
SHRI G. RAMDAS DirectoetohcG eneral of Supplies and Disposals, New
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI R. V. CHALAPATHIR AO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
SHRYT . N. S. RAO Gammon India Ltd, Bombay
\
SHRI S. R. PINHEIRO( Alternate J
SHRI ARJUNR IJHSINGHANI Cement Corporation of India Ltd, New Delhi
SARI K. VITHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY( I) (Alternate)
SHR: N. SIVACURU . Roads Wing, Ministry of Shipping and Transport,
New Delhi
SIXRIR . L. KAPOOR( Alfcmate )
SHRI K. A. SUBRAMAN~AM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDRA(N A ltemato )
S IJ P E R I N T E N D I N c ENGINEER Public Works Department, Government of Tamil
( DESIGNS) Nadu, Madras
EXECUTIVEE NQINEER( SM & R
DIVISION) (Alternate)
&nzx L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. ‘V. RAMANA ( Alfrmate )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI Y. K. MEHTA ( Alf~mafc )
&RI D. AJITHAS IMHA,
Deputy Director General 1
ormer Director ( Civ Engg ) ] [ Director General, ISI ( Rx-o&o Member)
Swung. RAMAN.
Director ( Civ’Engg ) J
Former Secmfary
SHR~D . AJ~THAS IMHA
Deputy Director General
[ Former Director ( Civ Engg )) , IS1
SHRI M. N. N~LAKANDHAN
Assistant Director ( Civ Engg ), IS1-,-, .~....--_#-=-+~.- _
I.~... .
IS : 1343-1980
CONTENTS
PAGE
0. FOREWORD . . . . . . ..* 6
SECTION I GENERAL
1. SCOpE . . . ..* ..* 8
2. TERMINOLOGY . . . .*. . . . 9
3. SYMBOLS .*. . . . . . . 10
SECTION 2 MATERIALS, WORKMANSHIP,
INSPECTION AND TESTING
4. MATERIALS . . . . . . . . . 12
4.1 CEMENT . . . . . . ..* 12
4.2 AGGREGATES . . . . . . . . . 12
4.3 WATER . . . . . . ..* 13
4.4 ADIV~IXTURE.S . . . . . ,.. 13
4.5 PRESTRESSINSGT EEL . . . . . . 13
4.6 UNTENSIONESDT EEL . . . . . . 14
4.7 STORAGEO F MATERIALS . . . . . . 14
5. CONCRETE ..I I.. . . . 15
5.1 GRADES .., . . . . . . 15
5.2 PROPERTIEOSF CONCRETE . . . . . . 15
6. WORKABILITYO F CONCRETE . . . . . . 17
7. DURABILITY . . . . . . *.. 17
8. CONCRETEM IX PROPORTIONING . . . . . . 18
8.1 MIX PROPORTION . . . . . . 18
8.2 DESIGNM IX CONCRETE . . . . . . 19
9. PRODUCTIONA ND CONTROLO F CONCRETE . . . 19
9.1 QUALITYO F MATERIALS . . . *.. 19
10. FORMWORK . . . . . . . . . 19
11. ASSEMBLYO F PRE~TRE~~INAGN D REINFORCINSGT BJZL . . . 19
11 .l PREsTREssINGS mx .*. .** 19
3L..
IS : 1343- 1980
PAGE
11.2 SHEATHSA ND EXTRACTABLEC ORES . . . 22
Il. 3 REINFORCINSGT EEL . . . . . . 23
12. PRJBTRESSING . . . .,. . . . 23
12.1 PRESTRESSINEGQ UIPMENT . . . . . . 23
12.2 PROCEDUREF ORT ENSIONINAGN D TRANSFER . . . 25
12.3 GROUTING . . . *.. ,.. 26
13. TRANSPORTINGP,L ACING,C OMPACTINGA ND CURING . . . 28
14. CONCRETINGU NDERS PECIALC ONDITIONS . . . 29
14.1 WORKI N EXTREMEW EATHERC ONDITIONS . . . 29
15. SAMPLINGA ND STRENGTHT ESTO F CONCRETE .*. 29
16. ACCEPTANCEC RITERIA .*. . . . 30
17. INSPECTIONAN D TESTINGO F STRUCTURES . . . 30
SECTION 3 GENERAL DESIGN REQUIREMENTS
18. GENERALD ESIGNR EQUIREMENTS . . . . . . 30
SECTION J STRUCTURAL DESIGN: LIMIT
STATE METHOD
19. SAFETYA ND SERVICEABILITRYE QUIREMENTS . . . 38
19.1 LIMITS TATE DESIGN . . . . . . 38
19.2 LIMITS TATEO F COLLAPSE . . . . . . 38
19.3 LIMITS TATESO F SERVICEABILIT.Y . . . . . 39
20. CHARACTERISTIACN D DESIGNV ALUES AND PARTIAL SAFETY
FACTORS . . . . . . . . . 40
20.1 CHARACTERISTISCT RENGTHO F MATERIALS . . . 40
20.2 CHARACTERISTILCO ADS . . . . . . 40
20.3 DESIGNV ALUES . . . . . . 40
20.4 PARTIALS AFETYF ACTORS . . . . . . 41
21. ANALYSIS . . . . . . . . 41
21.1 ANALYSISO F STRUCTURE . . . ..* 41
4IS : 1343- 1980
PAGE
22. LIMITS TATEO F COLLAPSE . . . . . . 43
22.1 LIMITS TATEO F COLLAPSE:F LEXURE . . . 43
22.2 LIMITS TATEO F COLLAPSEC: OMPRESSION . . . 46
22.3 LIMITS TATEO F COLLAPSE:T ENSION . . . 46
22.4 LIMIT STATEO F COLLAPSE:S HEAR . . . 46
22.5 LIMITS TATEO FC OLLAPSET: ORSION . . . 49
22.6 LIMIT STATEO F SERVICEABILITYD:E FLECTION . . . 52
22.7 LIMITS TATEO F SERVICEABILITYCR: ACKING . . . 53
22.8 LIMIT STATEO F SERVICEABILITMY:A XIMUM
COMPRESSIO. .N . . . . . . . 54
APPENDIXA REQUIREMENTFSO RD URABILITY . . . 57
APPENDIXB MOMENTSO F REWTANCEF ORR ECTANGULAR
AND T-SECTIONS . . . 59
a..
5b-. ”_ ,_._.__. _
“^__ .-----
IS : 1343 - 1980
Indian Standard
CODE OF PRACTICE
FOR PRESTRESSED CONCRETE
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on 30 December 1980, after the draft finalized by the
Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 This standard was first published in 1960. This revision was taken
up with a view to keeping abreast with the rapid development in the field
of concrete technology and also to bring in further clarifications and
modifications in the light of experience gained while applying the provisions
of the earlier version of the code to practical situations.
’ 0.3 The format and arrangement of clauses in the code have been changed
from the earlier version. The matter has now been divided into four
sections as follows:
Section 1 General
Section’ 2 Materials, Workmanship, Inspection and Testing
Section 3 General Design Requirements
Section 4 Structural Design: Limit State Method
0.3.1 In this revision, an attempt has been made to unify the coda1
provisions between prestressed concrete structures and reinforced concrete
structures, as is necessary. As a result, many of the provisions in Section 2
Materials, Workmanship, Inspection and Testing and Section 3 General
Design Requirements of IS : 456-1978” apply to prestressed concrete
structures and, therefore, only reference has been made to such provisions
in this code.
0.3.2 In some clauses, the code recommends reference to specialist
literature, since the current knowledge on some aspects of design has not
yet crystallized. This has also been done in order to avoid burdening the
code with a lot of details which may not be required for the design of
great majority of structures.
*Code of practice for plain and reinforced concrete ( third rmirion ).
6IS :1343-1980
0.3.S3I Units have been used in this code, the values of stresses being in
units of N/mm*. While converting the values from the earlier units of
kg/cm2, the values have been rationalized rather than giving the exact
conversion.
0.3.4 While deciding on the symbols used in this code, the recommen-
dations of IS0 3898-1976* have been taken into consideration. However,
considering the convenience of the users of the code, the familiar symbols
of the old version have been retained to the extent possible.
0.4 This revision incorporates a number of important changes. The major
changes in this revision are on the following lines:
a) The concept of limit state which provides a rational approach,
taking into account variations in material strengths and loads on
semi-probabilistic basis, has been introduced. This, in fact, is a
rationalization of the ultimate load method, covered in the
earlier version.
b) Provision for intermediate degrees of prestress (partial prestress)
has been included. Consequentlv, the code covers 3 types of
structures, the types being associated with the permissible tensile
stress in concrete.
4 The method of design for shear and torsion has been completely
revised, incorporating the results of the latest research on the
subject.
4 Recommendations regarding transmission length of prestressing
tendons have been elaborated.
e) Recommendations for ensuring lateral stability during handling
and erection have been modified.
f ) Considerations regarding durability have been detailed with
guidance concerning minimum cement content and maximum
water-cement ratio for different environmental conditions,
including types of cement to be used for resisting sulphate attack.
Limitations on total chloride and sulphate content of concrete
have also been given.
0.4.1 In IS : 456-1978?, major changes have been incorporated in provi-
sions relating to materials, workmanship, inspection and testing, and
general design requirements. In view of the attempt at unification between
the provisions of reinforced concrete and prestressed concrete codes, these
changes are relevant to prestressed concrete code also wherever reference
has been made to related provisions of IS : 456-19787.
*Bases for design of structures - Notations - General symbols.
tCode of practice for plain and reinforced concrete ( third rmbion ).
7IS : 1343 - 1980
0.5 In this code, it has been assumed that the design of prestressed concrete
structures is entrusted to a qualified engineer, and that the execution of the
work is carried out under the direction of an experienced supervisor.
0.6 The Sectional Committee, responsible for the preparation of this
standard, has taken into consideration the views of manufacturers, users,
engineers, architects, builders and technologists and has related the stan-
dard to the manufacturing and trade practices followed in this country in
this field. Due weightage has also been given to the need for international
co-ordination among standards prevailing in different countries of the
world. These considerations led the Sectional Committee to derive
assistance from the following:
AC1 318-77 AC1 Standard building code reauirements for reinforced
concrete. American ConcreteInstitute. ’
CP 110 : Part I : 1972 Code of practice for the structural use of
concrete: Part I Design, materials and workmanship. British
Standards Institution.
AS 1481-1974 SAA Prestressed concrete code. Standards Association
of Australia.
Assistance has also been derived from the published documents of the
following organizations:
Comite Euro - International Du Beton
International Standards Organization
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accorda.nce with
IS : 2-1960”. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
SECTION I GENERAL
1. SCOPE
1.1 This code deals with the general structural use of prestressed concrete.
It covers both work carried out on site and the manufacture of precast
prestressed concrete units.
1.2 Special requirements of structures such as pipes and poles covered in
respective codes have not been covered in this code; these codes shall be
used in conjunction with this code.
*Rules for rounding off numerical valuer ( rcvisd ).
8IS : 1343 - 1980
2. TERMINOLOGY
2.0 For the purpose of this code, the definitions given in IS : 48451968*
and IS : 6461 ( Parts I to XII )t shall generally apply; however, some of the
important definitions are given below:
2.1 Anchorage - In post-tensioning, a device used to anchor the tendon to
the concrete member; in pre-tensioning, a device used to anchor the tendon
during hardening of the concrete.
2.2 Bonded Member - A prestressed concrete in which tendons are bonded
to the concrete either directly or through grouting.
2.3 Bonded Post-tensioning - Post-tensioned construction in which the
annular spaces around the tendons are grouted after stressing, thereby
bonding the tendon to the concrete section.
2.4 Characteristic Load-Load which has 95 percent probability of not
being exceeded during the life of the structure ( see 20.2).
2.5 Characteristic Strength - Strength of material below which not more
than 5 percent of the test results are expected to fall ( see 20.1).
2.6 Column or Strut -A compression member of rectangular section,
the effective length of which exceeds three times the least lateral dimension.
2.7 Creep in Concrete - Increase with time in the strain of concrete
subjected to sustained stress.
2.8 Creep Coefficient - The ratio of creep strain to elastic strain in
concrete.
2.9 Final Prestress- The stress which exists after substantially all losses
have occurred.
*Definitions and terminology relating to hydraulic cement.
TGlossary of terms relating to cement concrete:
( Part I )-1972 Concrete aggregates
( Part 11 )-1972 Materials ( other than cement and aggregate )
( Part III )-I972 Reinforcement
( Part IV )-1972 Types of concrete
( Part V)-1972 Formwork for concrete
(Part VI )-1972 Equipment, tools and plant
( Part VII )-I973 Mixing, laying, compaction, curing and other construction
aspects
( Part VIII )-1973 Properties of concrete
( Part IX )-1973 Structural aspects
(Part X )-1973 Tests and testing apparatus
( Part XI )-1973 Prestressed concrete
( Part XII )-1973 Miscellaneous
9IS : 1343 - 1980
2.10 Final Tension - The tension in the steel corresponding to the state of
the final prestress.
2.11 Initial Prestress - The prestress in the concrete at transfer.
2.12 Initial Tension-The maximum stress induced in the prestressing
tendon at the time of the stressing operation.
2.13 Post-tensioning - A method of prestressing concrete in which pre-
stressing steel is tensioned against the hardened concrete.
2.14 Prestressed Concrete - Concrete in which permanent internal stresses
are deliberately introduced, usually by tensioned steel, to counteract to the
desired degree the stresses caused in the member in service.
2.15 Pre-tensioning - A method of prestressing concrete in which the
tendons are tensioned before concreting.
2.16 Short Column - A column of rectangular section, the effective lengjh
of which does not exceed I2 times the least lateral dimension.
2.17 Slender Column -A column of rectangular section, the effective
length of which exceeds 12 times the least lateral dimension.
2.18 Shrinkage Loss - The loss of stress in the prestressing steel resulting
from the shrinkage of the concrete.
2.19 Stress at Transfer - The stress in both the prestressing tendon and the
concrete at the stage when the prestressing tendon is released from the pre-
stressing mechanism.
2.20 Tendon - A steel element, such as a wire, cable? bar, rod or strand
used to impart prestress to concrete when the element 1s tensioned.
2.21 Transfer -The act of transferring the stress in prestressing tendons
from the jacks or pre-tensioning bed to the concrete member.
2.22 Transmission Length -The distance required at the end of a pre-
tensioned tendon for developing the maximum tendon stress by bond.
3. SYMBOLS
3.1 For the purpose of this code, the following letter symbols shall have
the meaning indicated against each; where other symbols are used, they are
explained at the appropriate place:
A Area
B Breadth of beam
b, Breadth of web or rib
D Overall depth of beam
10IS ; 1343 - 1980
DL Dead load
d Effective depth of beam
dt Effective depth of beam in shear
EE Modulus of elasticity of concrete
EL Earthquake load
E, Modulus of elasticity of steel
e Eccentricity
F Characteristic load
F bat Bursting tensile force
Design load
7 Characteristic strength of material
Cube strength of eoncrete at transfer
2 Characteristic compressive strength of concrete
fc9 Compressive stress at eentroidal axis due to prestress or
average intensity of effective prestress in concrete
Modulus of rupture of concrete ( flexural tensile strength )
; Design strength
Characteristic strength of prestressing steel
2. Maximum prestress after losses
f,i Maximum initial prestress
f hu Ultimate tensile stress in the tendons
h Maximum principal tensile stress
f, Characteristic strength of reinforcement
LL Live load or imposed load
M Bending moment
m Modular ratio
s Spacing of stirrups
T Torsional moment
V Shear force
VI3 Ultimate shear resistance of concrete
voo Ultimate shear resistance of a section nncracked in flexure
VW Ultimate shear resistance of a section cracked in flexure
WL Wind load
& Depth of neutral axis
-
Partial safety factor for load
Partial safety factor for material
11IS:1343-1980
Percentage reduction in moment
hn
Shear stress in concrete
Tc
# Diameter of tendon or bar
SECTION 2 MATERIALS, WORKMANSHIP,
INSPECTION AND TESTING
4. MATERIALS
4.1 Cement - The cement used shall be any of the following, with the prior
approval of the engineer-in-charge:
4 Ordinary Portland cement conforming to IS : 269-1976”;
b) Portland slag cement conforming to IS : 4551976t, but with not
more than 50 percent slag content;
c>R apid-hardening Portland cement conforming to IS : 8041-1978$;
and
4 High strength ordinary Portland cement conforming to IS : 8112-
19765.
4.2 Aggregates-All aggregates shall comply with the requirements of
‘IS : 383-1970/!.
4.2.1 The nominal maximum size of coarse aggregate shall be as large as
possible subject to the following:
a>I n-no case greater than one-fourth the minimum thickness of the
member, provided that the concrete can be placed without diffi-
culty so as to surround all prestressing tendons and reinforcements
and fill the corners of the form.
b) It shall be 5 mm less than the spacing between the cables, strands
or sheathings where provided.
Not more than 40 mm; aggregates having a maximum nominal size
of 20 mm or smaller are generally considered satisfactory.
4.2.2 Coarse and fine aggregates shail be batched separately.
-. .._.
*Specification for ordinary and low heat Portland cement ( third revision ).
tSpecification for Portland slag cement ( third mision ).
SSpecitication for rapid hardening Portland cement (j~i wision ).
@Specification for high strength ordinary Portland cement.
\/Specification for coarse and fine aggregates from natural sources for concrete ( second
reuision ).
12IS : 1343 - 1980
4.3 Water-The requirements of water used for mixing and curing shall
conform to the requirements given in IS : 4.561978*. However, use of sea
water is prohibited.
4.4 Admixtures - Admixtures may be used with the approval of the
engineer-in-charge. However use of any admixture containing chlorides in
any form is prohibited.
4.4.1 The admixtures shall conform to IS : 9103-1979t.
4.5 Prestressing Steel
4.51 The prestressing steel shall be any one of the following:
a) Plain hard-drawn steel wire conforming to IS : 1785 (Part I )-
1966$ and IS : 1785 (Part II)-19675,
b) Cold-drawn indented wire conforming to IS : 6003-197011,
c) High tensile steel bar conforming to IS : 2090-19627, and
d) Uncoated stress relieved strand conforming to IS : 6006-1970* *.
4.5.1.1 All prestressing steel shall be free from splits, harmful scratches.
surface flaws; rough, jagged and imperfect edges and other defects likely to
impair its use in prestressed concrete. Slight rust may be permitted
provided there is no surface pitting visible to the naked eye.
4.5.2 Coupling units and other similar fixtures used in conjunction with
the wires or ,bars shall have an ultimate tensile strength of not less than
the individual strengths of the wires or bars being joined.
45.3 MoMus of Haasticity- The value of the modulus of elasticity of
steel used for the design of prestressed concrete members shall preferably
be determined by tests on samples of steel to be used for the construction,
For the purposes of this clause, a value given by the manufacturer of the
prestressing steel shall be considered as fulfilling the necessary
requirements.
*Code of practice for plain and reinforced concrete ( third revision ).
tSpecification for admixtures for concrete.
SSpecification for plain hard-drawn steel wire for prestressed concrete: Part I Cold-
drawn stress-relieved wire ( rcui~~d) .
@pecification for plain hard-drawn steel wire for prestressed concrete: Part II As-drawn
wire.
IlSpecification for indented wire for prestressed concrete.
$3pecification for high tensile steel bars used in prestressed concrete.
**Specification for uncoated stress relieved strand for prestressed concrete
13IS : 1343 - 1980
4.5.3.W1h ere it is not possible to ascertain the modulus of elasticity
by test or from the manufacturer of the steel, the following values may be
adopted:
Type of Steel Modulus of Elasticity,
E, kN/mm2
Plain cold-drawn wires [conforming to 210
IS : 1785 (Part I)-1966*, IS : 1785
( Part II )-19671_a nd IS : 6003-197011
High tensile steel bars rolled or heat- 200
treated (conforming to IS : 2090-
19621)
Strands (conforming to IS : 6006-197011) 195
4.6 Untensioned Steel - Reinforcement used as untensioned steel shall be
any of the following:
a) Mild steel and medium tensile steel bars conforming to IS : 432
(Part I)-19667,
b) Hot-rolled deformed bars conforming to IS : 1139-1966**,
c) Cold-twisted bars conforming to IS : 1786-1979tt, and
d) Hard-drawn steel wire fabric conforming to IS : 1566-1967$$.
4.7 Storage of Materials - Storage of materials shall be as per IS : 4082-
197855.
*Specification for plain hard-drawn steel wire for prestressed concrete: Part I Cold
drawn stress-relieved wire ( revised ) .
tSpec%cation for plain hard drawn steel wire for prestressed concrete: Part II As-
drawn wire.
$+xification for indented wire for prestrused concrete.
&Specification for high tensile steel bars used in preatressed concrete.
IlSpecification for uncoated stress relieved strand for prestressed concrete.
BSpecification for mild steel and medium tensile steel bars and hard drawn steel wire
for concrete reinforcement : Part I Mild steel and medium tensile steel bars (second
revision 1.
**Specification for hot rolled mild steel, medium tensile steel and high yield strength
steel deformed bars for concrete reinforcement ( rtied).
ttSpe&fication for cold-worked steel high strength deformed bars for concrete reinforce-
ment ( second rcotion )-
t$Specification for hard-drawn steel wire fabric for concrete reinforcement (Jrrt
ret&ion ) .
§§Recommendations on stacking and storage of construction materials at site.
14._-__ - -__
i-- ‘-.’
IS : 1343 - 1980
5. CONCRETE
5.1 Grades -- The concrete shall be in grades designated as per Table 1.
5.1.1 The characteristic strength of concrete is defined as the strength of
the concrete below which not more than 5 percent of the test results are
expected to fall.
TABLE 1 GRADES OF CONCRETE
( Clauses 5.1, 5.2.1, 8.2.1 and 20.1 )
GRADE DESIGNATION SPECIFIED CHARACTERISTIC
COMPRESSIVES TRENGTH
AT 28 DAYS
N/mm2
(1) (2)
M 30 30
M 35
M 43 :5,
M 45 45
M 50 50
M 55 55
M GO GO
NOTE 1 - In the designation of a concrete mix, letter M refers to the mix and the
number to the specified characteristic compressive strength of 15-cm cube at 28 days,
expressed in N/mm*.
NOTE 2 -For pm-tensioned prcstressed concrete, the grade of concrete shall be not
less than M 40.
5.2 Properties of Concrete
5.2.1 Increase in Strength with Age - Where it can be shown that a
member will not receive its full design stress within a period of 28 days after
the casting of the member ( for example, in foundations and lower columns
in multi-storey buildings ); the characteristic compressive strength given in
Table 1 may be increased by multiplying by the factors given below:
Minimum Age of Member When Age Factor
Ft4ll Design Stress is Expected
( Months)
14
: 1.10
6 1.15
12 1.20
NOTE 1 -Where members are subjected to lower direct load during construction,
they should be checked for stresses resulting from combination of direct load and
bending during construction.
NOTE 2 -The design strength shall be based on the increased value of compressive
strength.
15*sll_.._d ” ,_*__. _._._l_.-__-. --
IS : 1343- 1980
5.2.2 Tensile Strength of Concrete-The flexural strength shall be
obtained as per IS : 516-1959*. When the designer wishes to use an esti-
mate of the flexural strength from the compressive strength, the following
formula may be used:
fcr = 0.7 d/ N/mm2
where
fcr = flexural strength in N/mm2, and
fck = characteristic compressive strength of concrete in N/mm2.
5.2.3 Elastic Deformation - The modulus of elasticity is primarily
influenced by the elastic properties of the aggregate and to a lesser extent by
the conditions of curing and age of the concrete, the mix proportions and
the type of cement. The modulus of elasticity is normally related to the
compressive strength of concrete.
5.2.3.1 In the absence of test data, the modulus of elasticity for
structural concrete may be assumed as follows:
--
E c = 5 700 \/ fck
where
EC = short-term static modulus of elasticity in N/mm2, and
fCk = characteristic compressive strength of concrete in N/mm2.
5.2.4 Shrinkage - The shrinkage of concrete depends upon the consti-
tuents of concrete, size of the member and environmental conditions. For a
given environment, the shrinkage of concrete is most influenced by the total
amount of water present in the concrete at the time of mixing and, to a
lesser extent, by the cement content.
5.2.4.1 In the absence of test data, the approximate value of shrinkage
strain for design shall be assumed as follows:
For pre-tensioning = O*OOO3
0.000 2
For post-tensioning = ~-------
Log,, ( t +- 2 )
where
t = age of concrete at transfer in days.
NOTE - The value of shrinkage strain for design of post-tensioned concrete may be
increased by 50 percent in dry atmospheric conditious, subject to a maximum value
of@0003.
5.2.4.2 For the calculation of deformation of concrete at some stage
before the maximum shrinkage is reached, it may be assumed that half of the
*Methods of test for strength of concrete.
16IS : 1343- 1980
shrinkage takes place during the first month and that about three-quarters
of the shrinkage takes place in first six months after commencement of
drying.
5.2.5 Creep of Concrete’--- Creep of concrete depends, in addition to the
factors listed in 5.2.4 on the stress in the concrete, age at loading and the
duration of loading. As long as the stress in concrete does not exceed one-
third of characteristic compressive strength, creep may be assumed to be
proportional to the stress.
5.2.5.1 In the absence of experimental data and detailed information
on the effect of the variables, the ultimate creep strain may be estimated
from the following values of creep coefficient (that is, ultimate creep strain/
elastic strain at the age of loading ):
Age at Loading Creep Co cfjcien t
7 days 2.2
28 days 1.6
1 year l*i
NOTE- The ultimate creep strain estimated as per 5.2.5.1 does not include the
elastic strain.
5.2.5.2 For the calculation of deformation at some stage before the total
creep is Pea&d, it may be assumed that about half the t&al creep takes
place in the first month after loading and that about three-quarters of the
total cresp takes place in the Grst six months after loading.
5.2.6 ~!&WHUZ~JMZ+O~- The coafflolent of t&ma1 expansion depends
on ntiure d cement, {he aggregate, thb cement content, the relative humi-
dity and. the,aize of sections. For valucts of eoe&eient of thermal expansion
for concrete with different aggregates, clause 53.6 of IS : 4.56-19781 may be
referred to.
6. WORKABiLITY OF CONCRETE
6.1 The concrete mix proportion+s chosen should be such that the concrete is
of adequate workability for the placing conditions of the concrete and can
prcperly be compacted with the means available. Suggested ranges of values
of workability of concrete are given in IS : 456-1978*.
7. DURABILITY
7.1 The durability of concrete depends on its resistance to deterioration and
the environment in which it is placed. The resistance of concrete to
*Code of practice for plain and reinforced concrete ( Wd wision ),
17IS : 1343- 1980
weathering, chemical attack, abrasion, frost and fire depends largely upon
its quality and constituent materials. The strength alone is not a reliable
guide to the quality and durability of concrete; it must also have an adequate
cement content and a low water-cement ratio.
7.1.1 One of the main characteristics influencing the durability of
concrete is its permeability. With strong, dense aggregates, a suitably low
permeability is achieved by having a sufficiently low water-cement ratio,
by ensuring as thorough compaction of the concrete as possible and by
ensuring sufficient hydration of cement through proper curing methods.
Therefore, for given aggregates, the cement content should be suflicient to
provide adequate workability with a low water-cement ratio so that concrete
can be thoroughly compacted with the means available.
7.2 Appendix A provides guidance regarding minimum cement content
and permissible limits of chloride and sulphate in concrete.
8. CONCRETE MIX PROPORTIONING
8.1 n?ix Proportion -The mix proportions shall be selected to ensure
&at the workability of the fresh concrete is suitable for the conditions of
handling and placing, so that after compaction it surrounds all prestressing
tendons and reinforcements if present and completely fills the formwork.
When concrete is hardened, it shall have the required strength, durability
and surface finish.
8.1.X The determination of the proportions of cement, aggregates and
water to att4n the required strengths shall be made by designing the
concrete mix. Such concrete shall be called ‘Design mix concrete’.
For prestressed concrete construction, only ‘Design mix concrete’
shall be used. The cement content in the mix should preferably not
exceed 530 kp4nR.
8.1.2 Information Rcqhd - In specifying a particular grade of cot-
Crete, the information to be included shall be:
a) Grade designation,
b) Type of cement,
c) Maximum nominal size of aggregates,
d) Minimum cement content,
e) Maximum water-cement ratio, and
f) Workability.
8.1.2.1 In appropriate circumstances, the following additional infor-
mation may be specified:
a) Type of aggregate,
18-
IS : 1343. 1980
b) Maximum cement content, and
c) Whether an admixture shall or shall not be used and the type of
admixture and the conditions of use.
8.2 Design Mix Concrete
8.2.1 The mix shall be designed to produce the grade of concrete having
the required workability and a characteristic strength not less than appro-
priate values given in Table 1. The procedure given in Indian Standard
Recommended guidelines for concrete mix design ( under preparation ) may
be followed.
9. PRODUCTION AND CONTROL OF CONCRETE
9.1 Quality of Materials - Tt is essential for designers and construction
engineers to appreciate that the most effective use of prestressed concrete is
obtained only when the concrete and the prestressing steel employed are of
high quality and strength.
9.2 The provisions of 9 of IS : 456-1978” shall apply; except that no hand-
mixing shall be permitted in prestressed concrete work.
10. FORMWORK
10.1 The provisions of 10 of IS : 4S6-197g* shall generally apply. In
addition, 10.1.1 shall also apply.
10.1.1 Moulds for pre-tension work shall be sufficiently strong and rigid
to withstand,, without distortion, the effects of placing and compacting
concrete as well as those of prestressing in the case of manufacture by the
individual mould process where the prestressing tendon is supported by the
mould before transfer.
11. ASSEMBLY OF PRESTRESSING AND REINFORCING STEEL
11.1 Prestressing Steel
11.1.1 Straightrnit~g
11.1.1.1 The wire, as supplied, shall preferably be self-straightening when
uncoiled. If it is not so, the wire may need to be mechanically straightened
before use. In this event, care shali be taken to avoid alteration in the
properties of the wire during the straightening process and preferably a test
shall be made on a sample of the wire after straightening.
*Code of practice for plain and reinforced concrete ( third reuision ).
19L... . .
IS : 1343- 1980
11.1.1.2 In the case of high tensile alloy steel bars, any straightening
( or bending if the design provided for curved bars) shall be carried out by
means of a bar-bending machine. Bars shall not be bent when their
temperature is less than 10°C.
11.1.1.3I n no case heat shall be applied to facilitate straightening or
bending of prestressing steel.
11.1.2 Arrangement of Wires and Positioning
11.1.2.1 All prestressing steel shall be carefully and accurately located
in the exact positions shown in the design drawings. The permissible
tolerance in the location of the prestressing tendon shall be f5 mm.
Curves or bends in prestressing tendon required by the designer shall be
gradual and the prestressing tendon shall not be forced around sharp bends
or be formed in any manner which is likely to set up undesirable secondary
stresses.
11.1.2.2 The relative position of wires in a cable, whether curved or
straight, shall be accurately maintained by suitable means such as
sufficiently rigid and adequately distributed spacers.
11.1.2.3 In the case of post-tension work, the spacing of wires in a
cable shall be adequate to ensure the free flow of grout.
11.1.2.4 The method of fixing and supporting the steel in the mould or
the formwork shall be such that it is not displaced during the placing or
compaction of the concrete or during tensioning of the steel.
11.1.2.5 The type of fixtures used for positioning the steel shall be
such that it.does not give rise to friction greater than that assumed in the
design.
11.1.3 Jointing
11.1.3.1 High tensile wire other than hard-drawn wire may be joined
together by suitable means provided the strength of such joints is not less
than the individual strengths of the wires being joined. Hard-drawn wire
used in prestressed concrete work shall be continuous over the entire
length of the tendon.
11.1.3.2 High tensile steel bars may be joined together by means of
couplings, provided the strength of the coupling is such that in a test
to destruction, the bar shall fail before the coupling.
11.1.3.3 Welding shall not be permitted in either wires or bars.
11.1.4.1A ll cutting to length and trimming of the ends of wires
shall be done by suitable mechanical or flame cutters. Where flame
20IS :1343-1980
cutters are used, care shall be taken to ensure that the Aame does not
come into contact with other stressed wires or concrete.
11.1.4.2 Bars shall preferably be ordered to the exact length required.
Any trimming required shall be done only after the bar has been tensioned
and the grout has set; it shall then be carried out in accordance
with 11.1.4.1.
11.1.5 Protection of Prestressing Steel and Anchorages - In all construc-
tions of the post-tensioned type, where prestressing is initially carried out
without bond, the prestressing tendon shall, at a subsequent date and
generally not later than one week after prestressing, be given and adequate
protection against corrosion.
11.1.5.1 Internal prestressitzg steel - Internal prestressing steel is best
protected by a cement or cement-sand grout preferably in colloidal form.
Care shall be taken to prevent segregation and, for that purpose, only fine
sand shall be used.
The grout shall be placed under pressure, and it shall be ensured
that the entire space between the duct and the prestressing tendon is
properly filled with grout.
Where small ducts are encountered, it is advisable that water is
flushed through prior to grouting, care being taken to see that all water is
subsequently displaced by grout. In the case of butted assemblies, flushing
with water shall be carried out only after the jointing material has properly
hardened.
Injection shall proceed from one end or preferably in case of curved
ducts from the lowest point of the curve, and shall be continued until the
grout overflows from the other end.
11.1.5E.x2te rnal prestressing steel - The protection of external
prestressing steel is usually best done by encasing the tensioned wires,
cables or bars in a dense concrete secured to the main concrete, for
example, by wires left projecting from the latter. If a cement-sand mix is
used, the cover provided and its density should be adequate to prevent
corrosion.
Alternatively, the steel may be encased in bitumen or, where the steel
is accessible for inspection and maintenance, paint protection may be
provided.
11.1.5.3 The anchorage shall be adequately protected against damage
or corrosion soon after the completion of the final stressing and grouting
operations.
11.1.6 Cover
11.1.6I.n1 p re-tensioned work, the cover of concrete measured from
the outside of the prestressing tendon shall be at least 20 mm.
21xs ; 1343- 1980
11.1.6.2 In post-tensioned work, where cables and large-sized bars
are used, the minimum clear cover from sheathing/duct shall be at least
30 mm or the size of the cable or bar whichever is bigger.
11.1.6.3 Where prestressed concrete members are located in aggressive
environment, the cover specified under 11.1.6.1 and 11.1.6.2 shall be
increased by 10 mm.
11.1.7 Spacing
11.1.7.1 In the case of single wires used in pre-tension system, the
minimum cIear spacing shall not be less than greater of the following :
a) 3 times diameter of wire, and
b) 13 times the maximum size of aggregate.
11.1.3.2 In the case of cables or large bars, the minimum clear spacing
( measured between sheathings/ducts, wherever used ) shall not be less than
greater of the following:
a) 40 mm,
b) Maximum size of cable or bar, and
c) 5 mm plus maximum size of aggregate.
11.1.8 Grouped Cables
11.1.8.1 Cables or ducts may be grouped together in groups of not
more than four as shown in Fig. 1.
11.1.8.2 The minimum clear spacing between groups of cables o’r
ducts of grouped cables shall be greater of the following:
a) 40.mm, and
b) 5 mm plus maximum size of aggregate.
The vertical distance between groups shall not be less than 50 mm
( see Fig. 1 ).
11.2 Sheaths and Extractable Cores
11.2.1 Sheaths shall be sufficiently water-tight to prevent concrete
laitance penetrating in them in quantities likely to increase friction.
Special care shall be taken to ensure watertightness at the joints.
11.2.2 They shall be preferably machine-manufactured and have bores
sufficiently large to allow being easily threaded on to the cable or bar in
long lengths.
11.2.3 The tubes or sheaths shall be of such strength as not to be
dented or deformed during handling or concreting.
22IS : 1343- 1980
FIG. 1 SPACING OF GRCWPSO F CABLES
11.2.4 The alignment of all sheaths and extractable cores shall be
correct to the requirements of the drawings and maintained securely to
prevent displacement during placing and compaction of concrete. The
permissible tolerance in the location of the sheaths and extractable cores
shall be f 5 mm. Any distortion of the sheath during concreting may
lead to additional friction.
11.3 Reirt#orcing Steel
11.3.1 Provisions for assembly of reinforcement given in IS : 456-1978*
shall apply.
11.3.2 The requirements of cover and spacing between bars shall
conform to IS : 456-1978’.
12. PRESTriESSING
12.1 Prestressing Equipment
12.1.1 Tensioning Apparatus
12.1.1.1 The requirements of 12.1.1 shall apply to both the pre-tensioned
and the post-tensioned methods of prestressing concrete except where
specifically mentioned otherwise.
12.1.1.2 Prestressing steel may be tensiondd by means of levers, screw
jacks, hydraulic jacks or similar mechanical apparatus. The method of
tensioning steel covered by this code is generally by means of hydraulic or
similar mechanical jacks.
The type of tensioning apparatus shall be such that a controlled force
can be applied.
-____---.
*Code of practice fix plain and reinforced colywe ( third rrvision ).
23l___,___ .,. ___ _.
hhw.,~~_.~.----
IS : 1343- 1980
The tensioning apparatus shall not induce dangerous secondary
stresses or torsional effects on the steel, concrete, or on the anchorage.
12.1.1.3 The anchorage provided for the temporary gripping of wires
or bars on the tensioning apparatus shall be secure and such as not to
damage the wire or bar.
12.1.1.4 Devices attached to the tensioning apparatus for measuring
the applied force shall be such that they do not introduce errors exceeding
5 percent.
12.1.2 Temporary Gripping Device - Prestressing tendons may be gripped
by wedges, yokes, double cones or any other approved type of gripping
devices. The prestressing wires may be gripped singly or in groups.
Gripping devices shall be such that in a tensile test, the wire or wires fixed
by them would break before failure of the grip itself.
12.1.3 Releasing Device - The releasing device shall be so designed that
during the period between the tensioning and release, the tension in the
prestressing elements is fully maintained by positive means, such as exter-
nal anchoragis. The device shall enable the transfer of prestress to be
carried out gradually so as to avoid large difference of tension between wires
in a tendon, severe eccentricities of prestress or the sudden application of
stress to the concrete.
lkl.4 Anchorage
12.1.4.1 The anchorage may consist of any device, patented or other-
wise, which complies with the requirements laid down under 12.1.4.2
to 12.1.4.6.
12.1.4.2 The anchoring device shall be capable of holding without more
than nominal slip, the prestressing tendon subjected to a load midway
between the proposed initial prestressing load and the ultimate strength of
the pnstressing tendon.
12.1.4.3 The anchoring device shall be strong enough to resist in all
respects a force equal to at least the breaking strength of the prestressing
tendon it anchors.
12.1.4.4 The anchorage shall transfer effectively and distribute, as
evenly as possible, the entire force from the prestressing tendon to the
concrete without inducing undesirable secondary or local stresses.
12.1.4.5 The anchorage shall be safe and secure against both dynamic
and static loads as well as against impact.
12.1.4.6 The anchorage shall have provision for the introduction of a
suitable protective medium, such as cement grout, for the protection of the
prestressing steel unless alternative arrangements are made.
24IS :1343-1980
12.2 Procedure for Tensioning and Transfer
12.2.1 Stressing
12.2.1.1 The tensioning of prestressing tendons shall be carried out in a
manner that will induce a smooth and even rate of increase of stress in the
tendons.
12.2.1.2 The total tension imparted to each tendon shall conform to the
requirements of the design. No alteration in the prestressing force in any
tendon shall be allowed unless specifically approved by the designer.
12.2.1.3 Any slack in the ptestressing tendon shall first be taken up by
applying a small initial tension. The initial tension required to remove
slackness shall be taken as the starting point for measuring the elongation
and a correction shall be applied to the total required elongation to com-
pensate for the initial tensioning of the wire. The extent of correction shall
be arrived at by plotting on a graph the gauge reading as abscissae and
extensions as ordinates: the intersection of the curve with the Y axis when
extended shall be taken to give the effective elongation during initial
tensioning, and this effective elongation shall be added to the measured
elongation to arrive at the actual total elongation as shown in Fig. 2.
EFFECTIVE
ELONGATION
FIG. 2 DETERMINATIOONF ACTUAL ELONGATIONIS : 1343- 1980
12.2.1.4 When two or more presiressing tendons are to be tensioned
simultaneously, care shall be taken to ensure that all such tendons are of
the same length from grip to grip. The provision shall be more carefully
observed for tendons of a length smaller than 7.5 m.
12.2.1.5 The placement of cables or ducts and the order of stressing and
grouting shall be so arranged that the prestressing steel, when tensioned and
grouted, does not adversely affect the adjoining ducts.
12.2.2 Measurement of Prestressing Force
12.2.2.1 The force induced in the prestressing tendon shall be determin-
ed by means of gauges attached to the tensioning apparatus as well as by
measuring the extension of the steel and relating it to its stress-strain curve.
It is essential that both methods are used jointly so that the inaccuracies to
which each is singly susceptible are minimized. Due allowance shall be
made for the frictional Josses in the tensioning apparatus.
12.2.2.2 The pressure gauges or devices attached to the tensioning
apparatus to measure the force shall be periodicaliy calibrated to ensure
that they do not at any time introduce errors in reading exceeding 2 percent.
12.2.2.3 In measuring the extension of prestressing steel, any slip which
may occur in the gripping device shall be taken into consideration.
12.2.3 Breakage of Wires - The breakage of wires in any one prestressed
concrete member shall not exceed 2.5 percent during tensioning. Wire
breakages after anchorage, irrespective of percentage, shall not be condoned
without special investigations.
12.2.4 Trarisfer of Prestressing Force
12.2.4.1 The transfer of the prestress shall be carried out gradually so
as to avoid large differences of tension between wires in a tendon, severe
eccentricities of prestressing force and the sudden application of stress to
the concrete.
12.2.4.2 Where the total prestressing force in a member is built up by
successive transfers to the force of a number of individual tendons on to
the concrete, account shall be taken of the effect of the successive
prestressing.
12.2.4.3 In the long line and similar methods of prestressing, when the
transfer is made on several moulds at a time, care shall be taken to ensure
that the prestressing force is evenly applied on all the moulds, and that the
transfer of prestress to the concrete is uniform along the entire length of the
tension line.
12.3 Grouting
12.3.1 The requirements of the grout are fluidity and low sedimentation
( or bleeding) in the plastic state. In the hardened state, it shall be dense,
26IS : 1343- 3980
have low shrinkage and be durable. The grouting technique adopted
should be such that it can be carried out easily and effectively.
12.3.2 Grout shall be made from any of the cements specified in 4.1 and
water conforming to 4.3. Fine sand passing 150 pm IS Sieve may be added
only for ducts of very large size. If permitted by the engineer-in charge,
admixtures may be added to improve the performance of the grout. The
water-cement ratio for neat cement grouts should be approximately 0.50 by
mass, but should in no case exceed 0.55 by mass.
12.3.2.1 The compressive strength of 100 mm cubes of the grout shall
not be less than 17 N/mm2 at 7 days. Cubes shall be cured in a moist
atmoshphere for the first 24 hours, and subsequently in water.
12.3.3 Grouting Equipment
12.3.3.1 The mixer shall be of a high speed mixing type, capable of
mixing with high local turbulence while imparting only a slow motion to
the body of the grout. A grout screen should preferably be fitted.
12.3.3.2 The pump and the injection equipment shall be capable of
continuous operation with little, if any, pressure variation and shall have a
system for recirculating the grout while actual grouting is not in progress.
No compressed air system should be used for grouting work. The pumping
equipment shall be able to deliver the grout at a nozzle pressure of at least
0.7 N/mm2.
12.3.3.3 All piping to and from the grout pump shall have a minimum
of bends, valves, and changes in diameter and the delivery hose shall be as
short as practicable.
12.3.3.4 All piping, pumping and mixing equipment should be
thoroughly washed with clean water after each series of operations or more
frequently if necessary. In any case the intervals between the washings shall
not exceed 3 hours.
12.3.4 Mixing - Water shall be measured and added to the mixer first,
followed by cement. When these are thoroughly mixed, the additive and
sand, if any, shall be added. When all the ingredients have been added,
mixing shall continue for at least two minutes.
12.3.5 Duct Preparation - Ducts shall be kept clean at all times. Un-
wanted opening at anchorages and in any other locations shall be sealed
before grouting commences.
In all long ducts, or in any duct where considerable changes of level
occur and in any large diameter ducts, grout vents shall be provided at all
crests and at intervals of 20 m to 30 m so that grout can be injected succes-
sively through vents as the grout flows along the ducts. Where water is
likely to enter ducts, valley vents shall also be provided for drainage.
27IS : 1343- 1980
12.3.6 Grout Injection - Grouts should be injected from the lowest point
or ‘ uphill ’ wherever practicable so that air and water in the duct, being
less dense than the grout, will be pushed ahead of the grout mix and be less
liable to become entrapped in the grout mix.
Grout mix shall be allowed to flow through vent openings until its
consistency is equivalent to that of the grout injected. Vent openings shall
then be firmly closed one after the other in the direction of flow. Once good
grout mix has commenced to flow freely from the end or ends of the duct,
that end or ends shall be closed and the pressure built up inside the duct to
0.7 N/mm’ before closing the injection end.
In the case of large ducts where pressure grouting cannot be used, a
standpipe or vent pipe shall be provided and kept topped up with cement
for an hour or two to replace grout losses due to wastage and subsidence at
the termination of grouting operation.
13. TRANSPORTING, PLACING, COMPACTING AND CURING
13.1 Provisions given in IS : 456-1978* shall apply. In addition, the
provisions given in 13.1.1 and 13.1.2 shall also apply.
13.1.1 The use of construction joints in prestressed concrete work should
preferably be avoided. But, if found necessary, their position and arrange-
ment shall be predetermined by the designer.
13.1.2 Jointing of Butfed Assemblies
13.1.2.1 The joints of butted assemblies shall be made of either cement,
grout or cement mortar or concrete. Grouting shall be used for joints up
to 12 mm thick. For joints thicker than 12 mm and preferably for thick-
nesses between 18 and 25 mm, mortar shall be used. The mortar which
may be made of one part cement and one-and-a-half parts sand shall be of
a dry consistency and shall be packed hard in layers so that it rings true.
Where joints exceeding 75 mm are encountered, thejoint shall be made up
of concrete.
13.1.2.2 The stressing operations may be carried out in case of mortar
joints immediately after placing the mortar but the stress in the mortar
shall not exceed 7.0 N/mma. In the case of grouted joints and concrete
joints the allowable stress in the first 24 hours after placing of the grout or
concrete in the joint shall approximate as closely as possible to the strength
of the grout or concrete used.
13.1.2.3 The holes for the prestressing tendons shall be accurately
located and shall be in true alignment when the units are put toge;her.
13.1.2.4 Full tensioning shall not be carried out until the strength of
the concrete or morta: in the joint has reached twice the transfer stress.
*Code of practice for plain and reinforced concrete ( third r&ion ),IS : 1343 - 1980
14. CONCRETING UNDER SPECIAL CONDITIONS
14.1 Work in Extreme Weather Conditions - During hot or cold weather,
the concreting should be done as per the procedure set out in IS : 7861
(Part I)-1975* or IS : 7861 ( Part II)-1981t.
15. SAMPLING AND STRENGTH TEST OF CONCRETE
15.1 The provisions given in IS : 456-1978$ shall apply; but the optional
test requirements of concrete and values of assumed standard deviation
shall be as given in Table 2 and Table 3 respectively. In addition, the
requirement given in 15.2 shall apply.
TABLE 2 OPTIONAL’ TESTS REQUIREMNTS O# CONCRETE
GRADEO F COMPRESSWSET RENGTH MODIJLUSO F RUPTURE
CONCRETE ON 15 cm CUBFS, BY BEAM TEST,
Min AT 7 DAYS w
~-72 I 2 h AT-- -7 DAYS
(1) (2) (3) (4)
N/mm’ N/mm’ N/mm’
M 30 2@0 3-o
M 35 23.5 22::
M 40 27-o ;:3
M 45
M 50 3 30 3. .0 5 Z 2.. 9- f ;:;
M 55 37.0
M 60 40-o 33:; ;:;
TABLE 3 ASSUMED STANDARD DEVIATION
GRADE OF CONCRETE ASSUMEDS TANDARDD EVIATION
(1) c-9
N/mm’
M 30 6.0
M 35 2::
M 40
M 45 7.0
M 50
;:;
M55
M 60 7.8
*Code of practice for extreme weather concreting: Part I Recommended practice for
hot weather concreting.
tCode of practice for extreme weather concreting: Part II Recommended practice for
cold weather concreting.
$Code of practice for plain and reinforced concrete ( third revision) .
29IS : 1343 - 1980
15.2 Concrete Strength at Transfer - In addition to the tests required as
per 15.1, additional cube tests should be conducted at appropriate intervals
to ensure that the concrete strength in the member at transfer conforms to
the design requirements. The frequency of sampling and number of cubes
should be decided by the engineer-in-charge. The sampling of concrete
should preferably be at the point of placing and the cubes should. be stored
as far as possible under the same conditions as the concrete in the members.
16. ACCEPTANCE CRITERIA
16.1 The provisions of IS : 456-1978* shall apply.
17. INSPECTION AND TESTING OF STRUCTURES
17.1 The provisions of IS : 456-1978* shall apply, except for the following:
For type 1 and type 2 structures ( see 19.3.2 ), if within 24 hours
of removal of the imposed load, the structure does not recover at
least 85 percent of the deflection under superimposed load, the
test may be repeated after a lapse of 72 hours. If the recovery is
less than 90 percent, the structure shall be deemed to be
unacceptable.
For type 3 structures (see 19.3.2), if within 24 hours of the
imposed load, the structure does not recover at least 7.5 percent
of the deflection under superimposed load, the test may be repea-
ted after a lapse of 72 hours. If the recovery is less than 80
percent, the structure shall be deemed to be unacceptable.
SECTION 3 GENERAL DESIGN REQUIREMENTS
18. GENERAL DESIGN REQUIREMENTS
18.1 The general design requirements for design of prestressed concrete
structures shall be as per clauses 17 to 24 of Section 3 of IS : 456-1978*
except as modified and supplemented in 18.2 to 18.6.5.
18.2 The effects of prestress shall also be taken into account in assessing
loads and forces.
18.3 The deductions for prestressing tendons as in 18.3.1 shall be consi-
dered for the determination of area, centroid and moment of inertia of the
cross-section.
*C&deo f practice for plain and reinforced concrete ( third revision) .
30IS : 1343 - 1980
18.3.1 Deductions for Prestreqsing Tendons - In calculating area, centroid
and moment of inertia of a cross-section, deduction for prestressing tendons
shall be made as follows:
a) In the case of pre-tensioned members, where the prestressing
tendons are single wires distributed on the cross-section or strands
of wires of relatively small cross-sectional area, allowance for the
prestressing tendons need not be made. Where allowance is made,
it shall be on the basis of (m-l ) times the area of the prestressing
tendons, m being the modular ratio.
b) In the case of post-tensioned members, deductions shall invariably
be made for prestressing tendons, cable ducts or sheaths and such
other openings whether they are formed longitudinally or trans-
versely. These deductions need not, however, be made for deter-
mining the effect of loads applied after the ducts, sheaths or
openings have been grouted or filled with concrete. Where such
deductions are not made, a transformed area equivalent to ( m-l )
times the area of the prestressing tendon shall be taken in calcula-
tion, m being the modular ratio.
NOTE -m shall be calculated as Es/ECf;o r values of Es and EC, JM4 .5.3.1 and 5.2.3.1
respectively. Wherever necessary, creep effects shall also be taken into consideration.
18.4 Instability During Erection - In evaluating the slenderness effects
during lifting of slender beams, the following factors require consideration:
a) Beam geometry,
b) Location of lifting points,
c) Method of lifting, and
d) Tolerances in construction.
All beams, which are lifted on vertical or inclined slings, shall be
checked for lateral stability and lateral moment on account of tilting of
beam due to inaccuracies in location of lifting points, and due to the lateral
bow.
For calculating the factor of safety against lateral instability yt reference
may be made to specialist literature; the factor shall not be less than two.
For determining the lateral moment due to tilting, realistic values
which are not likely to be exceeded in practice shall be assumed for the
eccentricity of lifting points and the lateral bow. The maximum tensile
stress for yi/yi - 1 times the lateral moment due to tilting shall not exceed
1.5 N/mm2.
18.5 Prestressing Requirements
18.5.1 Maximum Initial Prestress - At the time of initial tensioning, the
maximum tensile stress f,i immediately behind the anchorages shall not
exceed 80 percent of the ultimate tensile strength of the wire or bar or
strand.
31IS :1343-1980
18.52 Losses in Prestress - While assessing the stresses in concrete and
steel during tensioning operations and later in service, due regard shall be
paid to all losses and variations in stress resulting from creep of concrete,
shrinkage of c,oncrete, relaxation of steel, the shortening ( elastic deforma-
tion) of concrete at transfer, and friction and slip of anchorage. Unless
otherwise determined by actual tests, allowance for these losses shall be
made in accordance with the values specified under 18.5.2.1 to 18.5.2.6.
In computing the losses in prestress when untensioned reinforcement
is present, the effect of the tensile stresses developed by the untensioned
reinforcement due to shrinkage and creep shall be considered.
18.5.2.1 Loss of prestress due to creep of concrete - The loss of pre-
stress due to creep of concrete under load shall be determined for all the
permanently applied loads including the prestress.
The creep loss due to live load stresses, erection stresses and other
stresses of short duration may be ignored. The loss of prestress due to
creep of concrete is obtained as the product of the modulus of elasticity of
the prestressmg steel ( see 4.5.3 ) and the ultimate creep strain of the concrete
fibre (see 5.2.5.1 ) integrated along the line of centre of gravity of the
prestressing steel over its entire length.
The total creep strain during any specific period shall be assumed for
all practical purposes, to be the creep strain due to sustained stress equal to
the average of the stresses at the beginning and end of the period.
X5.2.2 Loss of prestress due to shrinkage of concrete- The loss of
prestress due to shrinkage of concrete shall be the product of the modulus
of elasticity of steel ( see 4.5.3) and the shrinkage strain of concrete
( see 5.2.4.1).
18.5.2.3 ‘Loss of prestress due to relaxation of steel - The relaxation
losses in prestressing steels vary with type of steel, initial prestress, age, and
temperature and, therefore, shall be determined from experiments. When
experimental vaiues are not available, the relaxation losses may be assumed
as given in Table 4.
TABLE 4 RELAXATION LOSSES FOR PRESTRESSING STEEL
AT 1000 Ii AT 27°C
INITIAL STREW RELAXATION Loss
(1) C-9
N/mm*
@5f28 0
0.6 /9 35
@7f, 70
0’8 I9 90
NOTE -f, is the characteristic strength of prestressing steel.
32IS :1343-l!Mo
For tendons at higher temperatures or subjected to large lateral
loads, greater relaxation losses as specified by the engineer-in-charge shall
be allowed for. No reduction in the value of the relaxation losses should
be rnade for a tendon with a load equal to or greater than the relevant
jacking force that has been applied for a short time prior to the anchoring
of the tendon.
18.5.2.4 Loss of prestrcss due to shortening of concrete - This type of
loss occurs when the prestressing tendons upon release from tensioning
devices cause the concrete to be compressed. This loss is proportional to
the modular ratio and initial prestress in the concrete and shall be calcula-
ted as below, assuming that the tendons are located at their centroid:
a) For pretensioning, the loss of prestress in the tendons at transfer
shall be calculated on a modular ratio basis using the stress in the
adjacent concrete.
b) For members with post-tensioned tendons which are not stressed
simultaneously, there is a progressive loss of prestress during
transfer due to the gradual application of the prestressing forces.
This loss of prestress should be calculated on the basis of half
the product of the stress in the concrete adjacent to the tendons
averaged along their lengths and the modular ratio. Alternatively,
the loss of prestress may be exactly computed based on the sequence
of tensioning.
18.5.2.5 Loss of prestress due to slip in anchorage - Any loss of pre-
stress which may occur due to slip of wires during anchoring or due to the
strain of anchorage shall be allowed for in the design. Loss due to slip
in anchorage is of special importance with short members and the necessary
additional e!ongation should be provided for at the time of tensioning to
compensate for this loss.
18.5.2.6 Loss ofprestress due to friction - The design shall take into
consideration all losses in prestress that may occur during tensioning due
to friction between the prestressing tendons and the surrounding concrete
or any fixture attached to the steel or concrete.
For straight or moderately curved structures, with curved or straight
cables, the value of prestressing force P, at a distance x metres from ten-
sioning end and acting in the direction of the tangent to the curve of the
cable, shall be calculated as below:
p, = Poe-- (L”=+kx)
where
P, = prestressing force in the prestressed steel at the tensioning
end acting in the direction of the tangent to the curve
of the cable,
33IS : 1343 - 1980
cumulative angle in radians through which the tangent
CL=
to the cable profile has turned between any two points
under consideration,
coefficient of friction in curve;u nless otherwise proved by
i*=
tests, ,.Am ay be taken as:
0.55 for steel moving on smooth concrete,
0.30 for steel moving on steel fixed to duct, and
O-25 for steel moving on lead,
k = coefficient for wave effect varying from 15 x 1O-4 to
50 x 1O-4 per metre.
NOTE 1 - Expansion of the equation for P, for small values of
(pa+&) maybeP,= P,( 1 - ~J.cc---x).
NOTE 2 -In circular constructions, where circumferential ten-
dons are tensioned by jacks, values of P for calculating friction
may be taken as:
@45 for steel moving in smooth concrete,
0.25 for steel moving on steel bearers fixed to the concrete, and
0.10 for steel moving on steel rollers.
NOTE 3 - The effect of reverse friction shall bc taken into
consideration in such cases where the initial tension annlied to a
prestressing tendon is partially released and action of-friction in
the reverse direction causes an alteration in the distribution of stress
along the length of the tendon.
18.6 Considerations Affecting Design Details
18.6.1 Transmission Zqpe in Pre-tensioned Members
18.6.1.1 Trunsmission length - The considerations affecting the trans-
mission length shall be the following:
4 The transmission length depends on a number of variables, the
most important being the strength of concrete at transfer, the size
and type of tendon, the surface deformations of the tendon, and
the degree of compactness of the concrete around the tendon.
b) The transmission length may vary depending on the site condi-
tions and therefore should be determined from tests carried out
under the most unfavourable conditions. In the absence of
values based on actual tests, the following values may be used,
provided the concrete is well-compacted, and its strength at
transfer is not less than 35 N/mm2 and the tendon is released
gradually:
I) For plain and indented wire lOOl$
2) For crimped wires 656,
3) Strands 304
NOTE 1 - @ is the diameter of the tendon.
NOTE 2 - The recommended values of transmission length apply to wires
of diameter not exceeding 5 mm and strands of diameter not exceeding 18 mm.
34IS : 1343- 1980
c) The development of stress in the tendon may be assumed to vary
parabolically along the length of the member.
4 For general guidance, it is recommended that one-half of the trans-
mission length shall overhang the support in a simply supported
beam. Where there is end-fixing, the whole of the transmission
length shall overhang.
18.6.2E nd Zone
18.6Al Bearing strc.rs
4 On the areas immediately behind external anchorages, the per-
missible unit bearing stress on the concrete, after accounting for
atI lossesdue to relaxation of steel, elastic shortening, creep of
concrete, slip and/or seating of anchorages, etc, shall not exceed
-.
A
0.48 fci y- or 0.8 fci whichever is smaller, where fciis the
2/ sun
cube strength at transfer, ADr is the bearing area and A,,, is the
punching area.
b) During tensioning, the allowable bearing stress specified in a) may
be increased by 25 percent, provided that this temporary value
does not exceed fCi.
C) The bearing stress specified in (a) and (b) for permanent and tem-
porary bearing stress may be increased suitably if adequate hoop
reinforcement complying with IS : 456-1978”: is provided at the
anchorages.
When the anchorages are embedded in concrete, the bearing
stress shall be investigated after accounting for the surface friction
between the anchorage and the concrete.
The effective punching area shall generally be the contact area of
the anchorage devices which, if circular in shape, shail be replaced
by a square of equivalent area. The bearing area shall be the
maximum area of that portion of the member which is geometri-
cally similar and concentric to the effective punching area.
f> Where a number of anchorages are used, the bearing area ADI
shall not overlap. Where there is already a compressive stress
prevailing over the bearing area, as in the case of anchorage
placed in the body of a structure the total stress shall not exceed
the limiting values specified in (aj, (b) and (c). For stage stressing
of cables, the adjacent unstressed anchorages shall be neglected
when determining the bearing area.
*Code of practice for plain and reinforced concrete ( third revision ).
35IS : 1343- 1980
18.6.2.2 Bursting tensile forces
a) The bursting tensile forces in the end blocks, or regions of bonded
post-tensioned members, should be assessed on the basis of the
tendon jacking load. For unbonded members, the bursting tensile
forces should !.e assessed on the basis of the tendon jacking load
or the load in the tendon at the limit state of collapse, whichever
is greater ( see Appendix R).
The bursting tensile force, Fbst existing in an individual
square end block loaded by a symmetrically placed square ancho-
rage or bearing plate, may be derived from the equation below:
F
bst 0.32 - 0.3 +
__ =
PI,
where
Fbrt = bursting tensile force,
P, = load in the tendon assessed as above,
J’~(,= side of loaded area, and
y, = side of end block.
b) The force Fbsf will be distributed in a region extending from 0.1 ~3~
to y0 from the loaded face of the end block. Reinforcement
provided to sustain the bursting tensile force may be assumed to
be acting at its design strength (0.87 times characteristic strength
of reinforcement) except that the stress should be limited to a
value corresponding to a strain of 0.001 when the concrete cover
to the reinforcement is less than 50 mm.
C> In rectangular end blocks, the bursting tensile forces in the two
principal directions should be assessed on the basis of 18.6.2.2.
When circular anchorage or bearing plates are used, the side of
the equivalent square area should be used. Where groups of
anchorages or bearing plates occur, the end blocks should be
divided into a series of symmetrically loaded prisms and each
prism treated in the above manner. For designing end blocks
having a cross-section different in shape from that of the general
cross-section of the beam, reference should he made to specialist
literature.
4 Compliance with the requirements of (a), (b) and (c) will generally
ensure that bursting tensile forces along the load axis are provided
for. Alternative methods of design which make allowance for
the tensile strength of the concrete may be used, in which case
reference should be made to specialist literature.
4 Consideration should also be given to the spalling tensile stresses
that occur in end blocks where the anchorage or bearing plates
are highly eccentric; these reach a maximum at the loaded face.
36IS : 1343- 1980
18.6.3 Detailing of Reinforcement in Prestressed Concrete
18.6.3.1T he detailing of reinforcement in prestressed concrete shall
generally conform to the requirements given in IS : 456-1978”. In addition,
the requirements of 18.6.3.2 and 18.6.3.3 shall be satisfied.
18.6.3.2 Transverse reinforcement
a) The amount and spacing of transverse reinforcement shall be
governed by shear &d torsion considerations. It is, however,
desirable to provide transverse reinforcement in the web when
the web is thin and cables are located in the web.
‘4 In case of all members subjected to dynamic loading, webs shall
be provided with transverse reinforcement, not less than 0.3 per-
cent of the sectional area of the web in plan. This percentage of
reinforcement may be reduced to 0.2 percent in members where
the depth of the web is not more than four times the thickness
of the web. These values may be reduced to 0.2 and O-15 per-
cent respectively when high strength reinforcement is used.
4 In case of members not subjected to dynamic loading, reinforce-
ment shall be provided when the depth of the web 1s more than
4 times the thickness. Such reinforcement shall not be less *than
0’1 percent of the sectional area of the web in plan. The reinforce-
ment shall be spaced at a distance not greater than the clear
depth of the web and the size of such reinforcement shall be as
small as possible.
d) Reinforcement in the form of links or helix shall be provided
perpendicular to the line of heavy compression or shock loading
to resist the induced tensile stresses.
18.6.3.3L ongitudinal reinforcement
4 A minimum longitudinal reinforcement of 0.2 percent of the total
concrete area shall be provided in all cases except in the case of
pretensioned units of small sections. This reinforcement may be
reduced to 0’15 percent in the case of high yield strength deformed
reinforcement. The percentage of steel provided, both tensioned
and untensioned taken together, should be sufficient so that when
the concrete in the precompressed tensile zone cracks, the steel is
in a position to take up the additional tensile stress transferred
on to it by the cracking of the adjacent fibres of concrete and a
sudden failure is avoided.
b) When the depth of the web exceeds 50 cm, longitudinal distribu-
tion reinforcement not less than 0.05 percent of the area of the
web shall be provided on each face. The spacing of the indivi-
dual bars of such reinforcement shall not exceed 20 cm.
*Code of practice for plain and reinforced concrete ( third rcuision ).
37IS : 1343 - 1980
c) All untensioned longitudinal reinforcement shall bc restrained in
the lateral direction.
18.6.4 Continuity -- In the design of continuous prestressed concrete
structures, due consideration shall be given to the effects of the support
restraints on both the external moment and the moment due to pre-
stressing.
18.6.5 Butted Assembly - Where a butted assembly is used, or where like
conditions of abuttal are employed, proper provision shall be made to
transfer all shear stresses. Wherever the shear stresses exceed the limits
specified under 22.4, this provision shall include keying of all abutting
faces.
SECTION 4 STRUCTURAL DESIGN : LIMIT
STATE METHOD
19. SAFETY AND SERVICEABILITY REQUIREMENTS
19.1 Limit State Design -The structural design shall be based on limit
state concepts. In this method of design, the structure shall be designed to
withstand safely all loads liable to act on it throughout its life; it shall also
satisfy the serviceability requirements, such as limitations on deflection
and cracking. The acceptable limit for the safety and serviceability require-
ments before failure occurs is called a ‘Limit State’. The aim of design is
to achieve acceptable probabilities that the structure will not become unfit
for the use for which it is intended, that is, that it will not reach a limit
state.
19.1.1 All relevant limit states shall be considered in design to ensure an
adequate degree of safety and serviceability. In general, the structure shall
be designed on the basis of the most critical limit state and shall be checked
for other limit states.
19.1.2 For ensuring the specified objective, the design should be based on
characteristic vaiues fo.r material strengths and applied loads, which take
into account the variations in the material strengths and in the loads to be
supported. The characteristic values should be based on statistical data if
available; where such data are not available, they should be based on
experience. The ‘design values’ are derived from the characteristic value
through the use of partial safety factors, one for material strengths and the
other for loads. In the absence of special considerations, these factors
should have the values given in 20.4 according to the material, the type of
loading and the limit state being considered.
19.2 Limit State of CoIlapse - The limit state of collapse of the structure or
part of the structure could bc assessed from rupture of one or more critical
38IS : 1343 - 1980
sections and from buckling due to elastic or plastic instability ( including
the effects of sway where appropriate ) or overturning. The resistance to
bending, shear, torsion and axial loads at every section shall not be less
than appropriate value at that section produced by the probable most
unfavourable combination of loads on the structure using the appropriate
partial safety factors.
19.3 Limit States of Serviceabilit$
19.3.1 Limit State of Serviceability : De$ection - The deflection of a
structure or part thereof shall not adversely affect the appearance or
efficiency of the structure or finishes or partitions. The deflection shall
generally be limited to the following:
a) The final deflection, due to all loads including the effects of
temperature, creep and shrinkage and measured from the as-cast
level of the supports of floors, roofs and all other horizontal
members, should not normally exceed span/250.
b) The deflection including the effects of temperature, creep and
shrinkage occurring after erection of partitions and the application
of finishes should not normally exceed span/350 or 20 mm which-
ever is less.
c) If finishes are to be applied to prestressed concrete members, the
total upward deflection should not exceed span1300, unless uni-
formity of camber between adjacent units can be ensured.
19.3.2 Liniit State of Serviceability : Cracking - Cracking of concrete
shall not affect the appearance or durability of the structure. The criteria
of limit state of cracking for the three types of prestressed concrete mem-
bers shall be as follows:
a) For type I, no tensile stresses.
b) For type 2, tensile stresses are allowed but no visible cracking.
c) For type 3, cracking is allowed, but should not affect the appearance
or durability of the structure; the acceptable limits of cracking
would vary with the type of structure and environment and will
vary between wide limits and the prediction of absolute maximum
width is not possible.
NOTE- For design of type 3 members, as a guide, the following may bc
regarded as reasonable limits.
The surface width of cracks should not, in general, cxcecd 0.1 mm for
members exposed to a particularly aggressive environment such as the severe
category in Appendix A and not exceeding 0.2 mm for al1 other members.
19.3.3 The flexural tensile stress at any section of the structure, both at
transfer and under the most unfavourable combination of design loads,
shall satisfy the criteria for the corresponding type of structure.
39L
IS : 1343- 1980
19.3.4 Limit State of Serviceability : Maximum Compression - The com-
pressive stresses both at transfer and under design loads shall be limited to
the values given in 22.8 for all types of structures.
19.3.5 Other Limit States - Structures designed for unusual or spedial
functions shall comply with any relevant additional limit states considered
appropriate to that structure.
20. CHARACTERISTIC AND DESIGN VALUES AND PARTIAL
SAFETY FACTORS
20.1 Characteristic Strength of Materials - The term ‘characteristic stress’
means that value of the strength of the material below which not more than
5 percent of the test results are expected to fall. The characteristic strength
for concrete shall be in accordance with Tab!e 1, modified by 52.1 regard-
ing increase in concrete strength with age. Until the relevant Indian
Standard Specifications for prestressing and reinforcing steel are modified
to include the concept of characteristic strength, the characteristic strength
shall be assumed as the minimum ultimate tensile streqbreaking load
for prestressing steel and as the minimum yield/O.2 percent proof
stress for reinforcing steel, specified in the relevant Indian Standard
Specifications.
20.2 Characteristic Loads - The term ‘characteristic load’ means that value
of load which has a 95 percent probability of not being exceeded during
the life of the structure. Since data are not available to express loads in
statistical terms, for the purpose of this code, the dead loads given in
IS : 1911-1967*, live and wind loads given in IS : 875-1964t and seismic
forces given in IS : 1893-1975x shall be assumed as the characteristic loads.
20.3 Design Values
203.1 Materials - The design strength of the materials, fd is given by
-&
fd =
where
fd = characteristic strength of the material (see 20.1 ), and
YTf=l partial safety factor appropriate to the material and the
limit state being considered ( see 20.4 ).
20.3.2 Loads -- The design load, Fa is given by
Fd = FY,
*Schedule of unit weights of building materials (Jirst revision ).
t Code of practice for structural safety of buildings : Loading standards ( rat&d).
$Criteria for earthquake resistant design of structures ( third revision ).
40IS : 1343 - 1980
where
F = characteristic load ( see 20.2 ), and
YI = partial safety factor appropriate to the nature of loading
and the limit state being considered ( see 20.4).
20.3.3 Consequences ?f Attaining Limit State - Where the consequences
of a structure attaining a limit state are of a serious nature such as huge
loss of life and disruption of the economy, higher values for ym and yz
than those given under 20.4.1 and 20.4.2 may be applied.
20.4 Partial Safety Factors
20.4.1 Partial Safety Factor y,,, for Material Strength
20.4.1.1 When assessing the strength of a structure or structural
member for the limit state of collapse, the values of partial safety factor
ytR should be taken as 1.5 for concrete and 1.15 for steel.
NOTE - Y,,, values are already incorporated in the equations and tables given in
this code.
20.4.1.2 When assessing the deflection, the material properties such as
modulus of elasticity of concrete should be taken as those associated with
the characteristic strength of the materia1 and safety factor shall not be
applied.
20.4.2 Partial Safety Factor yf for Loads - The value of y, given in
Table 5 shall normally be used.
21. ANALYSIS
21.1 Analysis of Structure - Methods of analysis as in IS : 4.56-1978* shall
be used. The material strength to be assumed shall be characteristic values
in the determination of elastic properties of ,members, irrespective of the
limit state being considered. Redistribution of the calculated moments may
be made as given in 21.1.1.
21.1.1 Redistribution of Moments in Continuous Reams and Frames - The
redistribution of moments may be carried out satisfying the following
conditions:
a) Equilibrium between the internal forces and the external loads
is maintained.
b) The ultimate moment of resistance provided at any section of a
member is not less than 80 percent of the moment at that section,
obtained from an elastic maximum moment diagram covering all
appropriate combinations of loads.
*Code of practice for plain and reinforced concrete (thirdb rim ).
41IS :1343-1980
TABLE 5 VALUES OF PARTIAL SAFETY FACTOR y/ FOR LOADS
’ ( Cluu.rc 20.4.2 )
LOAD LIMIT STATE 0~ LIMIT STATES OP SERVICEAI~IL~
COMBINATION ’ COLLAPSE c-----*--.-__~
t--- -*-_-_-# DL LL WL
DL LL WL
(1) (2) (3) (4) (5) (6) (7)
~~~~h_~~
DL + LL 1.5 - 1.0 1.0 -
DL + ll’L 1.5 or 0.9 - 1.5 1.0 - 1.0
(ICI Note 2)
~~_~~~*._~~~~~
DL + LL + T1’L I.2 1.0 0.8 0.8
NOTE 1 - DL is the dead load, LL is the live load and WL is the wind load.
NOTE 2 -This value of 0.9 is to be considered when stability against overturning or
stress reversal is critical.
NOTE 3 - While considering earthquake effects, substitute EL for WL.
NOTE 4 - For the limit states of serviceability, the values of yr given in this table are
applicable for short-term effects. While assessing the long-term effects due to creep, the
dead load and that part of the live load likely to be permanent may only be considered.
The elastic moment at any section in a member due to a parti-
cular combination of loads shall not be reduced by more than 20
percent of the numerically largest moment given anywhere by the
elastic maximum moment diagram for the particular member,
covering all appropriate combination of loads.
At sections where the moment capacity after redistribution is less
than that from the elastic maximum moment diagram, the follow-
ing relationship shall be satisfied:
where
X, = depth of neutral axis,
d = effective depth, and
SM = percentage reduction in moment.
e) In structures in which the structural frame provides the lateral
stability, the reduction in moment allowed by condition given in
21.1.1 (c) shall be restricted to 20 percent for structures up to
4 storeys in height and 10 percent for structures over 4 storeys in
height.
21.1.2 Annlysis of Slabs Spanning in Two Directions at Right Angles -- In
general, the provisions of IS : 456-1978’ shall apply.
*Code of practice for plain and reinforced concrete ( thirdr ctitiun) .IS : 1343 - 1980
22. LIMIT STATE OF COLLAr&
22.1 Limit State of Collapse : Flexure
22.1.1 Ass~nzptions - Design for the limit state of collapse in flexure
shall be based on the assumptions given below:
a) Plane sections normal to the axis remain plane after bending.
b) The maximum strain in concrete at the outermost compression
fibre is taken as 0.003 5 in bending.
The relationship between the comprcssivc stress distribution
in concrete and the strain in concrete may be assumed to be
rectangle, trapezoid, parabola or any other shape which results in
prediction of strength in substantial agreement with the results
of tests. An acceptable stress:strain curve is given in Fig. 3. For
design purposes, the compressive strength of concrete in the
structure shall bc assumed to be 0~67 times the characteristic
strength. The partial safety factor ym = 1.5 shall be applied in
addition to this.
NOTE - For the stress-strain curve in Fig. 3, the design stress block para-
meters for rectangular section are as follows ( see Fig. 4) :
Area of stress block = 0.36f,k . xv
Depth of centre of compressive force from the extreme fibre in compres-
sion = 0.42 x,,
where
fcr; -= characteristic compressive strength of concrete, and
xx = depth of neutral axis.
d) The tensile strength of the concrete is ignored.
ei The stresses in bonded prestressing tendons, whether initially
tensioned or untensioned, and in additional reinforcement are
derived from the representative stress-strain curve for the type
of steel used given by the manufacturer or typical curves given in
Fig. 5 for prestressing tendons and in IS : 456-1978” for reinforce-
ment. For design purposes, the partial safety factor ynr equal
to I.15 shall be applied.
f> If tendons are unbonded in post-tensioned members, the stress in
the tendons may be obtained from a rigorous analysis or from
tests.
22.1.2 Design Forrwtlae - In the absence of an analysis based on the
assumptions given in 22.1.1, the moment of resistance of rectangular sec-
tions and flanged sections in which the neutral axis lies within the flange
may be obtained by the procedure given in Appendix B.
For flanged sections in which the neutral axis lies outside the flange,
the moment of resistance shall be determined using assumptions in 22.1.1.
*Code of practice for plain and reinforced concrete ( thirdr evision).
43-.
IS : 1343- 1980
D
z
‘j
-002 -0035
STRAIN
FIG. 3 STRESS STRAIN CURVE FORC ONCRETE
FIG. 4 STRESSB LOCK PARAMETERS
44IS:1343-1980
t
0.95 fp
0.9 fp
0.87 f p
o.wl f p __--_
0.8 fp
z
ii
z
5A WIRES (STRESS RELIEVED), STRANDS
AND BARS
0*2 0.5
STRAIN
58 WIRES (AS-DRAWN)
FIG. 5 REPRESENTATIVSET RESSS TRAIN CURVESF ORP RESTRESSINSGT EELS
45Is:1343-1980
22.2 Liit State of Collapse :Compression - Prestressed concrete com-
pression members in framed structures, where the mean stress in the con-
crete section imposed by tendons is less than 25 N/mm2, may be analysed
as reinforced concrete compression members in accordance with IS : 456
1978*; in other cases specialist literature may be referred to.
22.3 Limit State of Collapse : Tension,- Tensile strength of the tension
members shall be based on the design strength ( 0.87 times characteristic
strength of prestressing tendons) and the strength developed by any
additional reinforcement. The additional reinforcement may usually be
assumed to be acting at its design stress ( 0.87 times characteristic strength
of reinforcement ); in special cases it may be necessary to check the stress
in the reinforcement using strain compatibility.
22.4 Liiit State of Collapse : Shear - The ultimate shear resistance of the
concrete alone, Vo, should be considered at both sections untracked and
cracked in flexure, the lesser value taken and, if necessary, shear reinforce-
ment provided.
22.4.~ Sections Untracked in Flexure - The ultimate shear resistance of
a section untracked in flexure, Vc - VcO,i s given by:
V&l= 0.67 bD 2/ft” + 0.8 fi, ft
where
b I: breadth of the member which for T, I and L beams
should be replaced by breadth of the rib b,,
D = overall depth of the member,
fr - maximum principal tensile stress given by 0.24 t/fTtaEk en
as positive where fGRis the characteristic compressive
strength of concrete, and
f&, = compressive stress at centroidal axis due to prestress taken
as positive.
In flanged members where the centroidal axis occurs in the flange,
the principal tensile stress should be limited to 0*24v’fTat the intersection
of the flanged web; in this calculation, 0.8 of the stress due to prestress at
this intersection may be used, in calculating V,,.
For a section untracked in flexure and with inclined tendons or verti-
cal prestress, the component of prestressing force normal to the longitudi-
nal axis of the-member may be added to VcO.
22.4.2 Sections Cracked in Flexure - The ultimate shear resistance of a
section cracked in flexure, Vc = Vcr, is given by:
(
VW= 1 - 0.55 ffg d Wd+W;
9 >
*Code of practice for plain and reinforced concrete ( third reuirion) .
46Is : 1343- 1980
where
.fG = effective prestress after all losses have occurred, which
shall not be put greater than 0*6f,,
f,r =c1h aracteristic strength of prestressing steel,
CC= ;uiyt6e shear stress capacity of concrete obtained from
b = breadth) of the member, which, for flanged sections, shall
be taken as the breadth of the web E,,
LI = distance from the extreme compression-fibre to the
centroid of the tendons at the section considered,
MO = moment necessary to produce zero stress in the concrete
at the depth, given by:
$-
MO = 0.8 fpt
where fDt is the stress due to prestress only at depth d
and distance y from the centroid of the concrete section
which has second moment of area Z, and
V and M = shear force and bending moment respectively, at the
section considered due to ultimate loads.
V,, should be taken as not less than 0.1 bd dfy
TABLE 6 DESIGN SHEAR STRENGTH OF CONCRETE, cc, N/mm2
( Clause 22.4.2 )
CONCRETEG RADE
‘4P r----------- ----_-_-~-~
100 a’ M 30 M 35 M 40 and Above
(1) (2) (3) (4)
0.25 0.37 0.37 0.38
0.50 0.50 0.50 0.51
0.75 0.59 0.59 0.60
1.00 0.66 0.67 0.68
1.25 0’71 0.73 0.74
I.50 0.76 078 0.79
1.75 0.80 082 0.84
2.00 0.84 0.86 0 88
2.25 0.88 0.90 0.92
2.50 0.91 0.93 0.95
2.75 0.94 0.96 0.98
3.00 0.96 @99 1.01
NOTE -A, is the area of pratressing tendon.
..
47is
: 1343- 1980
The value of Vcr calculated at a particular section may be assumed
to be constant for a distance equal to d/2, measured in the direction of
increasing moment, from that particular section.
For a section cracked in flexure and with inclined tendons, the com-
ponent of prestressing forces normal to the longitudinal axis of the member
should be ignored.
22.4.3 Shear Reinforcement
22.4.3.1 When V, the shear force due to the ultimate loads, is less
than V,, the shear force which can be carried by the concrete, minimum
shear reinforcement should be provided in the form of stirrups such that:
A
_z.“,o4
bs, 0.87f;
where
A,, = total cross-sectional area of stirrup legs effective in
shear,
b = breadth of the ‘member which for T, Z and I, beams
should be taken as the breadth of the rib, b,,
sv -5 stirrup spacing along the length of the member, and
f, = characteristic strength of the stirrup reinforcement
which shall not be taken greater than 415 N/mnP.
However, shear reinforcement need not be provided in the following
cases:
a) where V is less then 0.5 VC,a nd
b) in members of minor importance.
22.4.3.2 When V exceeds VC, shear reinforcement shall be provided
such that:
-A - IIv v-v,
.TU “i_mg,
In rectangular beams, at both corners in the tensile zone, a stirrup
should pass around a longitudinal bar, a tendon or a group of tendons t
having a diameter not less than the diameter ot the stirrup. The depth dt
is then taken as the depth from the extreme compression fibre either to the
longitudinal bars or to the centroid of the tendons whichever is greater.
The spacing of stirrups along a member should not exceed 0.75 rl,
nor 4 times the web thickness for flanged members. When V exceeds 1.X V,,
the maximum spacing should be reduced to O-5 dt. The lateral spacing of
the individual legs of the stirrups provided at a cross section should not
exceed 0.75 rlt.
48IS : 1343 - 1980
22.4.4 Maximum Shear Forces - In no circumstances should the shear
force V, due to ultimate loads, exceed the appropriate values given in
Table 7 multiplied by bd.
TABLE 7 MAXIMUM SHEAR STRESS
Concrete Grade M 30 M 35 M 40 M 45 M 50 M 55 and over
Maximum 35 3.7 4.0 4.3 4.6 4.8
Shear Stress,
N/mm%
22.5 Limit State of Collapse: Torsion
22.5.1 General - In general, where the torsional resistance or stiffness
of members has not been taken into account in the analysis of the struc-
ture, no specific calculations for torsion will be necessary, adequate control
in torsional cracking being provided by the required nominal shear rein-
forcement. Where the torsional resistance or stiffness of members is taken
into account in the analysis, the members shall be designed for torsion.
22.5.2 Application of Design Rules for Torsion -The design rules laid
down in 22.5.3 to 22,5.5 apply to:
a) beams of solid rectangular cross-section ( D > b >,
b) hollow rectangular beams with D > b and with a wall thickness
t > 0,‘4, and
c) T-beam and I-beams.
In all these cases the average intensity of prestress in the concrete
shall be less than 0.3 fCIC.
22.5.3 Longitudinal Reinforcement
22.5.3.1 The longitudinal reinforcement shall be designed to resist an
equivalent ultimate bending moment Me, given by:
Me,=M+Mt
where
M = applied ultimate bending moment at the cross-section
acting in combination with T,
&=TZ/( 1+?7, the sign of Mt being the same as that
of M,
D = overall depth of the beam, and
b a breadth of the member which for T and I beams shall be
taken as the breadth of the web, b,.
49IS :1343-1980
22.5.3W.2h ere the numerical value of A4 is less than that of Mt,
the member shall also be designed to withstand a moment M,, given by:
MS%= Mt-M,
the moment M,, being taken as acting in the opposite sense to the
moment M.
22.5.3W.3h ere the numerical value of M is less than or equal to that
of M,, the beam shall be designed to withstand an equivalent transverse
binding moment Me3 ( not acting simultaneously with MO1) , given by:
$-f-f)
M.,=Mt(
1+
and acting about an axis at right angles to the axis of M, where x1 is the
smaller dimension of a closed hoop used as torsional shear reinforcement
and e is as defined in 22.5.4.1.
22.5.4 Transverse Reinforcement
22.5.4.1 Torsional moment and shear carried by concrete - The reduced
torsional moment carried by the concrete T,, is given by:
Tel -To(*)
where
,Tc==Z1-5 baD (1+,2/c
T
e -_ .__
V
d(
A, - 1+ -1 2fw
f% >
In the above expressions,
TC = torsional moment carried by concrete,
b== breadth of the member, which for T and I beams shall be
taken as the breadth of the web, b,,
D == overall depth of beam,
fCk 5= characteristic compressive strength of concrete,
T = torsional moment applied to a cross-section under ulti-
mate load conditions,
50IS : 1343i 1980
V = shearing force at a cross section calculated for the
specified ultimate loads,
V, = theoretical shear strength at a cross section, assuming the
most unfavourable conditions for inclined cracking,
that is, smaller of VCOa nd V,, ( see 22.4.1 and 22.4.2 ),
and
fC, = average intensity of effective prestress in concrete.
22.5.4.2 The shear force carried by the concrete V,, is given by:
where
V, = smaller of V,, and V,, obtained as in 22.4.1 and 22.4.2.
22.5.4.3 Design of transverse reinforcement - The area of cross-section,
A,, of the closed stirrup enclosing the corner longitudinal bars shall be
taken as the larger of the following two values:
A
__---M- &
So = I.5 b,d, f,
and A
aq=-~v+2AT
where
(V-Vc,)sv
A =
” 0*87f, dl
( T- Tel ) so
AT =I
0.87 b,d, f,
In the above expressions,
Mt = as defined in 22.5.3.1,
sz, = spacing of the stirrup reinforcement,
b, = centre to centre distance between corner bars in the direc-
tion of the width,
d1 = centre to centre distance between corner bars in the
direction of the depth,
f, = characteristic strength of shear reinforcement,
V is as defined in 22.5.4.1,
VCli s as defined in 22.5.4.2, and
T and T,, are as defined in 22.5.4.1.
22.5.4.4 Minimum reinforcement -- The value of A,, shall not be taken
lesser than that given by:
A 0.4
1bo a 0 = 0.87 fi
51IS : 1343 - 1980
There shall be at least one longitudinal bar not less than 12 mm in
diameter in each corner of the stirrups.
22.55 Distribution of Torsion Reinforcement - When a member is
designed for torsion, torsion reinforcement shall be provided as below:
a) All transverse reinforcement provided for torsion shall be in the
form of closed stirrups perpendicular to the axis of the members;
b) The spacing, s., of the stirrups shall not exceed ( x1 + y, )/4 or
200 mm whichever is smaller, where x1 and y1 are respectively
short and long dimensions of the stirrup;
c) Each end of the bar forming the stirrup shall be anchored in
accordmce with IS : 456-1978”; and,
d) Torsional reinforcement shall be continued to a distance not less
than I D + b,) beyond the point at which it is no longer than
theoretically required, where D is the overall depth and b, is the
effect& width of the web of a flanged member.
22.6 Limit State nf Serviceability : Deflection
22.6.1 Type I and Type 2 Members
22.6.1.1 5% f-ierm deflection - The instantaneous deflectron due to
design loads ma.;! be calculated using elastic analysis based on the untracked
section and the modulus of elasticity of concrete as given in 5.2.3.
22.6.1.2 Long-term defection - The total long-term deflection due to
the prestressing force, dead load and any sustained imposed load may be
calculated using elastic analysis, taking into account the effects of cracking
and of creep and shrinkage ( see 5.2.4 and 5.2.5). Due allowance shall be
made for the loss. of prestress ( see 18.5.2 ) after the period considered. The
deflections shculd comply with the limits given in 19.3.1.
22.6.2 Type 3 Mrmber.r - Where the permanent load is less than or
equal to 25 percent of the design imposed load, the deflection may be calcu-
lated as in 22.6.1.1. When the permanent load is more than 25 percent of
the design imposed load, the vertical deflection limits for beams and slabs
may generally be assumed to be satisfied provided that the span to effective
depth ratios are not greater than the values obtained as below:
a) Basic values of span to effective depth ratios for spans up to 10 m:
Cantilever 7
Simply supported 20
Continuous 26
*Codeo f practice for plain and reinforcedc oncrete ( fhirdreutiion) .
52IS : 1343 - 1980
b) For spans above 10 m, the values in (a) may be multiplied by
IO/span in metres, except for cantilever in which case deflection
calculations should be made.
22.7 Limit State of Serviceability: Cracking
22.7.1 In members made up of precast units, no tension shall be allowed
at any stage at mortar or concrete joints. For a member which is free
of joints, the tensile stress shall not exceed the values specified below for
the 3 types of members.
a) Type I - No tensile stress.
b) Type 2 -The tensile stress shall not exceed 3 N/mm?. However,
where part of the service loads is temporary in nature, this value
may be exceeded by I.5 N/mm2, provided under the permanent
component of the service load the stress remains compressive.
c) Type 3 - For type 3 members in which cracking is permitted, it
may be assumed that the concrete section is untracked, and that
hypothetical tensile stresses exist at the maximum size of cracks.
The hypothetical tensile stresses for use in these calculations for
members with either pre-tensioned or post-tensioned tendons are
given in Table 8, modified by coefficients given in Fig. 6.
TABLE 8 HYPOTHETICAL FLEXURAL TENSILE STRESSES
FOR TYPE 3 MEMBERS
TYPE OF TENDONS LIMITING STRESSO F CONCRETE FOR GRADE
CRACK r--- -_------- h__-_______-~
WIDTH M 30 M 35 M 40 M 45 hl50and above
(1) (2) (3) (4) (5) (6) (7)
mm
Pre-tensioned tendons 0.1 - - 4.1
@2 -- - 5.0 ;:; ;:;
“,zd;;f post-tensioned 4.1 4.4 4.8
0”:; 33:; ,;:4” 5.0 5.4 5.8
Pre-tensioned tendons 0.1 - - 6.3
distributed in the tensile 0’2 - - 2:; 2:; 7.3
ZO*e and positioned
close to the tension faces
of concrete
NOTE -When additional reinforcement is distributed within the tension zone and
positioned close to the tension face of concrete, the hypothetical tensile stresses may be
increased bv an amount which is proportional to the cross-sectional areas of the
additional r&forcement expressed as a percentage of the cross-sectional area of the
concrete. For 1 percent of additional reinforcement, the stress may be increased by
4 N/mm” for members with pre-tensioned and grouted post-tensioned tendons and by
3 N/mm* for other members. For other percentages of additional reinforcement the
stresses may be increased in proportion excepting that the total hypothetical tensile
stress shall not exceed 0.25 times the characteristic compressive strength ofconcrete.
53SE00 200 600 600 >,lOOO
DEPTH OF MEMBER IN mm
NOTE- The values in Table 8 shall be multiplied by the factors obtained from the
figure depending on the depth of the member.
FIG. 6 DEPTHF ACTORSF ORT ENSILES TRESSEFSO RT YPE 3 MEMBERS
22.8 Limit State of Serviceability: Maximum Compression
22.8.1 Maximunn Stress Under Service Conditions
22.8.1.1 Compressive stress in .flexure -The maximum permissible
compressive stress, prestress and service loads after deduction of the full
losses in the specified prestress shall bc determined by a straight line relation
as in Fig. 7; but different stress limits shall apply to the concrete of the
structure depending on whether it falls in a part of the section where the
compressive stresses are not likely to increase in service ( Zone I ) or in part
of the section where the compressive stresses are likely to increase in service
( Zone II ) ( see Fig. 7 ).
For Zone I, the straight line relation of permissible stress shall be
determined by the straight line joining a point given by a permissible stress
of 0.41 fck for concrete of Grade M 30 to another point given by a per-
missible stress of 0.35& for concrete of Grade M 60.
For Zone II, the determining points of the graph shall be reduced
to 0.34 fcb and 0.27 fck respectively..
22X1.2 Stress in direct compression - Except in the parts immediately
behind the anchorage, the maximum stress in direct compression shall be
limited to 0.8 times the permissible stress obtained from 22.8.1.1.
54IS : 1343- 1980
/-ZONE I
O-35$,
0.27f &
M30 MGO
fck
FIG. 7 CO~IPUTATIOONF MAXIMUMP ERMISSIBLCEO MPRESSIVSET RESS
IN FLEXURE DUE TO FINAL PRESTRESS
22.8.2 Mrrsimum Stres,c dt Transfer
22.8.2.1 Compressive swess in jexrtre - The maximum permissible
compressive stress due to bending and direct force at the time of transfer
of prestress shall be determined from a graph in which a straight line joins
a point given by O-54 fcsfo r a concrete of Grade M30 to a second point
giving a permissible stress of O-37 fbl for concrete of Grade M60 (see
Fig. 8 A); fci being cube strength of concrete at transfer which in no case
shall be less than half the corresponding characteristic compressive strength
of concrete. These values apply to post-tensioned work; for pre-tensioned
work the variation represented by Fig. 8B will apply.
NOTE - The strength of concrete at the time of transferf,i shall be established by
tests carried out on cubes at the age of the concrete at transfer for bridges and such
other major structures and in other cases, if more convenient, from the straight line
granh, joining the characteristic compressive strength of concrete and cube strength
at 5 days. The transfer of prestress shall be made only after the concrete has attained
a strength of at least half the characteristic compressive strength of concrete.
22.8.2.2 Stress in direct compression - Except in the parts immediately
behind the anchorages, the maximum stress in direct compression shall be
limited to 0.8 times the permissible stress obtained from 22.8.2.1.
55IS : 1343- 1980
o*sc f,,
M60
fck
8A POST TENSIONED WORK
4
c
M 60
M&O
fck
69 PRE -TENSIONED WORK
FIG. 8 COMPUTATIONO F MAXIMUMP ERMKSIBLCEO MPIWSIVE& RESS
IN FLIXJRE AT TRANSFER
56IS : 1343 - 1980
APPENDIX A
( Clauses 7.2 and 19.3.2 )
REQUIREMENTS FOR DURABILITY
A-l. Minimum cement contents for different exposures and sulphate attack
are given in Tables 9 and 10 for general guidance.
TABLE 9 MINIMUM CEMENT CONTENT REQUIRED IN CEMENT
CONCRETE TO ENSURE DURABILITY UNDER SPECIFIED
CONDITIONS OF EXPOSURE
l$XPOSURE PRESTRESSEDC ONCRETE
(-----__* ----7
Minimum Cement Maximum Water-
Content kg/m3 Cement Ratio
Mild - For example, completely protected 300 0.65
against weather, or aggressive condi-
tions, except for a brief period of
exposure to normal weather condi-
tions during construction
1 federate - For example, sheltered from heavy 300 055
and wind driven rain and against
freezing, whilst saturated with water,
buried concrete in soil and concrete
continuously under water
Severe -For example, exposed to sea water, 360 0.45
alternate wetting and drying and to
freezing whilst wet subject to heavy
condensation or corrosive fumes
NOTE - The minimum cement content is based on 20 mm nominal maximum size.
For 40 mm aggregate, minimum cement content should be reduced by about 10 per-
cent under severe exposure condition only; for 12.5 mm aggregate, the minimum
cement content should be increased by about IO percent under moderate and severe
exposure conditions only.
A-2. To minimize the chances of deterioration of concrete from harmful
chemical salts, the levels of such harmful salts in concrete coming from the
concrete materials, that is, cement, aggregates, water and admixtures as
well as by dXusion from the environments should be limited. Generally,
the total amount of chlorides ( as Cl- ) and the total amount of soluble
sulphates (as SO,- ) in the concrete at the time of placing should be
limited to 0.06 percent by mass of cement and 4 percent by mass of cement
respectively.
57I. __._..-... -
IS : 1343- 1980
TABLE 10 REQUIREMENTS FOR CONCRETE EXPOSED
TO SULPHATE ATTACK
( Clause A-l )
CLASS CONCENTRATIONO F SULPHATES TYPE OF REQUIREMENTSF OR DENSE,
l?‘XPREssEADS SO* CEMENT FULLY COMPACTED
f----- _h-----~ CONCRETE MADE WITH
Jn Soil In Ground AGGREG.~TES COMPLYIN
r_-_-*-__7 Water WITH 1s : 383-1970*
Total SC9s SO, in ( Parts per ~~~~h~~_
( Percent) 2 : 1 Water 100 000) Minimum Maximum
Extract g/l Cement Free Water/
Content Cement Ratio
(1) (2) (3) (4) (5) (6) (7)
kg/m’
1. Less than - Less than Ordinary Port- 280 0’55
0~2 30 land cement or
Portland slag
cement
2. 0.2 to 0.5 - 30 to 120 C)~nary Port- 330 0.50
cement
( see Note 5 ) or
Portland slag
cement
3. 0.5 to 1.0 l-9 to 3.1 120 to 250 Ordinary Port- 330 0.50
land cement
( see Note 5 )
NOTE 1 - ‘l‘his table applies only to concrete made with 20 mm aggregates comply-
ing with the requirements of IS : 383-1970+ placed in near-neutral groundwaters of
pH 6 t0,jI-I 9, containing naturally occurring sulphates but not contaminants such as
ammomum s&s. For 4(1 mm aggregate, the value may be reduced by about 15 percent
and for 32.5 mm aggregate, the value may be increased by about 15 percent. Concrete
prepared from ordinary Portland cement would not be recommended in acidic
condition% (pIi 6 or less ) .
NOTE 2 --The cement contents given in Class 2 are the minimum recommended.
For SOS contpns near the upper limit of Class 2, cement contents above these minimum
are advised.
NOTE 3 - Where the total SOS in co1 2 exceeds 0.5 percent, then a 2: 1 water
extract may result in a lower site classification if much of the sulphate is present as low
solubility calcium sulphate.
NOTE 4 - For severe conditions such as thin sections under hydro-static pressure on
one side only and sections partly immersed, considerations should be given to a
further reduction of water cement ratio, and if necessary an increase in the cement
content to ensure the degree of workability needed for full compaction and thus
minimum permeability.
NCTE 5 - For class 3, ordinary Portland cement with CIA content not more than
5 percent and ?&A + C4AF (or its solid solution 4Ca0, AlsOa, Fe,03 + 2Ca0,
Fe,Os) not more than 20 percent is recommended. If this cement is used for class 2,
minimum cement content may be reduced to 310 kg/ma.
*Specification for coarse and fine aggregates from natural sources for concrete ( second
r&n ).1s : 1343- 1980
APPENDIX B
( Clauses 18.6.2.2 and 22.1.2)
MOMENTS OF RESISTANCE FOR RECTANGULAR
AND T-SECTIONS
B-l. The moment of resistance of rectangular sections or T-sections in
which neutral axis lies within the flange may be obtained as follows;
112- f,” A, (n - 0.42~“)
where
M = moment of resistance of the section,
jY,, = ultimate tensile stress in the tendons,
A, = area of pretensioning tendons,
d = effective depth, and
x, = neutral axis depth
For pretensioned members and for post-tensioned members with
eft’ective bond between the concrete and tendons, values of f,,, and ‘x, are
given in Table 11. The effective prestress after all 1,osses should not be
less than 0.45 f,, where f,i s the characteristic strength of prestressing steel.
For post-tensioned members with unbonded tendons, the values of
f,"a nd x, are given in Table 12.
TABLE 11 CONDITIONS AT THE ULTIMATE LIMIT STATE FOR
RECTANGULAR BEAMS WITH PRE-TENSIONED TENDONS
OR WITH POST-TENSIONED TENDONS HAVING
EFFECTIVE BOND
A9fD STRESSIN TENDONA S A PROPORTION RATIOO FT HED EPTH OF NEUTRAL
ORT HED ESIONS TRENQTW AXIS TO THATo p THEC ENTROIDO F
bdf ck
It>f - THET ENDONI N THE TSNIIONZ ONE
0.87 fD x,/d
#-_-----h------, r--_-__~
-.
Pre-tensioning Pont-tenrion- Pre-tensioning Post-tensioning
ing w1t.h effec- with effective
tive bond bond
(1) (2) (3) (4) (5)
0.025 1.0 1.0 0.054 0,054
0.05 1.0 1.0 0.109 0109
0.10 1.0 1.0 0.217 0*2I 7
0.15 I.0 1.0 0.326 0.316
0.20 I.0 0.95 0.435 0.414
0.25 1.0 0.90 0.542 0.488
0.30 1.0 0‘85 0.655 0.558
0.40 0.9 0.75 0.783 0.653
59Lr- . . . ..l~“_ . . l._-_.._.._.__
IS : 1343- 1980
TABLE 12 CONDITIONS AT THE ULTIMATE LIMIT STATE FOR
POST-TENSIONED RECTANGULAR BEAMS HAVING
UNBONDED TENDONS
( lXause B-1 )
%L!k STRESS IN TENDONSA S A PROPORTION RATIO OF DEPTH OF NEUTRAL Axrs
bd fck OF THE EP FOP RE VC AT LI UV E~ iP O FR EST lR /dE S~fJ f2 TO TE T NH DA OT N O SF I N TH THE EC E TN ET NR SO IOID NZO OF N TH E E
EFFBCXIVES PAN x,/d FOR VALUES OF l/d
EFFECTIVED E~H EFFECTIVES PAN
EFFECTIVE DEPTH >
30 20 10 30 20 10
(1) (2! (3) (4) (5) (6) (7)
0.025 1.23 l-34 1’45 O-10 @IO 010
0.05 1.21 1.32 I*45 0.16 0.16 0.18
0.10 1.18 1.26 1.45 0.30 0% 0.36
0.15 l-14 1.20 l-36 0.44 0.46 O-52
o-20 1.11 l-16 1.27 O-56 0.58 0.64
60L - . . _. . . ___._
IS:1343-1980
( Continuedfromp age 2 )
Prestrcssed Concrete Subcommittee, BDC 2 : 8
Members Representing
ADDITIONAL DIRECTOR, STANDARDS Research Designs & Standards Organization
(B & S) (Ministry of Railways ), Lucknow
DEPU~ DIRECTOR, STANDARDS
( B & S ) ( Afternate )
SHRI C. R. ALIMCHANDANX Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Alfemafe )
DIRECTOR ( CANALS) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CANALS ) ( Alternate )
SHRI D. T. GROVER Roads Wing, Ministry of Shipping and Transport
SHRI A. S. BWINO~ ( Alwnate )
SHRI S. T. KHAN Killick Nixon Ltd, Bombay
SHRI S. M. BILCRAMI( Alternate )
SHR~ G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PASRICHA( Alternate )
SHRI D. B. NAUC Engineer-in-Chief’s Branch, Army Headquarters
SHR~ SUCHAS INGH ( Alternate )
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’ II First Crescent
Park Road, Gandhi .Nagar, Adyar, Madras )
SHRI B. K. PANTHAKY The Hindustan.Construction Co Ltd, Bombay
SHRI V. S. PARAMFSWARAN Struct~~~~pneenng Research Centre ( CSIR ),
SHRI A. S. P. RAO ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN( Al&male)
SHRI T. N. S. RAO Gammon India Ltd. Bombay
SHRI S. R. PINHEIRO( Aknalc )
SUPERINTZNDIN~ SURVEYOR OF Central Public Works Department, New Delhi
\VoRKS ( NDZ )
SURVEYORO F WORKS III I NDZ 1
( AlternaQ )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI N. C. DUQGAL ( Alternate )
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
SHRI S. SUBRAMANIAN( Alternate )
Panel for Revision of Concrete Codes, BDC 2 : 2/2 : 8/P : 1
Conuener
DR H. C. VI~VE~~ARAYA Cement Research Institute of India, New Delhi
Members
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
DR A. K. MULLICK Cement Research Institute of India, New Delhi
Snnr P. PADMANABHAN Indian Standards Institution
( OFFICER ON SPEClAL Dun )
SHRI V. S. PARAMESWARAN Struc~~;~&neering Research Ccn tre ( CSIR ),
SHRI V. K. GHANEKAR Stru~;r~~enginaring Research Centre ( CSIR ),
( Continued on page 62 )
61IS :1343-1980
Members R~pW&lg
SHRI S.R. PINHEIRO Gammon India Ltd, Bombay
DRG.P. SAHA (Altcrnak)
SHRI D. AJITHAS IMHA Indian Standarda Institution
SHRI C.N. SRINIVASAN M/s C. R. Narayana Rao, Madras
SHRI S. SUBRAMAN~AN Cement Research Institute of India, New Delhi
SHRI B.T. UNWALLA The Concrete Association of India, Bombay
SHRI Y. K. MEHTA ( Alfcrnata)
Working Group for Revision of IS : 456 and IS : 1343
Cotwencr
SXRI D. AJITHA SIMW Indian Standards Institution
Members
SHRI v. K. G HANERAR Stru;~;ct~enginccring Research Centre ( CSIR ),
SHRI M.N. NEELAKANDHAN Indian Standards Institution
SHRI P. PADMANABHAN Indian Standards Institution
; t,~y;ammS~S;;~~ DUTY )
H. Cement Research Institute of India, New Delhi
62BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 11 3234062, 91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
“Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNA! 600113 23523 15
TWestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 38CrOOl 550 13 48
-$P eenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex,.116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5&6C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 5OCOtIl 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418,B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patlioutra Industrial Estate, PATNA 800013 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C. No. 14/1421, University P.O. Palayam, THIRUVANANTHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
$Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Prinled at Simco Printing Press, Delhi.- -.- .,.
AMENDMENT NO. 1 OCTOBER 1984
TO
IS : 1343-1980 CODE OF PRACTICE FOR
PRESTRESSED CONCRETE
( First Revision )
corrigendum
(Page 31, clause 18.4, line 16 ) - Substitute
’ Yi/( Yi - 1 )’ for ‘ Yi/Yi - I ‘.
Printed at Simco Printing Press, Delhi, India
|
3025_16.pdf
|
IS : 3025 (Part 16) - 1984
(Reaffirmed 1996)
Edition 2.1
UDC 628.1/.3:543.3:543.814 (1999-12)
Adopted 25 January 1984 © BIS 2002 Price Group 1
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
])8488(
62
CDC:coD:feR[
IP:62
CDC
,stneulffE
dna
retaW
rof
tseT
fo
sdohteM
rof
lenaP
;62
CDC
,eettimmoC
lanoitceS
retaW
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART16 FILTERABLE RESIDUE (TOTAL DISSOLVED SOLIDS)
( First Revision )
(Incorporating Amendment No. 1)
1. Scope — Prescribes a gravimetric method for the determination of filterable residue. This method
is applicable to all types of water and waste water.
2. Principle — The sample is filtered and the filtrate evaporated in a tared dish on steam-bath. The
residue after evaporation is dried to constant mass at 103-105°C or 179-181°C.
Note — The value of filterable residue obtained by drying at 179-181°C conforms more closely to those obtained by
summation of various constituents. (Since bicarbonates decompose to carbonates, only half of bicarbonate should be taken
while summing up of the various constituents.)
3. Interferences — Interferences are the same as those for total residue.
4. Apparatus
4.1 filter — Any one of the following may be used.
4.1.1Glass fibre filter disc — (Whatman GF/C or equivalent) 2.1 to 5.5cm in diameter, pore size
1.2µm.
4.1.2Paper — Acid washed, ashless hard filter finish; filter paper sufficiently retentive for fine
particles (Pore size 2-2.5µm equivalent to Whatman filter No. 542.)
4.1.3 Gooch crucible — 30ml capacity with 2.1 or 2.4cm diameter glass fibre filter disc. (Whatman or
equivalent.)
4.1.4 Sintered disc — G-5 or its equivalent with pore size 1 to 2µm.
4.1.5 Membrane filter — 0.45µm membrane.
4.2 Filtering Assembly — Depending upon the type of filter selected.
4.3 Drying Oven — With thermostatic control for maintaining temperature up to 180±2°C.
4.4 Desiccator — Provided with a colour indicating desiccant.
4.5 Analytical Balance — 200g capacity and capable of weighing to nearest 0.1mg.
4.6 Magnetic stirrer — With teflon coating stirring bars.
5. Sample Handling and Preservation — Preservation of the samples is not practical. Analysis
should begin as soon as possible. Refrigeration or chilling to 4°C to minimise microbiological
decomposition of solids is recommended.
6. Procedure
6.1Heat the clean evaporating dish to 180°C for 1 hour. Cool in the desiccator, weigh and store in the
desiccator until ready for use.
6.2 Filter a portion of the sample through any of the filters mentioned in 4.1. Select volume of the
sample which has residue between 25 and 250mg, preferably between 100 to 200mg. This volume
may be estimated from values of specific conductance. To obtain a measurable residue, successive
aliquots of filtered sample may be added to the sample dish.
6.3Stir volume of sample with a magnetic stirrer or shake it vigorously. Pipette this volume to a
weighed evaporating dish placed on a steam-bath. Evaporation may also be performed in a drying
oven. The temperature shall be lowered to approximately 98°C to prevent boiling and
splatteringofthe sample. After complete evaporation of water from the residue, transferIS : 3025 (Part 16) - 1984
the dish to an oven at 103-105°C or 179-181°C and dry to constant mass, that is, till the difference
in the successive weighings is less than 0.5mg. Drying for a long duration (usually 1 to 2 hours) is
done to eliminate necessity of checking for constant mass. The time for drying to constant mass
with a given type of sample when a number of samples of nearly same type are to be analysed has
to be determined by trial.
6.4Weigh the dish as soon as it has cooled avoiding residue to stay for long time as some residues
are hygroscopic and may absorb water from desiccant that is not absolutely dry.
7. Calculation — Calculate the filterable residue from the following equation:
1 000 M
Filterable residue, mg/l= ----------------------
V
where
M = mass in mg of filterable residue, and
V = volume in ml of the sample.
8. Report — Report in whole numbers for less than 100mg/l and to three significant figures for
values above 100mg/l. Report the temperature of determination.
9. Precision and Accuracy — The precision of the method is about 5 percent. Accuracy cannot
be estimated because filterable residue as determined by this method is a quantity defined by the
procedure followed.
E X P L A N A T O R Y N O T E
Filterable residue is the term applied to the residue remaining in a weighed dish after the
sample has been passed through a standard fibreglass filter and dried to constant mass at
103-105°C or 179-181°C.
This method supersedes clause 12 of IS : 3025-1964 ‘Methods of sampling and test (physical and
Chemical) for water used in industry’.
This edition 2.1 incorporates Amendment No. 1 (December 1999). Side bar indicates
modification of the text as the result of incorporation of the amendment.
2
|
14750.pdf
|
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF SEEPAGE
MEASURING DEVICES FOR CONCRETE/MASON~RY
AND EARTH/ROCKFILL DAMS
JCS 93.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 2000 Price Group 4Hydraulic Structures -Instrumentation Sectional Committee, WRD 16
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Hydraulic Structures Instrumentation Sectional Committee had been approved by the Water Resources Division
Council.
Water retaining structures cannot be constructed waterproof. It often happens that a minute quantity of
water gets released through various means. This minute quantity of water or seepage through or around a
concrete/masonry and earth/rockfill dams is an extremely valuable indicator of the condition and performance
of the dam. The quantity of seepage is, normally, directly related to the level of water in the reservoir. Any
sudden change in the quantity of seepage without apparent cause, such as a corresponding change in the
reservoir levels or a heavy rainfall, could indicate a seepage problem. Similarly, when the seepage water
becomes muddy or discoloured, contains increased quantities of sediment, or changes radically in chemical
content, a likely serious seepage problem is indicated. Wet spots, moisture or seepage appearing at new or
unplanned locations at the abutments or downstream of a concrete dam and on the downstream slope or below
an embankment could also indicate a seepage problem.
In order to reduce seepage and uplift pressure under the dam foundation, grout curtain is provided near the
underside (u/s) face for a considerable depth below the base of the concrete/masonry dam. This provides a
comparatively watertight barrier to percolation from reservoir. A few metre down stream (d/s) of this grout
curtain a drainage curtain is provided by drilling a line of holes from the foundation gallery and tunnels in the
abutments to intercept any seepage that passes downstream of the grout curtain. Measurement of seepage
d/s of the grout curtain provides a direct indication of the adequacy and effectiveness of the grout curtain,
drainage curtain and functioning of the drains/holes and helps to decide when and where remedial measures
may be required.
Observations of leakage from contraction joints (ungrouted), lift joints and cracks provide a means for judging
the quality of workmanship as well as indicate the necessity for corrective measures to preserve the integrity of
the structure.
Since all the soil materials used for construction are pervious to varied degree, seepage takes place through
earth dams and their foundations. The water seeping under pressure through the soil voids creates mechanical
drag on the soil particles. When these forces exceed the resistive forces of the soil grains, the movement of
grains may take place. Even a minor washing or removal of grains may lead to progressive decrease in resistance
toseepage and culminate in the formation of cavities leading to ultimate collapse of the structure. It is therefore,
important to keep down the seepage, not only to keep the water loss well within economic limits but also to
take adequate control measures to ensure the safety of the dam against excessive uplift pressure, instability of
downstream slope, piping through the embankment and/or foundation and erosion of material by migration
into open joints in the foundation and abutments. The purpose of the dam may impose limitations on the
quantity of seepage. Thus seepage has to be controlled either by flat slope, embankment zonation or by a
system of drains.
Besides the loss of water, the adverse effects of seepage may lead to migration of soil particles resulting in
piping failure, and may also contribute to slope failure, or to progressive sloughing. Similarly, excessive pore
pressures in the foundations may result in foundation blow out.
Study of seepage and uplift also provide information about the overall state of the grouting, and sudden changes
in the recorded trends indicate need for remedial measures in specific areas. Seepage measurements made at
various locations in the foundations and abutment may indicate the need for increased drainage facilitiers at
some other safe locations to relieve the dam areas of uplift, not caused by the reservoir, but by the underground
seepage water.
Results of chemical analysis of water samples collected from drainage holes provide information bout the
foundation material wash in the effluent. Presence of material wash could indicate need for appropriate remedial
measures in the specific areas.
( Continued on thiml cover )IS 14750 : 2000
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF SEEPAGE
MEASURING DEVICES FOR CONCRETE/MASONRY
AND EARTWROCKFILL DAMS
1 SCOPE atmosphere. If the weir is submerged or partially
submerged (tail water is high enough to obstruct free
This standard stipulates the provisions for installation, discharge into atmosphere), nonstandard negative
observation and maintenance of seepage measuring pressure conditions are created affecting the rate of
devices for concrete/masonry and earth/rockfill dams. flow producing error in flow measurement. Thus actual
flow may be greater than the computed one. Free
2 SEEPAGE MLUXRING DEVICES
flow condition is more desirable. In certain condition,
the under-nappe air-space is artificially ventilated to
Seepage measuring devices are required to be installed
maintain near atmospheric pressure.
to measure quantity of seepage through, around or
under dams. Drain outlets are commonly used was
The following types of weirs are generally used :
seepage measurements points. The seepage water
should be tested to determine its chemical composition a) Standard contracted rectangular weirs.
because chemical changes may indicate progressive
dissolution, decay or erosion in the dam body, b) Standard suppressed rectangular weirs.
foundation or abutment. The most common type of
c) Standard Cipolletti weirs.
seepage measurement devices are weirs, calibrated
containers and flowmeters. d) Standard 90’ V-Notch weirs.
2.1 Weirs 2.1.2 Standard Contracted Rectangular Weir
2.1.1 General When the distance from the ends or sides of the weir
notch to the side of the pool are great enough to
The weir is one of the oldest, simplest and most allow the water free, unconstrained lateral approach
reliable types of devices used to measure the quantity to the crest, the water will flow uniformly and relatively
of flow of water. If sufficient fall is present in the slowly towards the weir ends. As the water from the
channel and the quantity of water to be measured is sides of the channel nears the notch, it accelerates
relatively small, the weir is very suitable and economical and turns, making a curved flow path or contraction.
measuring devices, because for weir of specific size When approach conditions from the weir pool allow
and shape, with free flow study stage condition a complete contraction at the end and the bottom, the
specific discharge exists for a specific depth of water weir is called as contracted weir.
in the upstream pool. Weirs are of two types:
A standard contracted rectangular weir (Fig. 1A ) has
a) Overflow structure weir; and its crest and sides far enough from the bottom and
sides of the weir box or channel in which it is set.
b) Submerged orifice weir.
Thus a full contraction is developed.
The most common types of weirs under category (1)
are rectangular, trapezeida (Cipolletti) and V-notch
weir. A submerged orifice weir, generally not in use,
can be used where available head is low and the amount
of floating debris are significant.
The shape of the opening determines the type of the
weir. For a rectangular or trapezoidal weir, the bottom
edge of the opening is called the crest and the side
edges are called sides Dr weir ends. The sheet of 1 . 1
water leaving the weir crest is called the nappe. Weirs
operate best when they discharge freely into the FIG. 1A RECTANGULAWRE IRIS 14750 z 2000
2.1.3 Standard Suppressed Rectangular Weir the crest of a rectangular weir is too small to be
accurately measured. When the depth of water flowing
If a rectangular weir is placed in a channel such that
over the rectangular weir is less than 5 cm triangular
sides of the channel acts as the ends of the weir that
weir is preferred, because the discharge over a triangular
is there is no side contraction and the nappe has the
weir increases more rapidly with the head than in the
same width as of channel, the weir is termed as
case of a horizontal rectangular weir. ~Thew eir generally
suppressed rectangular weir. A standard suppressed
used is the 90’ V-notch weir shown in (Fig. 2). However,
rectangular weir. (Fig. 1B) has its crest far enough
22.5’ and 43’ weirscan also be used for comparatively
from the bottom of the approach channel so that a
smaller flow/discharge.
full crest contraction is developed. Because the sides
of the weir coincide with the sides of the approach
2.1.6 Design Considerations/Installalion
channel no-lateral contraction is possible. In this weir
the sides of the approach channel should extend to 2.1.6.1 Standard contracted rectangular weir
downstream beyond the crest to prevent lateral
expansion of the nappe. The following conditions are necessary to measure
APPROACH CHANNEL
SECTION A-A
FIG. 1B STANDARD SUPPRESSEDR ECTANGULARW EIR
2.1.4 Standard Cipolletti (Trapezoidal) Weir
The Cipolletti weir is a contracted trapezoidal weir in
which each side of the notch has a slope of 1 horizontal
to 4 vertical. It is named after its inventor Cesare
Cipolletti, an Italian Engineer. Its popularity rests largely
upon the belief that side slopes of 1 to 4 are just
sufficient to correct the endcontractions of the nappe
and that the flow is proportronal to the length of the
weir crest. It does not require corrections for end
FIG. 1C CIPOLLETTIW EIR
contractions. The weir has sharpcrest and sharp sides,
bevelled from the downstream side only. It is commonly flow accurately with the standam contracted rectangular
used to measure medim discharges. Standard Cipolletti
Weir (Fig. 1C) has its crest and sides far enough
from the bottom-and sides, respectively, of the approach a) The upstream face of the bulkhead, and the
channel so that full contraction of the nappe occurs. weir plate should be smooth and in vertical
The weir should not be used for heads less than plane perpendicular to the axis of the channel.
about 0.06 m nor for heads greater than one third the
b) The entire crest should be horizontal, plane
crest length.
surface that forms a sharp right angleedge
2.1.5 Standard 90” V-Notch Weir where it intersects the upstream face. The
thickness of the crest, measured in the direction
The triangular or commonly known as V-Notch weir of flow, should be between 1 to 2 mm. The
is an accurate flow measming deviceparticularly suited thickness of the plate should be the same
for small’flows. With a low discharge the head over throughout.
2IS 14750 : 2000
CHANNEL
FIG. 2 TYPICAL DETAILO F SEEPAGEM EASUREMENITN STALLATIO(NV -NOTCH-WEIR )
The upstream edge of the notch should be sides of the approach charmel should preferably
machined or filed perpendicular to the upstream be at least twice the depth of water above the
face of the weir and should be free of burrs or crest, but not less than 0.3 m.
scratches. Material of the weir should be hard
Ii9 The overflow sheet should touch only the
enough and unscratchable by abrasive cloth
upstream edges of the crest and sides.
or paper during cleaning. Knife edges are not
desirable and should be avoided because they
h) The maximum downstream pool level should
are difftcult to maintain and do not allow the
be at least 0.6 m below crest elevation.
nappe to~develop properly.
j> The head on the weir should be taken as the
The downstream edges of the notch should
difference in elevation between the crest and
be chamfered if the plate is thicker than the
the water surface at a point upstream from the
prescribed crest width. This chamfer should
weir adistance of four times the maximum head
be at an angle of 45’ or more to the surface of
on the crest.
the crest.
k) The cross sectional area of the approach channel
The distance from the bottom of the approach
should be at least 8 times that of the nappe at
channel to the crest should preferably be at
the crest for a distance upstream from 15 to 20
least twice the depth of water above the crest,
times and downstream preferably 5 times the
but not less than 0.3 m.
depth of the nappe, if the approach channel
The distance from the sides of the weir to the is smaller than that defined the velocity of
3IS 14750: 2000
approach may be too high and the staff gauge it suitable for particular operating condition. Experience
reading-too low. shows that a rectangular suppressed weir or a 90”
V-Notch weir provides the most accurate measurement
n$ The depth of water flowing over the rectangular
than others. Usually the range of flows to be measured
weir~should not be less than about 5 cm and by a weir can bet fairly well estimated in advance.
not more than about two-thirds the crest width. With this-range in mind, the following points may be
considered while selecting the types of weir.
2.1.6.2 Standard suppressed rectangular weir
The 90“ V-Notch weir is preferred for measuring
The conditions for accurate measurement with
discharges between 0.015 m’/sec to 0.03 m’/sec. It
the standard suppressed rectangular weir are
can also work fairly well and is as accurate as other
identical with those of the standard contracted
types of weirs for flow from 0.03 to 0.28 mYsec. For
rectangular weir except the side contraction. In the
flows less than 0.015 m3/s, the 22.5’ or 45’ V-notch
suppressed weir, the sides of the approach channel
weir is preferred.
should coincide with the sides of the weir and should
extend downstream beyond the crest to prevent lateral 2.1.8 DischargeMeasurement
expansion of the nappe. The vents may be placed on
both sides of the weir box under the nappe to secure The rate of flow or discharge in litres per second
proper aeration beneath the nappe at the crest. over the crest of a standard contracted rectangular
weir, standard suppressed rectangular weir or standard
2.1.6.3 Standard Cipolletti (trapezoidal) weir Cipolletti weir is determined by the head H in cm. and
by the crest length L in ems. The discharge of the
The sides of the weir incline outward at a slope of
standard 90° V-Notch weir is determined directly by
onehorizontal to four vertical. The Cipolletti weir is
the head on the bottom of the V-Notch. As the stream
a contracted weir, and should beinstalled accordingly.
passes over the weir, the top surface curves downward.
In this weir the end contraction are suppressed but
This curved surface, or draw down, extends upstream
the contracti-ons are compensated by the outward
~as hort distance from the weir notch. The head shall
slope of the weir sides.
be measured at a point on the water surface in the
All conditions for accurate measurements stated for weir pond beyond the effect of the draw down. This
the standard contracted rectangular weir apply to distance should be at least four times the maximum
the Cipolletti weir. The weir should not be used for head on the weir, and the same gauge point should
heads less than 0.06 m nor for heads greater than be used for lesser discharges. A staff gauge having
one-third the crest length. a graduated scale with the zero placed at the same
elevation as the weir crest is usually provided for the
2.1.6.4 Standard 90’ V-notch weir
head measurements. The staffs hould be placed upstream
of the draw down at a distance of 4 times the maximum
The crest of the standard 90°V-Notch weir consists
weir head, and close enough to the bank for easy
of a thin plate set on the sides of the notch which are
reading.
inclined 45” from the vertical. This weir operates as a
contracted weir, and all conditions for accuracy stated
After the head is determined, the rate of flow or
for the standard contracted rectangular weir apply.
discharge may be found by referring to the tables as
The distance from the sides of the weir to the sides
described in the following paras. These tables are
of the channel should be at least twice the head on
for free-flow conditions and are applicable only to
the weir. The minimum distance from the crest to the
weirs installed in accordance with the~requirements
pool bottom should be measured from the vertex of
for standard contracted weirs.
the notch to the channel floor and should not be less
thanO.3 m. 2.1.9 Discharge Formulas
Because the V-Notch weir has no crest length and 2.1.9.1 Standard contracted rectangular weir
due~to its shape a small flow has greater head than
The discharge through the standard contracted
that of other types of weirs. This is an advantage for
rectangular weirs may be computed by the Francis
small discharges because the nappe will spring free
formula stated below:
of the crest, whereas, it would cling to the crest of
another type of weir and make the measurement
worthless. The 45’ and 22.5’ weirs are even more
where
accurate for smaller flows than the 90’ V-Notch weirs.
Q= Discharge, litres/second;
2.1.7 Selection-of Weir Types
L = Length of crest, cm; and
Each of the weir has its own characteristics that make H = Head over the weir, cm.
4IS 14750 : 2000
Table 1 presents the value of discharge through 2.1.9.3 Standard Cipolletti (trapezoidal) weir
contracted rectangular weirs (assuming end
Cipolletti provided a formula for the reduced discharge
contractions at both ends of the weir) under different
caused by the end contractions. This is accomplished
widths and operating heads.
by sloping the sides of the weir sufficiently to
Table 1 Discharge Through Contracted overcome the effect of contraction. The formula for
Rectangular Weirs, Litres per Second calculating the discharge through Cipolletti weir,
in which the Francis coefficient is increased by
1 percent and neglecting the velocity of approach, is
Head Over Width of Weir
Weir r Q=O.O186 LIP
cm 30 cm 40 cm 50 cm 60 cm where
(1) (2) (31 (4) (5) Q = Discharge, litreskec;
5.0 5.97 8.0 10.1 12.2 L = Length of crest, cm; and
5.5 6.9 9.3 11.6 14.0 H = Head over the weir crest , cm.
6.0 7.8 10.5 13.1 15.0
2.1.9.4 Standard 90’ V-notch weir
6.5 8.4 11.8 14.9 17.9
IO 9.7 13.2 16.6 20.0 The 90° V-Notch weir is commonly used to measure
7.5 10.7 14.5 18.3 22.1 small and medium size streams. The advantage of the
8.0 il.8 16.0 20.1 24.3 V-Notch weir is its ability to measure small flows
8.5 12.9 17.6 22.1 26.7
accurately. The weir has both its sides sharp, bevelled
9.0 14.0 19.0 24.0 28.9
from the downstream side only. The discharge through
9.5 15.2 20.7 26.0 31.2
a 90’ V-Notch weir may be computed by the following
10.0 16.3 22.2 28.0 33.8
10.5 17.5 23.7 30.0 36.2 formula :
11.0 18.7 25.3 33.0 37.7 Q=O.O13 8H”
11.5 19.9 27.1 34.3 41.4
where
12.0 21.3 29.0 36.7 44.4
12.5 22.5 30.7 39.0 47.1 Q = Discharge, litreskec; and
13.0 23.7 32.3 40.9 49.5 H = Head, cm.
13.5 24.8 34.0 43.0 52.2
Table 2 presents the values of discharge through 90’
14.0 26.2 35.8 45.4 55.2
14.5 27.7 37.9 48.2 58.5 V-Notch weir.
15.0 28.8 39.5 50.3 60.9 Table 2 Discharge Through 90° V-Notes Weirs,
16.0 31.6 43.3 55.2 67.0
Litres per Second
17.0 34.3 47.2 60.1 73.0
18.0 37.0 51.0 65.3 19.0
19.0 39.8 55.0 70.2 85.3 Height Discharge Height Diachrrge Height Discharge
Of of of
20.0 42.8 59.3 75.8 88.8
Water Water Water
21.0 45.7 63.3 81.0 99.0
Over Over Over
22.0 48.7 67.5 86.7 105.7 V-Notch V-Notch V-Notch
23.0 51.3 71.7 92.2 112.3 cm litredsec cm litreskec cm litreskec
24.0 54.7 76.5 94.8 120.0
25.0 57.0 79.8 102.7 125.8 (1) (2) (3) (4) (5) (6)
26.0 60.0 84.6 109.0 133.3
4.0 0.45 13.0 8.6 22.0 31.0
27.0 63.5 89.2 115.0 140.8
4.5 0.60 13.5 9.5 22.5 34.0
28.0 66.5 93.7 122.2 148.3
5.0 0.80 14.0 10.5 23.0 35.7
29.0 69.5 93.3 127.0 155.7
5.5 1.0 14.5 11.3 23.5 38.2
30.0 72.5 102.7 133.0 163.3
6.0 1.0 15.0 12.3 24.0 40.0
6.5 1.5 15.5 13.3 24.5 42.7
2.1.9.2 Standard suppressed rectangular weir 7.0 1.8 16.0 14.5 25.0 44.5
7.5 2.2 16.5 15.6 25.5 46.7
Following Francis formula is used for computing 8.0 2.5 17.0 16.7 26.0 48.8
the discharge through standard suppressed rectangular 8.5 2.8 17.5 18.3 26.5 51.0
weir. Velocity of approach is not considered. 9.0 3.4 18.0 19.4 27.0 53.8
9.5 3.9 18.5 21.7 27.5 56.3
Q=O.O184 L ZP 10.0 4.5 19.0 22.3 28.0 58.7
where 10.5 5.1 19.5 23.5 28.5 Q1.5
11.0 5.7 20.0 25.5 29.0 64.5
Q = Discharge, litreskec;
11.5 6.3 20.5 27.0 29.5 66.8
L = Length of crest, cm; and 12.0 7.1 21.0 28.3 30.0 69.4
H = Head over the weir, cm. 12.5 7.8 21.5 30.3
5IS 14750 : 2000
2.1.10 Maintenance which sense the voltage. The sensed voltage is then
transmitted through the cable to the surface unit
For best operating conditions, the weir structure
which amplifies and conditions the signal, and displays
should be set in a~straight reach of the channel and
the results as a velocity measurement. The polarity
perpendicular to the line of flow. The weir crest shall
and magnitude of this signal is directly proportional
be horizontal and the bulkhead plumb.
to the direction and velocity of the water. By knowing
The weir and weir pool should be maintained free of the channel dimensions and depth of flow, the quantity
weeds and trash and the weir pool should be cleaned of flow can be computed.
of sediment as it accumulates.
The device consists of a probe, extension rods and
The level of the crest should be Checked periodically, a surface read out unit. All these are connected by a
and should also be checked with reference to the cable. The unit is battery powered, light weight and
elevation of the zero of staff gauge. Inspection should easily portable. The device has an accuracy within
also be made to determine whether there is leakage 5 percent at low flows of about 0.003 m3/sec and within
around the weir and, if such leakage exists, necessary one percent at higher flows of about 0.06 m’/sec.
arrangements may be made to stop the leakage.
2.2.3 Installation of Devices
Care must be taken to avoid damaging the weir notch
itself. Small nicks and dents-can reduce the accuracy No installation is required for the portable velocity
of a good weir installation. Any nicks and dents that meter. The velocity meter is lowered into the flowing
do occur should be carefully dressed with a fine-cut water with the device switches set at “Normal” and
file or stone, storking only in the plane of the weir “on” and readings taken for the meter velocity. The
upstream faces, plane of the weir, crest or sides, or Dbservation should-be taken by skilled staff.
plane of the chamfers. Under no circumstances should
the upstream corner of the notch be rounded or cham- 2.2.4 Monitoring Procedures
fered, nor should any attempt be made to remove
completely fan imperfection that would change the The velocity meter is lowered into the flowing water.
shape of the weir opening. Instead, only those portions The water velocity is read directly from the meter.
of the metal that protrude above the normal surface Open channel flow may be determined by measuring
s&o&d be removed. The entire stretch of the channel the velocity and computing the cross-sectional area
both downstream and upstream of the notch must be of the channel to the depth of flow. Then the flow
periodically cleared of weeds, mud, etc, in order to may be computed by multiplying the measured water
ensure that the flow is smooth and measurements velocity and the area of the channel.
are accurately done.
2.3 Calibrated Container Devices
2.2 Flow Meters
This method is generally used for relatively low flow
2.2.1 General
condition and is most suitable for monitoring quantity
of flow from drains. The method consists of catching
Many types of flow meters/velocity meters are
a known quantity of water in a calibrated container
available. Their method of operation vary from the
and measuring the amount of time required to do so.
pitot Qpe principal to propeller-type devices, accoustic
Rate of flow can easily be computed by dividing the
flow meters and electro-magnetic current indicators.
time to the quantity of water catched. This method
~Most of these devices can be used for measuring
requires that the drain water be either flowing-through
flow in open channels. A relatively new device is the
portable velocity meter, which can be used for a pipe with an exposed end or the channel with a
vertical drop and an overhang. Such requirements
measuring water velocity.
are necessary so that the container can be placed in
2.2.2 Description of Device a position to catch the water. Calibrated containers
may be of any size. Commonly used sizes are 1,2,5 or
The portable velocity meter probe operates on electro-
10 litres in capacity for convenience of handling. When
magnetic principles. A conductor moving through a
catching the water, the container is held~in a position
magnetic field will have an induced voltage. In the
so as to catch the total flow, and the time in minutes,
velocity meter a signal is generated and sent to an
required to fill the container is noted:
electromagnet within the probe, which creates a
magnetic field. The conductor is the water into which
Rate of flow can be computedas follows:
the probe is immersed.
Quantity of water caught (Litres)
As water flows through the magnetic field, a voltage
Rateofflow =
is generated in the water in the vicinity of the electrodes Time taken in minutes
6IS 14750 : 2000
3 SELECTION OF SEEPAGE MEASURING quantity of water to be measured is comparatively
DEVICES large. The device may be used in a straight reach of
the open channel. The observations should be taken
3.1 Weir
by skilled staff only.
The weir is preferred if sticient fall is present in the
channel and the quantity of water to be measured is 3.3 Calibrated Container Devices
small. The weirs are located in the drainage gallery to
measure the drain flow or internal seepage. These This method is preferred when the quantity of water
are also used-to measure the overall seepage through to be measured is relatively very small. The device is
the dam. used to measure the quantity of flow from drains.
The device is particularly suitable for measuring the
3.2 Flow Meters
block-wise or reach-wise seepage from the dam.
The flow/velocity meters are preferred when the
7( Continued from second cover )
Study of quantum of seepage, under varying reservoir level with the expected seepage, aids in assessing the
influence of the geological formations below the dam and the reservoir.
For arresting seepage through the body, around or under the dam proper arrangements may be made during
construction stage itself.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance
with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of significant places
retained in the rounded off value should be the same as that of the specified value in this standard.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian StandqrdsAct, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of gaods and attending to
connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form without
the prior permission in writing of BIS. This does not preclude the free use, in the course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BI;S.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a~standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
df ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. WRD 16 ( 200 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 ‘Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones : 323 01 31.323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur ShahZafar Marg 323 76 17
NEW DELHI 110002 323 3841
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola I 337 84 99, 337 85 61
CALCUTTA 700054 337,86 26, 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 1 603843
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHQPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THlRUVANANTHAPURAM.
Printed at New India Printing Press, KJwja, India
|
1448_40.pdf
|
Is:i448[e:40]-1987
( Redlhd 1993 )
Indian Standard
METHODS OF TEST FOR
PETROLEUM AND ITS PRODUCTS
[P: 403
WATER BY DISTILLATION
( .Third Revision )
Second Reprint DECEMBER 19%
UDC 665’6/‘7 : 543 : 812 : 66’048
Adapted with permission from the joint publication ASTM Designation 95-81,
API 2560 and IP Designation 74182
1. SCOPE
1.1 This method covers the determination of water in petroleum
products, tars and products derived from tars.
1.1.1 The specific products listed in 7.1.1 represent the range of
materials considered in developing the details of this method.
2. SUMMARY OF METHOD
2.1 The material ‘is heated under reflux with a water-immiscible
solvent which co-distils with the water in the sample. Condensed
solvent and water are continuously separated in a trap, the water
settling in the graduated section of the trap and the solvent returning
to the still.
3. APPARATUS
3.1 The apparatus comprises of a glass or metal still, a heater, a refiux
condenser, and a graduted glass trap. The still, trap and condenser
may be connected by any suitable method for producing a leak-proof
joint. Preferred connections are ground joints for glass 2nd O-rings for
metal to glass. Typical assemblies are illustrated in Fig. 1 to 3.
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr2 October 1987IS:1448[P:40]-1987
FICL 1 TYPICAL ASSEMBLY WITH GLASS STILL
( DEAN AND STARK APPARATUS )
2IS :1448 [P:40]- 1987
E
819 JOINT
ID2
I-
50 I
1 -
101015
I
95?lfi
1-70 \-
t
I --
B 3L
JOINT\
LO
90
L
All dimensions in millimetres.
FIG. 2 5 ml RECIEVER SHOWING ALTERNATWE CONNECTIONS
TO DISTILLATIONV ESSEL
3IS:l449[Pt 49 ] - 1997
lY -h
-
-
FIG. 3 ‘DPICAL ASSEMBLYW ITH METAL
41s; 1448[P:49]-1987
3.1.1 Still - A glass or metal vessel with a short neck and suitable
joint for accommodating the reflux tube of the trap. Vessels
of 500, 1000 and 2 000 ml nominal capacities have been found
satisfactory.
3.1.2 Heater - Any suitable gas burner or electric heater may be
used with the glass still. A gas ring burner with ports on the insidr
circumference shall be used with the metal still, and shall be of such
dimensions that it may be moved up and down the vessel when testing
materials which are liable to foam or to solidify in the still.
3.2 Dimensions and description of typical glassware for use in this
method are given in relevant Indian Standards on glass apparatus. A
straight water-cooled condenser with a length of 400 mm is
recommended. The stills and traps should be chosen to cover the
range of materials and water content expected ( see Note ).
NOTE- Instead of standardizing on a particular apparatus with respect to
dimensions and style, a given apparatus will be deemed as satisfactory when
accurate results are obtained by the standard addition technique obtained in 6.
4. SOLVENT-CARRIER LIQWID
4.1 Any suitable hydrocarbon boiling in the range of 100 to 200°C
may be used. With residual fuel oils and bitumens, aromatic solvents
are desirable in order to avoid separation of asphaltenes. For the
determination of water in certain lubricating greases, close boiling
range petroleum distillate ( see 4.3 ) has been found to be necessary.
4.2 The following solvents have been found suitable:
a) Commercial toluene - industrial grade,
b) Commercial xylene - industrial grade, and
c) Petroleum distillate fractions in the boiling range of 100 to
200°C.
4.3 Petroleum spirit in the boiling range of 100 to 120°C. Iso-octane
95 percent purity or better.
CAUTION - Toluene and xylene are toxic, volatile hydrocarbons which are
absorbed by inhaling the vapour or through the skin by contact with the liquid.
Use adequate ventilation and avoid skin contact.
*
5. SAMPLE
5.1 The portion of the sample used for the test shall be thoroughly
representative of the total sample. If the material is liquid, thoroughly
5IS:1448[ P: 40]- 1987
mix the sample as received, warming if necessary, to ensure
uniformity. Crush the solid materials that are sufficiently brittle, mix
t Irorot!ghly, and take a representative sample for analysis. When
there 1s doubt as to the uniformity of the material, run a number of
samples and average the data. Sampling procedure is described in the
appropriate clauses of IS : 1447-1966*.
5.2 A sample size of 100 ml or 100 g is recommended. Should however
the quantity of water exceed the capacity of the largest permitted
trap, the quantity of sample may be decreased or the trap fitted with a
stopcock used, where excess water may be withdrawn into a graduated
cylinder.
6. STANDARDIZATION
6.1 A given assembly of apparatus wi!l be considered satisfactory when
accurate readings are obtained from addition of known amounts of
water from a calibrated burette or pipette to a clear hydrocarbon oil
and tested in accordance with 7.
6.2 The readings will be judged accurate if conformity to the
permissible limits given in Table 1 for the various sized graduated
traps are not exceeded.
TABLE 1 PERMISSIBLE LlMITS
CAPAOITY OF RECEIVZR VOLUME or WATZB PERMISSIBLEL IMITS FOB
IN ml AT 20% IN ml ADDED TO FLASK RZOOVZRZD WATER
AT 20% IN ml AT 20%
5 1 1 f0’1
10 1 1 *o-1
10 5 5 f 0’2
25 12 12 f 0.2
6.3 A reading outside the permissible limits suggests malfunctioning
due to vapour leaks, too rapid boiling, inaccuracies in calibration of
trap, or ingress of extraneous moisture. Eliminate these factors before
repeating the standardization.
7. PROCEDURE
7.1 Measure a suitable amount of sample (see 5.2 ) to an accuracy
of fl percent of sample and transfer it to the still.
*Methods of sampling of petroleum and itr products.
6IS : 1448[P: 401 -1987
7.1.1 Measure ordinary liquid samples in a graduated cylinder of
appropriate size. Rinse the material adhering to the cylinder into tllc
still with one 50 ml and two 25 ml portions of the solvent-carriel
liquid; the latter being one selected from those described in 4 ant1
corresponding to the type suggested in Table 2 for the specific material
under test. Drain the cylinder thoroughly after the sample tr:lnsfcr
and each rinsing.
TABLE 2 SOLVENT CARRIER TO BE USED FOR VARIOUS
SAMPLE MATERIALS
TYPE OF SOLVENT- MATENIALS
CARRIER LIQUID
Aromatic Asphalt, tar, coal tar, water gas tar, road tar, cutback
bitumen, liquid asphalt and tar acid
Petroleum distillate Road oil, fuel oil, lubricating oil and petroleum
sulphonates
Volatile spirits Lubricating grease
7.1.2W eigh solid or viscous materials directly into the still and
add 100 ml of the selected solvent-carrier liquid.
7.1.3 In case of low water content material when samples larger
than 100 g or 100 ml may be used, a solvent-carrier volume in excess
of 100 ml may be necessary.
7.1.4 Glass beads or other boiling aids may be added, if necessary,
to reduce bumping.
7.2 Assemble the components of the apparatus as illustrated in
Fig. 1 to 3 choosing the trap in accordance with the expected water
content of the sample and making all connections, vapour and liquid
tight. If a metal still with removable cover is used, insert a gasket of
heavy paper, moistened with solvent, between the still body and cover.
The condenser tube and trap shall be chemically clean to ensure free
drainage of water into the bottom of the trap. Insert a loose cotton
plug in the top of the condenser to prevent condensation of
atmospheric moisture inside it. Circulate cold water through the
.jacket of the condenser.
7.3 Apply heat to the still, adjusting the rate of boiling so that
condensed distillate discharges from the condenser at the rate of 2 to 5
drops per second. If the metal still is used, start heating with the ring
burner about 76 mm above the bottom of the still and gradually lower
the burner as the distillation proceeds. Continue distillation until no
7IS : 1448 [ P : 491 - 1987
water is visible in any part of the apparatus except m the trap and the
volume of water in the trap remains constant for 5 minutes. If there
is a persistent ring of water in the condenser tube, carefully increase
the rate of distillation or cut off the condenser water for a few
minutes.
7.4 When the evolution of water is complete, allow the trap and
contents to cool to room temperature. Dislodge any drops of water
adhering to the sides of the trap with a glass rod or other suitable
means and transfer them to the water layer. Read the volume of the
water in the trap to the nearest scale division.
8. CALCULATION
8.1 Calculate the water in the sample, as mass or volume percent
according to the basis on which the sample was taken, as follows:
volume of water in trap
Water, percent = ~ _-~- x 100
mass ( or volume ) of sample
8.1.1 Volatile water-soluble material, if present, may be measured as
water.
9. REPORT
9.1 Report the result as the water content to the nearest 0’1 percent,
if 100 ml or 100 g of sample has been used for results 1’0 percent and
above. Report to the nearest 0’05 percent for results below
1’0 percent.
10. PRECXSION
10.1 Results of duplicate tests shall not differ by more than the
following amounts:
Water Collected Repeatability Reproducibility
0 to 1’0 ml 0’1 ml 0’2 ml
1’1 to 25 ml 0’ 1 ml or 2 percent of 0’2 ml or 10 percent of
the mean, whichever the mean, whichever is
is greater greater
8
ReprographyU nit. BIS, New Delhi, India
|
6923.pdf
|
IS : 6923 - 1973
Indian Standard
METHOD OF TEST FOR
PERFORMANCEOFSCREED BOARD
CONCRETE VIBRATORS
(First Reprint NOVEMBER 1990)
UDC 693.546~4 : 69-002.5 : 620-16
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 August 1973
‘IS : 6923 - 1973
Indian Standard
METHOD OF TEST FOR
PERFORMANCE OF SCREED BOARD
CONCRETE VIBRATORS
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman Refiresenting
MAJ-GIZN J. S. BAWA Directorate General, Border Roads, New Delhi
Members
DIRECTOR ( P & M ) Central Water & Power Commission
DEPUTY DIRECTOR( P & M ) ( Alternate )
SHRI N. S. GILL Punjab A:;ro-Industrial Corporation Ltd, Chandigarh
&RI R. P. GODBOLB Sayaji Iron and Engineering Co Pvt Ltd, Baroda
SHRI R. SHANKAR( Alternate )
SHRI N. C. GUPTA Voltas Ltd, Bombay
SHRI N. K. PILLAI ( Alternate )
JOINT DIRECTOR ( WORKS ) Railway Board ( Ministry of Railways)
JOINT DIRECTOR ( Crv ENCG ) ( Alternnte )
BRIG P. N. KAPOOR Ministry of Defence ( R&D )
LT-COL A. C. MOHAN ( Alternate )
SHRI B. KARMARKAR Hindustan Construction Co Ltd, Bombay
SHRI J. P. KAUSHISH Central Building Research Institute ( CSIR ), Roorkee
SHRI S. S. WADHWA ( Alternate )
SHRI S. Y. KIIAN Killick, Nixon & Co Ltd, Bombay
&RI A. MEH~A ( Alternate )
SHRI N. KUMAR Heatly and Gresham ( India ) Ltd, New Delhi
SHRI \7. GULATI ( Alternate )
SHRI J. C. MAL.HOTRA Beas Project, Talwara Township
SHRI R. K. MALHOTRA ( Alternate )
SHRI M. R. MALYA Burmah Shell Oil Storage & Distributing Co of India
Ltd, Bombay
DR B. S. BASSI( Alternate )
MAJ-GEN 0. M. MANI Bharat Earth Movers Ltd, Bangalore
COL G. K. GOKIIALE ( Alternate )
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRI Y. K. MEATA ( Alternate )
SIIRI J. F. ROBERT Moses Garlick Engineering, Madras
SHRI T. U. MAKHIJANI ( Alternote )
SHRI T. H. PESHORI Recondo Private Ltd, Bombay
SHRI V. RAMU Directorate General of Technical Development
( Continued on page 2 )
@ Copyright 1973
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyriiht Act ( XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 6923 - 1973
( Continuedfrom page 1 )
Members RePresenting
Skzr V. V. RANGNEKAR Directorate General of Supplies and Disposals
SHRI B. hi. SEN Central Mechanical Engmeering Research Institute
( CSIR ), Durgapur
SHRI H. A. SIDDIQT ( Alternate )
SUPERINTENDING ENGINEER, DELHI Central Public Works Department
?ONT;F ELECTRICAL CIRCLE
E_&xuT~~E ENGINEER ( ELECTRI-
CAL I MECHANICAL WORKSHOP
D&&ON ( rflternate )
PROP C. G. SWAMINATHAN Central Road Research Institute ( CSIR ), New Delhi
BRIG TARLOCHAN SINGH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL LAKSHMAN CHAND ( Alternate j
SHRI P. K. TAAKUR Roads Wing ( Ministry of Transport Br Shipping )
SWRI G. VISWANATHAN ( Alternate )
SIIRI N. S. VISWANATHAN Marshall Sons & Co Mfg Ltd, Madras
SHRI B. V. K. ACHAR ( Alternate )
SHRI D. AJITHA SIMHA, Director General, ISI ( E.x-o&o Member )
Director (Civ Engg)
Secretary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg), IS1
Panel for Concrete Vibrators, RDC 28 : P2
Convener
DR R. K. GHOSH Central Road Research Institute ( CSIR ), New Delhi
Members
DIRECTOR Armstrong Smith Private Ltd, Bombay
DIRECTOR ( P & M ) Central Water SC Po\ver Commission
DEPUTY DIRECTOR ( P & M ) ( illlelnafe )
SiIRI C. I,. N. IYENCAR Concrete Association of India, Bombay
SHRI R. K. JAJODIA Lynx Machinery Ltd, Calcutta
SHRI J. P. KAUSHI~H Central Building Research Institute ( CSIR ), Rool kec
SHRI S. S. WADHWA ( Alternate )
SHRI S. Y. KHAN Killick, Nixon & Co Ltd, Bombay
SHRI N. KUMAR Hcatly and Gresham ( India) Ltd, New Delhi
SHRI V. GULATI ( Alternate )
SHRI G. K. SETHX William Jacks & Co Ltd, New Dclili
SUPERINTENDING ENGINEER, DELHI Central Public Works Department
CENTRAL ELECTRICAL CIRCLE
No. III
Car. J. M. TO~.ANI Engineer-in-Chief’s Branch, Army Headquarters
MAJ D. D. SHARMA ( Alternnte )
2IS : 6923 - 1973
Indian Standard
METHOD OF TEST FOR
PERFORMANCE OF SCREED BOARD
CONCRETE VIBRATORS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 22 March 1973, after the draft finalized by the Construction Plant
and Machinery Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 The vibration characteristics for screed board concrete vibrators are
indicated in IS : 2506-1964* which also recommends the methods for mea-
suring these characteristics. While specifying these vibration characteristics,
the committee had appreciated that even the requirements in regard to
amplitude, frequency and acceleration could considerably vary from case to
case and,therefore, the attempt in the specification had been to lay down only
the limiting values of the vibration characteristics and the physical dimensions
of vibrators on the basis of available technical literature, experience and the
manufacturing practices in the country. A mere measurement of amplitude,
frequency and acceleration of vibration may not yield a firm basis for judging
the efficiency of a screed board vibrator and? therefore, a direct measure-
ment of the,amount and uniformity of compaction of concrete achieved with a
vibrator would alone give a more convincing and fairer appreciation of its
quality.
0.3 In this standard an attempt has been made to arrive at a method of test
for direct measurement of compacting characteristics of screed board con-
crete vibrators to assess their performance in terms of compaction of concrete.
The requirements have been suggested on the basis of available literature
and will be reviewed further with the availability of more data in the light
of experience gained with the use of this standard.
0.4 In reporting the result of a test or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960t.
1. SCOPE
1 .l This standard covers the method of test for performance of rcreed board
concrete vibrators in terms of compaction of concrete.
*Specification for screed board concrete vibrators.
tRules for rounding off numerical values ( revised ).
3fS : 6923 - 1973
2. PRINCIPLE OF TEST
2.1 The vibrator, when tested in accordance with the procedure laid down
in 4 for compaction of concrete, shall be capable of compacting fully in one
pass of the screed board, a 180 mm thick cement concrete slab of mix 1 : 2 : 4
( cement : fine aggregates : coarse aggregates by weight, size of the coarse
aggregate 20 mm and below ) and having a workability of compacting factor
O-78 f 0.01 laid over 75 mm thick stable base of fully hardened 1 : 3 : 6
concrete ( cement : fine aggregates : coarse aggregates by weight, size of the
coarse aggregates 20 mm and below ).
2.2 The degree of compaction of slab shall be observed by measurement of
density from top to bottom of nine 100 mm diameter cores cut from the com-
pacted slab cured and hardened for 14 days. The slab shall be considered to
be fully compacted, if the density of concrete anywhere on the depth of each
of the core is not less than 93 percent of the maximum wet density of the
mix as calculated theoretically ( see 4.4 ) or determined experimentally
( see4.4.1 ).
3. MATERIALS
3.1 Cement shall conform to IS : 269-1967*.
3.2 Aggregates shall conform to IS : 383-1970f.
3.3 Concrete shall be prepared in accordance with the requirements of
IS : 456-1964$.
4. METHqD OF TEST
4.1 The base of 1 : 3 : 6 concrete shall be laid and compacted to the required
thickness to suit over all dimensions of test slab as indicated in Fig. 1. The
base slab shall be cured for at least seven days and the test slab shall be laid
on it after another seven days.
4.2 The forms shall be laid on the lean concrete base to the required thick-
ness of compacted test slab and to suit the dimensions given in Fig. 1. The
concrete shall be laid evenly in the forms SO that the surcharge above the top
of the forms is between 25 to 30 mm ( see Note on page 5 ). The vibrator shall
be started and the vibrating beam shall be moved forward over the concrete
surface at an approximate speed of 300 mm/min in steps equal to three fourth
ofthe width of the vibrating beam and lifted on to the uncompacted concrete
of
at each step along the length slab. The slab shall be compacted by one
*Specification for ordinary, rapid-hardening and low heat Portland cement (second
revision ) .
tspecification for coarse and fine aggregates from natural sources for concrete (second
revision ) .
$&de of practice for plain and reinforced concrete ( second revision ),
4Isa6923-197s
pass of the vibrating beam M indicated. Compaction slab shall be suitably
cud for acvcn daya and the core3 shall bc cut fbr clcnsity dctcrmination after
allowing the slab to mature for another sewn days.
Narp - It is a8ential to udge the carect surcJ&ge at the start of the tat, hecatue
of
for a concrete given wor & bllity, the amount ofcompaction ir related to the change
in the level of the surface ofconcrete during the puuee oft he vibrator. Too ar$ll&
surcharge ( that ir too so1811a height of the concrete above the level of the t
forms bdbre compaction ) will ruult io poor eomprctioa at the bottom of the Y?a b, even
though the surface is scaled and the cqx&on at the top appear8 ood. Too gerC a
surcharge will cause concrete to pile up ~a front of the beam until f t reduces the rpeed
of the machine and ultimately rtopr its forward motion. Correct surcharge may be
of
judged bcforc the rtart the experiment, by adding material until no more can be
compacted into the finished thicknor of the alab.
1‘ ~ 4 J
I- C
T
600
I
4 4 4
T
600
_I_
L180 mm THKX
COMCf?ETE SLAF W2:4)
W = C&ar width of pavement slab hetwcen the forms and ahadd
suitthclcngthofvibratingbcam (rarIg:2566-1~ ‘gpeci&a-
tion for screed board concrete vibrators’ )
t=clear)engthofpavcmcntbctw~thcfoMu
AU dimenrioDI in millimetrtx.
Fro. 1 &WRAM b.US’t’RATINO THE hMTION OF tiWS TO BE cm
FROM CONCRETE SLAB
5ISr9923-1973
4.3 Nine cores of 100 mm dia shall be drilled from the full depth of the
hardened concrete as indicated in Fig. 1 and each core shall be sliced into
sections about 45 mm thick. These sections shall be dried to constant
weight to remove internal moisture, cooled in a desiccator and weighed.
To determine the volume each section shall then be placed in molten paraffin
wax and allowed to cool until the wax is in plastic condition. The excess
wax shall be scraped off, leaving the surface voidsfilled and the concrete
waterproofed. The wax-covered section shall then be weighed in air and in
water. From the weight and volume the average dry density shall be deter-
mined for each slice.
4.4 Knowing the mix proportions of concrete and the specific gravities
of different constituents, the theoretical maximum wet density of the freshly
mixed concrete shall be determined from the following equation:
(w+c+s+a) 1003
dc =.
+ + +) loo
w+++
( 0 * (I 100 --p
where
de = theoretical maximum wet density of concrete in kg/ms,
w = quantity of water in 1,
c = weight of cement in kg,
s = weight of sand in kg,
a = .weight of coarse aggregate in kg,
s o= specific gravity of cement,
Is, = specific gravity of sand,
s, = specific gravity of coarse aggregate, and
p = permissible percentage of voids in concrete to be taken as 2
forthe purposa of this test.
4.4.1 Alternatively maximum wet density may be obtained by filling cube
aor cylinder moulds with the concrete in shallow layers and applying table
vibration for at least one minute to ensure expulsion of all air. The weight
ofthe compacted concrete divided by the volume will give the maximum wet
density.
6BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksanstha
331 1375 (Common to all Offices)
Regional Offices : Telephone
Centrgl : Manak Bhavan, 9, Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 c 331 13 75
* Eastern : l/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, E9 MIDC. Marol, Andheri (East), 8329295
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 2 63 48
$ Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 55 40 21
BHOPAL 462303
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 53627
Kalai Kathir ‘Building, 6/48-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Marking Centre, N.H. IV, N.I.T,, FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29. R.G. Barua Road, 5th Bv-lane, 3 31 77
GUWAHAT~ 781003
5-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAlPUR 302005 63471
117/418 B Sarvbdaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63, Sindhu Nagar, Kanpur Road. 5 55 07
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 6 23 05
District Industries Centre Complex, Bagh-e-Ali Maidan. -
SRINAGAR 190011
T. C. No. 14/1421, University P. O., Palayam, 6 21 04
THIRUVANANTHAPURAM 695034
inspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 52435
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach, 27 68 00
P. 0. Princep Street, CALCUTTA
I’ Sales Office is at Novelty Chambers, Grant Road, BOMBAY 89 65 28
$ Sales Office is at Unity Building, Narasimharaja Square, 22 39 71
BANGALORE
Printed at Dee Kay Printers, New Delhi, India
|
1200_26.pdf
|
IS: 1200( Part26) - 1987
(Reaffirmed 1992)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORK
PART 26 ACID RESISTANT LINING
( Third Reprint AUGUST 1998 )
UDC 69.003.12 : 725.4 : 69.034.92
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR h4ARG
NEW DELHI 110002
Gr 2 June 1987IS:126O(Part26)-1987
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORK
PART 26 ACID RESISTANT LlNlNG
Method of Measurement of Works of Civil Engineering
( Excluding River Valley Project ), BDC 44
ChSiflIlall Rqmdng
SXBI A. C. PANOHDHABI Central Public Works Department, Bombay
ADEI~EASI ABHAYAHTA Public Works Department, Govarment of
( PARSHIKSAN) Uttar Pradesh, Lucknow
DEPUTY DXHEOTOR( GAWESHAN ) ( Altsrnate )
SERI B. G. AHUJA Builders Association of India, Bombay
Sam K. D. AROOT Engineers India Limited, New Delhi
SHRI T. V. SITARAM ( Alternate )
SERX N. K. ARORA Bbakra Management Board, Nangal Township
SBRI R. M. JOLLY (Alternate)
SHRI G. B. BAJAJ Bombay Port Trust, Bombay
SHRI P. BANERJEE Ministry of Shipping and Transport (Roads
Wing )
SHHI R. G. TEAWANI ( Alternate )
SamG. K. DESHPANDE Public Works Department, Government of
‘Maharasbtra, Bombay
DIRECTOR ( IRI ) Irrigation Department, Government of
Uttar Pradesh, Lucknow
DIREOTOR ( RATES AND COSTS ) Central Water Commission, New Delhi
DEPUTY D~ECTOR ( RATES
AND COSTS ) ( Altmutc )
Swnr P. N. GADI Institution of Surveyors, New Delhi
SIIRI D. S. TAMBANKAR (Aftmate )
SHRI N. M. DARTANE Hindustan Construction Comp_an y Limited,
Bombay
SHBI G. B. JAEAGIRDAR Narional Industrial Development Corporation
Limited, New Delhi
JOINT DIREOTOR (D) National Buildings Organization, New Delhi,
SHRI A. K. LAL ( Altcmutr )
( Continuedo n p”ge 2 )
tQ capyriht 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the fadian CoWright Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of.copyright under the said Act.IS : 1200 ( Part 26 ) - 1987
( Continued from page 1)
Members Rcprrsenting
SHRI ASHIT RAN JAN KAR Calcutta Port Trust, Calcutta
Sam H. K. KHOSLA Haryana Irrigation Department, Chandigarh
SV~ERINTENDINCJE NQINEER
( DESIQN ) ( Alternate)
SHRI S. K. Lana Institution of Engineers ( India ), Calcutta
SERI R. P. LAHIRI Gammon Dunkerley Company Limited, Bombay
SHRI K. K. MADI~OK MES Builders Asosciation of India ( Regd),
SARI R. K. BAHL ( .4Mcmnt)c
SHRI DATTA S. MALIK Indian Institute of .4rchitects, Bombay
SHRI R. S. MVRTHY Gammon India Limited, Bombay
San1 H. D. MATAN~E ( Altmotc )
SARI C. B. PATEL M. N. Dastur Company Private Limited, Calcutta
SHRI B. C. PATEL ( Altcrnatr )
Sass K. A. PATNAIK Bureau of Public Enterprises ( Ministry of
Finance ), New Delhi
SHRI V. G. PATWARDHAN Engineer-in-Chief’s Branch ( Ministry of
Defence ), New Delhi
SHRI C. G. KARMARKAR ( Altsrnuta )
DR R. B. SINOH Banaras Hindu University, Banaras
SHRI R. A. SVBRAMANIA~ Hindustan Steel Works Construction Ltd.
Calcutta
SVPERINTENDINQ SUXVEYOR OF Central Public Works Department, New Delhi
WORKS ( AVIATION 1
SURVE&ORo f WORKS I ( AVIATION ) ( Alternate )
SHRI G. RAMAN, Director General, BIS ( Ex-ojicio-Member )
Director ( Civ Engg )
Sureta~
SHRI K. M. MATHVR
Joint Director ( Civ Engg ), BIS
2IS : 1200 ( Part 26 ) - 1987
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORK
PART 26 ACID RESISTANT LINING
0. FOREWORD
0.1 This Indian Standard ( Part 26) was adopted by the Indian
c“L+~,w.,U.,lQm,UwJ~ e lIm,~oJ+L:I+b.U.+~:rI”rmII n“InI W&”-I hLA.IC=m&A-hb BI l lJO Vl R7 , L.~I&.L-.+za;Lr +Lh.IrG. Url. I. Ln LC Ie L f *i I. .. I, a.1 II:_ ~_ ~,4 u l u.. y.
the Method of Measurement of Works of civil Engineering ( Excluding
River Valley Projects) Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 Measurement occupies a very important place in the planning and
execution of any civil engineering work from the time of first estimates
to the final completion and settlement of payments of project. Methods
followed for measurement are not uniform and considerable differences
exist between practices followed by different construction agencies and
also between various Central and State Government Departments, and
their undertakings. While it is recognized that each system of
measurement has to be specifically related to administrative and
financial organiszations within a department responsible for the work,
a unification of the various systems at technical levels has been accepted
as very desirable, specially as it permits a wider range of operation for
civil engineering contractors and eliminates ambiguities and
misunderstandings arising out of inadequate understanding of various
systems followed.
0.3 Since different trades are not related to one another, the Sectional
Committee decided that for each separate standards shall be issued as
different parts as it would be helpful to users in using the specific
standard. This Part 26 covers method of measurement of acid
resistant lining applicable to buildings as well as to civil engineering
works.
0.4 Acid resistant lining is required to be done in so-me of the industrial
buildings. The method of measurement of such type of lining varies
from organization to organization. The technical committee’responsible
for formulation of this standard has, after considering practices being
followed by some of the major organizations decided to prepare this
standard which adopts simplest type of measurement.
3IS : 1200 ( Part 26 ) - 1987
0.5 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a measurement, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places
retained in the rounded off value should ‘.,e the same as that of the
specified value in this standard.
1. SCOPE
1.1 This standard ( Part 26 ) covers the method of measurement of
acid resistant lining.
2. GENERAL
2.1 Clubbing of Items - Items may by clubbed together provided
that the break-up of clubbed items is agreed to be on the basis of
detailed description of the items.
2.2 Book of Dimensions - In booking dimensions, the order shall be
consistent and generally in the sequence of length, breadth or width
and height or depth or thickness.
2.3 Description of Items -The description of each item shall, ’
unless otherwise stated, be held to include wherever necessary
conveyance and delivery, handling, unloading, storing, fabrication,
hoisting, all labour for finishing to required shape and size, setting,
fitting and fixing in position, straight outing and waste, return of -.
packings, and other incidental operations.
2=4 Dimension - A!! work shall be meassured net. as laid, in the
decimal system as under, unless otherwise stated hereinafter:
a) dimensions shall be measured to the nearest 0’01 m, and
b) areas shall be worked out to nearest 0’01 ms.
2.5 Bills of Quantities - Items of work shall fully describe the
materials and workmanship, and accurately represent the work to be
executed.
2.6 Cuttings -All cuttings shall, unless otherwise stated, be held to
include the consequent waste.
lR u!es for rounding off numerical values ( reoiscd.).
4IS : 1200 ( Part 26 ) - 1987
2,7 Mode of Measurement - All work shall be measured in square
metres unless otherwise stated. Deductions for, ends of dissimilar
materials or other articles embedded shall not be made for areas not
exceeding 0’1 m2.
2.8 Expansion and dumy joints, and the filler shall be included in the
description of item.
2.9 Work in repairs shall be so described and preparation of old
surfaces to receive such work shall be included in the description.
2.10 Work in isolated areas not exceeding 1 m2 each shall be so des-
cribed stating the nature thereof.
2.11 Work to a pattern or in more than one colour shall be so described
stating the nature thereof.
2.12 Curved work, conical work and spherical work shall be described
separately stating the radius.
2.12.1 Labour in such works shall be so described and measured
separately.
3. METHOD OF MEASUREMENT
3.1 Floor Idning - It shall be measured on the basis of finished
surface measurement.
3.2 Drain Lining- It shall be measured as finished surface taking
width as perimctcr at the finished level.
3.3 Tanks with Caping- The method of measurement will be same
as in 3.2.
1
3.4 Tanks Without Caping- The method of measurement will be
same as in 3.2.
3.5 Rectangular Pedestals and Foundations - The work shall be
measured based on finished surface taking width as perimeter of the
finished surface.
3.6 Circular Pedestals or Foundations - It shall be measured
based on the finished surface taking with at the finished circumference.
5IS : 1200 ( Part 26 ) - 1987
3.7 Concial Portions -The superficial area of each side shall be
measured based’on the dimensions at finished surface taking width as
length of curved portion along curvature.
3.8 Hemispherical Area- The superficial area on the finished
Turface shall be taken, width being taken as perimeter of the finished
surface.
,
6BUREAU OF INDIAN STANDARDS
Hwtiquartero:
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234062, 91 113239399, 91 113239362
Telegrams : Manaksanstha
(Common to all Offices)
Centrsl Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-770032
Regional OtYYces:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002 323 76 17
‘Eastern : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola. CALCUTTA700054 337 86 62
Northern : SC0 335336. Sector 34-A, CHANDIGARH 160022 603843
Southern ; C.I.? Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch OffWs:
‘Pushpak’. Nurmohamed Shaikh Marg. Khanpur, AHMEDABAD 360001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar. BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Pattiputra Industrial Estate, PATNA 800013 26 23 05
1
T. C. No. 1411421, University P. 0. Palayam, 621 17
j THIRUVANANTHAPURAM 695034
’ NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sales Office is at 5 Chowringhee Approach, P 0. Princep Street,
CALCUTTA 700072 ,27 10 85
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
@ales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
t’rhled at New India Printing Press, Khurja. lndta
- _ .____~.. - .,
|
13028.pdf
|
IS 13028:1991
*-em + f+m%+am
?I-& f6fMr
t\
Indian Standard
GUIDELINES FOR OVERALL PLANNING OF
RIVER BASIN ’
UDC 627’11 : 338’98
0 BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1991 Price Group 4River Valley Planning Project Reports and Progress and Completion Reports Sectional Committee,
RVD 6
.
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the River Valley Planning, Project Reports and Progress and Completion Reports Sectional Com-
mittee had been approved by the River Valley Division Council.
A basin development is a co-ordinated programme to develop the use of water and land resources
of a river basin to obtain a greater efficiency of use than would be possible, if were developed by
unto-ordinated multi purpose projects or a series of unto-ordinated single purpose project.
In the formulation of this standard due weightage has been given to international co-ordination
among the standards and the practices prevailing in different countries in additions to relating it to
the practices in the field of this country.
The guide for overall planning of the basin has been divided into two sections:
a) Section 1 Basin characteristics and inventory of resources, and
b) Section 2 Overall planning of the basin.
For the purpose of deciding whether a particular requirement of this standard is complied with the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off
in accordance with IS 2 : 1960 ‘Rules for rounding ofi numerical values ( revised )‘. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 13028:1991
Indian Standard
GUIDELINES FOR OVERALL PLANNING OF
RIVER BASIN
SECTION 1 BASIN CHARACTERISTICS 3.3 River System
AND INVENTORY OF RESOURCES
Brief description of the following should be
given:
1 SCOPE
a) The main river, its main tributaries and
1.1 This section broadly covers the characteristics the sub basins; and
and resources of basin, present status of resources
b) Drainage areas of the sub-basins, their
utilization.
identification and their percentage as com-
pared to the main basin and their total.
2 INTRODUCTION
2.1 This section includes the information on the
3.4 Climatic Characteristics
following:
a) CZimate - This shall cover commencement
a) Physical features of the basin;
and duration of the following:
b) Plan of the basin;
i) Cold,
d Brief description of climate, precipitation, ii) Hot, and
run off and availability of ground water;
iii) Rainy.
4 Irrigable land area;
b) Rainfall - This shall cover the information
d Economics of the basin including the on the following:
population trends, agriculture, forests,
i) Mean annual rainfall,
mining and industrial raw materials, indus-
try transportation and power needs; and ii) Seasonal, weighted average rainfall in
various sub-basins and the standard
f-1P riority of water use. deviation, and
iii) Rainfall variations during different
3 BASIN CHARACTERISTICS
months and periods.
3.1 Basin Setting c) Temper&we - This shall cover the follow-
This includes the information on the following: ing:
a) Basin boundaries with longitude and i) Mean annual temperature in various
latitude, parts of the basin and the sub-basins, and
ii) Average minimum and maximum
b) Area covered under the basin,
mon&y temperature in various parts of
c) The percentage of the area of the basin the basin and the sub-basins.
compared to the total geographical area
of the state and the country, 4 Evaporation and evapo-transpiration -
Standard ETO’s for various important
d) Political sub-division with respect to inter- stations of the basin,
state basin,
Humidity,
e) State-wise distribution of the drainage
areas and their total, and Wind velocity, and
f) Description of physical and economic sub- Solar radiation - Cloudy and sunny days.
regions.
3.5 Physiography Geology
3.2 Physiography
This shall include the information on the
Brief description of the following should be
following:
given:
4 Detailed description of the topography,
a) Various ranges and ridges; and
b) Geology of the area dealing with strati-
b) Topography, its plateau, the general shape
graphy and description of various form-
of the basin and its delta;
ations, and
c) Glaciers; and
4 Geological structures and their characteris-
d) Lakes. tics.
1IS 13028: 1991
3.6 Soils d Average annual run off of the basin and its
method of determination;
This shall cover the information on the following:
a) General, f ) 50, 75, 90 and 100 percent dependable
yield of the basin;
b) Principal soil type and their location/
distribution, d Flood estimation;
c) Drainage characteristics of soil,
h) Whether gauging and discharge sites are
d) Effect of rainfall on soil formation, evenly distributed over the catchment for
proper assessment of water resources and
e) Behaviour of different soil types under whether more gauge and discharge sites be
irrigation conditions, and set up so that more representative discharge
data is available;
f) Crops grown in relation to soil type.
3 Key gauge discharge sites at all important
4 RESOURCES OF THE BASIN
projects in operation as well as for planned
projects;
4.1 Land
This shall include information on the statewise k) A report giving the details of the sites
and total area of the following along with their measuring discharge on each important
tributary of the river; and
proportions.
a>
Gross area, In> Existing usages of the established rights.
b) Reporting area, NOTE - Reconstructed flows, in case stream flow
data is affected by diversions, storage, or other
cl Area under different types of forests, regulations shall be given.
4 Area not available for cultivation,
4.2.2 Crowd Water
4 Culturable areas,
This shall include the in formation on the
f ) Uncultivated culturable area,
following to describe geology with respect to the
.d Net area sown, availability of water. Systematic geohydrological
studies of the basins and the sub-basins if made
h) Area sown more than once, with a view to assess the ground water resources,
should be reported in detail:
3 Total cropped area,
4 Statistics of existing number of govern-
k) Net area irrigated,
ment or private tubewells and their use
m>
Gross area irrigated, with details of areas irrigated by them;
4 Percentage of net area sown to culturable b) Existing usages and rights;
area,
c) Sub-surface exploration carried out so far
P) Percentage of net area irrigated to cultur- to determine extent, thickness, capacity,
able area, and hydraulic characteristics, economics and
dependable yield of the acquifer;
q) Percentage of net area irrigated to net area
sown. 4 Results of the test wells;
NOTE-The area sown under forests is not necessarily 4 Description of the area for further explo-
all wooded as some areas classified as forests were ration;
denuded and have not been replanted.
f > Brief description about activities in the
4.1.1 Land holding patterns - analysis of trends. basin with regard to minor irrigation such
as improvement of wells and digging, of
4.2 Water Resources new wells; and
4.2.1 Surfuce Water d Recharge statistics.
The following data shall be collected:
4.3 Mineral
a) Description of catchment;
b) Raingauge stations and rainfall data; Brief description of the following shall be given:
cl Historical stream flow; a) Principal minerals found in the basin with
d) A report giving the details of the sites in statewise location, and
the basin where gauge, discharge, and
sediment observations are made and their b) Minerals found in small quantities in
reliability along with the observed data; different parts of the basin.
2IS 15028 : 1991
h) Irrigation facilities from various sources
4.4 Forests and Resources
like canals, tanks, tubewells, wells, etc and
This shall include the following information: areas irrigated by each source;
a) Area covered under forests in the basin as 3 Chemical and bacteriological analysis of
compared ti the total area of the basin, available water;
b) Type of forests and their distribution, k) Statewise description about the major and
medium schemes taken up during the plans
4 Description of forest and its exploitation,
and areas irrigated by each scheme; and
4 Communication in the forest area, and
ml Brief description of minor schemes such as
4 Flora and fauna. tanks, wells and tubewells in operation, and
under construction and the areas irrigated
there from and which would be developed,
4.5 Demography
and
Information of the following may be collected:
d Water requirements of crops.
a) On the basis of the latest census, district
wise population of the basin; 5.2 Drainage
b) Names of the cities with population of Description of any existing surface drainage
more than one lakh persons; system, drainage of irrigable area and sanitary
problem, if any shall be given.
c>
Variation of density of population from
densely populated areas to thinly populat- 5.3 Industry
ed area. Rate of increase/decrease in
population; Description of the following shall be given:
4 Density of population of basin in terms of a) Industrial potential in the basin,
persons per sq km;
b) Existing heavy cottage and agro-based
4 Percentage of pbpulation belonging to industries with their location, estimation
scheduled tribes and their social, economic of their water utilization and sources of
conditions and mode of cultivation supply,
adopted by them;
4 Mining of ores, and
f) Percentage of population living in the rural
4 Export potential of raw and finished
areas in the basin and the remaining per-
materials.
centage living in cities and towns;
59P ercentage of working force ( comprising 5.4 Power Generation
the census categories of self-supporting per-
Description of the following shall be given:
sons and earning dependents of the
population ); and a) Installed capacity of Hydro, Thermal, Gas
based and Nuclear Power Generating
h) Percentage of working force engaged in
Plants in operation and under construction
cultivati&, agricultur& mining, cottage
and their water requirements, and
industries, manufacturing and tertiary
activities. b) Steps for harnessing solar and wind energy.
5 PRESENT STATUS OF RESOURCE 5.5 Municipal and Domestic Water Supply
UTILIZATION Information on the following shall be given:
4 Location of urban centres, source of water
5.1 Agriculture
supply and its utilization; and
*This shall include information on the following:
b) Sources of water supply and utilization by
4 Cultivable area; rural population.
b) Areas under crops; 5.6 Navigation
cl Description of genera1 grouping pattern of This shall include information on the following:
irrigated areas, statewise;
4 Present status of inland navigation giving
d) Agriculture practices; details of navigable water base and areas
served,
e) Land suitability areas under irrigated
agriculture; b) Ivfaximum capacity of country boats and
its barges which ply in the navigable areas,
f) Dry land farming; and
d Irrigation practices and their limitations; 4 Water required for navigation.
3IS 13028 : 1991
5.7 Recreation and Fishery b) Terracing and contour bunding,
4 Pasture development and development of
This shall include the information on the
marginal and submarginal lands,
following:
4 Stream control measures including fringe
a) Existing recreation facilities in the region,
afforestation and stream bank control, and
b) State of fishery in the region,
4 Desilting works like check dam, etc.
d Water requirements, and
Specific steps taken for soil and water conserva-
4 Existing operational adjustments for such tion measures in the basin be dealt with.
uses.
Sedimentation survey of the reservoirs under
5.8 Flood Control operation be reported. It may be stated if the
loss of reservoir capacity is in accordance with
Description of the following shall be given: the loss stipulated or is excessive. If loss of
storage capacity is excessive, steps proposed to
a) Analysis of hydrological data to determine
arrest soil erosion in the catchment area be dealt
flood potential;
with.
b) History of floods in the basin with their
causes, history and economic study of the 6 PROBLEMS OF BASIN
past and potential flood damages, trends in
the affected area; and 6.1 History of famines, drought and flood in the
basin.
c) Existing flood control works such as:
i) Improvement of river channel, 6.2 Information on chronically flood, draught
ii) River diversions, and flood prone area and salinity shall be given.
iii) Constructing dikes,
iv) Reservoirs, and
SECTION 2 OVERALL PLANNING OF
v) Flood protection regulation. THE BASIN
5.9 Watershed Management 7 SCOPE
The information of the following shall be given: 7.1 Section 2 of this standard covers future trends
of development of basin and resources utilization
a) Extent and gravity of erosion problem,
within the constraints, water resources accounting
b) Silting of reservoirs and drainage, and developmental plan of the basin.
c) Existing soil conservation practices and
8 FUTURE TRENDS OF RESOURCES
their efficiency.
UTILIZATION
5.10 Environmental Control
8.1 Economic Base
This shall include information on the following:
Economic base projection for the future should
a) Changes in the water regime of the river; extend at least over the useful life of the projects
that are considered, that is, for a period of 50-100
b) Pollution of river water from industry and years. It is obvious that any extrapolation of
watershed; population based on past trends, over such a long
future period of say 100 years, is of a highly
c) Major intake to check pollution;
speculative character and would lead to com-
d) Waterlogged and saline affected areas. pletely erroneous results. It should be kept in
Steps taken such as surface drains, pro- mind that the population growth is related to
viding pumps and tubewells as anti-water- economic activity, which in turn is related to
logging measures be indicated; and resource development. Due allowance shall be
made for the likely increase in the standard of
e) Salt water intrusion in the coastal ground
living of the backward and poverty stricken area,
water resources.
which are under-developed.
5.11 Soil Conservation
It may be possible to develop an ultimate water
plan by a different approach. Instead of estima-
A brief description of the topography slopes,
ting the size of the future population with their
rainfall intensity and erosion of soil of the basin
economic base, and then preparing a resource
shall be given. It may be reported, if any of the
development plan to suit their needs, apprise first
following steps are being taken for conservation
all available resources in the region and then
of the storage capacities of reservoirs:
estimate how many people and what economic
a) Afforestation, activity could be supported by these resources. If
4IS 13028 : 1991
such an approach is successful, it shall be taking d) Water required for dilution of municipal
into consideration not only the available water industrial effluent so that adequate sanitary
resources, but also the resources of the region, river conditions are maintained, and
including space for living and recreation. After
e) Identification of additional sources of water
having developed a tentative plan to make the
supply.
most effective an& continued use of available
resources, then roughly determine how many
It should be noted that the total domestic and
people could live in the area without com-
industrial water requirements are usually small
peting with one another for the use of the same
compared to the available water supplies in the
resources. The last step would be to prepare a
drainage basin. Moreover, only 5 to 10 percent
water development plan that would meet the
of the total intake is consumptively used, the
demands of such a regional development.
remaining returning to the river system. Although,
the total requirements are relatively small, it shall
8.2 Agriculture
be emphasized that they are of the highest priority
This shall include information on the following: and good quality of water is needed.
a) Soil and moisture condition of the areas Associated with the domestic and industrial water
proposed for irrigation, requirements are the waste disposal requirements.
The stream flow requirements to dilute municipal
b) Actual development, and industrial effluent so that adequate sanitary
conditions are maintained. This requirement may
c) Change in cropping pattern from the
be 10 or even 100 times larger than the pure
existing pattern,
water intake. The exact amount depends largely
d) Use of fertilizers and high yielding varieties upon the degree of treatment that industries and
of crops, municipalities will apply to their wastes.
4 Crop rotation, 8.5 Power Generation .
f) Proposals for development of irrigation, This shall include information on the following:
id Scientific management of irrigation 4 Power supply position,
supplies,
b) Future needs and proposals for generating
h) Estimation of proposed water requirements additional power, and
of crops and total water requirements for
irrigation, 4 Projected water requirements for additional
power generation.
3 Total output of various crops expected, and
k) Marketing facilities and development of 8.6 Navigation
roads in commanded areas.
This shall include information on the following:
8.3 Industrial Development a) Scope of navigation development,
This shall include brief description of the b) Proposed development,
following:
4 Estimated water requirements for naviga-
a) Factors influencing industrial development tion, and
like space for industry, supply of raw
d) River training works needed for maintain-
materials, finance, power, marketing
ing a defined navigation channel and
facilities, etc.
possible effect of such works on floods in
b) General scope of development in the the river.
region, and
c) Projected water needs. 8.7 Recreation and Fishery Development
8.4 Municipal and Domestic Water Supply This shall include information on the following:
This shall include brief description of the a) Potentiality of utilizing reservoir for public
following: recreation,
b) Problems of fish conservation,
a) Anticipated growth of urban and rural
population, c) Prospects of fishery development, and
b) Per-capita requirements of water for d) Operational adjustment to mitigate adverse
household use in urban and rural popula- effect of pisciculture.
tion depending upon standard of living,
8.8 Flood Control
4 Projected needs of urban and rural
population, This shall include brief description of the
5IS 13028: 1991
following: 9.1.2 Ground Water
a) Whether comprehensive plan of flood This shall include the information on the
management for the particular river system following:
has been prepared or not,
a) Estimation of economic and dependable
b) Recent ipproaches to the problem of the yield of ground water for future use,
flood control,
b) Distribution of ground water in the basin,
c) Needs of the region, and and
c) Chemical and bacteriological analysis of
d) Proposals for new flood control works,
ground water.
such as,
i) Improvement of river channel, 9.2 Utilization of Water in the Basin
ii) River diversions,
This shall include information on the following:
iii) Constructing dikes,
a) Existing consumptive uses of water like
vi) Reservoir,
irrigation, industrial, domestic uses;
v) Flood plain regulation, and
b) Non-consumptive uses of water like hydro
vi) Evaluation/assessment report on per-
power, navigation, etc;
formance of some completed schemes
and improvements suggested in such Cl Requirements of water in the basin; and
reports.
4 Requirements at various times and pattern
8.9 Watershed Management of demand.
This shall include information on the following: 9.3 Water Losses
a) Recognition of watershed management as a This shall include the information on the
pre-requisite in river basin plan, and following:
b) Proposals for conservation like soil a) Permanent losses occurring in the basin
improvement, sedimentation, abutment, and its estimation like evaporation from
forests and grass land equipment, run off water bodies, deep percolation, leakage
retardation, etc. from reservoirs, hydro-electric plants, and
8.10 Environment Control b) Return flow from irrigated areas, sewages
and industries.
This shall include description of the following:
9.4 Projected Utilization
a) Dangers of environment pollution and
identification of sources and nature of This shall include information on the following:
possible pollution,
a) Future requirements for consumptive uses,
b) Pr?r~~;i for controlling and protecting b) Non-consumptive uses,
9
c) Requirements of water in the basin, and
c) Water storages and drainage channels d) Requirements at various times.
against pollution.
9.5 Surpluses and Shortages
9 WATER RESOURCES ACCOUNTING
This shall include information on the following:
9.1 Availability of Water
a) Comparison of present demand with the
available supply at various locations,
9.1.1 Surface Water
b) Surpluses and shortages, during various
This shall include brief description of the periods of the year,
following: d Comparison of future demand with avail-
able supply at various location, and
a) Criteria for irrigation, power generation,
industrial uses, etc; 4 Diversion of water from one sub-basin to
another sub-basin to meet shortages.
b) Dependable surface water availability for
various performances of water;
10 PROBLEMS AND RESTRAINTS IN
WATER RESOURCES DEVELOPMENT
4 Rate of availability of water at various
project sites at particular time within a
10.1 Constitutional Aspects
year; and
This shall include description of the following:
d) Distribution of available water in a river
basin. a) Constitutional provisions with regard to
6IS 13028 : 1991
various developments like agriculture, f) Problem of water logging, and
industry, power, transport, etc, g) Water quality.
b) Protection of established water rights and 11 DEVELOPMENTAL PLAN OF THE BASIN
uses;
. This shall include description of the following:
4 Special interest of existing works and plans
11.1 Priority Uses of Water
envisaged by different state governments
under various sectors in the basin; a) Immediate needs of the region,
4 Need for coordination between conflicting b) Priority of the immediate needs
interests; c) Long range needs and reservation of water
for such uses,
4 Existing riparian use and quantum of water
presently used; d) Types of structures required,
e) Alternative proposals for immediate and
0 Commitments for identified projects such
long needs, and
as those included in the Tribunal award;
and f) Alternative proposals for rehabilitation
of population and environs.
Proposed utilization under development of
overall river basin with break up of 11.2 Multiple Reuse Recycling of Water
utilization under each state.
This shall include information on the following:
10.2 Projection Assumption and their Limitation 4 Possibility of integerating various uses of
water,
This shall include information on the following:
b) Resolution of conflicts between competitive
a) Availability and authenticity of the basin uses like ( space allocation time discharge 1,
data; 4 Adjustment of local and state water
utilization plans, and
b) Assumed trends in economic growth;
d) Reuse/recycling of non-consumptively
4 Employment opportunity;
consultive used resource.
d) Life of project and period considered for
basin planning; and 11.3 Project Economics and Financial Feasibility
Character, sequence and rate of develop- This shall include information on the following:
ment and distribution of benefit.
4 Identification and evaluation of costs of
10.3 Technological Aspects various projects,
b> Identification and evaluation of benefits
This shall include information on the following:
and pattern of occurrence with respect to
various projects,
4 Unified operation of water resouces
projects: c) Conversion of costs and benefits to a
common time data,
b) Inter agency cooperation;
4 Computation of benefit costs ratio includ-
4 Need for augmenting water resources and ing intangible benefits,
its scope; e) Allocation of costs to various purposes,
4 Schemes for inter basin transfer of water; and
and
f> Costs reimbursement policy.
4 Scienti6c advancement in water utilization
like pumped storage use of sprinklers, 11.4 Optimum Water Plair. of the Basin
reuse of industrial and domestic waste
This shall include information on the following:
water, etc.
4 Inventory of selected water control and
10.4 Submergence of Land, Habitats, etc utilization works,
b) Co-relation of existing projects in a basin,
10.5 Environmental Aspects c>
Co-ordination of system reservoirs,
This shall include description of the following: 4 Co-ordination of ground water and surface
a) Preservation of cultural heritage, water projects,
4 Co-ordination of water plan with other
b) Problem of land conservation and control,
developments, and
c) Problem of floods,
f ) Outline of a phased programme of water
d) Protection of basic resources, resources development.
e) Disposal of pollutants and pollution of
water bodies, 11.5 Rehabilitation Settlement
7Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
|
1346.pdf
|
IS 1346 : 1991
Indian Standard
CODE OF PRACTICE FOR WATERPROOFING OF
ROOFS WITH BITUMEN FELTS
( Third Revision )
Second Reprint JULY 1996
UDC 692.415.691.165 : 69982 : 006.76
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADLJR SHAH ZAFAR MARG
NEW DELHI 110002
May 1991 Price Group 4Waterproofing and Damp-proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard ( Third-Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Waterproofing and Damp-proofing Sectional Committee had been approved by the Civil
Engineering Division Council.
Bitumen felt is one of the materials used for waterproofing of roofs. Waterproofing treatment with bitumen
felt is-adopted not only in the case of buildings and structures, but also in the case of railway coaches, bus
bodies, etc. This standard is one of a series of Indian Standards dealing with damp-proofing and water-
proofing using bitumen ~felts and covers the laying operation. The general features relating to damp-proofing
and water-proofing with regard to design detail, surface preparation, drainage, etc, are covered in
IS 3067 : 1988 and this standard is -intended to cover only the execution part of the work relating to
application of bitumen felt in waterproofing of roofs.
This is the third revision of the standard which was first published in 1959. In this revision relevant clauses
of the standard have been modified and new clauses added wherever required to take care of the slope of
the roof, drainage, roof garden and external fire and in all the treatments other than floating, a layer of
primer has been included.
Waterproofing treatment to be efficient and lasting, has to be carefully carried out ~from the time the surface
is prepared to receive the felt to the finishing of the treated surface. Special attention and strict supervision
has necessarily to be paid to proper overlapping of joints in felts, treatment around drainage opening in the
roof and treatment of the parapet walls. The sticking of the felt to the roof by means of hot bitumen also
requires &ill, if the job is to be done economically and to give good results.
In the formulation of this standard due weightage has been given to international co-ordination among the
standards and practices prevailing in different countries in addition to relating it to the practices in the
field in this country.IS 1346 t 1993
Indian Standard
CODEOFPRACTICEFORWATERPROOFINGO_F
ROOFS WITHBITUMENFELTS
( Third Revision )
1 SCOPE 5.2 Bitumen Primer
1.1 This standard deals with the methods ~of Primer shall conform to the requirements laid
application of bitumen felts of roofs of bui!dings down in IS 3384 : 1986.
designed to render them waterproof.
5.3 Bitumen Felts
2 REFERENCES
These shall comply with the requirements laid
2.1 The Indian Standards listed in Annex A are down in IS 1322 : 1982 and IS 7193 : 1974.
necessary adjuncts to this standard.
5.4 Bonding Materials
3 TERMINOLOGY
The bonding material between the felt and the
3.0 For the purpose of this standard, the defini- roof surface and between the successive felts should
tions given in IS 4911 : 1986 shall apply, in be industrial blown type bitumen of Grade 85/25
addition -to the following. or 90/ 15 conforming to IS 702 : 1988. For top
dressing bitumen used shall be industrial blown
3.1 Bonding Material
type ot allowable penetration not more than 40
Bitumen adhesive employed to stick the first layer when tested in accordance with IS l203 : 1978.
of roofing felt to the roof surface ( or to the
For vertical surfaces up to 1 metre height -blown
underlay when used ) or one layer ~of roofing felt
type bitumen of grade 85125 or 90/15 and above
to another and as a top dressing.
1 metre height 115/15 grade are recommended.
3.2 Multiple Layer
6 WATERPROOFING TREATMENT
Two or more layers of bitumen felt laid with over-
6.1 In selecting the combinations of layers and
lapping joints and bonded together with bitumen.
grades of felt to be used, consideration shall be
3.3 FlaWng Treatment given to the type and construction of buildings,
climatic and atmospheric conditions and the
A waterproofing treatment which is isolated from degree of permanence required.
the base of the structure to be treated.
6.2 Concrete and Masonry Roofs, Flat or
3.4 Underlay Sloping
A layer of bitumen saturated felt sometimes used The following ~treatments are recommended:
additionally between the roof surface and the first a) hbmal Treatment - Five courses for mode-
layer of self-finished bitumen felt when the rate conditions:
waterproofing treatment is to be isolated from the
roof structure. 1) Primer conforming to IS 3384 : 1986 at
the~rate of 0.27 l/m’, Min;
4 NECESSARY INFORMATION 21 Hot applied bitumen -at the rate
4.1 The designer of the building shall make sure of l-2 kg/m’, &fin;
that he has sufficient information as specified in 3) He&an-base self-finished felt, Type 3
IS 3067 : 1988. Consideration shall include details F;z ll or glass fibre base Type 2,
of the~general design of the roof, its felt coverings r *
and finish in relation to such requirements as may
4) Hot apblied bitumen at the xate
affect them.
of 1.2 kg/m’, Min; and
5 MATERIALS 5) Pea-sized gravel or grit devoid of
fine sand at the rate of O-006 ms/m*.
5.1 Materials for Regrading of Roof Surface
OR
Regrading shall be carried out with a suitable
Floating Treatment
cement mortar incorporating a clean, medium
coarse sand or with a lime-SCJRICH1m ortar or any 1) Fibre base bitumen saturated underlay,
other suitable material. Type 1;IS 1346 t 1991
2) Hot applied bitumen at the rate 7) Pea-sized gravel or grit devoid of fine
of 1.2 kg/m’, Min; sand at the rate of O-OC8m s/ms.
3) Fibre-base self-finished Felt, Type 2, c) Extra Heavy Treatment - Nine courses for
Grade 1 or Grade 2; very severe conditions:
4) Hot applied bitumen at the rate of 1) Primer conforming to IS 3384 : 1986 at
1*2 kg/ma; and the rate of 0.27 l/m”, Min;
5) Pea-sized gravel or grit devoid of fine 2) Hot applied bitumen. at the rate
sand at the rate of 0*008 ms/mz. of l-2 kg/ma, Min;
b) Heavy Treatment - Seven courses for severe 3) Hessian-base self-finished felt, Type 3,
conditions: Grade 1 or glass fibre base bitumen felt
1) Primer conforming to IS 3384 : 1586 at Type 2, Grade 1;
the rate of O-27 I/ma, Min; 4) Hot applied bitumen at the rate
2) Hot applied bitumen at the’ rate of 1.2 kg/ms, Min;
of 1.2 kg/ma, Min; 5) Hessian-base self-finished felt, Type 3,
3) Hessian-base -self-finished felt, Type 3, Grade 1 or glass fibre base bitumen felt
gr;Fe : or glass fibre base Felt Type 2, Type 2, Grade 1,
6) Hot applied bitumen at the rate
Hot aiplied bitumen at the rate of 1.2 kg/m’, Min;
4)
of l-2 kg/ma, Min; 7) Hessian-base self-finished felt, Type 3,
5) Hessian-base self-finished felt, Type 3, Grade 1 orglass fibre base bitumen felt
Grade 1 or glass tibre base felt Type 2, Type 2, Grade 1;
Grade 1; Hot applied bitumen at the rate
8)
6) Hot applied bitumen at the rate of 1.2 kglms, Min; and
of l-2 kg/m’, Min; and
Pea-sized gravel or grit devoid of fine
9)
7) Pea-sized gravel or grit devoid of fine sand at the rate of 0.006 ms/ms
sand at the rate of 0.006 ms/ms.
OR
OR 1) Primer conforming to IS 3384 : 1986 at
I) Primer conforming to IS 3384 : 1986 at the rate of O-27 l/ma, Min;
the rate of 0.27 l/m*, Min;
2) Hot applied bitumen at the rate
2) Hot applied bitumen at the rate of 1.2 kg/ms, Min;
of l-2 kg/m*, Min;
3) Fibre-base self-finished felt, Type 2
3) Fibre-base self-finished felt, Type 2, Grade 1 or Grade 2;
Grade 1 or Grade 2;
4) Hot applied bitumen at the rate
4) Hot applied bitumen at the rate of 1.2 kg/ma, Min;
of 1.2 kg/m*, Min;
5) Fibre-base self-finished felt, Type 2,
51 Fibre-base self-finished felt, Type 2, Grade 1 or Grade 2;
Grade 1 or Grade 2; 6) Hot applied bitumen at the rate
,6) Hot applied bitumen at the rate of l-2 kg/m*, Min;
OF2 ’5 kg/m*, Min; and 7) Fibre-base self-finished felt, Type 2,
7) Pea-sized gravel or grit devoid of line Grade 1 or Grade 2;
sand at the rate of-O-008 ma/ma 8) Hot applied bitumen at the rate
OR of 2.5 kg/ms, Min; and
Floating Treatment 9) Pea-sized gravel or grit devoid of fine
sand at the rate of WOO8m s/ms.
1) Fibre-base bitumen saturated underlav.
I.
Type 1; NOTE - Where pea-sized gravel or grit are
not available, Coar.ses and may be used.
2) Hot aDDlied bitumen at the rate
of 1.2 kiirns, Ma; 6.3 Sarface Finish
3) Fibre-base self-finished felt, Type 2, In all the above treatments ( see 6.2 ) a surface
Grade 1 or Grade 2; finish of pea-sized gravel or grit shall be provided.
4) Hot applied bitumen at the rate This affords a measure of protection to the treat-
of 1.2 kg/r+, Min; ment and increases its durability. On the flashings
andiat the drain mouths, the gravel or grit may
5) Fibre-base self-finished Felt, Type 2, be omitted and instead two coats of bitumknous
Grade 1 or Grade 2;
paint at the minimum rate of 0.1 l/ma per coat
6) Hot applied bitumen at the rate or a single coat of bituminous emulsion at the
OF2 .5 kg/m*, Min; and rate bf 0.5 l,/ma may be applied.
2IS 1346 t 1991
6.3.1 In order to prolong the life of the water- 7 METHOD~OF LAYING WATERPROOFING
proofing treatment or when the roof surface is TREATMENT
subjected to foot traffic the following surface treat-
ment is recommended: 7.1 Sequence of Operation for All Types of
Roofs
1) Cement concrete flooring tiles conform-
ing to IS 1237 : 1980; 4 Preparatory work ( see IS 3067 : 1988 ) ;
b) Collecting and storing of materials and
2) Burnt clay flat terracing tiles conform-
tools;
ing to IS 2690 ( Part 1 ) : 1975 or
IS 2690 ( Part 2 ) : 1975. 4 Cleaning roof surface of foreign matter;
Alternatively, a screeding of proportion of 1 : 4 4 Treatment of gutters and drain mouths;
of cement and sand 45 mm thick can belaid over 4 Treatment of the main roof, flat or sloping;
the roofing treatment and marked off into squares f-1 Treatment of flashings and projecting
of 600 mm made with-expansion joints provided
pipes;
at a ~distance of 3 m which shall be properly
g) Top dressing, that is gravel or grit, fixing
caulked with bituminous sealing compound
conforming to Grade A of IS 1834 : 1984. or laying of tile or concrete protection or
putting paints or emulsion; and
For heat reflecting surface or for aesthetic reasons h) Cleaning and removal of surplus materials.
bitumen based aluminium paints or coloured
bituminous emulsions may be used. 7.2 Concrete and Masonry Roofs, Flat
6.3.2 Where it is required to provide fire protec- In order to avoid stagnation of water a slope
tion to the roof surface the waterproofing treat- should be provided to the roofs to allow the water
ment shall be covered by a layer of cement concrete to tlow away and thus avoid ponding. A mini-
flooring tiles ( See-IS 1237 : 1980 ). The surface mum slope of 1 in 100 should be provided.
covering shall be built into the walls at the edges
or taken up along the parapet as required. Prior to applying the waterproofing system, the
preparatory works as described in IS 3067 : 1988
-6.4 Timber Roofs, Sloping shall be completed and the cement or lime work
allowed to set and allowed to dry completely. The
a) Normal Treatment surface of roof and that part of the parapet and
1) Fibre-base bitumen saturated underlay gutters, drain mouths, etc, cover which the water-
Type 1, or hessian based felt Type 3, proofing treatment is to be applied, shall be
Grade 1 or glass fibre base felt Type 2, cleaned of all foreign matter, namely fungus,
Grade 1; moss, dust, etc, by wire brushing and dusting.
2) Hot applied bitumen at the rate 7.2.1 The felt is normally laid in lengths at right
of 1.2 kg/ma, Min; and angles to the direction of the run-off gradient,
3) Fibre-base self-finished felt Type 2, commencing at the lowest level and working up
Grade 1 or Grade 2, or hessian based to the crest. In this way, the overlaps of the adjac-
felt Type 3, Grade 1 or glass fibre base ent layers of felt -offers the minimum obstruction
felt Type 2, Grade 1. to the flow-off of water.
b) Heavy Treatment 7.2.1.1 For applying, bitumen primer, roof surface
1) Fibre-base self-finished felt Type 2, shall be thoroughly cleaned and primer shall be
Grade 1, or hessian based felt Type 3, brushed over it and left till the time it is dry.
Grade 2 or glass fibre base felt Type 2,
7.2.1.2 The bitumen bonding material shall Abe
Grade 2;
prepared by heating to the correct working tem-
2) Hot applied bitumen at the rate perature and *conveyed to the point of work in
of 1.2 kg/m*, Min; and the bucket or pouring can.
3) Fibre-base self-finished felt Type 2,
7.2.1.3 The felt ’ shall be first cut to required
Grade 1 or Grade 2 or hessian based
lengths, brushed clean of dusting materials and
felt Type 3, Grade 2 or glass fibre base
laid out flat on the roof and allowed to soften.
felt Type 2, Grade 2.
This serves to eliminate curls and subsequent
stretching. Each length of felt prepared for laying
6.4.1 Surfaae Finish
as described above shall be laid in position and
For timber roofs the treatment shall be finished rolled up for a distance of half its length. The hot
with hot applied bitumen at the rate of 1.2 kg/ma, bonding material shall be poured on to the roof
Min, with two coats of bituminous paint at the across the full width of the rolled felt as the latter
minimum rate of 0.1 l/m* per coat or a single coat is steadily rolled out and pressed down. The
of bituminous emulsion at the rate of 0.5 l/m* excess bonding material is squeezed out at the
over it. ends and is removed as the laying proceeds.
3IS 1346 : 1991
7.2.1.4 When the first half of the strip of felt has and finally painted with a coat of hot bitumen at
been bonded to the roof, the other half shall be not less than 1*5 kg/m*.
rolled up and then unrolled on to the hot bonding
7.2.4.1 The felt layers laid separately in the
material in the same way.
gutters shall be crverlapped with the corresponding
7.2.1.5 Minimum overlaps of 100 and 75 mm layer on the roof proper.
shall be allowed at the end and the sides of strips
7.2.4.2 The felt layers laid separately in the
of felt. All overlaps shall be firmly bonded with
-gutters shall be carried down into the outlet pipes
hot bitumen.
to a minimum depth of 100 mm. Where there are
7.2.1.6 The laying of the second layer of felt shall walls, grooves shall be cut out at a reasonable
be so arranged that the joints are staggered with height and the felt tucked in the grooves which
those of the layer beneath it. shall than be filled in with cement mortar.
7.2.1.7 In case of pent roofs where t+e type of 7.2.4.3 For gutters in pent roofs, the flashing shall
treatment consists of one layer of felt only, as in be laid separately at the sides and carried well
normal treatment ( SM 6.2 ) , an additional layer under the caves of the pent roofs.
of felt shall be provided at the ridge which shall
7.2.4.4 Surfacejinish
cover a minimum length of the slope of 250 mm
on both sides of the ridge. Two coats of bituminous paint at the rate
of 0.1 l/m* per coat or a single coat of bitumi-
7.2.2 Junctions of Parajet Wall and Roof
nous emulsion at the rate of 0.5 l/ms shall be
Felt shall be laid as flashing with minimum over- applied.
laps of 100 mm. The lower edge of the flashing
7.3 Timber Roofs, Sloping ( see Fig. P )
shall overlap the felt laid on the Aat portion of
the roof and the upper edge of the flashing shall The underlay or first layer of coated felt shall be
be tucked into the groove made in the parapet on secured by nails spaced at 100 to 150 mm centres
the vertical face of the wall. Each layer shall be along overlaps and at 20 mm from the exposed
so arranged that the joints are staggered with edges. In case of struck on treatment, the felt shall
those of the layer beneath it. be bonded with the timber roof in the same manner
as in the case of masonry roof but with nailing
7.2.2.1 After all the layers specified have been
strips and back nailing.
laid and the flashings properly bonded, the groove
shall be filled up with cement mortar ( normally 7.3.1 Where required additional nailing may be
1 : 4 ), or lime mortar ( 1 : 3 ), or cement concrete provided midway between overlaps at 150 mm
( 1 : 3 : 6 ) which when set, will satisfactorily centres.
secure the treatment to the wall. The groove
7.3.2 The second and subsequent layers of felt
filling shall be properly cured by watering for
shali than be applied with hot bonding materials
at least 4 days after tilling to ensure satisfactory
in the manner described for concrete and masonry
strength and to avoid shrinkage cracks.
roofs.
7.2.2.2 It is essential to apply a cement mortar
7.3.3 In the case of a gabled roof, one single strip
fillet of 1 : 4 along the wall and floor juncture.
of felt shall cover from gutter to gutter, over the
7.2.3 Drain Mouths ridge. If the treatment consists of one layer of
felt only, as in normal treatment ( see 6.2 ),
Drain mouths with a bell mouth entry shall be an additional layer of felt shall be provided at
fixed and properly set to allow the water to flow the ridge which shall cover a length of slope of
into it. Felt shall generally be laid as on the other
250 mm on both sides of the ridge.
portion of the roof and the treatment shall be
carried inside the drain pipes overlapping at le&t 7.3.4 Flashings
10 mm. Lf possible a grating cap should be pro-
If the parapet is of masonry construction, the
vided.over the drain mouth to protect checking flashing shall be treated in the same way as
caused by leaves, stonesetc. in 7.2.2. In case the roof butts against a vertical
timber wall, the flashings shall be continuously
7.2.4 Gutters
bonded down over the felt turn up and angle
The treatment to be laid in the gutters shall pro- fillet. Joints in the felt flashings shall be lapped
vide for one layer of roofing felt more than is 100 mm and sealed. The upper end of the flashing
provided on the roof proper. Hence atleast two shall be firmly secured to the timber wall by
layers of felt shall be laid in the gutters even when screwing down with a timber batten.
only one layer of felt has been specified for the
7.4 Shell Roofs
roof as in normal treatment ( see 6.2 ). A priming
coat shall first be applied. Over this, the first layer 7.4.1 In the case of shell roofs, an additional layer
of felt shall be bonded with hot bitumen followed of felts shall be provided for the valley gutter for
by successive layers of felt securely bonded together normal treatment and for other types of treatment,
4IS 1346 : 1991
-the number of felts in the valley gutters shall be c) One coat of acrylic based coating at the
one layer extra. The treatment on the valley rate of O-3 litre/m* per coat.
gutter shall be laid first and the height to which
the felt is to be taken shall be at least 150 mm 7.5 Expansion Joints
above the anticipated standing water in the gutter.
For normal treatment on pent roofs or shell roofs; Expansion joints shall be designed to suit the
the felt shall be laid parallel to the direction of requirements of each roof. Expansion joint cover-
the run off gradient. The felts in case of shell ings may be of zinc or of lead sheet or of bitumen
roofs shall be laid from one edge of the valley felt. In case of the latter, a minimum of two
gutter to the other, that is, round the curvature. layers of bitumen felt, Type 2, Grade 2 as speci-
In the case of northlight cylindrical shells, it can fied in IS 1322 : 1982 or Type 2, Grade 1 as per
either start from the valley gutter or from the IS 7193 : 1974 shall be used with a top dressing
upper edge. The upper edge shall be securely gravel or other suitable finish, The typical cases
anchored at the edge of the shell. are illustrated in Fig. 2.
NOTE - Where insulation has been specified, the insu-
lating material shall be applied on the top of the shell 7.6 Treatment of Bubble Formation
surface and plastered, if necessary, with cement mortar
to provide adequate base for application of waterproo- If ballooning occurs, the defect may be rectified as
fing treatment.
given in 7.6.1.
7.4.1.1 When felt is laid parallel to the direction
of runoff gradient that is, round the curvature in 7.6.1 Remove the gravel on the ballooned surface.
case of shell roof, side of overlap should be 100 Then cut open and squeeze out the trapped
mm and overlap at the end should be 75 mm vapour by firm pressure applied by hand. Seal the
( Min ) that is side overlap and overlap at end bitumen felt so lifted, back on the surface by apply-
should interchange with those as in the case when ing additional bitumen. Finally seal the cut with a
felt is laid across the runoff gradient. piece of bitumen felt with bitumen application and
reapply the gravel finish over it to make the sur-
7.4.2 Surface Finishing face look uniform with the rest.
Instead of the normal bituminous gravel finish the
surface may be finished as follows: 7.6.2 Roof Gardens
a) With two coats of bituminous aluminium
Where it is required to create roof gardens the
paint at the rate of O-1 litre/ms per
waterproofing treatment shall be carried out as
coat; or
per IS 1609 : 1976. As far as possible, plants
b) One coat of colour bituminous emulsion at should be planted in containers to ~avoid root
the rate of 0 5 litre per ms/coat; or penetration into the roof below.
KCAUL-KED WITH HEMP
3R HESSIAN
CHASE FILLED WITH
CEMENT MORTAR(l:L) TIMBER BOARDS
WOODEN FILLET DETAILS OF JOINTS
BITUMEN FELT IN TIMBER BOARDING
TIMBER BOARDING
STONE CORBE
WO LAYERS OF
ITUMEN FELT WITH
BITUMEN IN BETWEEN
FIG. 1 WATERPROOFING TREATMENT OF TIMBER ROOF
5lS1346r1991
8 INSPECTION AND MAINTENANCE proofing treatment periodically, preferably prior
to the advent of the rainy season, with a view,
8.1 It is recommended that arrangements should to repairing any apparent defect and to ensure
be made ior a detained inspection of the water- complete waterproofing.
r FIRST LAYER BllUMLN
61 TUHEN FELT
FLAT AND “EL1
-BITUMEN FELl
PIECE SEALED
2A Expansion Joint with Tee lron Tile and Terrace Construction in Level with Roof Surface
FIRST LAYER BITUMEN f GRAVEL
BITUMEN PELT FELT FREE FROM BASE rBITUMEN
CEMENT PLASTI iR BITUMEN FELT
FLAT AND FIRST LAYER rRCC I iLAB rBlTUMEN
BITUMEN FELT OF CROWN
PIECE SE
28 Expansion Joint with RCC Slab on Roof Surface
GRAVEL FtQST LAYER BITUMEN
BITUMEN FELT FREE FROM BASE
BITUMEN FELT \ +EMENT PLASTER
BITUMEN, -i\ \ / / rQC_C SLAB
FELT
FIRST LAYYEQ BITUMEN ‘f BITuME :N
FELT FREE FROM BASE-
/
~BITUMEN FELT LAP JOINTS SEALED
2C Raised Type Expansion Joint
FIG. 2 EXPANSIONJO INTS
6IS 1346 t 1991
ANNEX A
( C~UUS2~.1 j
LIST OF REFERRED INDIAN STANDARDS
IS Jl’o. Title is No. Title
702 : 1988 Specification for industrial bitu- 2690 Specification for burnt clay flat
men ( second revision ) ( Part 1 ) : 1975 terracing tiles : Part 1 Machine
made ( jirst revision )
1203 : 1978 Method of testing tar and bitu- 2690 Specification for burnt clay dat
minous material: Determination ( Part 2 ) : 1975 terracing tiles : Part 2 Hand
of penetration (first revision ) made ( jirst revision )
Code of practice for general
1237 : 1980 Snecification for cement con- 3067 ’ 1988
design details and preparatory
ciete flooring tiles (firJt revision )
work for damp-proofing and
waterproofing of buildings (jut
1322 : 1982 Specification for bitumen felts
revision )
for waterproofing and damp-
proofing ( third revision ) 3384 : 1986 Specification for bitumen primer
for use in waterproofing and
1609 : I976 Code of practice for laying damp-proofing ( jrst revision )
damp-proofing treatment using 4911 : 1986 Glossary of terms relating to
bitumen felts ( second revision ) bituminous waterproofing and
damp-proofing of buildings
1834 : 1984 Specification for hot applied ( jrst revision )
sealing compound for joint in
7193 : 1974 Specification for glass fibre base
concrete ( jirst revision )
coal tar pitch and bitumen feltsBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need ariseson the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 41( 4706 I.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 83 75,323 94 ~02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola { 333377 8846 99,337 89.152 601
CALCUTTA 700054 26,337
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022
{ 6600 3280 4235
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113
{ 223355 012.5 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. PATNA.
THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
|
12251.pdf
|
IS : 12261 -1987
Indian Stamlard
CODEOFPRACTICEFOR
DRAINAGE OFBUILDINGBASEMENTS
UDC 696’13’721’011’245: 69’001’3
“..
. . . .
.
@I Copyright 1988
BUREAU OF INDIAN ST,ANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
July 1988IS :12251- 1987
hiian Standard
CODEOFPRACTICEFOR
DRAINAGEOFBUILDINGBASEMENTS
0. FOREWORD
0.1 This Indian Standard was adopted by the 0.4 Generally, the bottom of the basement is
Bureau of Indian Standards on 20 November 1987, invariably lower than the adjoining road where the
after the draft finalized by the Water Su ply and municipal services run to which the drainage of the
Sanitation in Buildings Sectional Comm Pt tee had basement has got to be connected. The entry to the
been approved by the Civil Engineering Pivision basement is ramped down from the main or side
Council. road. During rain, surface runoff from the adjoin-
ing area and roads-may enter the basement down
0.2 Generally, in all multistoreyed buildings, there this ramp. Secondly, during monsoon period, the
are basements which are used for parkings, for sub-soiI water or water from the side walls may
having the plant room or other utility purposes. enter the basement and cause damages to the
The garbage chute installed in multistoreyed building and equipment. During floor wash or
buildings also terminates in the basement. car wash, in case of basement being used for
Sometimes common toilets are also situated in the parking, water accumulated need to be drained off.
basement. This standard is being prepared with a view to
give guidance for providing proper collection apd
disposal of storm water and sewage in the
0.3 In hotels and theatres, the basement plays a
basement.
very important part because the equipment like
airconditioner, machinery and other ancillary 0.5 It is recommended that basement walls should
equipment is placed in the basement. In hotels, be designed for water pressure even in sites where
the basement has got much more importance subsoil water level is much below the basement
because their godowns, grocery, confectionery and assuming water table exists at one-third of the
other offices are also situated in the basement depth of the basement above the basement floor
besides the equipment. level.
1. SCOPE connecting to the outlet of the pump, shall remain
fixed in the wall above the sump where the outlet
1.1 The standard covers methods for basement
of portable pump is connected. The water shall be
drainage both for sewage and storm water.
pumped to the municipal sewer, and silt and sand
trap shall be provided before joining the municipal
2. GENERAL
sewer. Non-return valve shall be provided in the
2.1 Water may be prevented from remaining In discharge pipe just after the pump.
contact with basement walls or floors for lo
2.3 Below the terminating point to the chute,
periods by installing a system of drainage roun3
generally a trolley is kept and the chute is periodi-
the wall footings or beneath the floor or both
cally washed with the result that the water accumu-
together. The provision of drainage around the
Ted at the bottom creates unhealthy conditions.
perimeter of the basement is recommended for any
‘Therefore, a cast iron deep seal gully trap covered
site where the ground water table is likely to rise
with a grating shall be installed below the terminat-
above the top of the footing. These drainage should
ing point of the chute so that the water accumulated
be placed beside the wall footing and should be
by periodical washing of the chute can be connected
graded to an open outlet or storm water sewer or
to the sump.
to a sump within buildings where pumps are
provided. 2 4 An automatic electric changeover system is
desirable for the pumps installed on the sump so
2.2 A sump shall be constructed where the base-
that in case one pump fails, the second should start
ment waste water is connected. The sump shall be
automatically.
water tight and the water from the sump shall be
pumped off either by a portable pump in case of 3. SEWAGE DISPOSAL
area with less frequency of rainfall or by permanent. 3.1 In many cases, toilets have been provided in
pump, non-clog type, with automatic start and the basement. In general, no toilet shall be allowed
stop arrangement. In case of a portable pump, to be located in the basement until and unless the
heavy duty GI pipe [ see IS : 1239 ( Part 1 ) - following points have been satisfied:
1979* ] with a coupling arrangement suitable for
a) Soil line from the WC can directly be
connected to the external building sewers or
*Specification for mild steel tubes, tubulars and other
to the municipal sewers running outside the
wrought steel fittings : Part 1 Mild steel tubes (fourH~
building premises at a depth below the level
revision ).
1P=-
1S :11251-1987
of WC and precautions shall be taken to c) To catch the runoff from the ramp, a catch
drain with top gratings, similar to the one as
prevent backflow.
provided at the start of the ramp shall be
b) All swh connections shall be through manh- p~ovided ( see Fig. 1and 2 ). The size of the
oles only. channel shall be determined after considering
c) Minimum slope of such sewers up to the the rainfall, awa of the ramp rind other such
buildinglmunicipal sewers shall be 1:100. Ifactors. In no case, the size of the channel
shall be Iess than 200 mm in -width and
d) Adequate protection shall be taken in case
200 mm in depth, This catch drain shall
this connecting sewer crosses water supply line
‘discharge the water into a sump of adequate
of the building. As far as practicable, such
size. The pump should be provided on the
crossing shall be avoided.
sump to pump the water to a suitable
e) Appropriate permission shali. be taken from discharge point. GeneraUy, the floor adjoining
the municipai authority for such connection the channel shall slope towards the channel.
and all connection work shall be done in the
d} Depending on the use of the basement floor
presence of representative of the municipal
and expected frequency of washing, channel
authority.
shall be provided along the wall of the base-
f) AH pipelines used for such connection shall ment which shaii dis;harge water ultimately
conform to IS : 1536- 1976*. :into the sump. The size and pattern of the
Ichannel shall depend on the frequency of
3.2 Designer shall decide the size of pipeline
floor/car wash, area of the basement floor,
depending upon the numbers of WC being
‘use of the basement fioor, but in no case sbal 1
connected. But in no ease such pipeline shall be
be”less than 150 % 150 mm in size, with a
less than 100 mm diameter. Clean out point for
minimum slope of 1:800. There may be
prodding, in case of blockage, shall be provided.
more than one sump depending on the floor
3.3 ‘In case the pipeline after the gully trap runs area. Water from the sump shali be pumped
more than 30 metres before it reaches the sewer to discharge the same in the ad”oining ground
line, manholes for inspection and maintenance at level in the building .SOthat ti e same gets its
an interval of 30 metres shaH be provided. way“tothe municipal system.
e) Basement having automatic sprinkler system
4. STORM WATER DRAINAGE
for fire fighting shall be provided with
4.1 Storm water runoff from adjoining area and -channel, the pattern and size of which -shatl
roads may enter into the baskment down the ramp. be determined on the basis of the sprinkler
For draining ofi such water, the following minimum system.
needs to be considered while planning the base-
f} In generai, a slope of about 1:200 towards
ment:
the drainage channel near the wall shall be
Befoie the ramp starts, a minimum of two provided in basement floors to facilitate easy
humps ( see Fig. 1) at a spacing of 6“0m flow of water towards the drain.
with a channel with top gratings shall be
provided, to arrest the runoff from roads, The 5. -PREVENTION OF SUBSOIL WATER
size of the channel shall be decided by the 5.1 h addition to the provision made in IS :456-
designer after considering the rainfall and the 1978*, ail construction joints in walls and floors
area from which runoff may come to the point shall be filled with approved sealant rnsterials; All
of consideration, But in no case, the width -expansion joints in wails and floors shall be
of the channel shall be less than 600 mm for provided with water stop. The RC concrete used
easy maintenance. Thisclmud shall uhimateIy ~istb’asement iloors and wails shall b: mixed with
di~&arge water in the existing ITtUrtbpill -water-proof compound. The outside of the bme-
drain or buiiding drains or in such place from
.ment wall sh~i[ be coated with two coats of
where chances of backflow will not be there.
bituminous paints after a thorough checking .of
b) ‘Where there is a possibility of runoff from the wall to ascertain that no cracks have beerr
the adjoining area of the ramp a parapet wall ‘developed. In case any cracks have been lo-cated,
of minimum height of 750 mm by tht side of -the same shal! be treated to ensure no leakage of
the ramp shall bc constructed. water.
“Speeitkation for centrifugally cast ( spun ) iron pressure *Code of practice for plain and reirtforced concrete
pipes for vmter, gas and sewage ( secorrdrevision h ( third revisiom).IS :12251-1 987
-
fyfl~~p
:_-
SECTION YY
CHlNNEL
-SUMP ,I
I’1 I H
SECTION ZZ
CONCRETE
UDDLE FLANGE
G I. PIPE FOR
CONCRETE WALL
PORTABLE PUMP
FINISHED FLOOR
All dimensions in millimetres.
FIG. 2 TYPICALA RRANGEMENOTF C HANNELA ND SUMP
4BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3310131, 3311375
Telegrams: Manaksanstha
(Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavah, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3310131) 3311375
*Eastern: l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 362499
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641
Southern : C.I.T. Campus, MADRAS 600113 412442, 412519, 412916
tWestern i Manakalaya, E9 MIDC, Marol, Andheri ( East ), BOMBAY 400093 6329295
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg. Khanput, AHMADABAD 380001 26348, 26349
Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, BANGALORE 560058 334955,384956
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 66716
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53627
53/5 Ward No, 29, R.G. Barua Road, 5th By-Lane, GUWAHATI 781003 -
5-8-56C L.N. Gupta Marg ( Nampally Station Road ), HYDERABAD 500001 231083
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471, 69832
117/418 B Sarvodaya Nagar, KANPUR 208005 216876, ‘218292
Patliputra Industrial Estate, PATNA 800013 62305
T.C. NO. 14/1421, University P.O., Palyam, TRIVANDRUM 695035 62104, 62117
Inspection Offices ( With Sale Point ) :
Pushpanjali, 1st Floor, 205A West High Court Road, Shankar Nagar
Square, NAGPUR 440010 25171
Institution of Engineers (India) Building, 1332 Shivaji Nagar, PUNE 411005 52435
*Sales Office in Calcutta is at 6 Chow&qjhee Approach, P.O. Prlncep Street, Calcutta 700072 276800
tSales Office in Bombay is at Novelty Chambers, Grant Road, Bombay 400007 896528
Prmted at Swatantra Bharat Presr, ‘Delhi (India)
|
5624.pdf
|
IS 5624: 1993
( ~WkVJT)
rl@iT
Indian Standard
FOUNDATION BOLTS - SPECIFICATION
( First Revision )
UDC 621’882’6
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1993 Price Group 3Bolts, Nuts and Fastener Accessories Sectional Committee, LM 14
FOREWORD
This Indian Standard ( First Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Bolts, Nuts and Fastener Accessories Sectional Committee had been approved
by the Light Mechanical Engineering Division Council ( LMDC).
This standard was originally published in 1970. This revision has been made to align the standard
with the latest versions of basic standards related to fasteners.
Foundation bolts are designed for use in masonry, concrete foundation and the like. The form of
the shank is optional but compliance is required for the maximum dimensions specified (space
requirement dimensions ). The standard specifies property class 4.6 for foundation bolts as the bolts
are generally used with this property class. However, due to space constraints, it may be essential to
use bolts having property class higher than 4.6 which shall be subject to agreement between the
purchaser and manufacturer.
Following major changes have been made in this revision:
a) The contents of the standard have been enditorially revised and brought in line with the
new basic standards on fasteners.
b) Shank form design G has been included in the Appendix.
c) Black grade ‘B’ has been replaced with Product Grade C as given in IS 1367 ( Part 2 ) : 1979.
In preparation of this standard assistance has been derived from DIN 529-1986 ‘Masonry and
foundation bolts’ issued by Deutsches Institut fiir Normung ( DIN).IS 5624 : 1993
Indian Standard
FOUNDATION BOLTS - SPECIFICATION
( First Revision J
1 SCOPE IS No. Title
1.1 This standard covers the requirements for
foundation bolts in the size range M8 to M72. 1367 Technical supply conditions
(Part 13) : 1983 for threaded steel fasteners:
2 REFERENCES Part 13 Hot-dip galvanized
coatings on threaded fasteners
The following Indian Standards are necessary ( second revision )
adjuncts to this standard:
1367 Technical supply conditions
IS No. Title ( Part 18 ) : 1979 for threaded steel fasteners:
1363 Hexagon head bolts, screws Part 18 Marking and mode of
( Part 3 ) : 1984 and nuts of product grade C: delivery ( second revision )
Part 3 Hexagon nuts ( size
1368 : 1987 Dimensions for ends of parts
range M5 to M36 ) (second
with external IS0 metric
revision )
threads ( third revision )
1367 Technical supply conditions
(Part 1 ) : 1980 for threaded steel fasteners: 1369 : 1982 Dimensions for screw thread
Part 1 Introduction and runouts and undercuts
general information (second ( second revision )
revision )
2614 : 1969 Methods for sampling of
1367 Technical supply conditions fasteners (Jirst revision )
(Part 2) : 1979 for threaded steel fasteners:
Part 2 Product grades and 4218 IS0 Metric screw threads:
tolerance ( second revision ) ( Part 5 ) : 1969 Part 5 Tolerances (jirst
revision )
1367 Technical supply conditions
(Part 3 ) : 1991 for threaded steel fasteners: 4218 TSO Metric screw threads:
Part 3 Mechanical properties (Part 6): 1978 Part 6 Limits of sizes for com-
and test methods for bolts, mercial bolts and nuts
screws and studs with full ( diameter range 1 to 52 mm )
loadability ( third revision ) ($rst revision )
3 TECHNICAL SUPPLY CONDITIONS
Dimensions and Preferred Table 1
Length-Dia Combination
Material Steel
Tolerances 8g
Thread Indian IS 4218 ( Part 5 ) : 1979
Standards IS4218 (Part~6): 1978
Mechanical Property Class 4’6
Properties Indian Standard IS 1367 ( Part 3 ) : 1991”
Tolerance Produce Grade c
Indian Standard IS 1367 ( Part 2 ) : 1979
As produced
or
Finish Hot-dip galvanized,
IS 1367 ( Part 13 ) : 1983, if agreed
between supplier and purchaser.
*Materials other than those specified may be agreed to between the purchaser and the supplier.
1IS 5624 : 1993
4 SHANK FORMS 5.2 If ~foundation bolts are to be hot dip
galvanized the word ‘GALV’ shall be added at
the end of the designation.
The form of shank shall be as agreed to between
the purchaser and the supplier. However, some
Example:
typical shank forms and their dimensions are
given in Annex A. A foundation bolt of thread size M20,
length 200 mm and hot dip galvanized
shall be designated as:
5 DESIGNATION
Foundation Bolt M20 X 200 IS 5624 GALV
The foundation bolts shall be designated by the
nomenclature, thread size, length and number of 5.3 In addition, type of the shank form required
this standard. may also be indicated with the designation.
However, if no shank form is specified in the
Example: designation it shall be at the discretion of the
manufacturer.
A foundation bolt of thread size M20 and
length 200 mm shall be designated as: 6 GENERAL REQUIREMENTS
Foundation Bolt M20X200 IS 5624 6.1 In respect of requirements not covered in this
standard, the nuts shall conform to IS 1367
5.1 When foundation bolts are required/supplied ( Part 1 ) : 1980.
with hexagon nuts conforming to IS 1363
( Part 3 ) : 1984, letter ‘N’ shall be added after 7 SAMPLING
length, in the designation.
7.1 Sampling and criteria for acceptance shall be
Example: in accordance with IS 2614 : 1969.
A foundation bolt of thread size M20, 8 MARKING AND MODE OF DELIVERY
length 200 mm supplied with hexagon nut
shall be designated as: 8.1 The marking of bolts and mode of delivery
shall be in accordance with IS 1367 ( Part 3 ) :
Foundation Bolt M2O X 200 N IS 5624 1991 and IS 1367 ( Part 18 ) : 1978 respectively.
2IS 5624 : 1993
Table 1 Dimensions and Preferred Length Dia Combinations
( Clause 3 )
All dimensions in millimetres.
SPACE REQUIRED FOR
AINING PART OF SHANK
I I I , I I I tr-r---l
2500 I I
3200 -- -. -
NOTES:
1 The range of preferred length is indicated by stepped lines. No tolerances have been specified for length 1.
They depend on the respective shapes of the customary bolts.
2 The diameter of the unthreaded shank portion may be either equal to the thread diameter ( normal shank ) or
approximately equal to the pitch diameter ( reduced shank ), at the manufacturer’s discretion.
3 Short dog point or long dog point thread ends shall be according to IS 1368 : 1987, at the manufacturer’s
discretion.
4 Dimension ‘u’ ( incomplete thread ) shall not exceed 2P. P is the pitch of thread.
5 Dimension ‘x’ shall be as specified in IS 1369 : 1982.
6 Tolerahce on 65 + 21’.
0
3IS 5624 : 1993
ANNEX A
( Clause 4 )
TYPES AND DIMENSIONS OF TYPICAL SHANK
T
I
L
I
9
f
1
TYPE A TYPE 6 TYPE C TYPE D
(FROM Ml61 (HOT FORMED) (UP TO M24)
d
I-
TYPE E TYPE F TYPE G
(UP TO M48) (UP TO M481
.^.
*Higher value of y shall be subject to agreement.
g = Straight length.IS 5624:1993
All dimensions in millimetres.
- - - - - - - _
Thread-Size, d MS Fa 10 Fv ll2 I M 16 IM 20 I vl24 M30 M36 M 42 Ft i48 d56 ’ nX 64 M72x6
- __ - _- .-
A,% C 24 30 36 48 60 15 95 115 135 155 180 i !OO 240
- __ _- - -_ _- I .- -
D 16 20 24 32 40 48 - - - -
- - _ - _- - -
af3 E 16 20 24 32 40 48 60 72 85 98 - - -
- - _ - - _- _ - . - .- I-
F 14 16 20 25 30 45 55 65 75 -
,--
_- -- - _- _ . -_ ._ - _
G 20 25 30 40 50 75 90 105 120 140 160 180
- _- - . -_ - -- _ - _ -_
A 45 55 65 85 105 125 155 190 220 250 290 335 370
. _- -_ - _- - -- _- - _
I
C 12 15 18 24 30 36 45 54 63 72 84 96
_- -- -_ - . . - -- -- --
- I-
D 24 30 36 48 60 72 - - - - - -
.-
c+5 - - -. -_ - - _ -- . - _- - _
E 45 55 70 90 100 135 L50 180 I_ 26 0 260 -
- - -_ - _ _. _ -
- .
F 50 50 55 85 95 120 130 190 200 220 - -
.
- -_ -_ - - . _ - _- -
_A
G 5 6 7 10 12 14 18 22 25 29 34 38 43
.-
- -. - .- _ -_ -e --
-1. _
A 30 38 45 60 75 90 115 135 155 180 210 235 260
. -
- - -,- _.
-
g= B - - - 45 55 70 90 I IO _1_25 140 160
_
I85 215
- - - -- ‘- -- -.
_.
C 5 7 8 II 14 18 24 ~ 30 34 40 45 50 60
__
- -- - -e _.
-_
D 3 3’ 5 4 5 6 8 - - - -
I - .. __
sf-l .5 - _ _- - - - - - -. I- - ,- _
F 6 8 10 14 18 22 26 1 30 36 42 - - -
I -_
~.____ -- - - - -- -
-
5I Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
1 Standards Act. 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by RIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
IBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications >, BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed. it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BJS Handbook’ and ‘Standards Monthly Additions’. Comments on this
Jndian Standard may be sent to BJS giving the following reference:
Dot : No. LM 14 (4996 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
/
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
1
Eastern : l/l4 C. 1. T. Scheme VII M. V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
I
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
53 23 84
(
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
{ 235 15 19, 235 23 l5
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 { 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printrade, New Delhi, India
|
18001.pdf
|
IS 18001 : 2000
(Redisignation of IS 15001 : 2000)
Edition 1.1
(2002-11)
Indian Standard
OCCUPATIONAL HEALTH AND SAFETY
MANAGEMENT SYSTEMS — SPECIFICATION
WITH GUIDANCE FOR USE
(Incorporating Amendment No.1)
ICS 13.100
© BIS 2003
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 11Industrial Safety Sectional Committee CHD 8
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Industrial Safety Sectional Committee had been approved by the Chemical Division Council.
Health and safety is one of the most important aspects of an organization’s smooth and effective
functioning. Good health and safety performance ensures an accident free industrial environment.
With the continuous and untiring effort of various legislative authorities as well as NGOs, the
awareness of Occupational Health and Safety (OH&S) has improved in the India considerably.
Organizations have started attaching the same importance to achieve high OH&S performance as
they do to other key aspects of their business activities. This demands adoption of a structured
approach for the identification of hazards, their evaluation and control of risks.
Considering this fact and a great demand from the industry for a comprehensive framework for
OH&S, the Committee decided to formulate an Indian Standard on OH&S management systems.
This standard intends to assist the organizations to develop a systematic approach to management
of OH&S in such a way as to protect their employees and others whose health and safety may be
affected by the organizations’ activities.
This standard also intends to improve OH&S performance of an organizations by providing the
requirements and guidance for use. The OH&S management systems may be integrated with the
management of other aspects of business performance in order to:
a)minimize risk to employees and others;
b)improve business performance; and
c)assist organizations to establish a responsible image at the market place.
There is no ISO standard on the subject.
In preparation of this standard considerable assistance has been derived from the following
publications:
a)BS 8800:1996 Guide to OH&S management systems; and
b)AS/NZS 4804:1997 OH&S management systems — General guidance and principles,
assessment and supporting techniques.
While British and Australian/New Zealand documents are mainly guidelines, this standard
intends to specify the requirements of OH&S management systems for certification purpose. Due
consideration has been given in preparation of this standard for its use by certification bodies also.
The requirements of OH&S management systems have been prescribed in this standard. Annex A
of this standard provides the guidance for use and correct interpretation and Annex B gives a
comparison of requirements of this standard with those of ISO 9001:2000 and ISO 14001:1996.
It is expected that this comparative chart will help the users in understanding the standard in a
better way. Identification of hazard and assessment and control of risks form a major and
important part of OH&S management systems. A general guideline describing the principles,
approach and procedure of hazard identification and assessment and control of risks has been
given in Annex C of this standard. The Committee intends to formulate a detailed standard on
Code of practice for identification of hazard and assessment and control of risks in future to
provide more details on this important subject.
Compliance with this standard by an organization does not confer its immunity from its legal
obligations.
The composition of the Technical Committee responsible for formulating this standard is given in
Annex D.
This edition 1.1 incorporates Amendment No. 1 (November 2002). Side bar indicates modification
of the text as the result of incorporation of the amendment.IS 18001 : 2000
Indian Standard
OCCUPATIONAL HEALTH AND SAFETY
MANAGEMENT SYSTEMS — SPECIFICATION
WITH GUIDANCE FOR USE
1 SCOPE 2 REFERENCES
This standard prescribes requirements for an The Indian Standards listed below contain
Occupational Health and Safety (OH&S) provisions, which through reference in this
Management Systems, to enable an text, constitute provisions of this Indian
organization to formulate a policy and Standard. At the time of publication, the
objectives, taking into account legislative editions indicated were valid. All standards are
requirements and information about significant subject to revisions, and parties to agreements
hazards and risks, which the organization can based on this Indian Standard are encouraged
control and over which it can be expected to to investigate the possibility of applying the
have an influence, to protect its employees and most recent editions of the Indian Standards
others, whose health and safety may be affected indicated below:
by the activities of the organization. It does not
IS No. Title
itself state specific safety performance criteria.
3786:1983 Method of computation of
This standard is applicable to any organization frequency and severity
that wishes to: rates for industrial injuries
and classification of
a)implement, maintain and improve an industrial accidents (first
OH&S management systems; revision)
IS/ISO 14001:1996Environmental
b)assure itself of its conformance with its
management systems —
stated OH&S policy;
Specification with
c)demonstrate such conformance to others; guidance for use
d)seek certification/registration of its OH&S IS 14489:1998 Code of practice on
management systems by an external occupational safety and
organization; and health audit
e)make a self-determination and self- 3 TERMINOLOGY
declaration of conformance with this
For the purpose of this Indian Standard, the
standard.
definitions given in IS/ISO 14001 and IS 14489
shall apply in addition to the following.
All the requirements in this standard are
intended to be incorporated into any OH&S 3.1 Accident
management system. The extent of application
Unplanned event giving rise to death, ill
will depend on such factors as the OH&S policy
health, injury, damage or other losses to
of the organization, the nature of its activities
personnel or property.
and the conditions in which it operates. This
Indian Standard also provides informative 3.2 Audit
guidance on the use of the specification in A systematic, documented, objective and
Annex A. independent examination to determine
NOTES whether activities and related results conform
to planned arrangements and whether these
1For ease of use, the subclauses of this specification
and Annex A have related numbers; thus, for example, arrangements are implemented effectively and
4.3.3 and A-3.3 both deal with ‘Legal and Other are suitable to achieve the organization’s
Requirements’. objectives (see 4.3.4).
2The guidance has been provided to ensure that
NOTE—The word ‘independent’ here does not
managers who have already invested in learning to
necessarily mean external to the organization.
operate within the framework of either Quality
Management Systems or Environmental Management 3.3 Continual Improvement
Systems standards can readily understand the
Process of enhancing the OH&S management
requirements of this standard and thereby improve
OH&S management in their organization. system, to achieve improvements in overall
1IS 18001 : 2000
OH&S performance, in line with organization’s 3.14 Occupational Health and Safety
OH&S policy. Target
3.4 Hazard A detailed performance requirement quantified
A source or a situation with a potential to cause wherever practicable pertaining to the
harm in terms of human injury or ill health, organization, that arises from the health and
damage to property, damage to the safety objectives and that needs to be met in
environment or a combination of these. order to achieve those objectives.
3.5 Hazard Identification 3.15 Occupational Health Surveillance
The process of recognizing a hazard in Monitoring the health of people to detect signs
existence and defining its or symptoms of work related ill health so that
characteristic/impact. steps can be taken to eliminate, or reduce the
probability of further deterioration.
3.6 Incident
3.16 Rehabilitation
Unplanned event which has the potential to
lead to accident. The managed process of maintaining injured or
3.7 Interested Party ill employees in, or returning them to suitable
employment.
Individual or group concerned with or affected
by the OH&S performance of an organization. 3.17 Risk
3.8 Non-conformance The combination of frequency, or probability of
occurrence and consequence of a specified
Any deviation from work standards, practices,
hazardous event.
procedure, regulations, management system
requirements, etc, that could either directly or 3.18 Risk Analysis
indirectly lead to injury or illness, damage or
A systematic use of available information to
loss to property or a combination of these.
determine how often specified events may occur
3.9 Occupational Ill Health and magnitude of their likely consequences.
Ill health that is judged to have been caused by 3.19 Risk Assessment
or made worse by a person’s work activity or
The overall process of estimating the
environment.
magnitude of risk and deciding whether the
3.10 Occupational Health and Safety risk is tolerable.
Management Systems
3.20 Safety
That part of overall management system which
State in which the risk of harm to persons or
includes organizational structure, planning
damage to property is limited to a tolerable
activities, responsibilities, practices,
level.
procedures, processes and resources for
developing, implementing, achieving, reviewing
4 OH&S MANAGEMENT SYSTEMS
and maintaining the OH&S policy, and so
REQUIREMENTS
managing the OH&S risks associated with the
business of the organization. 4.1 General Requirements
3.11 Occupational Health and Safety The organization shall establish and maintain
Objectives an OH&S management system, the
Overall goals in terms of OH&S performance, requirements of which are described in the
arising from the OH&S policy that an whole of 4.
organization sets itself to achieve, and which is An organization, which has an existing,
quantified where practicable. documented and implemented management
3.42 Occupational Health and Safety system(s) and wishes to implement an OH&S
Policy management system shall extend the system to
address and integrate the requirements of this
Statements by the organization of its intentions
OH&S management systems. Other
and principles in relation to its overall OH&S
organizations shall introduce separately
performance which provides a framework for
documented systems. In carrying out its OH&S
its action and for setting its OH&S objectives
commitment, an organization shall aim at:
and targets.
3.13 Occupational Health and Safety a)Developing the capability to balance and
Professional resolve conflicts between OH&S and other
organizational objectives and priorities;
A person, with expertise and qualifications in
and
the assessment, evaluation and prevention or
control of occupational risks, hazards or b)The alignment/integration of OH&S into
occupational ill health. the overall business management process.
2IS 18001 : 2000
4.2 Commitment and Policy c)setting, reviewing and publishing of
OH&S objectives and targets even if only
An organization shall demonstrate its OH&S
by internal notification;
policy and ensure commitment to its OH&S
management system. d)place management of OH&S as a prime
responsibility of the organization;
4.2.1 Leadership and Commitment
The top management shall define and e)ensure its communication, understanding
demonstrate its leadership and commitment to and maintenance at all levels in the
OH&S by allocation of adequate resources to organization;
ensure continual improvement in its OH&S
f)ensure that employees at all levels receive
performance.
appropriate training and are competent to
All levels of an organization shall demonstrate carry out their duties and responsibilities;
commitment to OH&S for an OH&S and
management systems to be developed and
g)provide adequate and appropriate
implemented successfully.
resources to implement the policy,
4.2.2 Initial OH&S Review communicate the policy to all its
The organization shall carry out an initial employees and to make it available to
review of their existing arrangements for public.
managing OH&S. The current position of an
4.3 Planning
organization with regard to OH&S shall be
established by means of an initial review of its The planning process shall address the
current OH&S arrangements to: identification of significant hazards and the
assessment and control of risks associated with
a)identify the gaps between any existing
the activities of the organization as well as any
systems in place and the requirements of
related legal requirements. The initial review
this standard;
of organization’s position shall provide the
b)identify all hazards and risks associated
planning framework for the implementation of
with the organization’s activity;
an OH&S management systems. Objectives,
c)assess the level of knowledge and targets and performance indicators shall be
compliance with all OH&S standards and established and plans made to achieve them.
legislation;
4.3.1 Accountability and Responsibility
d)compare current arrangements with best
Ultimate responsibility for OH&S shall rest
practice and performance in the
with the top management. The organization
organization’s employment sector and
shall define, designate, document and
other appropriate sectors;
communicate OH&S responsibilities,
e)review past experience with incidents and
accountabilities and authority to act and
results of any previous assessments,
reporting relationships for all levels of
compensation experience, disruption, etc,
functionaries including subcontractors and
associated with OH&S; and
visitors. The organization shall also establish
f)assess efficiency and effectiveness of and maintain procedure that monitors and
existing resources devoted to OH&S communicate any changes in designated
management. responsibilities and accountabilities and the
Based on this information the organization organization shall be able to respond in a
shall plan the progressive implementation of timely and effective manner to changing or
the elements of the system. unusual circumstances or events.
4.2.3 OH&S Policy The organization’s top management shall
appoint at the senior management level specific
The organization’s top management shall
management representative(s), with executive
define, document, endorse and review its
powers, who, irrespective of other
OH&S policy which is appropriate to the
responsibilities, shall have defined roles,
nature, scale and the hazards and risks of its
responsibilities and authority for:
activities. The top management shall ensure
that the policy includes a commitment to: a)ensuring that OH&S management system
a)recognizing OH&S as an integral part of requirements are established,
its business performance; implemented and maintained in
accordance with this Indian Standard;
b)achieving continual improvement in its
and
OH&S performance, with commitment to
compliance of relevant legal requirements b)reporting on the performance of OH&S
and to other requirements to which the management system to top management
organization subscribes, as the minimum for review and as a basis for improvement
to ensure safety at work; of the OH&S management system.
3IS 18001 : 2000
4.3.2 Identification of Hazards and Assessment When establishing and reviewing its objectives,
and Control of Risks an organization shall consider the legal and
other requirements, its significant hazards and
The organization shall establish and maintain
risks, its technological options and its financial,
procedures to identify hazards and assess and
operational and business requirements and
control risks related to its activities over which
views of the interested parties. The objectives
it has control or influence, in order to
and targets shall be consistent with the OH&S
determine those which have or can have
policy including the commitment to safety at
significant impact over OH&S. The
work place.
organization shall ensure that the significant
hazards and risks are considered in setting its Objectives and targets shall be regularly
occupational health and safety objectives. The reviewed and revised based on past
specific application of hazard identification and performance and in consultation with
risk assessment and control procedure shall be workplace personnel, OH&S professionals,
part of the on-going planning process. insurers and other appropriate persons or
groups.
4.3.2.1 Hazard identification
When the objectives and targets are set, the
The organization shall establish and maintain
organization shall consider establishing
procedures for identification of hazards in all
measurable OH&S performance indicators.
its activities and situations, that could give rise
These indicators shall be used as a basis for an
to the potential of injury, illness, death or
OH&S performance evaluation system and to
damage/loss of property. The hazard
provide information on both the OH&S
identification shall consider:
management and operation systems.
a)A type of injury or illness that is possible;
and 4.3.5 Initial and On-going Programme
b)Situation or events that could give rise to The organization shall establish and maintain
the potential of injury, illness, damage or programme(s) for achieving its objectives and
loss of property. targets. It shall include:
4.3.2.2 Risk assessment and control a)designation of responsibility for
achievement of objectives and targets at
The organization shall establish and maintain
relevant functions and levels of the
procedures for assessment and control of risks
organization; and
to determine the priorities of the level of risks
of injury or illness or damage or loss of property b)The means and time frame by which they
associated with each identified hazards for the are to be achieved.
purpose of control. The priority for control shall If a project relates to new developments and
increase as the initially established level of risk new or modified activities, products and
increases. services, programme(s) shall be amended
The organization shall plan the management appropriately, where relevant, to ensure that
and control of those activities that can or may OH&S management applies to such projects.
pose a significant risk on the health and safety
4.4 Implementation and Operation
of its employees and public at large.
4.4.1 Ensuring Capability
4.3.3 Legal and Other Requirements
4.4.1.1Resources — human, physical and
The organization shall establish and maintain
financial
procedures to identify, have access to and
understand all legal and other requirements to The appropriate human (including specialized
which the organization subscribes and that are skills), physical (including technology) and
directly attributable to the OH&S aspects of its financial resources essential to implement and
activities, products or services. control organization’s OH&S management
The organization shall also keep track of legal system and for achievement of its objectives,
and other requirements as well as the changes shall be defined and be made available. In
to these to maintain regulatory compliance. It allocating resources an organization shall track
shall ensure communication of relevant the benefits as well as the costs of their
information on legal and other requirements to activities, products or services, incidents,
its employees at all times. rehabilitation and the like.
4.3.4Objectives, Targets and Performance 4.4.1.2 Training, awareness and competence
Indicators
The organization shall establish and maintain
The organization shall establish and maintain documented procedures to identify the training
documented OH&S objectives and targets at its needs. The organization shall also establish
each relevant function and level. and maintain procedures to identify
4IS 18001 : 2000
competency standards and to meet them OH&S performance.
through a training programme. It shall ensure
Internal reporting procedures shall be
that all personnel, whose work/workplace
established to cover:
involves significant hazard, receive appropriate
a)Incident occurring reporting;
training. The organization shall establish and
maintain procedures to document any training b)Non-conformance reporting;
provided to its employees and to evaluate its c)Health and safety performance reporting;
effectiveness. OH&S competencies shall be and
integrated into the organization’s business
d)Hazard identification reporting.
cycle through recruitment, selection and
performance appraisal and training among External reporting procedures shall be
others. established to cover:
It shall establish and maintain procedures to a)Statutory reporting requirements; and
make its employees or members at each b)Stakeholder reporting.
relevant function and level aware of:
4.4.2.3 Documentation
a)the importance of conformance with the
The organization shall establish and maintain
OH&S policy and procedures and with
procedures in paper or on electronic forms to :
requirements of the OH&S management
system; a)describe the elements of the OH&S
management systems and their
b)the significant hazards and risks of their
interaction; and
work activities and the benefits of
improved OH&S performance; b)provide direction to related
documentation.
c)their roles and responsibilities in
achieving conformance with OH&S policy Documented procedures and work instructions
and procedures and with the requirements shall be treated with productivity in mind and
of OH&S management systems; and with health and safety matter integrated into
d)the potential consequences of departure each step. The design and review of such
from specified operating procedures. procedures shall be developed by competent
Personnel performing the task which people together with involvement from those
involves hazards and risks shall be required to perform the task(s).
competent on the basis of appropriate Employees shall be trained to be competent in
education, training and/or experience. the use of these procedures. The procedures
4.4.2 Support Action shall be reviewed periodically, as well as when
changes to equipment, processes, site or raw
4.4.2.1 Communication
materials are taken place.
Organization shall establish and maintain
NOTE—Such documented procedures and work
procedures to ensure that pertinent OH&S
instructions are commonly known as systems of work or
information including significant risks and standard operating procedures.
hazards are communicated to all the people in
4.4.2.4 Document control
the organization as well as to the external
interested parties. The organization shall establish and maintain
procedures for controlling all documents
The organization shall thereby ensure the
required by this Indian Standard to ensure
following means:
that:
a)Communicating the results from
a)they can be located;
management systems monitoring, audit
and management reviews to those within b)they are periodically reviewed, revised as
the organization who are responsible for and when necessary and approved for
and have a stake in the organization’s adequacy by authorised personnel;
performance; c)the current versions of relevant
b)Identifying and receiving relevant OH&S documents are available at all locations
information from outside the organization; where operations essential to the effective
and functioning of the OH&S management
system are performed;
c)Ensuring that the relevant information is
communicated to people outside d)obsolete documents are promptly removed
organization who are likely to be affected. from all points of issue and points of use,
or otherwise assured against unintended
4.4.2.2 Reporting
use; and
The organization shall establish and maintain
e)any obsolete documents retained for legal
documented procedures for relevant and timely
and/or knowledge preservation purposes
reporting of information required for
are suitably identified.
monitoring and continual improvement of
5IS 18001 : 2000
Documentation shall be legible, dated (with 4.4.3.2 Purchasing
dates of revision) and readily identifiable,
The organization shall establish and maintain
maintained in an orderly manner and retained
procedures for purchasing of goods and services
for a specified period. Procedures and
including maintenance procedures under
responsibilities shall be established and
contract to others to ensure that purchased
maintained concerning the creation and
goods, services, and products and
modification of the various types of documents.
subcontractors conform to the organization’s
4.4.2.5 Records and information management OH&S requirements.
The organization shall establish and maintain 4.4.3.3 Contingency preparedness and response
procedures for records and information
The organization shall establish and maintain
management to ensure effective and quick
procedures for contingency preparedness and
identification, collection, retrieval, indexing,
response, to plan for contingency in advance
retention and disposition of pertinent OH&S
and to periodically test these plans to allow an
management system information. Records and
adequate response to occur during the actual
information shall be maintained, as
contingency. While planning the procedure for
appropriate to the system and to the
contingency preparedness it shall consider
organization, to demonstrate conformance to
significant events such as fire, explosion, toxic
the requirements of this standard.
release or natural disasters that threaten the
4.4.3 Operational Control viability of the organization. Off-site and
on-site emergency plans and procedures shall
The organization shall identify those
be developed and periodically tested and
operations and activities that are associated
reviewed by the appropriate service provider
with the identified significant hazards and
for example fire brigade, police and the like.
risks in line with its policy, objectives and
For large installation, emergency plans shall
targets. The organization shall plan these
coordinate with municipal or state disaster
activities, including maintenance, in order to
planning authorities.
ensure that they are carried out under specified
conditions by: The organization shall also establish and
maintain procedures to mitigate the effects of
a)establishing and maintaining documented
such incidents on those directly suffering
procedures to cover situations where their
injury. These procedures shall include:
absence could lead to deviations from the
OH&S policy and the objectives and a)Establishment of appropriate first aid
targets; facilities that are matched to the site
hazards and availability of further
b)stipulating operating criteria in the
assistance. Sites remote from medical
procedures; and
assistance shall have first aid appropriate
c)establishing and maintaining procedures to stabilize any injury until transported to
related to the identifiable significant such medical assistance; and
hazards and risks of goods and services
b)Process to rehabilitate injured employees
used by the organization and
by providing appropriate rehabilitation as
communicating relevant procedures and
soon as practicable after the injury occurs,
requirements to suppliers and
so that recovery from the injury is
subcontractors.
expedited.
4.4.3.1 Design and engineering
4.4.3.4 Critical incident recovery plan
The organization shall establish and maintain
The organization shall establish and maintain
procedures to ensure that health and safety is
procedures for critical incident recovery plan
considered at the initial design and planning
(CIRP) to aid in-plant employee recovery as
phase to build risk controls in at this point. To
soon as possible after the cessation of the event.
ensure this, each stage of design cycle
Only suitably qualified counselors shall be used
(development, review verification, validation
to assist victims associated with a traumatic
and change) should incorporate hazard
event.
identification, risk assessment and risk control
procedures. Appropriately competent people NOTE — The CIRP allows the plant to minimise the
time required to return to normal operations and to
shall be allocated clear responsibilities to meet
assist employees who are not injured but who have for
and verify health and safety requirements.
example, witnessed an incident, to cope up with the
Where the newly evaluated hazard cannot be trauma.
eliminated or substituted for one that presents
4.5 Measurement and Evaluation
lower risks, engineering controls shall be
adopted. When the product, process or 4.5.1 Inspection and Testing
workplace is redesigned this experience shall
The organization shall establish and maintain
be considered in the design process.
procedures for planning and conducting
6IS 18001 : 2000
ongoing inspection, testing and monitoring on importance of the activity concerned and the
regular basis related to key characteristics of results of previous audits. In order to be
its operations and activities that can have comprehensive the audit procedures shall cover
significant hazards and risks. The frequency of the audit scope, frequency and methodologies,
such inspection and testing shall be as well as the responsibilities and requirements
appropriate to each characteristics/activities of conducting audit and reporting results.
inspected, tested or monitored. The personnel
4.5.3Non-conformance, Corrective and
involved in inspection, testing and monitoring
shall have adequate skills and experience. Preventive Actions
Records of OH&S ongoing inspection, testing The organization shall establish and maintain
and monitoring (with details of both positive procedures for corrective and preventive
and negative findings) shall be maintained and actions in the light of the findings,
be made available to relevant management, non-conformance, conclusions and
employees and subcontractors. Suitable testing recommendations reached as a result of
equipment and procedures shall be used to monitoring, audits and other reviews of the
ensure compliance to OH&S standards. Timely OH&S management system. The management
corrective actions shall be taken where shall ensure that these corrective and
inspection, testing and monitoring reveals preventive actions are adequate and
non-conformity with OH&S requirements. implemented and that there is systematic
Sufficient investigation shall be undertaken to follow-up to ensure their effectiveness.
identify both the immediate and underlying 4.6 Management Review
causes of any shortcomings. Findings as well as
The organization’s top management shall at
remedial action planned and in progress shall
intervals, that it determines, review the OH&S
be analysed and reviewed. Equipment used for
management system to ensure continuing
such inspection and testing shall be calibrated
suitability, adequacy and effectiveness. The
and maintained and records of this shall be
management review process shall ensure that
retained according to the organization’s
the necessary information is collected to allow
procedure.
management to carry out this evaluation. This
4.5.2 Internal Audit review shall be documented.
The organization shall establish and maintain The management review shall consider:
procedures for periodic OH&S system audits to
a)the overall performance of the OH&S
be carried out, in order to:
management systems;
a)determine whether or not the OH&S
management system; b)the performance of individual elements of
the systems;
i)conforms to planned arrangements for
OH&S management system including c)the finding of audits;
the requirements of this Indian
d)internal and external factors, such as
Standard and relevant legislative
changes in organizational structure,
requirements;
legislation pending, introduction of new
ii)has been properly implemented and technology, etc, and shall identify what
maintained; and action is necessary to remedy any
b)provide information on the results of deficiencies; and
audits to management.
e)adequacy of corrective and preventive
The organizations audit programme, including action.
any schedule, shall be based on the OH&S
7IS 18001 : 2000
ANNEX A
(Foreword, and Clause 1)
GUIDANCE FOR USE OF THE SPECIFICATION
A-1 GENERAL REQUIREMENTS Keeping this in mind, the management system
is best viewed as an organizing framework that
This Annex gives additional information on the
should be continually monitored and
requirements and is intended to avoid
periodically reviewed, to provide effective
misinterpretation of the specification. This
direction for an organization’s OH&S activities
Annex only addresses the OH&S management
in response to changing internal and external
system requirements contained in 4.
factors.
The introduction of Occupational Health and
As organizations grow in experience,
Safety (OH&S) management into the existing
procedures, programmes and technologies can
overall management system should be
be put in place to further improve OH&S
considered within a general management
performance. As OH&S management system
system model that incorporates the following
matures, OH&S considerations should be
principles (see Fig. 1).
integrated into all its business decisions.
Principle1 Commitment and Policy — An
organization should define its OH&S policy and A-2 COMMITMENT AND POLICY
ensure commitment to its OH&S management
A-2.1 Leadership and Commitment
systems.
Everyone should be aware of the influence that
Principle2 Planning — An organization
their actions and inaction can have, on the
should plan to fulfill its OH&S policy,
effectiveness of the system. They can also
objectives and targets.
participate in the establishment and
Principle3 Implementation and maintenance of the OH&S controls, as well as
Operation — For effective implementation, an assisting in the planning.
organization should develop the capabilities
Successful change can be accomplished by
and support mechanism necessary to achieve
effective leadership in the areas of:
its OH&S policy, objectives and targets.
a)determining the organization’s current
Principle 4 Measurement and Evaluation
position on OH&S;
— An organization should measure, monitor
b)resource allocation including setting
and evaluate its OH&S performance and take
budgets, responsibilities, authority and
preventive and corrective action.
accountability;
Principle5 Management Review — An
c)coordinated management planning and
organization should regularly review and
agreed delegations; and
continually improve its OH&S management
system, with the objective of improving its d)decisions followed through and
OH&S performance. performance assessed.
Regular review of OH&S at senior management
level reinforces its importance to the
organization’s success in meeting its
commercial and legal obligations.
A-2.2 Initial OH&S Review
Every organization will find that it has some
elements of an OH&S management system in
place. What is less common is the linking of
these elements into a coordinated overall
system for improvement.
A useful starting point is to critically compare
the basic intent of each element in this
standard with management practices and
procedures, which are currently being used in
the organization. Many organizations have
obsolete procedures and need to compare the
requirements of this standard with what
FIG. 1 ELEMENTS OF HEALTH AND SAFETY actually occurs in order to obtain a realistic
MANAGEMENT assessment of the implementation task.
8IS 18001 : 2000
A-2.2.1Core elements which could be initially c)other data an organization may hold on
focussed on: absenteeism, sick leave, industrial
disputes and the like may provide indirect
a)clear management responsibility for
pointers to areas of poor OH&S
OH&S;
management.
b)identification of all applicable legal
requirements and their compliance; A-2.3 OH&S Policy
c)hazard identification and risk assessment, The organization’s OH&S policy is a public
and what is being done about them; statement signed by top management declaring
its commitment and intent to manage its
d)documentation of critical procedures;
OH&S responsibilities. In publishing the policy
e)OH&S inspections of critical procedures
the organization is sending a clear message
and plant; and
that it has a vision for OH&S management
f)training. within the whole organization.
Other elements can be progressively The policy should be relevant to the
implemented in accordance with organizational organization’s overall vision and objectives. It
needs and priorities. should be dynamic and set the framework for
A-2.2.2Some common techniques for initial continual improvement, especially in decision
review include: making. It should set out a programme of
action for the whole organization, ensuring
a)questionnaires;
accountability and linking OH&S to the overall
b)interviews with employees; organizational values objectives and processes.
c)checklists; The policy is implemented through planning.
d)direct inspection and measurement; This policy is intended to clearly tell employees,
e)assessments (internal and external); suppliers, customers and interested parties
that OH&S is an integral part of all operations.
f)review of records; and
Management being actively involved in the
g)comparison with similar organizations. review and continual improvement of OH&S
A-2.2.3External sources which may be able to performance further reinforces this
help include: commitment.
a)government agencies in relation to laws A-2.3.1The following questions can aid in
and permits; establishing or rewriting an organization’s
OH&S policy:
b)local or regional libraries or databases;
a) Integration and relevance: Is the policy
c)other organizations for exchange of
integral and relevant to the
information;
organization’s:
d)industry associations;
i) mission statement, vision, core
e)larger customer organizations; values and beliefs;
f)suppliers of equipment; and ii) overall management system; and
iii) activities, products and services.
g)professional help.
b) Accountability: Does the OH&S policy
A-2.2.4Many organizations do not have a address accountability in terms of:
complete understanding of their legal i) capacity to assign/delegate, deliver,
responsibilities in relation to the many OH&S and review the policy’s
statutes, regulations, standards, codes of commitments;
practice and guidance documents, which cover ii) inclusion of OH&S accountability in
their area of operations. all duty statements (reflecting the
A-2.2.5 Useful sources of information include: degree of legal responsibility);
iii) setting of objectives and targets to
a)disease, incident and first aid records kept
minimize incidents, injury, illness
by the organization or by industry
and incidents; and
associations, governments and the like;
iv) allocation of adequate resources to
b)workers compensation experience.
fulfill the aims of the policy.
Insurance companies are often able to
c) Consultation: Does the policy enable
provide feedback on an organization’s
consultation with:
claims experience and the breakdown of
i) employees;
the components of the insurance premium
ii) line managers;
and how these compare within an
iii) subcontractors;
industry group; and
iv) suppliers;
9IS 18001 : 2000
v) clients; and programme. People are more likely to embrace
vi) independent experts. change if it is not imposed upon them.
d) Prevention: Has the policy adopted a At all levels of the organizations, people should
preventive approach (see 4.5.3 ) ? be:
e) Compliance: Does the policy include a
a)Responsible for the health and safety of
statement of commitment to compliance
those they manage, themselves and others
or due diligence to be taken with :
with whom they work;
i) relevant OH&S legislation;
b)Aware of the responsibility for the health
ii) associated regulations; and
and safety of people who may be affected
iii) other criteria that may not always
by the activities they control, for example
have legal compliance but have
subcontractors and public; and
evidentiary status.
c)Aware of the influence that their action or
A-3 PLANNING
inaction can have on the effectiveness of
The initial review (see 4.2.2) of the the OH&S management systems.
organization’s position provides a planning
A-3.1.2Senior management should
framework for the implementation of the
demonstrate, their commitment being actively
OH&S management system. While during
involved in the continual improvement of
initial review all the hazards and risks are
OH&S performance.
identified, in the process of planning the
significant hazards and risks are recognized. While ultimate responsibility for OH&S rests
Objectives, targets and performance indicators with the employer, the following also need to be
are established and plans are also made to ensured:
achieve them. a)A person at the senior management level
should be assigned particular
Planning needs to address schedules, resources
responsibility for ensuring that the OH&S
and responsibilities for achieving the
management system is implemented and
organization’s OH&S objectives and targets.
performs to expectations, in all locations
Such planning (and resulted plans) can cover a
within the organizations;
number of areas. For example:
b)To recognize that knowledge and
a)Plans to manage and control the initial
experience throughout the workforce is a
implementation of an OH&S management
valuable resource and it should act to
system;
encourage and delegate responsibilities
b)Specific OH&S plans required for
and authorities for the development and
managing OH&S risks;
implementation of the OH&S
c)Contingency plans required as part of the management system for all key functional
organization’s emergency preparedness to areas; and
meet foreseeable emergencies as well as
c)A defined system of implementing and
plans to mitigate their effects (that is
communicating any change of
critical incident recovery, first aid and
responsibility and authority.
clean up);
A-3.2 Identification of Hazard and
d)Plans required to meet objectives and
Assessment and Control of Risk
targets in measuring performance,
undertaking audits and reviewing the Hazard identification and risk assessment and
system; and control should be taken into account when
e)Response plans for dealing with corrective plans are formulated to meet an organization’s
action identified as part of the incident OH&S policy. All identified hazards are
investigation process or following the assessed to determine the level of risk, which is
identification of non-conformances. a measurement of the probability and possible
consequence of injury and illness resulting from
The level and complexity of planning should
exposure to hazard. The final step involves risk
commensurate with the size, complexity and
control where risk is treated to reduce its level.
nature of the organization and the risks it has
to manage. In smaller organizations many of A-3.2.1 Hazard Identification
these types of plans may be combined. Tools used to assist in the identification of
A-3.1 Accountability and Responsibility hazards include:
a)Consultation — People who may have
A-3.1.1Improving health and safety is most
experience in aspects of the job that they
effective when people from all levels of the
like least and may lead to hazardous
organization are encouraged to participate in
activities.
the development and implementation of the
10IS 18001 : 2000
lead to different consequences depending on the
sequence of exposure events. Hence any risk
level needs to be assessed separately for each
chosen sequence of events.
To combine the following three components of
any risk in assessing its level :
a)Choose a specific consequence or outcome
severity for one possible sequence of
events involving the hazard under
consideration. Other possible sequences
with different possible consequences need
to be assessed separately. The number of
persons harmed and the nature of their
injuries/illness affects the estimation of
the consequence or outcome severity;
b)Determine the exposure for the chosen
sequence, that is how often (frequency);
how long duration of the affected persons
exposed to the particular hazard; and
c)Estimate the probability, likelihood or
chance that the chosen scenario will lead
to the specific consequences being
considered. Every scenario that is
considered for any particular hazard has
FIG. 2 HAZARD IDENTIFICATION ASSESSMENT AND its own specific risk level. The integrity
CONTROL OF RISK and effectiveness of any existing risk
control measures will need to be included
b)Inspection— A physical inspection of the
in estimating probability.
work environment.
Risk =Consequence ×Exposure × Probability
c)Illness and injury records— Records of Level The outcome Frequency Likelihood or
past incidents involving injury and illness severity and duration chance that
highlight sources of potential harm. (injury/illness) of exposure the chosen
of one scenario ofpersons to sequence and
d)Information/specialist advice— The the chosen consequence
identification of some hazards will require hazard will occur.
specialist advice, research and Elimination/substitution is a permanent
information. solution and should be attempted in the first
e)Task analysis— By breaking a task down instance. The hazard is either eliminated
into its individual elements hazards altogether or substituted by one that presents a
associated with the task can be identified. lower risk. This could involve the elimination of
a hazardous process or substance or the
f)Formal hazard analysis systems for substitution of a toxic substance with a less
example HAZOP/HAZAN.
toxic substance.
NOTE—IS 3786 prescribes methods of computation of NOTE—For the purpose of identification of hazard and
frequency and severity rates for industrial injuries and assessment and control of risks a guideline has been
classification of industrial accidents. This Indian given in Annex C of this standard.
Standard may also be useful in the process of
A-3.3 Legal and Other Requirements
identification of hazard.
In maintaining regulatory compliance, an
A-3.2.2 Risk Assessment and Control
organization should identify and understand
In order to carry out risk assessment, the level regulatory requirements applicable to its
of risk is determined first. activities, products or services. Regulations
cover several aspects such as:
Establishing the level of a risk requires clear
specification of the actual components of the a)those specific to the activity (for example
risk being considered, for example the specific confined spaces regulations);
scenario of sequence of events including the b)those specific to the organization’s
nature of consequences to be considered, the products or services;
exposure to the chosen hazard, finally the
c)those specific to the organization’s
probability or likelihood of that scenario taking
industry;
place. (In doing so the existing controls are
determined when exposure is assessed). d)general OH&S laws; and
e)authorizations, licenses and permits.
Any scenario involving particular hazard can
11IS 18001 : 2000
Several sources can be used to identify OH&S indicator percentage of manual
regulations and ongoing changes, including: handling injuries per
i) all levels of government; year
ii) industry associations or groups; (Objective : Reduce the percentage
of manual handling injuries by 20
iii) commercial databases; and
percent from the previous year in
iv) professional services.
the next 12 months.)
To facilitate keeping track of legal
When considering their technological options,
requirements, an organization can establish
an organization may consider the use of the
and maintain a list of all laws and regulations
best available technology where economically
pertaining to its activities, products or services
viable, cost effective and judged appropriate.
and the same should be updated on a regular
basis. A-3.5 Initial and On-going Programme
A-3.4 Objectives, Targets and Performance The creation and use of one or more
Indicators programmes is a key element to the successful
implementation of an OH&S management
Objectives state what is intended to be system. The programme should describe how
accomplished and targets define a performance the organization’s objectives and targets will be
level timeframe. achieved, including time, skill and personnel
Objectives should be aimed at broad level responsible for implementing the organization’s
improvements in the OH&S performance and OH&S policy. This programme may be
the targets should be qualified wherever subdivided to address specific elements of the
practicable in the following terms: organization’s operations. The programme
should include an OH&S review for new
a)Attributes— things which are major
activities.
(handling injuries and adequately
guarded machine); The programme may include, where
appropriate and practical, consideration of
b)Scale— against which the attributes can
planning, design, production, marketing and
be measured;
disposal stages. This may be undertaken for
c)Goal— describing what is to be achieved;
both current and new activities, product or
and
services. For products this may address design,
d)Time scale— in which it is to be achieved. materials, production processes, use and
Performance indicators are the means by which ultimate disposal. For new installation or
it is measured whether expected outcomes meet significant modification of processes this may
objectives. There are measures such as rates, address planning, design, construction,
ratios or indices which reflect how well the commissioning operation and at the
OH&S management system or its elements are appropriate time as determined by the
performing. organization, de-commissioning.
Combining targets and performance indicators
A-4 IMPLEMENTATION AND
produces objectives that are specific,
OPERATION
measurable, achievable, realistic and
time-bound. A-4.1 Ensuring Capability
A-4.1.1Resources— Human, Physical and
Financial
for exampleobjective Implement an OH&S
management system It should be recognised that effective
management of OH&S requires the support
target Full implementation
and commitment of the employees, and that the
within six months
knowledge and experience of the work force can
indicator percentage of
be a valuable resource in the development and
departmental meeting
operation of the OH&S management system.
audit criteria
A-4.1.1.1In organizing the implementation
(Objective: All business units to
and effective management of its OH&S policy
fully meet system audit criteria
an organization should:
within 6 months.)
a)allocate adequate resources
or commensurate with its size and nature;
objective Reduce injuries b)identify the competencies required at all
associated with levels within the organization and
manual handling organize any necessary training;
target 20 percent reduction c)make arrangements for the effective
from previous year communication of OH&S information;
12IS 18001 : 2000
d)make effective arrangements for the harm or injury in their work environment
provisions of specialist advice and including physical, chemical, ergonomic,
services; radiation, biological and psychological hazards.
e)make effective arrangements for They should have an understanding of these
handicapped, aged, visitors and Forcight hazards as they relate to their work
employees and/or special category of environment and be able to recognize and take
employees; and action to prevent work practices or activities
likely to leave to incidents.
f)make effective arrangements for employee
concentration and active involvement. A-4.1.2.2OH&S competency standards should
be developed by:
A-4.1.1.2The resource base, structure, and size
of organizations may impose constraints on a)using existing industry competency
implementation. In order to overcome these standard;
constraints external health and safety b)examining job or position descriptions;
resources may need to be utilized. Such c)analysing work tasks;
resources might include:
d)inspection and audits of hazards
a)shared technology and experience from identification and risk analysis; and
larger client organization;
e)reviewing incident reports.
b)cooperative approaches to develop
The organization should develop training
industry specific guidance material and
programme after the assessment of current
strategies;
capability against the required competency
c)support from industry and employer profile. An organization should also establish
associations or principal subcontractors and maintain documented procedures for
and owners; evaluation of training provided to its workers
d)assistance from government health and and its effectiveness.
safety organizations;
A-4.1.2.3Generally a health and safety
e)the use of consultants and the collective training programme should cover but are not
engagement of consultants; limited to the following aspects:
f)provision of advice and training from a)Health and safety policy of the
suppliers; organization;
g)assistance provided by workers’ b)Way in which health and safety is
compensation insurance agents; organized in the workplace;
h)attendance at health and safety seminars; c)Health and safety procedures in the
and organization;
j)manually beneficial support from d)Specific hazards and risk controls;
universities and other research centers.
e)OH&S legislation; and
Organizations should focus on utilizing
f)Emergency procedures.
cooperative strategies to implement and
A-4.1.2.4A training programme may need to
maintain an effective OH&S management
address a number of target groups including:
system.
a)senior management;
A-4.1.2 Training, Awareness and Competence
b)line managers/supervisors;
The effective implementation and maintenance
of an OH&S management system is dependent c)employees;
on the competencies and training of an d)those with specific responsibilities (first
organization’s people. aid, fire, elected health and safety
A-4.1.2.1The top management of an representatives);
organization should demonstrate its e)subcontractors;
commitment to OH&S through consultation f)operators who require certificates under
with and where appropriate, its employees and legislation; and
other relevant individual(s) or groups in the
g)site visitors.
development, implementation, and
maintenance of its OH&S management A-4.1.2.5Training records should normally
systems. The objectives and targets should be include:
understood and supported by the organization’s a)information about those who have been
employees and they should be encouraged to trained;
accept the importance of their achievements
b)what the training course covered;
both in terms of the organization’s OH&S
c)when the training took place;
performance and the benefits, to the
environment in which they work. Employees d)who provided the training; and
should be made aware of exposure to possible e)feed back from trainees.
13IS 18001 : 2000
A-4.1.2.6OH&S training is typically provided Effective reporting should cover the positive
at certain key times in an operational cycle steps the organization is taking to identify
including: hazards and control risks and can include
reports:
a)at induction for new employees;
a)of levels of conformance with procedures;
b)when employees are transferred to new
jobs; b)on performance against targets;
c)on movement into managerial or c)on improvements made;
supervisory positions; d)on underlying reasons for incident
d)on engagement of subcontractors; occurrences;
e)when modification in the system is carried e)on results of safety inspections and audits;
out; and f)on health monitoring; and
f)after a time gap as a refresh. g)of work places monitoring.
A-4.2 Support Action A-4.2.3 Documentation
A-4.2.1 Communication Documentation is an important element in
enabling an organization to implement a
Organizations should implement a procedure
successful OH&S management system. It is
for receiving documenting and responding to
also important in assembling and retaining
relevant information and requests from
OH&S knowledge, but it is important that
interested parties. The procedure may include
documentation is kept to the minimum
a dialogue with interested parties and
required for effectiveness and efficiency.
consideration of their relevant concern. In some
circumstances, response to interested parties’ A-4.2.3.1Organizations should ensure that
concerns may include relevant information sufficient documentation is available to enable
about the hazards and risks associated with the OH&S plans to be fully implemented and is
organization’s operations. These procedures proportional to their needs.
should also address necessary communication A-4.2.3.2Operational processes and procedures
with public authorities regarding emergency should be defined and appropriately
planning and other relevant issues. documented and updated as necessary. The
Organizations should also have a system to organization should clearly define the various
communicate relevant OH&S information types of documents, which establish and specify
including objectives and targets and any effective operational procedures and control.
change in delegation of responsibility to its own
A-4.2.3.3The existence of OH&S management
employees.
systems documentation supports employee
A-4.2.1.1Commonly used methods of internal awareness of what is required to achieve the
communication include: organization’s OH&S objectives and enables
a)bulletins; the evaluation of the system and OH&S
performance.
b)news letters;
c)notice boards;
A-4.2.3.4The degree and quality of the
documentation will vary depending on the size
d)signage;
and complexity of the organization. Where
e)videos; elements of the OH&S management systems
f)minutes/action notes of the meetings; are integrated with an organization’s overall
g)team briefings; and management system the OH&S documentation
should be integrated into existing
h)hard copy or electronic mail.
documentation. The organizations should
A-4.2.1.2Commonly used methods of external consider organizing and maintaining a
communication includes: summary of the documentation to:
a)annual reports; a)collate the OH&S policy, objectives and
b)publications; targets;
c)inserts in industry publications; b)describe the means of achieving OH&S
d)paid advertising; objectives and targets;
e)telephone inquiry services; c)document the key roles, responsibilities
and procedures;
f)submissions to government; and
d)provide direction to related
g)websites.
documentation and describe other
A-4.2.2 Reporting elements of the organization’s
Traditionally reporting has focused on lost-time management system, where appropriate;
injuries and not the management system and
established to control risks. e)demonstrate that the OH&S management
14IS 18001 : 2000
system elements appropriate for the retrievable and protected against damage,
organization are implemented. deterioration or loss. Their retention times
should be established and recorded.
A-4.2.4 Document Control
OH&S documents communicate standards and A-4.3 Operational Control
regulate action. They should be current,
It is important that OH&S, in its broadest
comprehensive and issued by an authoritative
sense, is fully integrated across the
source.
organization and into all its activities,
The organization should ensure that: whatever the size or nature of its work. In
a)documents can be identified with organizing for the implementation of the policy
appropriate organization, division, and the effective management of OH&S, the
function, activity or contact person; organization should make arrangements to
ensure that activities are carried out safely and
b)documents are periodically reviewed,
in accordance with arrangements and should:
revised as necessary and approved by
authorized personnel prior to issue; a)define the allocation of responsibilities
and accountabilities in the management
c)the current version of relevant documents
structure;
are available at all locations where
operations essential to the effective b)ensure people have the necessary
functioning of the system are performed; authority to carry out their
and responsibilities; and
d)obsolete documents are promptly removed c)allocate adequate resources
from all points of issue. commensurate with its size and nature.
Documents can be in any medium as long as Some typical activities, which are covered
they are accessible, useful and easily under operational control are:
understood. a)production;
A-4.2.5 Records and Information Management b)maintenance;
Records are a means by which the organization c)storage;
can demonstrate compliance with the ongoing d)handling;
OH&S management systems and should cover :
e)packaging; and
a)external (for example legal) and internal
f)transportation.
(that is OH&S performance)
However this list is not an exhaustive list and
requirements;
may be suitably modified depending upon the
b)work permits;
activities of the organization.
c)OH&S risks and hazards;
A-4.3.1 Design and Engineering
d)OH&S training activity;
e)inspection, calibration and maintenance Engineering controls involve some structural
activity; change to the work environment or work
process to place a barrier to, or interrupt the
f)monitoring data;
transmission path between the worker and the
g)details incidents (of Reporting above), hazard. This may include machine guards,
complaints and follow-up action; isolation or enclosure for hazards, the use of
h)product identification including extraction ventilation and manual handling
composition; devices.
j)supplier and subcontractor information; Prospective hazard involving processes or
and services may be identified at the design stage in
k)OH&S audits and reviews. consultation with various professionals, for
example engineers, architects, doctors or health
The effective management of these records is
and safety professionals. The risk associated
essential to the successful implementation of
with these hazards may be controlled by:
the OH&S management system. The key
features of good OH&S information a) Appropriate design, siting and selection of
management include; means of identification, premises including :
collection, indexing, filing, storage,
i) proposed use, foreseeable uses and
maintenance, retrieval, retention and
future maintenance;
disposition of pertinent OH&S management
ii) construction in a manner
system documentation and records. OH&S
records should be legible, identifiable and incorporating best health and safety
traceable to the activity, product or service practices; and
involved. OH&S records should be stored and iii) checking compliance to contract
maintained in such a way that they are readily specifications.
15IS 18001 : 2000
b) Appropriate design and selection of plant equipment and services; and
including : c)that their contract binds their
i) the compilation of technical subcontractors to ensuring that OH&S
standards as well as human factors requirements will be met, and includes
relating to installation, use, verification provisions for inspections,
maintenance, decommissioning and testing, auditing, reviewing and
dismantling and disposal (including documentation.
on-going waste disposal); and A-4.3.2.4The organization needs to ensure that
ii) health and safety data collected when personnel responsible for reviewing OH&S
plant is being selected for purchase. aspects of contracts for goods and services have
suitable OH&S skills and experience. The
A-4.3.2 Purchasing
review system should include procedures
The organization needs to ensure that a policy verifying that purchased goods and services
has been developed for the employment of conform to specified requirements. The
subcontractors who undertake work on the organization may also use the identification,
employer’s premises or assets, or who carry out assessment and control approach and may
work under the supervision and control of the involve those directly affected employees,
employer. OH&S clients, subcontractors while
The organization also needs to satisfy itself introducing goods and services into the
that its policy, plans and procedures for workplace.
subcontractors have been communicated to line Purchasing documentation should:
managers, supervisors and other employees to
a)list preferred suppliers;
ensure they are aware of their role and
b)show the decision making process,
responsibilities in the management,
including risk assessment through to
supervision and control of subcontractors.
receipt of purchased goods/services; and
A-4.3.2.1The organizations should maintain a
c)be retained as part of the organization’s
register of preferred subcontractors that have
records.
established and maintained effective OH&S
systems and practices. A-4.3.3Contingency Preparedness and
Response
A-4.3.2.2The organizations should select
subcontractors on their ability to meet the Emergency plans should include:
organization’s OH&S requirements. A a)installation or availability of suitable
subcontractor’s ability to meet these warning and alarm systems tested at
requirements can be assessed in accordance regular intervals;
with:
b)emergency organization and
a)their OH&S policy; responsibilities;
b)project workplans and work method c)a list of key personnel;
statements;
d)details of emergency services (for example
c)competency; fire brigade, medical services, spill
d)registration and licenses (where clean-up services);
applicable); e)an internal and external communication
e)agreement to comply with the employers plan;
OH&S policy for subcontractors; f)training plans and testing for
f)verification (by inspection and tests) that effectiveness;
work areas, work methods, materials, g)emergency rescue equipment available
plant and equipment comply with health and maintained in good working order;
and safety legislation, regulations, and
standards and codes; and
h)conducting emergency and fire drill
g)identification and allocation of human, periodically for testing the effectiveness of
technical resources adequate to meet the plan.
those requirements.
A-4.3.4 Critical Incident Recovery Plan
A-4.3.2.3Organization should be capable of
The CIRP should cover:
demonstrating not only their own commitment
to OH&S and how they intend to ensure a)responsibilities, including coordination
compliance with the organization’s and initiation;
requirements, but also: b)defusing where those involved in the
a)that their subcontractors and suppliers trauma can discuss the event immediately
are selected on the basis of their ability to afterwards in a confidential atmosphere;
comply with OH&S requirements; c)de-briefing, designed to assist employees
b)how they interface with their use their own abilities to overcome
subcontractors/suppliers of materials, emotional effects of serious incidents;
16IS 18001 : 2000
d)counseling, where further therapy may be A-5.3 Non Conformance, Corrective and
required on an ongoing basis. Assistance Preventive Action
may also have to be provided to the
In establishing and maintaining procedures for
families of directly or indirectly affected
investigating and correcting non-conformance,
victims; and
the organization should include these basic
e)legal and insurance requirement for
elements:
example interference without loss
a)Identifying the cause of the
adjuster approval can invalidate the
nonconformance;
insurance policy.
b)Identifying and implementing the
A-5 MEASUREMENT AND EVALUATION necessary corrective action;
c)Implementing or modifying controls
A-5.1 Inspection and Testing
necessary to avoid repetition of the
An organization should measure, monitor and nonconformance; and
evaluate its OH&S performance, and take
d)Recording any changes in written
preventive and corrective action.
procedures resulting from the corrective
Where appropriate, monitoring schemes for action.
significant hazards should be in place. Broadly,
Depending on the situation, this may be
such hazards may be classified as being either
accomplished rapidly and with a minimum of
of the following:
formal planning or it may be a more complex
a)Physical, for example noise, radiation, and long-term activity. The associated
extremes of temperature; or documentation should be appropriate to the
b)Chemical, for example toxic, flammable or level of corrective action.
explosive. A-6 MANAGEMENT REVIEW
A-5.1.1Monitoring may take the following The organization shall review at appropriate
forms: intervals the OH&S system so as to ensure
a)Environmental, for example flammable continuing suitability, adequacy and to ensure
gases. continuing suitability, adequacy and
effectiveness. The results of such review should
b)Personal, for example noise dosimetry,
be documented as well as published if the
personal respirable dust sampling.
organization has a commitment to do so.
c)Biological, for example heavy metals in
Management reviews shall generally include
blood or urine.
but not limited to :
d)Measurement of health outcomes, for
a)assessment of the internal audit results;
example audiometry and spirometry.
b)review of corrective actions;
Procedures should be in place for action when
c)review of suggested changes;
results do not conform with exposure standards
or limits or show abnormal trends. d)monitoring of the system; and
Due care should be taken and procedure should e)review of policy, objectives and targets.
be in place for calibration of inspection and Management review is a cornerstone of the
testing equipment. management system providing an opportunity
for senior management to regularly review the
A-5.2 Internal Audit
operation of the system and its continuing
The audit programme and procedure should suitability in the face of change and to make
cover: adjustments to build upon and improve its
a)activities and areas to be considered in effectiveness.
audits; Typically the review would be conducted 3, 6 or
b)frequency of audits; 12 monthly.
c)responsibilities associated with managing Some organizations prefer to incorporate the
and conducting audits; review into a regular senior management
d)communication of audit results; meeting to build on the principle that OH&S
management should be integrated into line
e)auditor competence; and
management activities.
f)how audits will be conducted.
Some organizations, recognizing the
Audits may be performed by personnel from
importance of employee involvement in the
within the organization and/or external persons
process, choose to use the mechanism of the
selected by the organization. In either case, the
central workplace committee where senior
persons conducting the audit should be in a
management and employee representative
position to do so impartially and objectively.
members conduct the periodic review.
17IS 18001 : 2000
Yet again others prefer to hold separate OH&S performance is gathered from employees
management review meetings, with suitable and other relevant stakeholders. Equally
participants, where no other business will employees and other stakeholders should be
distract from the review process. kept informed of changes and improvements
flowing from the review process.
It is important to ensure that feedback on
18IS 18001 : 2000
ANNEX B
(Foreword)
COMPARISON OF IS 18001:2000 WITH ISO 9001:2000 AND ISO 14001:1996
ISO 14001 Elements IS 18001 Elements ISO 9001 Elements
4.1 General Requirements 4.1 General Requirements 4.1 General Requirements
4.2 Commitment and
Policy
4.2.1 Leadership and 5 Management Responsibility
Commitment 5.1 Management Commitment
8.5.1 Continual Improvement
4.2.2 Initial OH&S Review
4.2 Environmental Policy 4.2.3 OH&S Policy 5.3 Quality Policy
4.3 Planning 4.3 Planning 5.4 Planning
7.1 Planning of Product
Realization
4.4.1 Structure and 4.3.1 Accountability and 5.5.1 Responsibility and Authority
Responsibility Responsibility 5.5.2 Management Representative
4.3.1 Environmental Aspects 4.3.2 Identification of
Hazards and Assessment and
Control of Risks
4.3.2.1 Hazard identification
4.3.2.2 Risk assessment and
control
4.3.2 Legal and Other 4.3.3 Legal and Other 5.2 Customer Focus
Requirements Requirements 7.2.1 Determination of
Requirements Related to the
Product
4.3.3 Objectives and Targets 4.3.4 Objectives, Targets and 5.4.1 Quality Objectives
Performance Indicators
4.3.4 Environmental 4.3.5 Initial and On-going 5.4.2 Quality Management
Management Programme Programme System Planning
4.4 Implementation and 4.4 Implementation and
Operation Operation
4.4.1 Ensuring Capability
19IS 18001 : 2000
ISO 14001 Elements IS 18001 Elements ISO 9001 Elements
4.4.1 Structure and 4.4.1.1 Resources — Human, 6 Resource Management
Responsibility physical and financial 6.1 Provision of Resources
6.2 Human Resources
6.3 Infrastructure
6.4 Work Environment
4.4.2 Training, Awareness 4.4.1.2 Training, awareness 6.2.2 Competence, Awareness and
and Competence and competence Training
4.4.2 Support Action
4.4.3 Communication 4.4.2.1 Communication 5.5.3 Internal Communication
7.2.3 Customer Communication
4.2.2.2 Reporting
4.4.4 Environmental 4.4.2.3 Documentation 4.2 Documentation
Management System Requirement
Documentation 4.2.1 General
4.2.2 Quality Manual
4.4.5 Document Control 4.4.2.4 Document control 4.2.3 Control of Documentation
4.5.3 Records 4.4.2.5 Records and 4.2.4 Control of Records
information management
4.4.6 Operational Control 4.4.3 Operational Control 7 Product Realization
7.5 Product and Service
Provision
4.4.3.1 Design and 7.3 Design and Development
engineering
4.4.3.2 Purchasing 7.4 Purchasing
4.4.7 Emergency 4.4.3.3 Contingency 8.3 Control of Non-conforming
Preparedness and Response preparedness and response Product
4.4.3.4 Critical incident
recovery plan
4.5 Checking and 4.5 Measurement and 8 MEASUREMENT,
Corrective Action Evaluation ANALYSIS AND
IMPROVEMENT
4.5.1 Monitoring and 4.5.1 Inspection and Testing 7.6 Control of Monitoring and
Measurement Measuring Devices
8.2 Monitoring and
Measurement
8.2.1 Customer Satisfaction
8.2.3 Monitoring and
Measurement of Process
8.2.4 Monitoring and
Measurement of Product
8.4 Analysis of Data
4.5.4 Environmental 4.5.2 Internal Audit 8.2.2 Internal Audit
Management System Audit
4.5.2 Non-conformance and 4.5.3 Non-conformance, 8.3 Control of Non-conforming
Corrective and Preventive Corrective and Preventive Product
Action Actions 8.5.2 Corrective Action
8.5.3 Preventive Action
4.6 Management Review 4.6 Management Review 5.6 Management Review
20IS 18001 : 2000
ANNEX C
(Clause A-3.2.1)
GUIDELINES FOR HAZARD IDENTIFICATION AND ASSESSMENT
AND CONTROL OF RISK
C-1 APPLICATION OH&S risk assessments. Their main purpose is
to determine whether planned or existing
All employers and self-employed people have a
controls are adequate. The intention is that
legal duty to assess the risks from their work
risks should be controlled before harm could
activities. The risk assessment procedure
occur.
described in this standard is intended to be
used: For many years OH&S risk assessments have
been carried out usually on an informal basis.
a)for situations where hazards appear to
It is now recognized that risk assessment are a
pose a significant threat and it is
key foundation for pro-active OH&S
uncertain whether existing or planned
management and that systematic procedures
controls are adequate in principle or in
are necessary to ensure their success.
practice; and
b)by organizations seeking continuous A risk assessment based on a participative
improvement in their OH&S management approach provides an opportunity for
systems, in addition to minimum legal management and the work force to agree that
requirements. an organization’s OH&S procedures:
a)are based on shared perceptions of
The full procedure described in this standard is
hazards and risks;
not necessary or cost-effective when it is quite
clear from preliminary study that risks are b)are necessary and workable; and
trivial, or a previous assessment has shown c)will succeed in preventing accidents.
that, existing or planned controls:
C-2.3 Pitfalls and Solutions
a)conform to the legal requirements as well
Poorly planned assessments, carried out in the
as established standards;
brief that they are bureaucratic impositions,
b)are appropriate for the tasks; and
will waste time and change nothing. Moreover,
c)are, or will be, understood and used by organizations may get bogged down in detail,
everyone concerned. where completion of assessment proforma
Here no further action is required other than to becomes an end in itself. Risk assessment
ensure, that controls continue to be used. should provide an inventory for action and form
Small, low risk organizations in particular the basis for implementing control measures.
should be highly selective in the risks that they Potential risk assessors may have become
choose to assess in detail. complacent. People who are too close to
Effort developed for assessment of trivial risks situations may no longer perceive and
or for evaluation of standard controls will lead recognize hazards, or perhaps judge risks as
to collection of more information that can trivial because to their knowledge no one has
possibly be used, and to situations where been harmed. The aim should be that everyone
important facts are lost in a mass of spurious tackles risk assessments with a fresh pair of
documentation. eyes and a questioning approach.
Risk assessment should be carried out by
C-2 OVERVIEW
competent people with practical knowledge of
C-2.1 Basic Steps the work activities, preferably with colleagues
The following steps are followed in from another part of the organization, who may
identification of hazard and assessment and have greater objectivity. A worthwhile
control of risk: approach, whenever possible, is to train small
teams to carry out assessments.
a)identify hazards;
Ideally, everyone should contribute to
b)estimate the risk (the likelihood and
assessments that relate to them. For example,
severity of harm) from each hazardous
they should tell assessors what they think
event; and
about the need for and feasibility of particular
c)decide if the risk is tolerable (for this
risk controls. In larger organizations a
purpose a tolerable risk criteria should be
competent person, usually from within the
evolved which should take into
organization, should coordinate and guide the
consideration the legal requirements and
assessors’ work. Specialist advice may need to
other norms in that activity).
be sought.
C-2.2 Necessity NOTE—Pitfall of simple risk concept is that it can not
distinguish high probability low consequence events
Employers are legally obliged to carry out
from low probability high consequence events.
21IS 18001 : 2000
C-3 PRINCIPLE NOTE — The word ‘tolerable’ here means that risk has
been reduced to the lowest level that is reasonably
C-3.1Figure 3 shows the principle of risk
practicable.
assessment. The steps are outlined below and
C-3.3 Risk Assessment Requirements
described fully in clauses C-4, C-5 and C-6.
If risk assessment is to be useful in practice
organizations should:
a)appoint a senior member of the
organization to promote and manage the
activity;
b)consult with everyone concerned; discuss
what is planned to be done and obtain
their comments and commitment;
c)determine risk assessment training needs
for assessment personnel/teams and
implement a suitable training
programme;
d)review adequacy of assessment; determine
whether the assessment is suitable and
sufficient; that is to say, adequately
detailed and rigorous; and
e)document administrative details and
significant findings of the assessment.
It is generally not necessary to make precise
numerical calculation of risk. Complex methods
for quantified risk assessment are normally
required only where the consequences of failure
FIG. 3 THE PROCESS OF RISK ASSESSMENT could be catastrophic. Risk assessment in major
C-3.2The following criteria are necessary for hazard industries is related to the approach
organizations to carry out effective risk required in other workplaces, but in most
assessment: organizations much simpler subjective methods
a)Classify work activities: prepare a list of are appropriate.
work activities covering plant, raw The assessment of risks to health associated
materials/chemicals handled, premises, with exposure to toxic substance and harmful
people and procedures, and gather energies may require, for example,
information about them; measurements of airborne dust concentrations
b)Identify hazards: identify all hazards or noise exposure.
relating to each work activity. Consider
C-4 PROCEDURE
who might be harmed and how; what
might be damaged and how; C-4.1 General
c)Determine risk: make a subjective
The subclause describes the factor that an
estimate of risk associated with each
organization should consider when planning
hazard assuming that planned or existing
the risk assessment. Attention is drawn to the
controls are in place. Assessors should
need to refer to relevant regulations and
also consider the effectiveness of the
guidance to ensure that specific legal
controls and the consequences of their
requirements are met.
failure;
The risk assessment process described here
d)Decide if risk is tolerable: judge whether
covers all OH&S hazards. It is better to
planned or existing OH&S precautions (if
integrate assessment for all hazards, and not
any) are sufficient to keep the hazard
carry out separate assessment for health
under control and meet legal
hazards, manual handling machinery hazards
requirements;
and so on. If assessment is carried out
e)Prepare risk control action plan (if separately, using different methods, ranking
necessary): prepare a plan to deal with risk control priorities is more difficult separate
any issues found by the assessment to assessment may also lead to needless
require attention. Organizations should duplication.
ensure that new and existing controls
The following aspects of risk assessment need
remain in place and are effective; and
to be considered carefully at the outset:
f)Review adequacy of action plan: re-assess
a)Design of a simple risk assessment
risks on the basis of the revised controls
proforma (see C-4.2);
and check that risks will be tolerable.
22IS 18001 : 2000
b)Criteria for classifying work activities and C-4.4 Work Activity Information
information needed about each work Requirements
activity (see C-4.3 and C-4.4);
Information required for each work activity
c)Method of identification and should but are not limited to include items from
categorization hazards (see C-5.1); the following:
d)Procedures for making an informed a)Tasks being carried out, their duration
determination of risk (see C-5.1); and frequency;
e)Words to describe estimated risk levels b)Location(s) where the work is carried out;
(see Tables 1 and 2);
c)Who normally/occasionally carries out the
f)Criteria for deciding whether risks are tasks;
tolerable: whether planned or existing
d)Who else may be affected by the work (for
control measures are adequate (see
example visitors, subcontractors, the
C-6.1);
public);
g)Preferred methods for risk control (see
e)Training, that personnel have received
C-6.2);
about the tasks;
h)Time scales for implementing remedial
f)Written systems of work and/or
action (where necessary) (see Table 2);
permit-to-work procedures prepared for
and
the tasks;
j)Criteria for reviewing adequacy of action
g)Plant and machinery that may be used;
plan (see C-6.3).
h)Powered hand tools that may be used.
C-4.2 Risk Assessment Proforma
j)Manufacturers’ or suppliers’ instructions
Organizations should prepare a simple for operation and maintenance of plant
proforma that can be used to record the machinery and powered hand tools;
findings of an assessment, typically covering: k)Size, shape, surface character and weight
a)work activity; of materials that might be handled;
b)hazard(s); m)Distance and heights of the place where
c)controls in place; materials have to be moved by hand;
d)personnel at risk; n)Services used (for example compressed
air);
e)likelihood of harm;
p)Substances used or encountered during
f)severity of harm;
the work;
g)risk level;
q)Physical form of substances used or
h)action to be taken following the encountered (fume, gas, vapour, liquid,
assessment; and dust/powder, solid);
j)administrative details, for example name r)Content and recommendations of safety
of assessor, date, etc. data sheets relating to substances used or
Organizations should develop their overall risk encountered;
assessment procedure and may need to carry s)Relevant acts, regulations and standards
out trials and continually review the system. relating to the work being done, the plant
and machinery used, and the materials
C-4.3 Classification of Work Activities
used or encountered;
t)Control measures believed to be in place;
u)Available monitoring data gained as a
result of information from within and
A necessary preliminary to risk assessment is
outside the organization, incident,
to prepare a list of work activities, to group
accident and ill-health experience
them in a rational and manageable way, and to
associated with the work being done,
gather necessary information about them. It is
equipment and substances used; and
vital to include, for example, infrequent
maintenance tasks, as well as day-to-day v)Finding of any existing assessments
production work. Possible ways of classifying relating to the work activity.
work activities include:
C-5 ANALYSING RISK
a)geographical areas within/outside the
C-5.1 Identification of Hazards
organization’s premises;
C-5.1.1 General
b)stages in the production process, or in the
provision of a service;
c)planned and reactive work; and
d)defined tasks (for example driving).
23IS 18001 : 2000
Three questions enable hazard identification: r)Work-related upper limb disorders
resulting from frequently repeated tasks;
a)Is there a source of harm ?
s)Inadequate thermal environment, for
b)Who (or what) could be harmed ? and
example too hot;
c)How could harm occur ?
t)Lighting levels;
Hazards that clearly possess negligible u)Slippery, uneven ground/surfaces;
potential for harm should not be documented or
v)Inadequate guard rails or hand rails on
given further consideration.
stairs;
w)Subcontractors’ activities.
C-5.1.2 Broad Categories of Hazard
The above list is not exhaustive. Organizations
To help with the process of identifying hazards
should develop their own hazard ‘prompt-list’
it is useful to categorize hazards in different
taking into account the nature of their work
ways for example by topic, for example:
activities and locations where work is carried
a)mechanical; out.
b)electrical;
C-5.2 Determination of Risk
c)radiation;
d)substances; C-5.2.1 General
e)fire and explosion;
f)toxic release; and
g)natural calamities.
C-5.1.3 Hazard Prompt-List
A complementary approach is to develop a
prompt-list of questions such as:
During work activities could the following The risk from the hazard should be determined
hazards exist ? by estimating the potential severity to harm
and the likelihood that harms will occur.
a)Slips/falls on the level;
b)Falls of persons from heights; C-5.2.2 Severity of Harm
c)Falls of tools, materials, etc, from heights;
Information obtained about work activities (see
d)Inadequate headroom; C-4.4) is a vital input to risk assessment.
e)Hazards associated with manual When seeking to establish potential severity of
lifting/handling of tools, material, etc; harm, the following should also be considered:
f)Hazards from plant and machinery a)Part(s) of the body likely to be affected;
associated with assembly, commissioning,
b)Nature of the harm, ranging from slightly
operation, maintenance, modification,
to extremely harmful:
repair and dismantling;
i)Slightly harmful, for example:
g)Vehicle hazards, covering both site
—superficial injuries; minor cuts and
transport, and travel by road;
bruises; eye irritation from dust;
h)Fire and explosion;
—nuisance and irritation (for example
j)violence to staff;
headaches); ill-health leading to
k)Substances that may be inhaled; temporary discomfort;
m)Substances or agents that may damage ii)Harmful, for example:
the eye;
— lacerations; burns;
n)Substances that may cause harm by
— contussion; serious sprains;
coming into contact with, or being
— minor fractures;
absorbed through, the skin;
— deafness; dermatitis; asthma;
p)Substances that may cause harm by being
ingested (for example entering the body —work related upper limb disorders;
via the mouth); and
q)Harmful energies (for example, electricity, —disorders; ill-health leading to
radiation, noise, vibration); permanent minor disability;
24IS 18001 : 2000
iii)Extremely harmful, for example: C-6 EVALUATION OF RISK
— amputations; major fractures; C-6.1 Risk Tolerance
— poisonings; multiple injuries;
— fatal injuries;
—occupational cancer; other severely
life shortening diseases; and
— acute fatal diseases.
C-5.2.3 Likelihood of Harm
When seeking to establish likelihood of harm
the adequacy of control measures already
implemented and complied with needs to be
considered. Here legal requirements and codes Table 1 shows one simple method for
of practice are good guides covering controls of estimating risk levels and for deciding whether
specific hazards. The following issues should risks are tolerable. Risks are classified
then typically be considered in addition to the according to their estimated likelihood and
work activity information given in C-4.4: potential severity of harm. Some organizations
may wish to develop more sophisticated
a)Number of personnel exposed; approaches, but this method is a reasonable
starting point. Numbers may be used to
b)Frequency and duration of exposure to the
describe risks, instead of the terms ‘moderate
hazard;
risk’, ‘substantial risk’, etc. However using
c)Failure of services for example electricity numbers does not confer any greater accuracy
and water; to these estimates.
d)Failure of plant and machinery C-6.2 Risk Control Action Plan
components and safety devices;
e)Exposure to the elements;
f)Protection afforded by personal protective
equipment and usage rate of personal
protective equipment; and
g)Unsafe acts (unintended errors or
intentional violations of procedures) by
persons, for example, who:
i)may not know what the hazards are;
ii)may not have the knowledge, physical
capacity, or skills to do the work;
iii)underestimate risks to which they are
exposed; and
An approach, again suggested as a starting
point, is shown in Table 2. It shows that control
iv)underestimate the practicality and
measures and urgency should be proportional
utility of safe working methods.
to risk.
It is important to take into account the The outcome of a risk assessment should be an
consequences of unplanned events. inventory of actions, in priority order, to devise,
maintain or improve controls. A procedure for
These subjective risk estimations should planning the implementation of necessary
normally take into account all the people changes following risk assessment is described
exposed to a hazard. Thus any given hazard is in C-6.4.
more serious if it affects a greater number of
Controls should be chosen taking into account
people. But some of the larger risks may be
the following:
associated with an occasional task carried out
just by one person, for example maintenance of a)If possible, eliminate hazards altogether,
inaccessible parts of lifting equipment. or combat risks at source, for example, use
25IS 18001 : 2000
a safe substance instead of a dangerous The action plan should be reviewed before
one or reduce inventory level of hazardous implementation, typically by asking:
substance;
a)Will the revised controls lead to tolerable
b)If elimination is not possible, try to reduce risk levels?
the risk for example by using a low voltage
b)Are new hazards created?
electrical appliance;
c)Where possible adapt work to the c)Has the most cost-effective solution been
individual for example to take account of chosen?
individual mental and physical d)What do people affected think about the
capabilities; need for, and feasibility of, the revised
d)Take advantage of technical progress to preventive measures ?
improve controls;
e)Will the revised controls be used in
e)Measures that protect everyone; practice, and not ignored in the face of for
f)A blend of technical and procedural example, pressures to get the job done ?
controls is usually necessary;
C-6.4 Changing Conditions and Revising
g)The need to introduce planned
maintenance of, for example, machinery Risk assessment should be seen as a continual
safeguards; process. Thus, the adequacy of control
h)Adopt personal protective equipment only measures should be subject to continual review
as a last resort, after all other control and revised if necessary. Similarly, if
options have been considered; conditions change to the extent that hazards
and risks are significantly affected then risk
j)The need for emergency arrangement; and
assessments should also be reviewed.
k)Pro-active measurement indicators are
necessary to monitor compliance with the
Table 1 Simple Risk Level Estimator
controls.
(Clauses C-4.1 and C-6.1)
Consideration also needs to be given to the
development of emergency and evacuation Probability of Slightly Harmful Extremely
plans and provision of emergency equipment Occurrence Harmful Harmful
relevant to the organization’s hazards.
(1) (2) (3) (4)
C-6.3 Adequacy of Action Plan
Highly Trivial Tolerable Moderate
unlikely risk risk risk
Unlikely Tolerable Moderate Substantial
risk risk risk
Likely Moderate Substantial Untolerable
risk risk risk
NOTE—Tolerable here means that risk has been reduced
to the lowest level that is reasonably practicable.
26IS 18001 : 2000
Table 2 Simple Risk-Based Control Plan
(Clauses C-4.1 and C-6.2)
Risk Level Action and Time Scale
(1) (2)
TRIVIAL No action is required and no documentary record needs to be kept.
TOLERABLE No additional controls are required. Consideration may be given to a more cost-effective
solution or improvement that imposes no additional cost burden. Monitoring is
required to ensure that the controls are maintained.
MODERATE Efforts should be made to reduce the risk, but the cost of prevention should be carefully
measured and limited. Risk reduction measures should be implemented.
SUBSTANTIAL Work should not be started until the risk has been reduced. Considerable resources
may have to be allocated to reduce the risk where the risk involves work in progress,
urgent action should be taken.
INTOLERABLE Work should not be started or continued until the risk has been reduced. If it is not
possible to reduce risk even with unlimited resources, work has to remain prohibited.
27IS 18001 : 2000
ANNEX D
(Foreword)
COMMITTEE COMPOSITION
Industrial Safety Sectional Committee, CHD 08
Chairman Representing
SHRI K. C. GUPTA National Safety Council, Mumbai
Members
SHRI A. K. ACHARYA Central Mining Research Institute, Dhanbad
SHRI P. K. NAIR (Alternate)
SHRI PREM BAWEJA Hindustan Aeronautics Ltd, Bangalore
SHRI B. VIJAY KUMAR (Alternate)
SHRI R. H. BHELEKAR Chief Controller of Explosives, Nagpur
DR S. C. CHAWALA Directorate General Health Services, New Delhi
SR B. B. THAKUR (Alternate)
DIRECTOR(MINES SAFETY) Directorate General of Mines Safety, Dhanbad
SHRI A. K. RUDRA (Alternate)
SHRI V. K. GOEL Central Boiler Board, New Delhi
SHRI M. L. AHUJA (Alternate)
SHRI J. P. GOENKA Mining, Geological and Metallurgical Institute of India,
SHRI N. DUTTA (Alternate) Calcutta
SHRI H. N. GUPTA National Safety Council, Mumbai
SHRI R. P. BHANUSHALI (Alternate)
SHRI L. C. GUPTA Airport Authority of India, New Delhi
SHRI H. S. RAWAT (Alternate)
SHRI M. KANT Safety Appliances Mfrs’ Association, Mumbai
SHRI KIRIT MARU (Alternate)
SHRI G. S. KASHYAP Office of the Development Commissioner (SSI), New Delhi
SHRI M. K. MALHOTRA Directorate General Factory Advice Services and Labour
Institutes, Mumbai
SHRI S. K. MUKHERJEE Standing Fire Advisory Council, New Delhi
SHRI A. K. GHOSH (Alternate)
SHRI S. NARAYAN Bhabha Atomic Research Centre, Mumbai
SHRI K. P. NYATI Confederation of Indian Industries, New Delhi
SHRI BHAGWATI PRASAD Employees State Insurance Corporation, Calcutta
SHRI SATISH CHANDER (Alternate)
SHRI R. K. PODDAR Larsen & Toubro Ltd (ECC Cons. Group), Chennai
REPRESENTATIVE Factory Inspectorate, Govt. of Maharashtra, Mumbai
DR S. SADULLA Central Leather Research Institute, Chennai
SHRI G. SWAMINATHAN (Alternate)
SHRI M. R. SAMPATH Indian Cotton Mills Federation, Mumbai
SHRI O. N. DAGA (Alternate)
SHRI P. N. SANKARAN Indian Space Research Organization, Shriharikota
SHRI V. K. SRIVASTAVA (Alternate)
(Continued on page 29)
28IS 18001 : 2000
(Continued from page 28)
Members Representing
SHRI SUCHA SINGH Ministry of Defence, Ordnance Factory Board, Calcutta
SHRI R. SRIVASTAVA (Alternate)
SHRI M. SRIVASTAVA Ministry of Petroleum and Natural Gas (Oil Industries Safety
Directorate), New Delhi
SHRI S. N. MATHUR (Alternate)
DR J. TRIPATHY Standing Committee on Safety for Steel Industry, Sail,
SHRI V. K. JAIN (Alternate) Ranchi
SHRI G. P. YADAV National Institute of Occupational Health, Ahmedabad
SHRI N. JAIPAL (Alternate)
SHRI LAJINDER SINGH, Director General, BIS (Ex-officio Member)
Director (Chem)
MemberSecretary
SHRI P. MUKHOPADHYAY
Additional Director (Chem), BIS
Safety Practices and Procedures Subcommittee, CHD 8:04
Convener
SHRI H. N. GUPTA National Safety Council, Mumbai
Members
SHRI HAROLD BARNES Birla 3M Ltd, Bangalore
SHRI R. H. BHALEKAR Chief Controller of Explosives, Nagpur
DR S. CHATTOPADHYAY Ministry of Defence (DGQA), New Delhi
SHRI K. K. DUTTA (Alternate)
DIRECTOR (MINES SAFETY) Directorate General of Mines Safety, Dhanbad
SHRI A. K. RUDRA (Alternate)
SHRI P. K. GHOSH Atomic Energy Regulatory Board, Mumbai
SHRI A. B. LAL National Thermal Power Corporation, New Delhi
SHRI P. CHINNA (Alternate)
SHRI M. K. MALHOTRA Directorate General Factory Advice Services and Labour
Institutes, Mumbai
SHRI S. K. MUKHERJEE Standing Fire Advisory Council, New Delhi
SHRI A. K. GHOSH (Alternate)
DR S. NAND Fertilizers Association of India, New Delhi
SHRI K. P. NYATI Confederation of Indian Industries, New Delhi
SHRI V. B. PATIL National Safety Council, Mumbai
REPRESENTATIVE Engineers India Ltd, New Delhi
REPRESENTATIVE IPCL, Baroda
REPRESENTATIVE Ministry of Environment & Forest
SHRI A. K. ROHTAGI Standards Alkali, Mumbai
SHRI H. N. SRIHARI ICI India Limited, Calcutta
DR T. K. CHATERJEE (Alternate)
(Continued on page 30)
29IS 18001 : 2000
(Continued from page 29)
Members Representing
SHRI M. SRIVASTAVA Ministry of Petroleum and Natural gas (Oil Industries Safety
SHRI S. C. GUPTA (Alternate) Directorate), New Delhi
SHRI S. V. TAMBAKE Director, Industrial Safety & Health (Govt. of Maharashtra),
Mumbai
DR J. TRIPATHY Standing Committee on Safety for Steel Industry, Sail,
SHRI V. K. JAIN (Alternate) Ranchi
30Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CHD 8 (845).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 2002
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
13074.pdf
|
1s 13074:1991
LAYINGOFBITUMENMASTICFLOORINGFOR
INDUSTRIESHANDLINGLPGANDOTHER
LIGHTHYDROCARBONPRODUCTS-
CODEOFPRACTICE
UDC 692’533’12 : 662’767
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Afuy 1991 Price Groq 1, Flooring, Wall Finishing and Roofing Sectional Committee, CED 5
.
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Flooring, Wall Finishing and Roofing Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard has been formulated with a view to provide guidance for preparation of base, for
laying and maintenance of bitumen mastic flooring.
This standard shall be read in conjunction with IS 13026 : 1990 ‘Specification for bitumen mastic
for flooring for industries handling LPG and other light hydrocarbon products’, IS 8374 : 1977
‘Specification for bitumen mastic, antistatic and electrically coducting grade’ and IS 1196 : 1978
‘Code of practice for laying bitumen mastic flooring’.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number
of significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 13074 : 1991
Indian Standard
LAYINGOFBITUMENMASTICFLOORING FOR
INDUSTRIESHANDLINGLPGANDOTHER
LIGHTHYDROCARBONPRODUCTS-
CODEOFPRACTICE
1 SCOPE wire or coir brush and should be free from
ridges and hollows. The base may be provided
1.1 This standard lays down the procedure for with suitable slope if needed for drainage of rain
laying bitumen mastic flooring for industries water, etc.
handling LPG and other light hydrocarbon
7.3 Laying
products.
7.3.1 Transport of Molten Material
2 REFERENCE
The molten mastic shall be carried in flat mortar
2.1 The Indian Standard IS 13026 : 1990
pans. The pans are sprinkled with lime stone
‘Specification for bitumen mastic flooring for
dust, to prevent sticking of mastic. Grease or
industries handling LPG and other light
oil shall not be used.
hydrocarbon products’, is a necessary adjunct
to this standard.
7.3.2 Spreading
3 DESIGN CONSlDERATION Bitumen mastic should be laid in bays in one or
more layer. The specified thickness be
3.1 Bitumen mastic is jointless and impervious
maintained by suitable hand tools, gauges,
to the transmission of moisture. In designing
straight edges, band levels, etc.
the bitumen mastic flooring for hydrocarbon
services, consideration shall be given to the 7.3.2.1 The bubbles formed during laying should
anticipated service conditions as specified in be punctured and the area rectified while mastic
IS 13026 : 1990. is hot.
7.3.2.2 Multi-layer work should be treated in
4 THICKNESS same manner as that of single-layer, care being
taken to arrange that the joints in successive
4.1 The total thickness to which bitumen mastic
layers are staggered.
should be laid shall be 20 mm to 25 mm or as
mutually agreed upon by both parties depending 7.3.2.3 Protection of the surface
on actual conditions.
The laid surface shall be protected from damage
5 MATERIAL due to movement of heavy load, spillage of oils,
etc. Bitumen mastic surface should not be used
5.1 Bitumen mastic shall conform to the require- for preparation of cement concrete mixes or
ments given in IS 13026 : 1990. mortars.
5.2 The bitumen mastic may be delivered to the
site in the molten state and immediately laid. 7.3.2.4 Opening to tra@c
The mastic flooring should not be opened to
6 EQUIPMENT
traffic until the material has cooled down to
6.1 The equipment shall consist to bitumen ambient temperature of the surrounding
boiler, a mechanically agitated mastic cooker atmosphere.
and other accessories. The equipment shall be
used near the site, so as to prevent cooling of 8 REPAIRS
the molten material.
8.1 Damaged area shall be cut rectangular and
replaced with new mastic. Blow lamp techniques
7 CONSTRUCTION
to remove damaged layer are preferred.
7.1 The base on which the bitumen mastic is to
be laid shall be stable to receive the mastic and 9 MAINTENANCE
to sustain the anticipated load on it.
9.1 The bitumen mastic flooring requires little
maintenance. Dirt and dust should be periodi-
7.2 Preparation of the Base
cally removed with lukewarm water and
The base shall have an even and dry surface detergent. Oils, fats and grease spilled, should
which has been roughened with stiff broom or be removed immediately.
1Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer . Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standan.& Act, 2986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to ti,me. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. CED 5 ( 4358 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all OI%ces )
Regional Offices : Telephona
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
’ CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C1.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. THIRUVANANTHAPURAM.
.
Printed at Swatantra Bharat Pms,4Delhi, India
|
ISO10015.pdf
|
Is/lso 10015 : 1999
Indian Standard
QUALITY MANAGEMENT — GUIDELINES
FOR TRAINING
ICS 03.120.10
C) BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September 2000 Price Group 7Quality Management Sectional Committee, MSD 2
NATIONAL FOREWORD
This Indian Standard which is identical with ISO 10015:1999 ‘Quality management — Guidelines for
training’ issued bythe International Organization for Standardization (ISO) was adopted by the Bureau
of Indian Standards on the recommendation ofthe Quality Management Sectional Committee (MSD 2)
and approval of the Management and Systems Division Council.
The text of the ISO standard has been approved as suitable forpublication as Indian Standard without
deviations. Certain conventions are, however, notidentical tothose used inIndian Standards. Attention
is particularly drawn to the following:
Wherever the words ‘International Standard’ appear referring to this standard, they should be read
as ‘Indian Standard’.
Inthe adopted standard, normative reference appears to an International Standard for which an Indian
Standard also exists.The corresponding Indian Standard which isto be substituted initsplace isgiven
below along with itsdegree of equivalence forthe edition indicated:
International Standard Corresponding Indian Standard Degree of
Equivalence
ISO 8402:1994 1S/1S0 8402:1994 Quality management Identical
and quality assurance — Vocabulary
(first revision)
At the time of publication, the edition of the standard mentioned above was valid. All standards are
subject to revision, and users ofthis standard are advised to investigate the possibility of applying the
most recent edition of the standard indicated.
Annex A isfor information only.1s/1s010015:1999
Introduction
The Quality management principles underlying the ISO 9000 family of standards (of which the ISO 10000 series
f,orm a part) emphasize the importance of human resource management and the need for appropriate training.
They recognize that customers are likely to both respect and value an organization’s commitment to its human
resources and itsability to demonstrate the strategy used to improve the competence of itspersonnel.
Personnel at all levels should be trained to meet the organization’s commitment to supply products of a required
quality in a rapidly changing market place where customer requirements and expectations are increasing
continuously.
This International Standard provides guidelines to assist organizations and their personnel when addressing issues
reiated to training. It may be applied whenever guidance is required to interpret references to “education” and
“training” within the ISO 9000 family of quality assurance and quality management standards. Any references to
“training”inthis document includes all types of education and training.
An organization’s objectives for continual improvement, including the performance of its personnel, might be
affected by a number of internal and external factors including changes in markets, technology, innovation, and the
requirements of customers and other stakeholders. Such changes may require an organization to analyse its
competence-related needs. Figure 1 illustrates how training could be selected as an effective means of addressing
these needs.
m
,,:~~e::;” ‘1
Figure 1— Improving quality by trainingIwlso 10015:1999
The role of this International Standard isto provide guidance that can help an organization to identify and analyse
training needs, design and plan the training, provide for the training, evaluate training outcomes, and monitor and
improve the training process inorder to achieve itsobjectives. Itemphasizes the contribution oftraining to continual
improvement and isintended to help organizations make their training a more effective and efficient investment.
ii1s/1s0 10015:1999
Indian Standard
QUALITY MANAGEMENT — GUIDELINES
FOR TRAINING
1 Scope
These guidelines cover the development, implementation, maintenance, and improvement of strategies and
systems for training that affect the quality ofthe products supplied by an organization.
This International Standard applies to all types of organizations.
Itisnot intended for use incontracts, regulations, or for certification.
Itdoes not add to, change, or otherwise modify requirements for the ISO 9000 series.
This international Standard is not intended to be used by training providers delivering services to other
organizations.
NOTE The mainsourceof referencefortrainingprovidersshouldbe ISO 9004-2:1991, Qua/itymanagementand quality
systemelements— Part2: Guidelinesforservices,untilsupersededbyISO9004:2000.
Training providers may use this International Standard when addressing the training needs oftheir own persohnel.
2 Normative reference
The following normative document contains provisions which, through reference inthis text, constitute provisions of
this International Standard. For dated references, subsequent amendments to, or revisions of, any of this
publication do not apply. However, parties to agreements based on this International Standard are encouraged to
investigate the possibility of applying the most recent edition of the normative document indicated below. For
undated references, the latest edition of the normative document referred to applies. Members of ISO and IEC
maintain registers of currently valid International Standards.
ISO 8402, Qua/ity management and qua/ity assurance — Vockbu/aryl ).
3 Terms and definitions
For the purposes of this International Standard, the terms and definitions given in ISO 8402 and the following
apply.
3.1
competence
application of knowledge, skills, and behaviors inperformance
3.2
training
process to provide and develop knowledge, skills and behaviors to meet requirements
1) Tobe revisedas ISO9000:2000.
1Is/lso 10015:1999
4 Guidelines for training
4.1 Training A four-stage process
4.1.1 General
A planned and systematic training process can make an important contribution in helping an organization to
improve itscapabilities and to meet itsquality objectives.
This training process isillustrated inthe training cycle diagram shown in Figure 2.
To increase the readability of this International Standard and to distinguish clearly between guidance and use of
the process model to describe the guidance, the process model appears inTables A.1 to A.5 inannex A.
For selecting and implementing training to close the gaps between. required and existing competence,
management should monitor the following stages:
a) defining training needs;
b) designing and planning training;
c) providing for the training;
d) evaluating the outcome oftraining.
As illustrated, the output ofone stage wil,lprovide the input for the following stage.
1. Define training needs
i
4. Evaluate training
outcomes
Figure 2 — Trainingcycle
4.1.2 Purchase of training-related products and services
It should be the responsibility of the management to decide if and when the external or internal purchasing and
resourcing of products and services related to anv of the four staaes of the training process, and its monitoring,
should occur (see Tables A.1 to A.5).
For example, some organizations might find it beneficial to use external expertise to carry out an analysis of its
training needs.
21s/1s0 10015:1999
4.1.3 Involvement of personnel
Appropriate involvement of the personnel whose competence is being developed, as part of the training process,
may result inthose personnel feeling a greater sense of ownership of the process, resulting intheir assuming more
responsibility for ensuring itssuccess.
4.2 Defining training needs
4.2.1 General
The training process should be initiated after a needs analysis of the organization has been conducted and
competence-related issues have been recorded, as depicted in Figure 1 inthe Introduction.
The organization should define the competence needed for each task that affects the quality of products, assess
the competence of the personnel to perform the task, and develop plans to close any competence gaps that may
exist.
The definition should be based on an analysis of present and expected needs of the organization compared with
the existing competence of itspersonnel.
The purpose of this stage should be to:
a) define the gaps between the existing and required competence;
b) define the training needed by employees whose existing competence does not match the competence
required for the tasks; and
c) document specified training needs.
The analysis of the gaps between existing and required competence should be conducted to determine whether
the gaps can be closed by training or whether other actions might be necessary (see Table A.1).
4.2.2 Defining the needs of the organization
The organization’s quality and training policies, quality management requirements, resource management and
process design should be considered when initiating training, as an inputto 4.2, to ensure that the required training
will be directed toward satisfying the organization’s needs.
4.2.3 Defining and analysing competence requirements
Competence requirements should be documented. This documentation can be periodically reviewed or as
necessary when work assignments are made and performance isassessed.
The definition of an organization’s future needs relative to its strategic goals and quality objectives, including the
required competence of itspersonnel, may be derived from a variety of internal and external sources, such as:
. organizational or technological change that affects work processes or impacts on the nature of products
supplied bythe organization;
— data recorded from past orcurrent training processes;
the organization’s appraisal ofthe competence ofthe personnel to perform specified tasks;
turnover or seasonal fluctuation records involving temporary personnel;
— internal or external certification needed for the performance of specific tasks;Ismo 10015:1999
— requests from employees identifying opportunities for personal development which contribute to the
organization’s objectives;
— the result of process reviews and corrective actions due to customer complaints or reports of nonconformities;
— legislation, regulations, standards and directives affecting the organization, itsactivities and resources; and
— market research identifying or anticipating new customer requirements.
4.2.4 Reviewing competence
A regular review should be conducted of documents that indicate the competence required for every process and
the records that listthe competence of every employee.
Methods used for reviewing competence might include the following:
— interviews/questionnaire with employees, supervisors, managers;
— observations;
— group discussions; and
— inputs from subject matter experts.
The review is related to task requirements and task performance.
4.2.5 Defining competence gaps
A comparison of the existing competencies with those required should be made to define and record the
competence gaps.
4.2.6 identifying solutions to close the competence gaps
The solutions to close the competence gaps could be found through training or other actions of the organization,
such as redesigning processes, recruitment of fully trained personnel, outsourcing, improving other resources, job
rotation or modifying work procedures.
4.2.7 Defining the specification for training needs
When a training solution is selected to close the competence gaps, training needs should be specified and
documented.
The specification for training needs should document the objectives and the expected outcomes of the training. The
input to the specification for training needs should be provided by the list of competence requirements found in
4.2.3, the results ofprevious training, and current competence gaps and requests for corrective action.
This document should become part of the training plan specification and should include a record of the
organization’s objectives which will be considered as inputs for designing and planning training and for monitoring
the training process.
4.3 Designing and planning training
4.3.1 General
The design and plan stage provides the basis for the training plan specification,
41s/1s0 10015:1999
This stage includes:
a) design and planning of actions which should be taken to address the competence gaps identified in4.2.5; and
b) definition of the criteria for evaluating the training outcomes and monitoring the training process (see 4.5,
clause 5 and Table A.2).
4.3.2 Defining the constraints
Relevant items which constrain the training process should be determined and listed.
These might include:
— regulatory requirements imposed by laws;
— the policy requirements, including those relating to human resources, imposed by the organization;
. financial considerations
— timing and scheduling requirements;
. the availability, motivation and ability ofthe individuals to be trained;
— factors such as the availability of in-house resources to perform the training, or the availability of reputable
training providers; and
— constraints on any other available resources.
The listof constraints should be used inthe selection of training methods (4.3.3) and training provider (4,3.5) and
for the development of a training plan specification (4.3.4).
4.3.3 Training methods and criteria for selection
Potential training methods to meet the training needs should be listed. The appropriate form of training will depend
on the listed resources, constraints and objectives.
Training methods might include:
— courses and workshops on or off site;
— apprenticeships;
— on-the-job coaching and counseling;
— self-training; and
— distance learning.
Criteria for selection of the appropriate methods, orcombination of methods, should be defined and documented.
These may include:
— date and location;
— facilities;
— cost;
5Ismo 10015:1999
— training objectives;
— target group of trainees (e.g., current or planned professional position, specific expertise and/or experience,
maximum number of participants);
— duration of training and sequence of implementation; and
— forms of assessment, evaluation and certification.
4.3.4 Training plan specification
A training plan specification should be established in order to negotiate with a potential training provider the
provisions of specific training processes, e.g. delivery ofspecific training content.
A training plan specification is appropriate in order to establish a clear understanding of the organization’s needs,
the training requirements, and the training objectives that define what the trainees will be able to achieve as a
result of the training.
Training objectives should be based on the expected competence developed inthe specification for training needs
inorder to ensure the effective delivery oftraining and to create clear and open communication.
The specification should consider the following:
a) the organization’s objectives and requirements;
b) specification for training needs;
c) training objectives;
d) trainees (target groups ortarget personnel);
e) training methods and outline ofcontent;
f) schedule of requirements, such as duration, dates and significant milestones;
9) resource requirements, such as training materials and staff;
h) financial requirements;
i) criteria and methods developed forthe evaluation oftraining outcomes to measure the following:
— satisfaction ofthe trainee,
— trainee’s acquisition of knowledge, skills and behaviors,
. trainee’s on-the-job performance,
— satisfaction ofthe trainee’s management,
— impact on the trainee’s organization, and
— procedures for monitoring the training process (see clause 5).
4.3.5 Selecting a training provider
Any potential internal or external training provider should be subject to critical examination before being selected to
provide the training. This examination may include the provider’s written information (e.g. catalogues, leaflets) and
evaluation reports. Examination should be based onthe training plan specification and the identified constraints.
61s/1s0 10015:1999
The selection should be recorded in an agreement or formal contract establishing ownership, roles and
responsibilities for the training process.
4.4 Providing for the training
4.4.1 General
It isthe responsibility of the training provider to carry out all the activities specified for the delivery of the training in
the training plan specification.
However, as well as providing the resources necessary to secure the services of the training provider, the role of
the organization insupporting and facilitating the training might include:
— supporting both the trainer and the trainee; and
. monitoring the quality ofthe training delivered.
NOTE Atrainerisapersonwhoappliesatrainingmethod.
The organization may support the training provider inmonitoring the provision of training (see clause 5).
The success of these activities is affected by the effectiveness of the interactions between the organization, the
training provider and the trainee.
The purpose of the following subclauses is to provide guidance on how the organization might carry out these
activities (see Table A.3).
4.4.2 Providing support
4.4.2.1 Pretraining support
Pretraining suppoti may include such activities as:
. briefing the training provider with relevant information (see 4.2);
— briefing the trainee onthe nature ofthe training and the competence gaps itisintended to close; and
— enabling contact to be made between the trainer and trainee.
4.4.2.2 Training support
Training suppori may include such activities as:
— providing relevant tools, equipment, documentation, software or accommodation tothe trainee and/or traine~
— providing relevant and adequate opportunities forthe trainee to apply the competence being developed; and
. giving feedback on task performance as requested by the trainer and/or trainee.
4.4.2.3 End-of-training support
End-of-training support may include such activities as:
— receiving feedback information from the trainee;
— receiving feedback information from the trainee and
— providing feedback information to managers and tothe personnel involved inthe training process.
7Is/fso lm15 :1999
4.5 Evaluating training outcomes
4.5.1 General
The purpose of the evaluation is to confirm that both organizational and training objectives have been met, i.e.
training has been effective.
The inputs for the evaluation of training outcomes are the specifications for training needs and for the training plan,
and the records from the delivery oftraining.
The results of training often cannot be fully analysed and validated untilthe trainee can be observed and tested on
the job.
Within a specified time period after the trainee has completed the training, the management of ‘MLE- ‘u-I-y-c-’u--’I:lzatw-l-l
should ensure that an evaluation takes place to verify the level ofcompetence achieved.
Evaluations should be carried out on both a short-term and long-term basis:
— in the short term, trainee feedback information should be obtained on the training methods, resources used,
and knowledge and skills gained as a result of the training; and
— inthe long term, trainee job performance and productivity improvement should be assessed.
The evaluation should be conducted onthe basis of established criteria (see 4.3.4),
The evaluation process should include the collection of data and the preparation of an evaluation report which also
provides an input to the monitoring process (see Table A.4).
4.5.2 Collecting data and preparing an evaluation report
An evaluation report might include the following:
— specification for training needs;
evaluation criteria and description of sources, methods and schedule for evaluation;
— analysis of data collected and interpretation ofthe results;
review of training costs; and
— conclusions and recommendations for improvement.
The occurrence of nonconformities may require procedures for corrective action.
The completion oftraining should be documented inthe training records.
5 Monitoring and improving the training process
5.1 General
The main purpose of monitoring isto ensure that the training process, as part of the organization’s quality system,
is being managed and implemented as required so as to provide objective evidence that the process iseffective in
meeting the organization’s training requirements. Monitoring involves reviewing the entire training process at each
of the four stages (see Figure 2).
81s/1s0 10015:1999
Monitoring should be conducted by competent personnel in accordance with the organization’s documented
procedures. Where possible, such personnel should be independent of the functions in which they are directly
involved. Methods for monitoring might include: consultation, observation, and data collection. Methods should
have been decided during the training plan specification stage (see 4.3.4).
Monitoring isa valuable tool for enhancing the effectiveness ofthe training process (see Table A.5).
5.2 Validation of the training process
Inputs for monitoring might include all the records from all stages inthe training process. Based on these records, a
review of the different stages can be performed to detect nonconformity issues for corrective and preventive
actions. Such inputs can be collected on an on-going basis to provide the basis of validating the training process,
and for making recommendations for improvement.
Ifthe procedures are followed and the specified requirements met, then the personnel competence records should
be up-dated to reflect this additional qualification.
If the procedures are not followed and the requirements are met, then the procedures should be revised and the
personnel competence records should be up-dated to reflect this additional qualification.
Ifthe procedures are followed and the requirements not met, then corrective action maybe needed to improve the
training process or develop an appropriate non-training solution.
Overall, the review of the training process should identify any further opportunities for improving the effectiveness
of any stage of the training process.
Appropriate records should be maintained of the various monitoring and evaluation activities conducted, the results
obtained, and the actions planned.
9ls/lso 10015:1999
Annex A
(informative)
Tables
Table A.1 — Defining training needs (4.2)
I
Inputs Process outputs Record
Defining organization’s needs (4.2.2)
Quality policy Consider all inputs Decision to initiate Decision to initiate
when initiating training process training process
Training policy
training
Quality management requirements
Resources management
Process design
Defining and analysing competence requirements (4.2.3)
Organizational ortechnological change that Document Competence Listofcompetence
affects work processes or impacts on the nature competence requirements requirements
of products supplied bythe organization requirements
Data recorded from past or current training
processes
Organization’s appraisal ofthe competence of
the personnel to perform specified tasks
Turnover or seasonal fluctuation records
involving temporary personnel
Internal or external certification needed forthe
performance of specific tasks
Requests from employees identifying
opportunities for personal development
contributes to organization’s objectives
Result of process reviews and corrective actions
due to customer complaints or nonconformities
reports
1
Legislation, regulations, standards, and
directives affecting the organization, itsactivities
and resources
Market research identifying or anticipating new
customer requirements
Reviewing competence (4.2.4)
Competence records Review existing Knowledge of Listof existing
competence existing competence
Data on task requirements and task performance,
competence
from:
— interviews/questionnaire with employees, ‘
supewisors, managers
— observations
— group discussion
— input from subject matter experts
10IS/lso 10015:1099
Table A.1 (continued)
I I I
Inputs Process outputs Record
Defining competence gaps (4.2.5)
Listof required competence and listof existing Define competence Knowledge of Listof competence
competence gaps competence gaps gaps
Identifying sol’!tionsto close the competence gaps (4.2.6)
Listofcompetence gaps Identify and select Training selected Training selected
training as a as a solution as a solution
solution
Defining the specification for training needs (4.2.7)
Listof competence requirements; Document training Training needs Training needs
objectives and specification specification
Listofcompetence gaps
expected training document
Results of previous training outcomes
Requests for corrective action
11ls/lso 10015: 19$s
Table A.2 — Designing and planning the training (4.3)
Inputs Process outputs Record -
)efining the constraints (4.3.2)
regulatory requirements Identify constraints Knowledge of Listof constraints
constraints on
‘olicy requirements
training
‘inancial considerations
fiming and scheduling requirements; training
esources and availability of reputable training
>roviders
availability, motivation and ability ofthe
ndividuals to be trained
3ther logistical factors
l_rainingmethods and criteria for selection (4.3.3)
Training needs specification Identify training Knowledge of Listoftraining
methods training methods methods
Listof resources, constraints and objectives
Listof optional training methods
Criteria for choosing training methods
Training plan specification (4.3.4)
Organization’s objectives and requirements Define the training Training plan Training plan
plan specification specification specification
Specification training needs
document
Training objectives
Target groups oftrainees ortarget personnel
Training methods and content outline
Schedule of requirements
Resource and financial requirements
Criteria for evaluating training outcomes
Monitoring procedures
Selecting a training provider (4.3.5)
Potential training provider’s written information Select a training identified training Agreement or
provider provider formal contract
Evaluation reports
establishing
Training plan specification ownership, roles
Identified constraints and, responsibilities
for the training
process
121s/1s010015:1999
Table A.3 — Providing for the training (4.4)
Inputs Process outputs Record
Providing support (4.4.2.)
Pretraining support (4.4.2.1)
Training needs specification Brief trainer and Briefing reports Pretraining briefing
trainee reports
Listofcompetence gaps
Training plan specification
Training support (4.4.2.2)
Took, equipment, documentation, software or Provide training Training support Training suppofi
accommodation support to trainer reports reports
and trainee
Opportunities for applying competence
Opportunities for feedback on task performance
End-of-training support (4.4.2.3)
Pre-training briefing reports Obtain feedback Feedback End oftraining
information from information reports feedback
Training support reports
trainer and trainee information reports
Provide feedback
information to
managers and other
employees involved
inthe training
process
Table A.4 — Evaluating training outcomes (4.5)
Inputs Process outputs Record
Collecting data and preparing evaluation report (4.5.2)
Specification for training needs Collect data and Evaluation report Evaluation report
evaluate iton the
Training plan specification Training records
basis of established
Records from the delivery oftraining criteria
Analyse data and
interpret results,
review of budget,
verify the
achievement of
specified
competence
Recommend
corrective actions
13WIso 10015:1999
Table A.5 — Monitoring and improving the training process (clause 5)
Inputs Process I outputs Record
Validation of the training process (5.2)
Decision to initiate training Provide objective Monitoring reports Monitoring reports
evidence that the
Requests for
Lists of required and existing competence
training process is
corrective or
List of competence gaps effective in meeting preventive actions
the organization’s
Training needs specification
training
Training plan specification requirements by
consultation,
Agreement orformal contract establishing observation, and
ownership and responsibilities for the training data collection
process
Identify
Records from the delivery of training nonconformity
issues for corrective
Evaluation report
and preventive
actions
14Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is tak~n’up for revision. Users of Indian Standards
shou [dascertain that they are in possession of the latest amendments or edition by referring to the latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. MSD 2 (192).
Amendments Issued Since Publication
fimend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksrtnstha
Telephones :3230131,3233375,323 9402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern :C. 1.T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
2351519,2352315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE,
FARIDABAD. GHAZIABAD. GUWAHAT1. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Printed at PRINTOGRAPH, New Delhi
|
7356_1.pdf
|
e%
-
IS 7356( Part 1 ) :2002
mart
dMtlaFifiRT
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
INSTRUMENTS FOR PORE PRES~URE
MEASUREMENTS IN EARTH DAMS
AND ROCKFILL DAMS
PART 1 POROUS TUBE PIEZOMETERS
Revision )
(Second
lCS93.160
I
.
!,
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 2002 Price Group 5Hydraulic Structures Instrumentation Sectional Committee, WRD 16
FOREWORD
This Indian Standard (Part 1)(Second Revision) wasadopted bythe Bureau ofIndian Standards, after the drafl
finalizedbytheHydraulic Structures Instrumentation SectionalCommitteehadbeenapproved bytheWaterResources
Division Council.
When load isapplied to asoiImass, part of itiscarried bythe soil particle skeleton andremaining part bythe air
and water entrapped between the soil particle skeleton. The load isdistributed in direct proportion to the
relative stiffness ofthe individual phases. The pores between the soil particles arevery small and may be partly
filled with water. Therefore, the pressure inthe air and water, which fills the pore space will be different. The
effective stress, related to these known stresses, is crucial in soil engineering for analyzing its deformation
behaviour. The porous tube piezometer isa device for measuring pore water pressures primarily inafoundation
though itcanalso beusedtomeasure pore pressure inanembankment. Itismore sensitive to foundation pressures
orground water fluctuations and is more resistant to plugging duetosilting than the conventional observation
well which it replaces. The porous tube piezometer can be installed at any location, being an independent
installation. Since itcanbe installed after completion ofconstruction, there isnohindrance to the construction
ofdam.
Proper installation ofpiezometers inearth fillsandtheir foundations provide significant quantitative data indicating
the magnitude and distribution of pore pressure and their variations with time. It also helps to know the pattern
of seepage, zones of potential piping and effectiveness of seepage control measures. The data obtained from
such piezometers serves the following purposes :
a) It indicates potentially dangerous conditions that may adversely affect the stability of a dam.
b) It helps to monitor the post-construction behaviour of dams and their foundations.
c) Itprovides basic data for improvement ofdesign practices and criteria that will promote safer and more
economical design and construction of earth and rock fill dams.
d) It enables evaluation of the effectiveness of grout curtain,
This standard was first published in 1974 and subsequently revised in 1992. In this revision, description of
equipments, installation procedure, correction for time lag and data sheet for porous tube piezometer readings
(Annex A)have been modified inthe light of experience gained over the years.
There isno 1S0 standard on the subject. This standard has been prepared based on indigenous manufacturers
data/practices prevalent inthe field in India.
The composition of the Committee responsible for the formulation of this standard isgiven at Annex C.
For the purpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed or calculated expressing the result of a test or analysis, should be rounded off in accordance with
1S2: 1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained in
the rounded off value should be the same as that of the specified value in this standard.1S7356( Part 1): 2002
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
INSTRUMENTS FOR PORE PRESSURE
MEASUREMENTS IN EARTH DAMS
AND ROCKFILL DAMS
PART 1 POROUS TUBE PIEZOMETERS
Revision )
(Second
1 SCOPE should be chosen considering the nature of the soil.
1.1 Thisstandard(Part 1)coversdescriptionofporous 3.2 Stopper
tube piezometer with connected accessories, the
This isa rubber plug used to seal the bottom end of
installation procedure and maintenance, method of
the porous tube.
taking observations, record and presentation ofdata
for earth and rock fill dams. 3.3 TopAdaptor
1,1.1 The provisions of this code suitably modified Thisisarubberbushhavingacentralholewithdiameter
may also be applicable to porous tube piezometer equal to outer dia ofthe stand pipe for passing into
installations in earthen embankments. the porous tube and isused for plugging the top end
of the porous tube.
2 DESCRIPTION AND WORKING OF THE
APPARATUS 3.4 Standpipe
2.1 The intake point of the piezometer consists of a Thisisadurable rigidPVCpipeofanoutside diameter
porous Carborundum/alundum tube ofannular cross- of 12mmand wall thickness of 1.5mm. Maximum
section. The bottom endoftheporoustube isplugged available lengths shall beused to minimize joints. In
with a suitable rubber stopper. The porous tube is case of water level sounder of 8mm dia or more the
set inahole which iseither drilled orjetted into the diameter of the tubing may be increased, provided
foundation/embankment toapredetermined elevation. theconsequent increase inresponse time isacceptable
The porous tube is surrounded by sand and has a for the intended use.
riser pipe extended to the surface.
3.5 Joints for PVC Pipe
2.2 The pressure of the pore water surrounding the
These are required forjointing theavailable lengths
porous tube causes aflow ofwater through the pores
of PVC pipes. Thejoints should be of suitable type
ofthe porous tube which rises inthe riser pipe. The
toensure noleakage and should besmooth and flush
elevation ofwater inthe riser pipe isdetermined bya
inside to prevent lodging of air bubbles and smooth
suitable device lowered from the top ofthe pipe.
passingofthesounder. Thejoiner orcoupler forPVC
pip-esmaybemadeofrigidPVChavinginternaldiameter
2.3 Atypical assembly ofthe porous tube piezometer
isshown inFig. 1. same as of the PVC pipes. Suitable adhesive/resin
may be used forjoining lengths of PVC tubing.
3 EQUIPMENT
4 WATER LEVEL SOUNDER
3.1 Porous Tube
4.1 Itcomprisesoftwoinsulatedwirespassingthrough
This is a porous Carborundum or alundum tube of aprobe of 6 mmdiameter of suitable material. The
annular cross-section, 37 mm outer dia x 6mmwall lowerendsofwiresshallbebareforcontactwithwater.
thickness and about 60 cm long. Itmaybe of shorter Thewater levelsounder isrequired tobelowered from
lengthsalso depending ontheheight ofthe structure. the surface intc the PVC tube with the help of the
The length of the porous tube and the sand backfill connecting graduated cable for taking observations.
(seeFig.1)maybe variedwiththesub-surt%ceconditions Suitable markings should be given on the cable
encountered at site. The porosity ofthe porous tube preferably at0.5 mintervals with an arrangement toIS 7356( Part 1): 2002
1.5 mm@ DRILL HOLE THROUGH
TOP OF BRASS PIPE CAP
\
3mm@
IN THE
50 mm N.
CEMENT CONCRE,TE
,’
L?cm
1%
-a
VARIABLE s
I /- CEMENT SAND GROUT
-:...=
,...,
W SATURAIED CLEAN
:.:...
. 1. .:. SAND BACKFILL
J10TO .“- ““
‘olcm lY.’.’;~>OO mm @HOLE
LIST OF PARTS
S1No. Name ofItem Matetial
1. 37 mmdiax6mmthickwalland Carborundum
60 cmlongporoustube orAlundum
2. Stopper Rubber
3. Topadaptor Rubber
4. Pipe 12mminODx 1.5 mmwall Pvc
5. Pipejoint Pvc
6. 12mmbrass hexagonal pipecap Brass
7. 50 mmnominalborepipecap G/l
8. 50 mmnominalboresteelpipe Gil
9. Male connector Brass
NOTES
1 Suitable protective fencingaroundeach installationshallbebuiltattop.
2 Water level sounder usedforobservations shallbecapable ofbeinglowered into9mmIDplastictubing.
3 The 50 mmcasing pipe mayalsobeusedforextending the 12mmplasticpipethroughfillwhere necessary,
FIG.1TYPICALASSEMBLYOFPOROUSTUBEPIEZOMETER
2IS 7356( Part 1): 2002
measure levels to an accuracy of 2 mm. The length 5.1.4 Phase 4 — Positioning of Porous Tube
of the wires should be commensurate with depth up Assembly
to which the observations are required to be made.
The sounder unitshould bebatteryoperated, complete Theassembled porous tube apparatus isthen lowered
with reel/spool, cable extension rod of0.5 mlength, into the hole, maintaining a small positive. pressure
leather carrying case, tripod stand and dummy probe in the tank to cause an outward flow of water from
with nylon cord of50mlength. The unit should also the tip. This will prevent movement of fines into the
beequippedwithbatteryoperated indicatorandbuzzer. porous tube. Theoriginal elevation atthemiddle point
of porous tube isthen measured to the nearest 1cm.
5 INSTALLATION PROCEDURE Thiswillbetheelevation atwhichpre-pressure reading
isplanned (see phase 4, Fig. 2 ).
5.1 The various phases and steps involved in the
installation of porous tube piezometer are briefly
5.1.5 Phase 5 — Backfilling of Sand Around
described in subsequent clauses ( see also Fig. 2 ).
Porous Tube
5.1.1 Phase 1— Advancing and Cleaning of Hole
Withthe assembled porous tube assembly resting on
Aminimumof 100mmdiametercasedholeisadvanced sand at the bottom of hole, the casing is withdrawn
to about 30 to 60 cm below the planned elevation of approximately 30 to 60 cm above its top in small
the porous tube by jetting or accepted drilling increments, depending on the condition of the wall
procedure. Foradrilled hole,cleanwater is circulated of hole. The saturated sand is poured in to the hole
till the discharge from the hole becomes clear. For a oneach withdrawal upto aminimum of 30cmabove
jetted hole, the jet pipe is pulled a few centimetres the top of porous tube (see phase 5, Fig. 2 ).
from the bottom of hole to be used as intake. The
5.1.6 Phase 6 — Completion of Installation
casing is tilled by reversing flow ofclear water until
the cloudiness disappears fromtheetlluent. Thepump
The casing is then pulled in small increments,
isthen stopped (see phase 1,Fig. 2 ).
approximately 1morasthehole,permits. The hole is
backfilledwithworkable cementsandgrout 1:4 which
5.1.2 Phase 2 — Backfilling Below Porous Tube
isthenpuddled withtamping barmaintaining thestand
After the hole iscleaned, the casing israised by 30 pipe atthecenter ofholeduring each increment. This
to 60 cm depending on the relative permeability of process iscontinued till about 125cmlengthofcasing
natural soil surrounding the hole (greater length for remains within the hole.
lowerpermeability andvice versa ). Thespacecreated
should be backfilled with clean saturated sand Thecasingisthencut-offabout 15cmabovetheground
( excluding silt ) satisfying the filter criteria with surface. The annular surface between the stand pipe
respect to the surrounding soil. However, ifthere is and casing pipe isfilled with grout to within 7.5 cm
tendency for sloughing/caving in, the process of oftop ofcasing pipe. The stand pipe iscut flush with
raisingandbackfillingwithsandshouldbeinincrements top ofcasing pipe and is covered withthe removable
of 15cmor less. The backfilled sand should then be metallic pipe cap. The concrete isthen placed near
tamped withabarorpipe before installation proceeds the top, all around the casing pipe. The system is
(see phase 2, Fig. 2). protected against damage bymeans oftripod or fence
madeofpipe sections orreinforcement steelandfixed
5.1.3 Phase 3 — Saturation of Porous Tube and into the ground (see phase 6, Fig.2 ).
Elimination of Air
5.1.7 General Instructions
The porous tube is either soaked inwarm water for
several hours or boiled inwater for 15minbefore it a) Casing to be filled with water in phases
isready for installation. The length of porous tube 1to5.
along with the projecting top adaptor/plug is
measured. The assembled apparatus including the b) Diameter ofthe holes and the length ofsand
stand pipe, after testing against leakage, is then backfill below thepiezometer maybe varied
immersed inthe hole filled with clear water sothat its with sub-surface conditions encountered.
top isabout 1mbelow the water surface. The stand
c) Water level sounder used for observations
pipe is then connected to a small tank and using
shall be capable of being lowered into the
reversible pump, water isdrawn through porous tube
plastic tubing without any problem.
into the tank. The process is continued till air is
completely eliminated from the system, taking care
d) The 50mmcasing pipe may also be used for
that somedepthofwaterremainsoverthetopofporous
extending the 12mm standpipe through fill
tube (see phase 3, Fig. 2).
where necessary.
3.,
IS 7356( Part 1) :2002
;.,
,,
Lx SATURAIEO CLEAN ‘.
SAND
K= TO JET :i
PUMP FLOW
REvERSED
:!
1LCLEAR WATER
ADDED
‘w
“,07
.,
i
llp50mm CASING
PIPE
i
II
~,oomm.Jlt41N
HOLE SIN13
DRAWN
u’=80TIOMOF
POROUSSPACE
PHASE 1 PHASE 2
ADVANCING AND CLEANING BACKFILLING
OF HOLE BELOW POROUS TUBE
FIG.2 INSTALLATIONPROCEDUREFORPOROUSTUBEPIEZOMETER— Continued
6 OBSERVATIONS intervalsduring shutdown. Afterconstruction, during
thefillingand depletionofthereservoir,thepiezometer
6.1 The casing pipe and then the plastic standpipe
should be read for every 3 mrise or fall of the lake
are uncapped and the water level sounder islowered
level. For the first five years after completion,
into the standpipe. The depth, where the sounding
fortnightly observations should be taken if the rate
device gives indication ofcontact with ground water
ofchangeofwaterlevelisslowerthan3mperfortnight.
should beread off from themarked cable. This isthe
After five years observations may betaken monthly.
level up to whichwater is standing in the standpipe.
During rainy seasons more frequent readings maybe
recorded, ifnecessary.
Distance between halfmetremarksonthecablecould
be scaled off by a metre scale graduated to every
7.2 Recording of Observed Data
2mm. Knowingthedistancefromtopoftheinstallation
to the water surface in the standpipe, the elevation The readings taken should be recorded ina suitable
of water surface can be determined. The difference form. Aproforma recommended for this purpose is
of theelevation ofthewater surface andtheelevation given in Annex A. A separate register should be
of the mid-point of the porous tube gives the pore maintained for each porous tube piezometer, A
pressure of water inmetres. recommended proforma for the register is given in
Annex B.
7 FREQUENCY OF OBSERVATIONS AND
RECORDING OF DATA 7.2.1 Corrections for Time Lag
7.1 Frequency of Observations The porous tube piezometer gives normally correct
reading when water levels on the upstream and
Pore pressure readings should be taken at every downstreamfaceofthedamarealmoststeady.However,
15days interval during construction and atmonthly when there are large fluctuations in upstream and
4IS7356( Part 1): 2002
downstream water levels, sayduring raising orfalling 8 PRESENTATION OF DATA
of the reservoir water level during flood or when
reservoir is pounded up for supply of water to the The data from piezometric observations should
canal forirrigation or forgenerationofpower.During be duly processed and the graphs prepared for pore
this time, the piezometer readings are likely to be pressure, reservoir level and height of overburden
affected duetotheresponse timeorthetime lag. This versus time.
problem alsoarises whenthe installation getschoked.
9 PRECAUTIONS FOR ERECTION
Therefore, itisimportant to know thetime lag.
The time lag can be assessed by considering the 9.I During erection, the end of standpipe should be
permeability ofthe filling material andofthe porous “keptclosed by caps to avoid foreign matter finding
tube. itsway into the pipes, making observations of water
level unreliable, ifnot impossible.
Assessment ofthetime lag isnormally done, amonth
after installation of porous tube inorder toestablish 9.2 Stand pipes should be kept vertical to facilitate
original conditions and once every six months to lowering of the sounding device for observations.
ascertain the extent of choking of installation. if the~
timelagbecomesextremelyhigh,thepiezometersliould 9.3 Each installation instructure should begiven a
be taken as completely choked. It should then be distinct numbekand these numbers should bestamped
reactivated ifpossible asmentioned in10.1 oranew on the c~s .atthe end of the standpipes and on the
piezometer installed by itsside. platform where these are located.
_-—-— —— _- ._.-—----—. -
.————. ———-
ga
“’”””+7
rt~
EXCESS HEAD
PIEZOMEIER\
-PoROUS
ALUNOUMTUBE
PVCSIANOPIPE
-PLOW OFWAIER
>
PIEZOMEIER J
-FLOW OF WATEROUT
OF Pll!ZOMEIER
PHASE 3 PHASE 4
SATURATION OF POSITIONING OF POROUS
POROUS TUBE TUBE ASSEMBLY
AND ELIMINATION OF AIR
FIG.2 INSTALLATION PROCEDURE FORPOROUSTUBEPIEZOMETER— Continued
5IS7356( Part 1) :2002
10 MAINTENANCE OF INSTALLATION gross errors in the readings.
10.1 Every two months each standpipe should be 10.2 Allmissing screwcapsontops of the standpipes
tested for any clogging. Clogging or sedimentation andcasingpipesshould bereplaced withtheir original
canbecontrolled byraising thewater levelinthepipe numbers stamped.
byaddingair-fi-eewaterfromthetopofthepipethereby
allowing outward flow ofwater with sediments from 10.3 The top levels of the standpipes should be
the periphery of the porous tube. Compressed air, checked byanaccurate Ievelling instrument, incase
however, should not be used to revive a piezometer any change in levels is suspected.
asthis would fillthe pores ofthe tube with air,which
would be impossible to remove, It isessential that 10.4 The protective fencing around the installation
air should be prevented from entering the pores of should be maintained ingood order and replaced, if
the tube atall times asthe presence ofair will leadto need be.
SATURATED SAND
.....
b.,?.
FT
........
A....”.:”.”
.,
.,
VC STANOPIPE ‘ -
CASING L (BVVOLUMEI
WITHORAWN .:J
,..
VARIABLET~t ,.
K
pvC STANOPIPE
-. ..l ..... ... .. ....
“1’m”..l .......
TOPAOAPTOR
tllr
PoROUS “-
:.: .
. ALUNDUMTUBE
u
UBBER STOPPER
3010 “ “
60cm j~..,”j..~.. CLEAN SATURATED
,. ,..
:.. . SANO BACKFILL
—LB----- ,....””
PHASE 5 PHASE 6
BACKFILLING OF SAND COMPLETION OF
AROUNO POROUS TUBE INSTALLATION
FIG.2 INSTALLATIONPROCEDUREFORPOROUSTUBEPHOMETERANNEX A
( Clause 7.2)
DATA SHEET FOR POROUS TUBE PIEZOMETER READINGS
Dam: .............................................................................................................................. Dateof Obsenation: ....................................................................................................
project: ..........................................................................................................................Obsener: .......................................................................................................................
Ref Drawing: ............................................................................................................... Sheet -...................................................of.....................................................................
PlanElevation: ............................................................................................................. Topof Embankment: .................................................................................L.................
Reservoir Water El: .................................................................................................... TailWaterEl: ................................................................................................................
~iezometer Location Original Elevation-Top of Settlement of Current Elevation Depth of Water Elevation of .Pore
No. Elevation Riser Tube Top of Riser of Porous Tube Surface Water Pressure
Porous Tube @om Top of in Piezometer
Station Offset Tube Original Current Riser Tube
(1) (2) (3) (4) (5) (6] (7) (8) (9) (10) (11]
1 RecordoffsetbydistanceU/SorD/Sfromdamaxis.
2 Elevationofporoustubetobetakenatmid-pointon length of porous tube.
3 Record all elevations and distances to anaccuracy of 5 mm.
4 Use minus sign ( — )to indicate heave.
, .,---- ~
-...=A.!_AL_.%.....,.... ......... I
,S”..,..hb, . b -w.= ,,.. ,“ -._A
-
1S7356( Part 1) :2002
ANNEX B
( Clause 7.2)
REGISTER FOR POROUS TUBE PIEZOMETER OBSERVATIONS
Dam”..................................................................... PiezometerTipNo.: ......................................................................
project :................................................................DateofInstallation ofTip :......................................................o
Strata Around Tip : Lwation ofTip...........................................................................
.............................................................................. Station: ........................................................................................
Offset: .........................................................................................
OriginalEl: ..................................................................................
Date of Embankment Reservoir Tail Water Elevation of Pore Remarks
Observation Level Elevation Elevation Water in Pressure
Piezometer
(1) (2) (3) (4) (5] (6) (7)IS 7356( Part I ): 2002
ANNEX C
( Foreword)
COMMIITEE COMPOSITION
l-Iydrattlic Structures Instrumentation Sectional Committee, WRD 16
Orgfmiwfion Representative(s)
National Hydro Electric Power Corporation Limited, Faridatmd SHW BR]JENDRASHARMA( Chairman )
AIMIL Ltd. New Delhi SHRI M. D. NAI~
SHiU J. C. BAWIiJA (Affernafe )
Bhakm BermManagement Board, Nangal DIJWL’TOR( DAM SAFITY )
EXWLITWE ENGINEER ( Afterwrre )
Central Board of lrrigrttion and Power, New Delhi SHItJ. S. P. KAUSHISH
SHIU T. S. MLTRTHY(Alrernate )
Central Building Research Institute, Roorkee SHIUJ.N.VAISH
SHJUY. PANDEY (Alternate )
Central Water Commission. New Delhi DIJUlCTOR lNSTRUMENTATKJN
DIIU;CTORERDD (N & W )(Alternate )
Central Water rindPower Research Station, Pune SHW R. K. KONDAYYA
SHR1A. C. GAN~AJ. (Afternate )
Dnmodar Valley Corporation, Dhanbttd CHIIT ENLilNtWR( CIVII. )
!jLIIIIXINTI;NDIN(i ENLiINtIX ( CWIJ. )
(Ahernare )
Irrigation Department, Government of Punjab, Chimdigarh CH[Ei’ ENti[NEtiR
DMUWTOR( DAM ) (Alternate )
Irrigation Department, Government of Andhra Pradesh, Dmkcmt
Hydembad SUPJNLINTENOIN~EN~INJXR ( DAMS )
(Alternate )
Irrigation Department, Government of Maharashtra, Nasik CHIIU’ EN~INiMi AND DIRECTOR
Irrigation Department, Government of Uttar Pradesh, Roorkee CHIEF ENCiINEKR( DAM DES16N )
DIRIiCTOJi (Affernafe )
Karnataka Power Corporation Limited, Bangalore CHIIW ENCiJNi:KR( CWIJ, DESKiNS )
PROJECTEN(;INEER DESWNS (Alternate )
Kerala State Electricity Board, Thiruvwrrmthapuram CHIEF ENGINEER ( CJWL )
EXECWTWKENtiINELiR( Alternate )
Narmada and Water Resources Department, Government of Ditwcrott
Gujorat, Vadodara
National Hydroelectric Power Corporation Ltd, Ftrridabad SHIU D. KARKUN
SHR[Y. K. CHOUIWY ( Alternate )
Snrdar Sarovar Narmada Nigam Ltd. Gandhi Nagar S. E.(NPHW CIRCI.E )
Vasi Shums and Co Private Ltd, Mumbai SHRI Z. M. KARACHIWALA
Public Works Department, Government of Tamil Nadu, SHW M. DURAIRAJ
Chennai JOINT CHNW EN~INWiR ( Alternate )
University of Roorkee, Roorkee DR NAYAN SHARMA
BIS Directorate General SHttJS. S. SETHL DirectorrtndHead ( WRD )
[Representing Director General ( E-r-officio) ]
Member-Secretary
SHRI KUI.IXW SIROHl
Deputy Director (WRD ), BIS
9Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oJZndiurr Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS hasthecopyright ofallitspublications. Nopartofthesepublications maybe reproduced inanyformwithout
the prior permission inwriting of BIS. This does not preclude the free use, inthe course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthebasis ofcomments. Standards are alsoreviewed
periodically; astandard along with amendments isreaffirmed when suchreview indicates that no changes are
needed; ifthe review indicates that changes are needed, itistaken upfor revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. WRD 16(270 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9Bahadur ShahZafar Marg,New Delhi 110002 Telegrams: Martaksanstha
Telephones: 3230131,3233375,3239402 (Common to all offices)
Regional Offices: Telephone
Central: Manak Bhavan, 9Bahadur ShahZafar Marg 3237617
NEWDELHI 110002 { 3233841
Eastern: 1/14C.1.T.Scheme VIIM,V.1.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern: SCO335-336, Sector34-A,CHANDIGARH 160022 603843
{ 602025
Southern: C.I.T.Campus, IVCross Road, CHENNAI 600113 2541216,2541442
{ 2542519,2541315
Western : Manakalaya, E9MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW.NAGPUR.NALAGARH.PATNA.PUNE.RAJKOT.THIRUVANANTHAPURAM.
PrintedatNew India Printing Press, Khurja, India
|
12001.pdf
|
Indian Standard
SPECIFICATION FOR
JUTE SACKING CLOTH FOR CEMENT BAG
Jute and Jute Products Sectional Committee, TDC 3
Chairman Representing
SHRIB. R. BASU Jute Commissioner, Calcutta
Members
SHRI U. S. BAID Pesticides Association of India, New Delhi
SHRI S. CHATTERIEE ( Alternate )
SHRI J. D. BAPAT National Council for Cement and Building
Materials, Ballabhgarh
SHRI A. T. BASAK Inspection Wing, Directorate General of
Supplies and Disposals, New Delhi
SHRI S. K. BHATTACHARYA Jute Corporation of India Ltd, Calcutta
SHRI A. N. SANYAL ( Alternate )
SHRI I\. C. BISWAS Natio;;; tt;e, Manufactures Corporation Ltd,
SHRI RATICHAND BOTHRA Calcutta ialed Jute Association Calcutta
CHAIRMAN Indian Jute Mills Association, Calcutta
SHRI G. M. BHANDARI ( Alternate I )
SHRI S. N. MUNDRA ( Alternate II )
DR C. R. DEBNATH Jute Technological Research Laboratories
( ICAR ),. Calcutta
SHRI 0. P. DHAMIJA Export Inspection Council of India, New Delhi
SHRI G. MITRA ( Afternate )
SHRI D. K. DUTT Office of the Jute Commissioner, Calcutta
SHRI SEKHAR GUHA Eskaps ( India ) Pvt Ltd, Calcutta
SHRI KAJAL SEN ( Alternate )
SHRI D. GUPTA Jute Manufactures Development Council,
Calcutta
SHRI G. SIVARAMAN( Alternate )
SHRI JASBIR SINGH Food Corporation of India, New Delhi
SHRI S. R. RAMNANEY ( Alternate )
LT-COL P. N. MALHOTRA Ministry of Defence ( DGI )
SHRI A. N. MUSHRAN (Alternate)
SHRI A. C. MATHUR Ministry of Defence ( R & D )
SHRI M. L. PAL ( Alternate )
SHRI S. N. MUNDRA Calcutta Jute Fabrics Shippers Association,
Calcutta
SHRI L. SWAMINATHAN ( Alternate )
( Continued on page 2 )
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Zndion Copwinht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
nublisher shall be deemed to be an infringement of convrirzht under the said Act.is : l2&H - 1987
( Continued from page 1 )
*
Members Representing
DR V. PACHAIYAPAN Fertilizer Association of India, New Delhi
SHRI S. K. PATANKAR Rashtriya Chemicals and FertilizersLtd, Bombay
DR s. R. RA~GANATHAN Indian Jute industries’ Research Association,
Calcutta
DR U. MUKHOPADHYAY ( Alternate )
SHR~ T. K. ROY CHOWDHURY New Central Jute Mills Co Ltd, Calcutta
SHRI AMITAVA SANYAL Indian Institute of Packaging, Bombay
SHRI A. A. JOSHI ( Alternate )
SHRI A. R. SHENOY Cement Manufacturers’ Association, New Delhi
SHRI A. N. SINGH Ministry of Agriculture
SHRI R. I. MIDHA, Director General; BIS ( Ex-officio Member >
Director ( Tex )
Secretary
SHRI D. R. KOHLI
Joint Director ( Tex ), BIS
2IS :'1200-14 9s7
Indian Standard
’ ’ .
SPECIFICATION FOR
JUTE SACKING CLOTH FOR CEMENT BAG
.
0. FO-REWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 30 March 1987, after the draft finalized by the Jute and Jute
Products Sectional Committee had been approved by the Textile
Division Council.
0.2 Indian Standard on jute sacking bags for packing cement ( IS : 258O-
1982* ) was published in 1963, It was first revised in 1965 and sub-‘
sequently in 1982. With the increase in the demand for jute sacking’
cloth for manufacture of cement bags conforming to IS : 2580-1982*,:
by the fabricators, the need for preparitig a separate standard for this.
fabric has been felt. Publication of this standard will help in procure-’
ment of the _equired quality of jute sacking cloth suitable for manu-
facture of cement bags conforming to IS : 2580-1982”.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,.
expressing the result of a test, shall be rounded offin accordance with‘
IS : 2-1960.1. The number of significant places retained in the rounded
off value should be the same as that of the specified value in +his:
standard.
1. SCOPE
1.1 This standard prescribes the constructional details and other
particulars of double warp plain sacking cloth used for the manu-
facture of jute bags for packing cement as per IS : 2580-1982*.
2. TERMINOLOGY
2.1 Eale - A rectangular or square, pressed, rigid package containing
the cloth, covered with bale covering with outer layer stitched and
bound by metal hoops.
*Jute sacking bags for packing cement ( second revision ).
tRules for rounding off numerical values ( revised ).
3IS: 12001-1987
2.2 Contract Net Mass ( Bale ) - The mass as obtained from the
specified length per bale, nominal width and mass per square metre of
cloth. It is calculated as follows:
Nominal width (cni) X specified length (m) X
Contract net mass mass ( g/m”)
ofabale(kg) = lo5
2.3 Corrected Net Mass ( Bale ) - The mass obtained by adjusting the
actual net mass on the’basis of actual regain to the contract regain.
It is calculated as follows:
Net mass X ( 100 -I- contract moisture regain,
Corrected net mass = percent )
ofa bale( kg) 100 + average moisture regain, percent
2.4 Contract Regain - The percentage regain on the basis of which the
corrected net mass is calculated.
2.5 Ends - The warp threads of fabric.
2.6 Pick ( or Shots ) - The weft or filling threads of a fabric.
NOTE - Shots per inch = picks per decimetre x 0.254.
2.7 Cut ( or Full Cut ) - A length of continuously woven cloth
measuring 73 m or more.
2.8 Medium Cut - A length of continuously woven cloth measuring
37 m or more, but less than 73 m.
2.9 Short Piece - A length of continuously woven cloth measuring
14 m or more, but less than 37 m.
2.10P orter - The value obtained by counting in a finished cloth the
number of warp threads per full gauge length of 47 mm ( 37/20 inch )
and dividing it by the number of warp threads per split.
NOTE - This definition of porter, based on the Indian practice, refers to the
finished fabric and has to be distinguished from Dundee practice, according to
which porter is evaluated in terms of loom reed used in weaving the cloth.
3. GENERAL REQUIREMENTS
3.1 The sacking cloth shall be woven with jute yarn in double warp
plain weave. The cloth shall be generally of uniform construction. Its
selvedges should be firm and straight.
3.2 The fabric shall be free from the major weaving defects, such as
gaw holes, cuts, tears and crushed selvedges. It should be generally
free from biasness and minor defects like floats, spots and stains.
4IS: 12001-1987
3-3 It is recommended that jute batching oil conforming to IS : 175%
1975* may be made use of during the manufacture of the jute fabrics.
4. SPECIFIC REQUIREMENTS
4.1 The sacking cloth shall conform to the requirements laid down in
Table 1.
TABLE 1 SPECIFIC REQUIREMENTS OF JUTE SACKING
CLOTH FOR CEMENT BAGS
SL CHARACTERISTIC REQUIREMENT METHOD OF TEST
No. ( REF TO CLAUSE IN
APPENDIX A )
(1) (2) (3) (4)
i) Mass per square metre, g 685 + 68 A-7
-50
ii) Ends per dm 68 & 4 A-8
iii) Picks per dm 39 &? A-8
iv) Width, cm 71 +4 A-6
-0
v) Breaking load of cloth A-9
( on 10 x 20 cm strip ):
N ( kg ), Min
Warpway, Average 1‘570 ( 160 )
Weftway, Average 1810( 185)
vi) Moisture regain 22 percent, Max A-2
vii) Oil content on dry deoiled 8 percent, Max A-10
material basis
NOTE - The width of sacking cloth shall be 71 cm or as agreed to between the
~buyer and the seller. However, for the agreed width, the same tolerance of
+ 4 cm shall apply.
-0
4.2 Length and Cuts - The length of cloth in a bale shall not be less
than the length specified or as agreed to between the buyer and the
seller.
c
4.2.1 The length of cloth in a bale shall be determined by the method
prescribed in A-5.
4.2.2 No bale shall contain more than (a) two medium cuts and one
short cut, or (b) three medium cuts ( see4.1.7 of IS : 2873-1969* ).
4.3 Contract Regain - The contract moisture regain shall be 20 percent.
*Specification for jute batching oil (first revision ).
tSpecification for packing of jute products in bales (first revisio n ).
5IS : l2cml- 1987
5. ‘PACKING AND MARKING
5.1 Packing - The sacking cloth shall be packed in bales as laid down
in IS : 2873-1969” or as specified in the agreement between the buyer and.
and the seller.
5.2 Marking-The hales shall bemarked as laid down in IS : 2873-1969”.
Additional markings shall be made as stipulated by the buyer or required
by the regulations or law in force.
5.2.1 The bales may also be marked with the Standard Mark.
NOTE - The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act 1986 and the Rules and Regulations made there-
under. The Standard Mark on products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of
that standard under a well defined system of inspection, testing and quality
control which is devised and supervised by BIS and operated by the producer.
Standxrd marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a
licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.
6. SAMPLING
4.1 Lot - All bales of sacking cloth of same width delivered to one
buyer against one despatch note.
6.2 Gross Mass - For evaluating the gross mass of bales, 10 percent of
bales selected from the lot, shall constitute the test sample.
4.3 Other Requirements - For assessing the conformity to the require-
ments other than gross mass of bales, the number of bales to be selected
from the lot shall be in accordance with the following table:
No. of Bales in No. of Bales to be Drawn and
the Lot Opened for Inspeclion
. (11 (2)
up to 15 2
16 ,, 50 3
51 f’ 150 5
151 ,? 500 8
501 and above 13
*Specification for packing of jute products in bales (first revision) .
6IS : 12001~1!%7
6.4 From the bales selected ;as in 6.3; the ct~s-ts,g qple shall be drawn as
under:
Sl Test Test Sample
No.
i) Tare &ass ( of baling hoops and 7 “.
all other packing materials ) k The bales selected as
ii) Length of cloth per bale 1 ii 6.3. j
iii) Number of medium and short cuts J
iv) Moisture regain, percent -l, “>
v) Width 5 cuts from each. bale
vi) Ends and picks per dm : 1 selected as in 6.3 ’
’ . .
vii) Mass in g/m” i
viii) Breaking load 7 One cut from each bale
ix) Oil content, percent > selected as in 6.3 subject
J to a minimum of five-zuts
7. CRITERIA OF CONFORMITY
7.1 A lot shall be considered as conforming to the requirements of the
standard if the following conditions are satisfied:
a) The total of the corrected net mass of bales under test is not
less than the total of the contract neb mass of the bales. ’ ’
b) The total length of the cuts and the number of medium ‘and
short cuts. in each bale shall meet the corresponding specified
requirements ( see 4.2.2 >.
C> The average moisture regain percent for cuts under tes! is not
more than the specified ( see Table 1 >.
d) The average oil content percent for the cuts under test is not
more than the specified ( see Table 1 ).
c
4 The average ends per decimeter of the cuts under test is in
accordance with the requirements specified ( see Table 1 ).
0 The average picks per decimeter of the cuts under test is in
accordance with the requirements specified ( see Table 1).
d The average value of the width and mass for the cuts under test
is not less than the nominal value specified ( see Table 1 ).
J--dT he average breaking load values obtained for all the test
specimen for warp and weft is not less than the corresponding
specified values ( see Table 1 ).
7APPENDIX A
( Table 1 )
METHODS FOR TESTING AND INSPECTION
A-O. TESTING AND INSPECTION PROCEDURE
A-0.1 Testing and inspection of the lot shall be carried ‘out on the
samples drawn in accordance with 6.
A-l. MASS OF BALES
A-l.1 Determine the gross mass of the each bale in the test sample to
nearest kg ( Wg ) ( 6.2 ).
A-l.2 Remove the baling hoops and all other packing materials of the
bales ( 6.4 ), weigh them separately up to nearest kg ( Wt ).
A-1.3 Find separately the net mass ( Wn ) of bales under test, W,- Wt.
A-1.4 Determine individually the corrected ret mass of bales under test
( W) by the following formula:
w = Wn X ( 100 + contract moisture regain, percent ).
100 + Average moisture regain, percent, of bale
A-2. MOISTURE REGAIN
A-2.1 Determire the moisture regain in each cut ( 6.4 ) on opening the
bales by the use of a suitable moisture meter. After opening the bales,
sufficient time (not less than 10 minutes > should be allowed to lapse
before measuring moisture regain to enable the cloth to attain condi-
tions for the normal use of the moisture meter. Take-at least 4 readings
for each cut.
NOTE - IJIRA ( Indian Jute Industries’ Research Association ) Moisture meter* _
may he used for the purpose. This meter works on the principle of measuring
electrical resistance which changes with the moisture content in the material.
The specimen ( jute product ) is placed under the electrode gun having two poles
specially designed spring-loaded electrodes. A small amount of current passing
through the electrodes is then emplified ard recorded on the meter which is
calibrated against the actual moisture regain based on oven-dry method of the
material or whore readirgs are calibrated in a separate chart against the artual
moisture regain br;sed on the same method. This instrument shall be operated
according to the manufacturer’s instructions.
*Mention of the name of the specific instrument is not intended to promote or
give preference to tte use of that instrument over these not mentioned.
8IS : a2001 - 1987
A-3. LENGTH OF CUTS
A-3.1 Determine the length of cloth in each cut ( 6;4 ) in the bales ( 6.3 )
correct to a decimeter in accordance with IS : 1954-1969*.
A-4. NUMBER OF MEDIUM CUTS AND SHORT PIECES
A-4.1 From the results of A-3, determine the number of medium cuts
and short pieces in each bale ( 6.3 ).
A-5. LENGTH PER BALE
A-5.1 Determine the total length of cloth in each bale ( 6.3 ) by
adding up the length of cuts ( A-3 ) in the respective bales.
A-6. WIDTH
A-6.1 Determine the width of cuts ( 6.4 ) correct to 0’5 cm in accordance
with IS : 1954-1969*.
A-7. MASS IN GRAMS PER SQURAE METER
A-7.1 Weigh the cuts ( 6.4 ) up to nearest 0’1 kg after the measurement
of moisture regain ( A-2 ) and determine the mass in g/m2 of cloth at
20 percent moisture regain for each cut separately from the correspond-
ing moisture regain ( A-2 ); measured length ( A-3) and nominal width
of cuts.
A-8. ENDS AND PICKS
A-8.1 Count the ends and picks from each cut ( 6.4 ) at four and ten
places respectively with suitable gauge measuring 5 cm and determine
the ends and picks per dm in accordance with IS : 1963-1981t. *
A-9. BREAKING LOAD
A-9.1 Test from each cut ( 6.4 ) 5 warpway and 5 weftway specimens
for breaking load with 100 mm-wide ravelled strips and 200 mm between
grips according to IS : 1969-1985$.
*Methods for determination of length and width of fabrics (first revision ).
$Methods for determination of threads per unit length in woven fabrics (second
revision ).
fMethods for determination of breaking load and elongation of woven textile-
fabrics ( second revision ).
9IS :12001-1 987
A-10.O IL CONTENT
A-10.1F rom each cut ( 6.4 > take two representative strips, together
weighing approximately 20 g, and determine the oil content on dry
deoiled material basis in accordance with IS : 2969-1374*.
*Method for determination of oil content of jute yarn and fabrics (first revision ).
10
|
9297.pdf
|
IS:9297 -1979
Indian Standard
RECOMMENDATIONS FOR
LIGHTING, VENTILATION AND OTHER
FACILITIES INSIDE DAMS
Dam Sections ( Non-overflow ) Sectional Committee, BDC 53
Chairman Repressnting
SHRI V. B. PATEL Irrigation Department, Government of Gujarat,
Gandhinagar
Members
SHRI R. N. BANSAL Beas Project, Talwara
SHRI R. S. SACI~DEVA( Alternate I )
SHRI N. K. AROELA( .4lternateI I )
PROF M. C. CHAT~RVEDI Indian Institute of Technology, New Delhi
CFIIEF ENC~INEER Public Works Department, Government of
Tamil Nadu, Madras
SENIOR DEPUTY CBIEF
ENQINEER ( Alfernote )
CHIEF ENQINEER ( D&R ) Irrigation Works, Punjab, Chandigarh
DIRECTOR ( HYDEL DESIGNS )
( Alternate )
CHIIZZ ENGINEER ( MID ) Public Works Department, Government of
Andhra Pradesh, Hyderabad
CHIEF ENGINEER, CD0 ( Alternate )
SHRI C. ETTY DARWIN Kerala State Electricity Board, Trivandrum
DIRECTOR Central Water and Power Research Station, Pune
ADDITIONAL DIRECTOR ( Alternate )
DIRECTOR ( C & MDD ) Central Water Commission, New Delhi
DIRECTOR ( E & RDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( E & RDD )
( Alternate )
DR K. T. SUNDAI~ARAJA IYENQAR Indian Institute of Science, Bangalore
SHRI P. J. JAGUS Associated Cement Companies Ltd, Bombay
SHBI M. R. VINAYAKA ( Alternate )
SHRI Y. K. MEHTA Concrete Association of India, Bombay
SHI~I R. N. GREEN ( Alfernatc )
REPRESENTATIVE Institution of Engineers (India), Calcutta
SECRETARY Central Board of Irrigation & Power, New Delhi
UNDEH. SECRETARY ( Alternate )
( Continuad on page 2
0 Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.ISt9297-1979
( Continucdffom page 1 )
Members Representing
SUPERINTENDINGE NGINEER, CD0 Public Works Department, Government of
Gujarat, Gandhinagar
EXECUTIVE ENQINEER. UNIT ‘B’
( Alternate )
SIJPERINTENDINQE NQINEER Irrigation Department, Government of
( MD ), CD0 Maharashtra, Bombay
SHRI R. M. VIDWANS Hindustan Construction Co Ltd, Bombay
SHRI D. M. SAVUR ( Alternate )
SHRI D. AJITHA SIMRA, Director General, ISI ( Ex-ojkio Member )
Director ( Civ Engg )
Secretary
SHRI K. K. SRARMA
Assistant Director ( Civ Engg ), IS1
Masonry and Concrete Dams Subcommittee, BDC 53 : 1
Convener
DR B. PANT Central Water and Power Research Station, Pune
Members
DR B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI J. S. ATWAL Irrigation Department, Government of Punjab,
Chandigarh
SHRI R. N. BANSAL Beas Project, Talwara
SHRI R. S. SACEDEVA ( Alternate I )
SHRI N. K. ARORA ( Alternate II )
CHIEF ENQINEER ( MID ) Public Works Department, Government of
Andhra Pradesh, Hyderabad
CHIEF ENQINEER CD0 ( Alternate )
&RI C. ETTY DARWIN Kerala State Electricity Board, Trivandrum
SHRI T. K. CHANDY ( Alternate)
DIRECTOR ( C & MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( C & MDD ) ( Alternate )
DIRECTOR ( IRRIQATION ) Planning Commission, Government of India,
New Delhi
SHRI P. J. JAQU~ Associated Cement Companies Ltd, Bombay
SHRI M. R. VINAYARA ( Alternate )
SHRI N. G. JOSHI Mysore Power Corporation Ltd, Bangalore
&RI G. K. PATIL The Modern Construction Co Ltd, Bombay
&RI M. N. SHARMA Irrigation Department, Government of Punjab,
Chandigarh
SRRI J. S. SINQHOTA Bhakra Beas Management Board, Chandigarh
SHRI Y. B. MATHUR ( Alternate )
SUPERXNTEND~NGE NGINEER, CDQ Public Works Department, Government of
Gujarat, Ahmadabad
( Continued on page 9 )
2IS: 9297 -1979
Indian Stahdard
RECOMMENDATIONS FOR
LIGHTING, VENTILATION AND OTHER
FACILITIES INSIDE DAMS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 25 October 1979, after the draft finalized by the Dam
Sections (Non-overflow) Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 This standard lays the guidelines for provision of various facilities
such as lighting, ventilation, water supply, etc, inside dams so as to
achieve maximum productivity coupled with high standard of safety and
welfare.
0.3 Proper lighting inside dams is essential for creating good visual
environment and for permitting a high degree of efficiency in seeing what-
ever equipment/machinery is of special importance. Lighting is considered
good when it is suitable both in quality and quantity.
0.4 To cater for the requirement of fresh air inside the Adam galleries
which are not normally connected to outside atmosphere, provision of
good ventilation system to ensure the required number of air changes is
essential.
0.5 The other facilities recommended in this standard for provision inside
dams include water supply, compressed air supply, drainage system, fire-
fighting system, telephone system, elevators, entrance doors and first-aid.
1. SCOPE
1.1 This standard covers the requirements of lighting, ventilation and
other facilities such as water supply, compressed air supply, drainage, fire
fighting, telephone system, elevators and first aid inside dams and the
methods of achieving the same.
2. LIGHTING
2.1 General - Good and proper lighting is a necessity inside all dams
and has certain primary requirements. Lighting Iinstallation should
3IS:9297- 1979
provide satisfactory illumination so as to allow personnel to carry out
their task without any strain on the eye. There should be spatial distri-
bution of light. This includes the combination of diffused and directional
light, the distribution of luminances, the amount of homogeneity and the
amount of glare. It is necessary not only to provide a sufficient quantity
of light but also ensure proper quality OF light depending upon the type,
location and brightness of light source. The light source should provide
minimum of glare; its brightness should be kept to a low value and shall
be located in such a way that it does not come within the direct line of
vision. In further combating glare, good screening of light source shall
be ensured. The mounting height can also help in preventing glare. The
light source shall be placed higher up in order to remove the disturbing
brightness as far as possible from the centre of visuai field.
2.1.1 An important aspect of lighting is to select proper colour for
the walls, ceiling, floor and equipment in the area so as to reduce the
brightness contrasts between adjacent surfaces. In the selection of room
colours, the reflection factors of the colours shall be given due considera-
tion. Glossy paints and highly polished surfaces, especially those of metal
are often a source of eye irritation and should be avoided.
2.1.2 Another important aspect of lighting is that it determines the
atmosphere in a location to a larger extent that is cool, warm, pleasant,
gay or sobre. Efficient lighting not only makes the space visible but its
quality accentuates its character and thus becomes an integral part of
the dam.
2.1.3 In the event of sudden failure of supply, it is necessary to have
provision for emergency lighting, at essential points like stairways, adits
cross galleries and near instruments, etc.
2.2 Lllumination Levels- The general illumination levels required for
various locations inside the dam are given below. Special circumstances
may require higher intensities than those normally encountered inside
dams. The intensities given below are the average illumination values
maintained on the work plane:
sl JVO. Description of Area Recommended Illumination
Level in Lux
9 Corridors 70
ii) Stairways 100
iii) Inspection and drainage galleries and tunnels 70
iv) Equipmeut galleries 150
v) Substations 150
vi) Toilets 80
vii) Offices/laboratories 300
4IS : 9297 - 1979
2.2.1 The recommended level of illumination of emergency lighting
required for various locations inside dams is of the order of lo-20 lux.
2.3 Lighting Fixtures - The illumination level is only one phase of the
task of seeing. The source of theillumination flux is just as important as
its density. The lighting fixtures to be provided at various locations inside
the dam should be so chosen as to provide sufficient illumination on the
working plane and to blend suitably with the environments. The choice
of the luminairs should also be based on the total economics of the
installation over a period of time including the annual costs of energy
and maintenance. This means that in most cases lamps with higher
luminairs efficiency and luminair meeting equal quality standards as
regards glare, etc, but with higher output ratio, are more advantageous in
the long run. In deciding upon the choice of the luminair, the following
points are recommended to be kept in view:
4 Discharge lamps are more efficient than incandescent lamps.
b) Lamps with reflectors are more efficient than those without
rrflcctors.
c) The higher the wattage, the more efficient is the lamp.
d) Luminairs which are easily maintained provide better utilization
of light output.
2.3.1 The type of lighting fixtures generally recommended for different
--.
galleries in a dam are given at 2.3.1.1 to 2.3.1.4.
2.3.1.1 The requirement of illumination in inspection galleries is
more of a functional nature. These galleries generally have a very low
ceiling height, conscqucntly recesses are formed in the ceiling to accom-
modate the lighting fixtures. The spacing recommended is between 5 to
6’5 metres depending upon the height of the galleries. In case sufficient
head room is not available, bulkhead fitting may be provided on the side
walls.
2.3.1.2 In case of inspection and drainage galleries where the above
types of recesses cannot be formed, incandescent bulkhead lighting
fixtures are recommended. These are generally installed on the fillet of
the galleries so that walls or ceilings do not remain dark.
2.3.1.3 In galleries which are frequently in use, such as visitors
galleries, fluorescent light fixtures in recesses are recommended. The
lighting fixtures can be with either perspex cover or with polystyrene
louvres.
2.3.1.4 For equipment galleries, industrial type fluorescent lighting
fixtures or bulkhead lighting fixtures are recommended. The fluorescent
5IS : 9297 - 1979
lighting fixtures are installed on the ceiling. The bulkhead lighting
fixtures can also be installed on the walls.
2.4 Wiring - All wiring shall be in conduits. The joints shall be made
in junction boxes provided for the purpose through porcelain connectors.
Screws in the porcelain connectors shall be kept tight and smeared with
plastic compound to prevent entry of moisture. Temporary connections,
straps or wires shall be made good as far as possible. Untidy porcelain
connectors with loose screwed connections are a potential source of trouble
and should be avoided.
2.5 Additional plug points may be provided in the galleries for special
lighting requirements.
3. VENTILATION
3.1 General - Galleries inside dams are not adequately connected to
outside atmosphere. It is, therefore, necessary to provide positive means of
ventilation in the galleries. Ventilation is required for supplying fresh air,
diluting inside air vitiated by body odours, relief of dampness, removing
contaminants in air, if any, and providing thermal environments for
maintaining heat balance of the body for comfort of working personnel in
the galleries.
3.2 Recommended Values for Air Changes - Requirement of fresh
air supply to the galleries may be very small as the number of occupants is
usually very low. A minimum of two air changes per hour may be
provided ( a change per hour means that quantity of air equivalent to the
total volume of galleries is supplied to and exhausted from the galleries
each hour ). However, for lavatories, a minimum of six air changes per
hour should be provided.
3.3 Mechanical Ventilation - As the volume of air to be supplied to
and exhausted from galleries is large, means of mechanical ventilation
may be provided. Mechanical ventilation can be effected either by
exhaust of air or by positive ventilation or combination of the two. In
case exhaust method cannot be applied to the galleries, because of their
layout the air should be supplied into the galleries by centrifugal or axial
fans through ducting.
3.3.1 Selection of the fans shall be made after calculating the head
required ( in cm of water) to overcome the resistance in the duct system
and by the characteristics of the fans. Air intake openings shall be
provided with storm proof louvers and screens.
3.3.2 Where temperature and humidity control is required inside the
galleries, air-conditioning/dehumidification may be resorted to.
6IS : 9297 - 1979
4. WATER SUPPLY
4.1 General - Adequate water supply should be provided inside the
dam for drinking purposes and for various service utilities such as cooling,
flushing, fire-fighting, grouting, flushing of choked pipes, etc ( see IS :
1172-1971* ). The water supply facility can be divided into two eate-
gories given in 4.2 and 4.3.
4.2 Service ( Raw ) Water Supply - It is provided to meet the
requirements of various equipment and for maintenance and cleanliness
purposes inside the dam. For the supply, pipelines of at least 50 mm
diameter should be provided. Location of pipelines should be such that
there is no obstruction to normal working. Service water pipelines should
have tappings with valve and suitable hose connections, normally spaced
at 15 metres. In case filteratiomtreatment arrangements are provided
inside the dam, only one main line for raw and fresh water is
recommended.
4.3 Drinking_< Fresh/Treated ) Water Supply - To cater for require-
ments of drinking water for personnel working inside the dam, a supply-
line of at least 40 mm diameter should be provided. This pipeline shall
be of galvanized iron or PVC. It should run in the galleries along with
the service water and compressed air pipelines. Drinking water connec-
tions are provided on this line at suitable locations.
4.4 Sanitary Arrangements - Toilet facilities including wash basins
and urinals, where required, should be provided at suitable locations to
serve the personnel working inside the dam. Sewerage and waste water
from all these facilities should be collected through a well laid out system
of sanitary drains and carried to a septic tank provided for the purpose.
Digestive sludge should be disposed of by sludge pumps. Alternatively,
chemical toilets with proper disposal of waste may be provided,
5. COMPRESSED AIR SUPPLY
5.1 Compressed air supply is required in dam galleries for maintenance
work such as grouting, flushing of chocked pipes, etc. To meet these
requirements, pipes at least 50 mm diameter should be provided. The
layout of the pipelines should be such that they do not cause any obstruc-
tion to the normal working inside the dam. Moisture traps should be
provided at suitable locations for draining the condensed water.
5.2 Compressed air piping is usually left finished at the entrance of the
gallery which is at ground level and has connection with approach road.
In case of necessity, a portable compressor is brought there and hooked
*Code of basic requirements for water mpply, drainage and sanitation
( second revision ).
7xS:9297-1979
to the piping. Alternatively, compressed air piping may be connected
to an independent compressed air system, capable of delivering a minimum
pressure of 5’5 kg/cm* at the terminal point.
5.3 Compressed air pipings should have tappings with valve and suitable
hose connections in the galleries, normally spaced 15 metres. The
tappings on the compressed air and the raw water supply lines may be
located side by side to facilitate certain operations.
6. DRAINAGE SYSTEM
6.1 For details of drainage system reference may be made to Indian
Standard Code of practice for drainage system for gravity dams ( under
jrepnration ).
7. FIRE FIGHTING SYSTEM
7.1 In order to meet any eventuality of fire breaking out inside the dam,
provision of fire fighting equipment should be made in the galleries. For
this purpose fire hose cabinets containing fire hose, nozzles and couplings
should be provided at suitable places inside the dam. These may be
connected to the hose connection point provided in the service water
piping in case of need. Particular attention should be paid for this
facility in equipment galleries where the chances of fire are relatively more.
In addition, portable fire extinguishers of requisite capacity shall also be
provided at suitable places in the galleries.
8. TELEPHONE SYSTEM
8.1 To provide local communication between various parts of the dam
and outlying structures and for quick and reliable communication between
various personnel working at key points in and around the dam to save
considerable time and energy in operation, maintenance and repair of
equipment installed inside the dam, a suitable telephone system shall be
provided.
9. ELEVATORS
9.1 Elevators of suitable capacities in dams having galleries at various
elevations should be provided to cater for personnel and equipment in the
dam. For dams below 30 m height elevators may not be provided.
10. ENTRANCE DOORS
10.1 Suitable entrance doors where necessary should be provided at the
entrance to the gallery and various other key points for security reasons.
11. FIRST-AID
11.1 First-aid facility should be available inside the dam.
8IS:9297 - 1979
(Continuedfrom page 2 )
Members Repesenting
SUPERINTENDING ENQINEER Irrigation Departmmt, Government of
(MD) Maharashtra, Bombay
SRRI G. N. TANNIN Irrigation Department, Governmrnt of Uttar
Pradesh, Lucknow
In personal capacity ( Shirish Co-operative
SHRI P. R. TOSGAONKAR Housing Society, Veer Savarkar Mar&
Bombay 400016 )
SHRI C. R. VENKATESHA Cement Research Institute of India, New Delhi
DR C. RAJ KUMAR ( Alfrrnate )INDIAN STANDARDS
ON
DAMS
IS:
4410 Glossary of terms relating to river valley projects:
(Part VIII)-1968 Dams and dam section
(Part IX)-1968 Sp_i llways and siphons
4997-1968 Criteria for design of hydraulic jump type stilling basins. with horizontal
and sloping apron
5186-1969 Criteria for design of chute and side channel spillways
6512-1972 Criteria for design of solid gravity dams
6934-1973 Recommendations for hydraulic design-of high ogee overflow spillways
6955-1973 Code of practice for subsurface exploration of earth and rockfill dams
7365-1974 Criteria for hydraulic design of bucket type energy dissipators
7894-1975 Code of practice for stability analysis of earth dams
8237-1976 Code of practice for protection of slope for reservoir embankments
&114-1977 Guidelines ford esign of underseepage control ,measures for earth and
rockfill dams
8605-1977 Code of practice~for construction of masonry in dams
8826-1978 Guidelines for design of large earth and rockfill dams
|
2514.pdf
|
IS: 2514-1963
Indian Standard
SPECIFICATION FOR
CONCRETE VIBRATING TABLES
( Fifth Reprint JULY 1989 )
U?lC 666.97,033.16
@ Copyright 1963
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 November 1963Is : 2514 - 1963
Indian Standard
SPECIFICATION FOR
CONCRETE VIBRATING TABLES
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman Representing
MAJ-GEN R. A. LOOMBA Engineer-in-Chief’s Branch, Army Headquarters
Members
BRIG N. S. BHAGAT Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. N. K~NWAR ( Alternate )
&RI R. S. BHALLA Roads Wing, Ministry of Transport & Communi-
cations
SHRI H. H. CAMPBELL Bmmah-Shell Oil Storage and Distributing
Company of India Limited, Bombay
SHRI A. V. KARNIK ( Alternate )
&RI s. P. CHUGH Central Water and Power Commission
SHRI C. R. CHOPRA ( Alternate)
SHRI R. K. DAS GUPYA Simplex Concrete Piles ( India ) Ltd, Calcutta
SHRX A. D. DHINGRA Heatly & Gresham Limited, Calcutta
SHRI N. KUMAR ( Altcrnute )
DIRECTOR( CIVIL ENGINEERIN)G Railway Board ( Ministry of Railways )
JOINT DIRECTOR (WORKS ) ( Altcrnafc)
BRIG N. B. GRANT Research and Development Organization ( Ministry
of Defence ) -
Strm M. A. HAWEZ National Buildings Organization ( Ministry of
Works, Housing & Rehabilitation ) ’
SHRI K. S. SRINIV~SAN( Alternate)
SHRI R. K. JAJODIA Lynx Machinery Limited, Calcutta
SHRI K. G. JONES Forbes Forbes Campbell & Company Limited,
Bombay
SHRI S. B. PATEL (Alternate)
SHRI A. K. KHANDELWAL Khandelwal Manufacturing Corporation Private
Limited, Bombay
SHRI M. R. MAHADEVAN United Provinces Commercial Corporation Private
Ltd, New Delhi
SHRI L. R. MARWADI Hindustan Construction Co Ltd, Bombay
SHRI B. D. MATHUR Public Works Department, Government of Rajasthan
SHRI V. R. BHATNAQAI~( Alternate )
SHRI U. MATHUR Marsballs ( Directions ) Private Limited, Calcutta
SHRI S. C. MAZUMDAR Ganon Dunkerley & Go Ltd, Bombay
SHRI S. K. GUM THAKURTA ( Alternate )
SHRI H. V. MWCHANDANI Central Building Research Institute (CSIR ),
Roorkee
SHRI B. C. SRIVASTAVA( A~teraatc)
( Contimud on page 2 )
BUREAU OF INDIAN STANDARDS
M4NAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAHG
NEW DELHI 1 I 0002I!3:2514- 1963
( Continutdfrom page1 )
Members h!qVescnting
SHRIB. NAGCHAUDHURI C. Comens & Sons Limited, Calcutta
SHRr S. K. BASU ( Alt~nuzte )
SHRI K. K. NAMBI~ The Concrete Association of India, Bombay
SHRI C. V. NAZARETH ( Altcrnata )
SHRI RAJKUYAR GAIJTAMN ARAYAN William Jacks & Co Ltd, Calcutta
Snax R. S. GODBOLE( Alternate)
SHRI K. NATARAJAN In p;ez,;;;l capacity ( C 294, Defence Colony, New
- --.--
SHRI I. C. PATRL Sayaji IroI n & Engineering Company Private
Limited, Baroda
SHRI M. B. MEHTA ( Alttmate )
&RI,?. G. PATRL Builders’ Association of India, Bombay
SHRI G. S. ROV~HEN Armstrong Smith Private Ltd, Bombay
SHRI U. G. KALYANPUR ( Aknate)
SHRI V. SANKARAN National Buildings Construction Corporation
Limited, New Delhi
SHRI D. S. SHENOY Killick Nixon & Company Limited, Bombay
SHRI A. T. KOTHAVALA( Alternate )
SHIU S. K. SINHA Directorate General of Technical Development
( Ministry of Economic & Defence Co-ordina-
tion )
SHRI P. P. SIRDE~HPANDE Miller’s Timber and Trading Company Limited,
Bombay
SHRI W. A. FERNANDES( Alternate )
DR BH SV~BARAJU Cent;rrlh~d Research Institute ( CSIR ), New
SXIPERINT~NDING SURVEYOR OF Central Public Works Department
WORKs ( ELECT )
EXECUTIVEE NGINEER( ELECT ) ,
hh3CHMICAL AND WORKSHOP
DIVISION( Alternate )
SHRIJ . A. TARAPOREVALA Shah Construction Co Ltd, Bombay
SHRI N. H. TAYLOR Recondo Limited, Bombay
SHRI T. H. PE~HORI( Alternate )
SHRI A. J. THOMPSON Jessop & Company Limited, Calcutta
COL H.C. VIJW Balmer Lawrie & Co Limited, Calcutta
DR H. C. VI~VE~VARAYA, Director, IS1 ( Ex-o@cio Member )
Deputy Director ( Bldg )
SHRI Y. R. TANEJA
Extra Assistant Director ( Bldg), IS1
Ad-hoc Panel for Concrete Vibrators
Converter
szim c. V. NAZARETH The Concrete Association of India, Bombay
Members
Srrar R. K. JAJODIA Lynx Machinery Ltd, Calcutta
Stiar H. V. M~RCaiAxl%??l Cent;~ork~dding Research Institute ( CSIR ),
Smu G. S. ROMH~N Armstrong Smith Private Ltd, Bombay
Smu D. S. SHENOY Killick Nixon & Company Limited, Bombay
2IS : 2514 - 1963
Indian Standard
SPECIFICATION FOR
CONCRETE VIBRATING TABLES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Insti-
tution on 15 October 1963, after the draft finalized by the Construction
Plant and Machinery Sectional Committee had been approved by the
Building Division Council.
0.2 With the advancement of concrete technology, use of precast
concrete units has also increased because of their several advanfages
over the usual cast ,in situ units in certain situations of use. A vdkty
of precast concrete products are already being manufactured and used
in this country; and in the manufacture of these products, vibrating
tables are generally used because of advantages gained from them in
respect of uniformity of treatment given to the casting. With their
use, vibration can start from the moment concrete is placed on the
base of the mould, so that the expulsion of air is facilitated and compac-
tion increases steadily with the addition of each batch of concrete.
This standard has been prepared with a view to providing guidance
both in the manufacture and purchase of vibrating tables capable of
compacting concrete with good mechanical efficiency and rated output.
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of producers, consumers
and technologists and has related the standard to the manufacturing
and -trade practices followed in the country in this field. Due weightage
has also been given to the need for international co-ordination among
standards prevailing in different countries of the world.
0.4 This standard is one of a series of Indian Standards covering concrete
vibrators. Other standard in the series is *IS : 2505-1963 Specification for
Concrete Vibrators, Immersion Type. Standard on screed boar$ vibrators
is under preparation?.
0.5 Wherever a reference to any Indian Standard appears in this
specification, it shall be taken as a reference to its latest version.
0.6 Metric system has been adopted in India and all quantities and
dimensions in this standard have been given in this system,
*Sincer evised.
tsince printeda a IS : 2506-1964.
3IS : 2514 - 1963
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance
with IS : 2-1960 Rules for Rounding Off Numerical Values ( Revised ).
The number of significant places retained in the rounded off value
should be the same as that of the specified value in this standard.
0.8 This standard is intended chiefly to cover the technical provisions
relating to concrete vibrating tables, and it does not cover all the
necessary provisions of a contract.
1. SCOPE
1.1 This standard relates to’ vibrating tables used for. compaction of
concrete in moulds for the manufacture of precast products and structural
elements. It lays down minimum requirements regarding materials, design,
fabrication, criteria for performance and methods for testing the same.
I.2 Vibrating tables shall include all appliances creating rapidly alter-
nating horizontal, vertical or circular vibrations and capable of trans-
mitting these to moulds filled with concrete and placed or clamped on
the table top. The vibrating tables do not include shock tables which
pulsate at low frequency and operate on the principle of gravity fall
with the belp of rotating cams.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Amplitude of Vibration - Maximum displacement of the table top
from its mean position during vibration.
2.2 Frequency - Number of vibrations or cycles per minute of the table
top.
2.3 Vibration Acceleration -The maximum acceleration per cycle of
vibration. It is usually expressed as a multi@e of acceleration due to
gravity. ’
3. MATERIAL
3.1 Steel sections, plates and bars for construction of the vibrating
table shall conform to *IS : 226-1962 Specification for Structural Steel
( Standard Quality ) ( Third Revision ).
3.2 Rivet bars shall conform to fIS : 1148-1957 Specification for Rivet
Bars for Structural Purposes.
*Fourth revision issued in 1969.
tSince revised.
4is : 2514- 1963
3.3 Springs shall be manufactured from suitable grade of wire conforming
to *IS : 727-1955 Specification for Hard Drawn Wire for Springs (Tentative).
3.4 V-belts for belt drives shall conform to tIS : 2494- Specification
for V-Belts.
3.5 All other materials used in the construction -of vibrating table shall
orm to relevant Indian Standards.
4. SIZE AND CAPAGITY
4.1 Size Designation-The size of the vibrating table shall be desig-
nated by the overall length and breadth of the table top expressed in
metres as given in 4.2, and its capacity in tonnes as given in 4.4.
4.2 Length and Breadth - The vibrating tables shall be of the following
dimensions:
Length Breadth
m m
1 1
2 1
3 1
43 Height - For all sizes of the vibrating table, the height of the table
top from the ground level shall be sufficient to allow for easy placing and
removal of the moulds and shall not exceed 0.75 metre.
4.4 Capacity - The capacity of the vibrating table shall be indicated by
the maximum weight in tonnes of the mould plus the concrete in the
mould, which can be effectively vibrated by operating the table at
vibration characteristics specified in 7.
4.4.1 Different sizes of the vibrating table shall have the following
capacities:
Size CapaCity
m tonnes
1x1 @25,1
2x1 0.5, 1
3 x. 1 1.5
5. MOTIVE POWER
5.1 The vibrating table shall be capable of being operated either through
an eccentric rotor driven by a prime mover, such as electric motor,
internal combustion engine, pneumatic power, or directly by electro-
magnetic pulsators.
‘Since revised.
t&wed as IS : 24!34-1964 Specification for V-belts for industrial purposes.
5ISr2514- 1963
5.2 The output rating of the power unit will be related to the capacity
of the vibrating table and it shall be sufhcient to prevent the reduction
in amplitude from ( no load ’ t6 ‘full load ’ condition by more than
25 percent (see 7.3 ). Recommendations for the minimum output rating
of the power unit are given below for general guidance:
Capacity Output Rahng
tonnes kW
0.25 0.75
0.5 0.75
1
1.5 ::“2
5.3 The electric motors and other electrical equipment shall conform to
the requirements of relevant Indian Standards.
5.4 The internal combustion engines shall conform to the requirements’
of relevant Indian Standards.
6. CONSTRUCTION
6.1 The table top shall be constructed from steel plate of not less than
10 mm thickness or equivalent material and shall be suitably braced
and stiffened to vibrate evenly so that there is no significant variation
in the vibration characteristics of the table top as measured at.different
points at its surface in accordance with 7.4. The table top shall also be
designed to be adoptable for reasonably simple clamping arrangements
for fixation of the moulds. The sides of the table shall be designed to
take suitable clamps with which the moulds can be fixed and detached
easily and quickly without undue loss of time.
6.2 The bearings of the mechanical vibrators shall conform to the relevant
Indian Standards, and they shall be sufficiently strong to withstand wide
variations of the load and the full force required to accelerate the table
loaded to its maximum capacity to the. full frequency, and accelerafisn of
vibration within a short time. The bearings as well as the driving motor
shall be fully enclosed so as to be dust-proof.
6.3 The stiffness of the springs on which the vibrating table is mounted
shall be designed either to make the natural frequency of the spring-
supported system very low compared with the frequency of vibration or
to allow the vibration of table at the natural frequency of spring-
supported system.
The design of mounting shall permit effective control and adjustment
of spring tension from time to time, if needed.
6.4 Where the vibrating unit is pulsated by electromagnetic action, the
electromagnet shall be mounted below Uhe table and shall be sufficiently
6powerful to vibrate the table under full load at the required vibration
characteristics as specified in 7.
6.5 Where the amplitude and the frequency of vibration can be varied,
the efficiency of the device provided for varying the amplitude and
frequency shall be such that constantly uniform performance of the
machine is assured under the entire range of operating conditions.
6.6 Where the driving unit is not directly connected with the eccentric
rotor, the efficiency of the drive shall be such that there is no significant
slippage under full operating loads. In case of belt drives, multiple
V-belt drives should preferably be used, which shall conform to the
requirements of relevant Indian Standards, and the driving unit shall be
so located that the vibrations of the table are not transferred to it thereby
affecting its life and performance.
6.7 All exposed parts of the table shall be given protective anti-corrosive
treatment to prevent them from rusting or deterioration.
6.8 Greasing nipples or closed type of lubricant points shall be provided
and conspicuously marked.
6.9 Unless otherwise necessary, the base of the table shall be provided
with arrangements for fixing it rigidly to the floor.
7. VIBRATION CHARACTERlSTICS
7.1 Frequency - The frequency of vibration for the table operating at its
maximum load capacity shall be between 3 000 to 6 000 cycles per minute.
7.2 Acceleration - The vibration acceleration of the table operating at
its maximum load capacity shall not be less than four times the accelera-
tion due to gravity.
7.2.1 The minimum frequency of the table under the loaded state for
determining this acceleration shall be not less than 3 000 cycles per
minute.
7.3 The reduction in the amplitude of the table while operating from
‘ no load ’ to ‘ full load ’ condition shall not exceed 25 percent.
7.4 Measurement of Vibration Characteristics - The vibration
characteristics shall be observed ( by actual measurements or by calcula-
tions ) at different points of the table top by operating the table at its
maximum load capacity, and the least of the observed values shall be
taken into account to decide whether the limits specified in 7.1 to 7.3 are
satisfied.
7.4.1 The measurements of frequency and amplitude shall be carried
out with the help of a vibrometer or vibrograph, or any other equally
suitable instrument.
7IS:2514-1965
7.42 The acceleration shall be either measured with the help of
piem-electric accelerometer, or calculated from the following formula:
A g = 5.59 .2u . tP . IO-’
where
Vibration acceleration
A
’ = Acceleration due to gravity ;
u = amplitude of vibration in centimetre as defined in
2.1; and
n = measured frequency of vibration in cycles per minute.
Norm- 20 ir the measuredp eak to peak amplitudeo f vibrationi n centimetre.
8. MARKING
8.1 Each vibrating table shall have a plate firmly attached to some part
not easily removable. The plate shall have clearly marked on it the
following information:
a) Size of the table;
b) Vibration characteristics:
I) Minimum amplitude at full load ( range, if any ), and
2) Minimum frequency at full load ( range, if any ) ;
C) Characteristics of driving unit, that is, electric motor, internal
combustion engine, pneumatic motor or electromagnetic
pulsator regarding:
1) Output power rating,
2) Voltage, phase and cycle current, and
3) Revolutions or pulsations per minute;
d) Manufacturer’s name;
e) Machine reference number; and
f) Year of manufacture.
8.1.1 The vibrating table may also be marked with the 131 Certification.
Mark.
~~~ -The we of the IS1 CertificationM ark is governed by the provisionso f the
India Sun&& Institution( CertificationM arks) Act and the Rules and Regulations
made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirements
of that standard under a well-defined system of inspection, testing and quality control
which Q dcvkd and supervised by IS1 and operated by the producer. ISI marked
oroducu arc also continuously checked by IS1 for conformity to that st,andard a~ a
Further safeguard. Details of conditions under which a lrcence for the use of the IS1
Certification Mark may be granted to manufacturera or processors, may be obtained
from tbc Indian Standards Institution.
8. _
I
BUREAU OF INDIAN STANDARDS
Headquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 ,O’l 31
NEW DELHI 110002 331 1375
I
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I; P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 2 18.43
CHANDIGARH 160036 3 1641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
41 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
ZPeenya Industrial Prea 1st Stage, Bangalore Tumkur Road ’ tf; “499ii
BANGALORE 560058
i
Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
53j6. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-B-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 98 32
117/418 B Sarvodaya Nagar, KANPUR 208005
{ f: t: :26
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam (6 21 04
TRIVANDRUM 695035 1621 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 5171
Shankar Nagar Square. NAGPUR 440010
Institutior! of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
%aIes Office in Calcutta is at 5 Chowringheo Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 69 6628
Bombay WOO07
tSales Office in Bangalore is at Unity Building. Narasimharaja Square, 22 36 71
BangalOre 560002
‘Reprography Unit, BIS, New Delhi, India
|
BS EN 1090-2-2008.pdf
|
BRITISH STANDARD BS EN
1090-2:2008
Execution of steel
structures and
aluminium structures
Part 2: Technical requirements for the
execution of steel structures
ICS 91.080.10
NO COPYING WITHOUT BSI PERMISSION EXCEPT AS PERMITTED BY COPYRIGHT LAW
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
National Foreword
This British Standard is the UK implementation of BS EN 1090-2:2008.
It supersedes DD ENV 1090-1:1998, DD ENV 1090-4:2001,
DD ENV 1090-6:2001 which are withdrawn, and BS 5400- 6:1999,
BS 5950-2:2001 which will be withdrawn on March 2010.
The UK participation in its preparation was entrusted to Technical
Committee B/521 Execution of steel structures, with the assistance of
B/525/10 Bridges.
A list of organizations represented on this committee can be obtained on
request to its secretary.
Additional information
BSI, as a member of CEN, is obliged to publish EN 1090-2:2008 as a
British Standard. However, attention is drawn to the fact that during
the development of this European Standard, the UK committee voted
against its approval as a European Standard.
The reason for the UK committee vote was because of concerns about
possible misspecification in terms of execution classes and weld quality
levels in particular. If realized, these concerns about the range and the
basis of some of the choices could lead either to under-specification and
inadequate safety or to over-specification and possible barriers to trade.
These issues are described more fully below, together with suggestions
that should avoid these risks.
This standard gives the technical requirements for the execution
(fabrication and erection) of steel structures and is a supporting
standard for the harmonized standard BS EN 1090-1, Execution of steel
structures and aluminium structures – Part 1: Requirements for
conformity assessment of structural components. Conformity assessment
to BS EN 1090-1 requires that the manufacturer operates a certified
factory production control system. The quality management
requirements for factory production control include, for instance, levels
of traceability and welding quality management which are defined by
reference to BS EN 1090-2.
This British Standard Amendments/corrigenda issued since publication
was published underthe
authority of the
Standards Policy and Date Comments
Strategy Committee on 31
December 2008
© BSI 2008
ISBN 978 0 580 55315 8
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
This standard supersedes several existing standards and hence has a very wide scope.
Therefore, it requires specifiers to make a series of project- or application-specific
decisions before execution commences on each part of the works. Annex A itemizes the
additional and optional information required.
Execution classes
This standard introduces the concept of execution class (EXC) as a classified set of
requirements specified for the execution of the works as a whole, of an individual
component, or of a detail of a component. Annex A.3 itemizes those requirements in the
standard which depend on the choice of execution class.
It is a design decision for the specifier to select the execution class required for the works
as a whole, an individual component, or a particular detail of a component. Annex B of
BS EN 1090-2 provides some informative guidance on the factors that might be relevant
to that decision. The primary reason to differentiate is to provide a level of reliability
against failure or malfunction of the structure/component/detail that is matched to the
consequences (see BS EN 1990, Eurocode – Basis of structural design, for further
information). Hence, execution class is widely used in this standard as a reliability
differentiator for providing choice of quality, testing and qualification requirements,
although the relationship between this new differentiator and those recommended by BS
EN 1990 is not fully defined.
Annex B of BS EN 1090-2 recommends that the choice of execution class should also
depend on the ‘service category’ (SC) that characterizes a component in terms of the
circumstances of its designed use, and the ‘production category’ (PC) that characterizes a
component in terms of the methods used for its execution. These latter two types of
category imply that, for a given structure/component/detail, the execution class specified
should be increased in line with more onerous demands in service and/or if it is more
difficult to produce.
From Annex B it appears likely that most steel structures in the UK will include
components in both PC1 and PC2, but most will be SC1 unless they are designed for
fatigue actions (in which case they will be SC2). Thus, as a default basis, EXC2 could be
specified for structures/components/details used in buildings, and EXC3 could be
specified for structures/components/details used in bridges.
Weld quality levels
For structures/components/details designed for fatigue additional requirements should
be adopted because the simple choice between design for quasi-static (SC1) and fatigue
(SC2) applications does not sufficiently discriminate the required weld quality levels in
terms of fatigue classes.
In these circumstances, as the choice of appropriate requirements requires a level of
design and construction knowledge that many potential users of this standard may not
possess, reference should be made to the advice given in PD 6695-1-9, Recommendations
for the design of structures to BS EN 1993-1-9, which explains the relationship between
design and execution with respect to fatigue classes (FAT classes), and PD 6705-2,
Recommendations for the execution of steel bridges to BS EN 1090-2, which gives
acceptance criteria for welds designed for fatigue. These acceptance criteria have been
developed for structural welds on a fitness-for-purpose basis and are consistent with
those used in the British Standards that are superseded by BS EN 1090-2.
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
BS EN 1090-2 relates the execution classes to weld quality levels in BS EN ISO 5817,
Welding – Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) – Quality levels for imperfections, as follows:
• EXC1: Quality level D;
• EXC2: Quality level C generally;
• EXC3: Quality level B (i.e. as required for welder qualification tests and welding
procedure qualification records);
• EXC4: Quality level B+.
These levels may generally be appropriate to establish, prequalify and certificate the
routine quality level of the manufacturer’s welding operations. However, although EXC4
can be used to specify the extent of supplementary non-destructive testing, the
associated quality level B+ is not practically achievable in routine production as it
requires the manufacturer to demonstrate a capability of meeting a quality level which
is more stringent than that for which the manufacturer’s welders and welding
procedures are qualified. Thus, if a quality level of B or higher is required, it is more
practical to specify this for each relevant joint detail and not for routine production,
using the acceptance criteria given in PD 6705-2 for evaluating imperfections on an
individual basis, as permitted by BS EN 1090-2.
Tolerances
BS EN 1090-2 is more complicated than the British Standards that it supersedes in its
approach to specifying permitted geometrical deviations as systems of tolerances. Three
types of geometrical tolerance are defined:
1. essential tolerances that are essential for the mechanical resistance and stability
of the completed structure and which are used to support conformity assessment
to BS EN 1090-1;
2. functional tolerances required to fulfil other criteria such as fit-up and
appearance;
3. special tolerances that may be specified for project-specific reasons, and which
would need to be clearly defined in the execution specification.
Functional tolerances are defined for two classes, of which the less onerous tolerance
class 1 is the default specification for routine execution. Tolerance class 2 is likely to
require special and more expensive measures in fabrication and erection.
As an alternative, the standard allows BS EN ISO 13920, Welding – General tolerances
for welded constructions – Dimensions for lengths and angles – Shape and position, to be
used as the basis for specifying functional tolerances. BS EN ISO 13920 is suitable for
those weldments and more heavily welded structural components where potential
distortion from welding is the dominant factor in determining the dimensions and shape
of the completed component and its fit-up to other components. BS EN 1090-2 selects the
class relevant to the function of structural components from the four tolerance classes
defined in BS EN ISO 13920.
This publication does not purport to include all the necessary provisions of a contract.
Users are responsible for its correct application.
Compliance with a British Standard cannot confer immunity from legal
obligations.
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EUROPEAN STANDARD EN 1090-2
NORME EUROPÉENNE
EUROPÄISCHE NORM
July 2008
ICS 91.080.10 Supersedes ENV 1090-1:1996, ENV 1090-2:1998, ENV
1090-3:1997, ENV 1090-4:1997, ENV 1090-5:1998, ENV
1090-6:2000
English Version
Execution of steel structures and aluminium structures - Part 2:
Technical requirements for steel structures
Exécution des structures en acier et des structures en Ausführung von Stahltragwerken und Aluminiumtragwerken
aluminium - Partie 2: Exigences techniques pour les - Teil 2: Technische Regeln für die Ausführung von
structures en acier Stahltragwerken
This European Standard was approved by CEN on 11 April 2008.
CEN members are bound to comply with the CEN/CENELEC Internal Regulations which stipulate the conditions for giving this European
Standard the status of a national standard without any alteration. Up-to-date lists and bibliographical references concerning such national
standards may be obtained on application to the CEN Management Centre or to any CEN member.
This European Standard exists in three official versions (English, French, German). A version in any other language made by translation
under the responsibility of a CEN member into its own language and notified to the CEN Management Centre has the same status as the
official versions.
CEN members are the national standards bodies of Austria, Belgium, Bulgaria, Cyprus, Czech Republic, Denmark, Estonia, Finland,
France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia, Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal,
Romania, Slovakia, Slovenia, Spain, Sweden, Switzerland and United Kingdom.
EUROPEAN COMMITTEE FOR STANDARDIZATION
COMITÉ EUROPÉEN DE NORMALISATION
EUROPÄISCHES KOMITEE FÜR NORMUNG
Management Centre: rue de Stassart, 36 B-1050 Brussels
© 2008 CEN All rights of exploitation in any form and by any means reserved Ref. No. EN 1090-2:2008: E
worldwide for CEN national Members.
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Contents
Page
Foreword..............................................................................................................................................................9
Introduction.......................................................................................................................................................10
1 Scope....................................................................................................................................................11
2 Normative references..........................................................................................................................12
2.1 General..................................................................................................................................................12
2.2 Constituent products..........................................................................................................................12
2.2.1 Steels....................................................................................................................................................12
2.2.2 Steel castings.......................................................................................................................................14
2.2.3 Welding consumables.........................................................................................................................14
2.2.4 Mechanical fasteners..........................................................................................................................15
2.2.5 High strength cables...........................................................................................................................16
2.2.6 Structural bearings..............................................................................................................................17
2.3 Preparation...........................................................................................................................................17
2.4 Welding.................................................................................................................................................18
2.5 Testing..................................................................................................................................................19
2.6 Erection.................................................................................................................................................19
2.7 Corrosion protection...........................................................................................................................20
2.8 Tolerances............................................................................................................................................20
2.9 Miscellaneous......................................................................................................................................20
3 Terms and definitions.........................................................................................................................21
4 Specifications and documentation....................................................................................................23
4.1 Execution Specification......................................................................................................................23
4.1.1 General..................................................................................................................................................23
4.1.2 Execution classes................................................................................................................................23
4.1.3 Preparation grades..............................................................................................................................24
4.1.4 Geometrical tolerances.......................................................................................................................24
4.2 Constructor's documentation............................................................................................................24
4.2.1 Quality documentation........................................................................................................................24
4.2.2 Quality plan..........................................................................................................................................24
4.2.3 Safety of the erection works...............................................................................................................25
4.2.4 Execution documentation...................................................................................................................25
5 Constituent products..........................................................................................................................25
5.1 General..................................................................................................................................................25
5.2 Identification, inspection documents and traceability....................................................................25
5.3 Structural steel products....................................................................................................................26
5.3.1 General..................................................................................................................................................26
5.3.2 Thickness tolerances..........................................................................................................................28
5.3.3 Surface conditions..............................................................................................................................28
5.3.4 Special properties................................................................................................................................29
5.4 Steel castings.......................................................................................................................................29
5.5 Welding consumables.........................................................................................................................29
5.6 Mechanical fasteners..........................................................................................................................31
5.6.1 General..................................................................................................................................................31
5.6.2 Terminology.........................................................................................................................................31
5.6.3 Structural bolting assemblies for non preloaded applications......................................................31
5.6.4 Structural bolting assemblies for preloading...................................................................................31
5.6.5 Direct tension indicators.....................................................................................................................32
5.6.6 Weather resistant assemblies............................................................................................................32
5.6.7 Foundation bolts..................................................................................................................................32
2
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
5.6.8 Locking devices...................................................................................................................................32
5.6.9 Taper washers.....................................................................................................................................32
5.6.10 Hot rivets..............................................................................................................................................32
5.6.11 Fasteners for thin gauge components..............................................................................................33
5.6.12 Special fasteners.................................................................................................................................33
5.6.13 Delivery and identification..................................................................................................................33
5.7 Studs and shear connectors..............................................................................................................33
5.8 Grouting materials...............................................................................................................................34
5.9 Expansion joints for bridges..............................................................................................................34
5.10 High strength cables, rods and terminations...................................................................................34
5.11 Structural bearings..............................................................................................................................34
6 Preparation and assembly..................................................................................................................34
6.1 General.................................................................................................................................................34
6.2 Identification........................................................................................................................................35
6.3 Handling and storage..........................................................................................................................35
6.4 Cutting..................................................................................................................................................37
6.4.1 General.................................................................................................................................................37
6.4.2 Shearing and nibbling.........................................................................................................................37
6.4.3 Thermal cutting....................................................................................................................................37
6.4.4 Hardness of free edge surfaces.........................................................................................................38
6.5 Shaping................................................................................................................................................38
6.5.1 General.................................................................................................................................................38
6.5.2 Hot forming..........................................................................................................................................39
6.5.3 Flame straightening............................................................................................................................39
6.5.4 Cold forming........................................................................................................................................39
6.6 Holing....................................................................................................................................................41
6.6.1 Dimensions of holes...........................................................................................................................41
6.6.2 Tolerances on hole diameter for bolts and pins..............................................................................42
6.6.3 Execution of holing.............................................................................................................................42
6.7 Cut outs................................................................................................................................................43
6.8 Full contact bearing surfaces............................................................................................................44
6.9 Assembly..............................................................................................................................................44
6.10 Assembly check..................................................................................................................................45
7 Welding.................................................................................................................................................45
7.1 General.................................................................................................................................................45
7.2 Welding plan........................................................................................................................................45
7.2.1 Requirements for a welding plan.......................................................................................................45
7.2.2 Content of a welding plan...................................................................................................................45
7.3 Welding processes..............................................................................................................................46
7.4 Qualification of welding procedures and welding personnel.........................................................47
7.4.1 Qualification of welding procedures.................................................................................................47
7.4.2 Welders and welding operators.........................................................................................................49
7.4.3 Welding coordination..........................................................................................................................49
7.5 Preparation and execution of welding..............................................................................................51
7.5.1 Joint preparation.................................................................................................................................51
7.5.2 Storage and handling of welding consumables...............................................................................52
7.5.3 Weather protection..............................................................................................................................52
7.5.4 Assembly for welding.........................................................................................................................53
7.5.5 Preheating............................................................................................................................................53
7.5.6 Temporary attachments......................................................................................................................53
7.5.7 Tack welds...........................................................................................................................................53
7.5.8 Fillet welds...........................................................................................................................................54
7.5.9 Butt welds............................................................................................................................................54
7.5.10 Welds on steels with improved atmospheric corrosion resistance...............................................55
7.5.11 Branch connections............................................................................................................................55
7.5.12 Stud welding........................................................................................................................................55
7.5.13 Slot and plug welds.............................................................................................................................55
7.5.14 Spot welds for thin gauge components............................................................................................56
3
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.15 Other weld types..................................................................................................................................56
7.5.16 Post-weld heat treatment....................................................................................................................56
7.5.17 Execution of welding...........................................................................................................................56
7.5.18 Welding of bridge decks.....................................................................................................................57
7.6 Acceptance criteria..............................................................................................................................57
7.7 Welding of stainless steels.................................................................................................................58
7.7.1 Amendments to EN 1011-1 requirements.........................................................................................58
7.7.2 Amendments to EN 1011-3 requirements.........................................................................................59
7.7.3 Welding dissimilar steels....................................................................................................................60
8 Mechanical fastening..........................................................................................................................60
8.1 General..................................................................................................................................................60
8.2 Use of bolting assemblies..................................................................................................................60
8.2.1 General..................................................................................................................................................60
8.2.2 Bolts......................................................................................................................................................61
8.2.3 Nuts.......................................................................................................................................................61
8.2.4 Washers................................................................................................................................................61
8.3 Tightening of non-preloaded bolts....................................................................................................62
8.4 Preparation of contact surfaces in slip resistant connections.......................................................62
8.5 Tightening of preloaded bolts............................................................................................................63
8.5.1 General..................................................................................................................................................63
8.5.2 Torque reference values.....................................................................................................................65
8.5.3 Torque method.....................................................................................................................................65
8.5.4 Combined method...............................................................................................................................65
8.5.5 HRC method.........................................................................................................................................66
8.5.6 Direct tension indicator method........................................................................................................66
8.6 Fit bolts.................................................................................................................................................67
8.7 Hot riveting...........................................................................................................................................67
8.7.1 Rivets....................................................................................................................................................67
8.7.2 Installation of rivets.............................................................................................................................67
8.7.3 Acceptance criteria..............................................................................................................................68
8.8 Fastening of thin gauge components................................................................................................68
8.8.1 General..................................................................................................................................................68
8.8.2 Use of self-tapping and self-drilling screws.....................................................................................69
8.8.3 Use of blind rivets................................................................................................................................69
8.8.4 Fastening sidelaps..............................................................................................................................70
8.9 Use of special fasteners and fastening methods.............................................................................70
8.10 Galling and seizure of stainless steels..............................................................................................70
9 Erection.................................................................................................................................................71
9.1 General..................................................................................................................................................71
9.2 Site conditions.....................................................................................................................................71
9.3 Erection method..................................................................................................................................72
9.3.1 Design basis for the erection method...............................................................................................72
9.3.2 Constructor's erection method..........................................................................................................72
9.4 Survey...................................................................................................................................................73
9.4.1 Reference system................................................................................................................................73
9.4.2 Position points.....................................................................................................................................74
9.5 Supports, anchors and bearings.......................................................................................................74
9.5.1 Inspection of supports........................................................................................................................74
9.5.2 Setting out and suitability of supports..............................................................................................74
9.5.3 Maintaining suitability of supports....................................................................................................74
9.5.4 Temporary supports............................................................................................................................74
9.5.5 Grouting and sealing...........................................................................................................................75
9.5.6 Anchoring.............................................................................................................................................76
9.6 Erection and work at site....................................................................................................................76
9.6.1 Erection drawings................................................................................................................................76
9.6.2 Marking.................................................................................................................................................77
9.6.3 Handling and storage on site.............................................................................................................77
9.6.4 Trial erection........................................................................................................................................77
4
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
9.6.5 Erection methods................................................................................................................................78
10 Surface treatment................................................................................................................................79
10.1 General.................................................................................................................................................79
10.2 Preparation of steel substrates..........................................................................................................80
10.3 Weather resistant steels.....................................................................................................................81
10.4 Galvanic coupling................................................................................................................................81
10.5 Galvanizing..........................................................................................................................................81
10.6 Sealing of spaces................................................................................................................................82
10.7 Surfaces in contact with concrete.....................................................................................................82
10.8 Inaccessible surfaces.........................................................................................................................82
10.9 Repairs after cutting or welding........................................................................................................82
10.10 Cleaning after erection........................................................................................................................83
10.10.1 Cleaning of thin gauge components.................................................................................................83
10.10.2 Cleaning of stainless steels components.........................................................................................83
11 Geometrical tolerances.......................................................................................................................83
11.1 Tolerance types...................................................................................................................................83
11.2 Essential tolerances............................................................................................................................84
11.2.1 General.................................................................................................................................................84
11.2.2 Manufacturing tolerances...................................................................................................................84
11.2.3 Erection tolerances.............................................................................................................................84
11.3 Functional tolerances.........................................................................................................................86
11.3.1 General.................................................................................................................................................86
11.3.2 Tabulated values.................................................................................................................................86
11.3.3 Alternative criteria...............................................................................................................................86
12 Inspection, testing and correction.....................................................................................................87
12.1 General.................................................................................................................................................87
12.2 Constituent products and components............................................................................................87
12.2.1 Constituent products..........................................................................................................................87
12.2.2 Components.........................................................................................................................................87
12.2.3 Non conforming products..................................................................................................................87
12.3 Manufacturing: geometrical dimensions of manufactured components......................................88
12.4 Welding.................................................................................................................................................88
12.4.1 Inspection before and during welding..............................................................................................88
12.4.2 Inspection after welding.....................................................................................................................89
12.4.3 Inspection and testing of welded shear studs for composite steel and concrete structures.....92
12.4.4 Production tests on welding..............................................................................................................92
12.5 Mechanical fastening..........................................................................................................................93
12.5.1 Inspection of non-preloaded bolted connections............................................................................93
12.5.2 Inspection and testing of preloaded bolted connections...............................................................93
12.5.3 Inspection, testing and repairs of hot rivets.....................................................................................96
12.5.4 Inspection of cold formed components and sheeting fastening...................................................96
12.5.5 Special fasteners and fastening methods........................................................................................97
12.6 Surface treatment and corrosion protection....................................................................................97
12.7 Erection................................................................................................................................................98
12.7.1 Inspection of trial erection.................................................................................................................98
12.7.2 Inspection of the erected structure...................................................................................................98
12.7.3 Survey of geometrical position of connection nodes.....................................................................98
12.7.4 Other acceptance tests.......................................................................................................................99
Annex A (normative) Additional information, list of options and requirements related to the
execution classes..............................................................................................................................100
A.1 List of required additional information...........................................................................................100
A.2 List of options....................................................................................................................................103
A.3 Requirements related to the execution classes.............................................................................107
Annex B (informative) Guidance for the determination of execution classes........................................111
B.1 Introduction........................................................................................................................................111
B.2 Governing factors for choice of execution class...........................................................................111
B.2.1 Consequence classes.......................................................................................................................111
5
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
B.2.2 Hazards connected with execution and use of the structure.......................................................111
B.3 Determination of execution classes................................................................................................112
Annex C (informative) Check-list for the content of a quality plan..........................................................114
C.1 Introduction........................................................................................................................................114
C.2 Content...............................................................................................................................................114
C.2.1 Management.......................................................................................................................................114
C.2.2 Specification review..........................................................................................................................114
C.2.3 Documentation...................................................................................................................................114
C.2.4 Inspection and testing procedures..................................................................................................115
Annex D (normative) Geometrical tolerances.............................................................................................116
D.1 Essential tolerances..........................................................................................................................116
D.1.1 Essential manufacturing tolerances – Welded profiles.................................................................117
D.1.2 Essential manufacturing tolerances – Press braked cold formed profiles.................................118
D.1.3 Essential manufacturing tolerances – Flanges of welded profiles..............................................119
D.1.4 Essential manufacturing tolerances – Flanges of welded box sections.....................................120
D.1.5 Essential manufacturing tolerances – Web stiffeners of profiles or box sections.....................121
D.1.6 Essential manufacturing tolerances – Stiffened plating...............................................................123
D.1.7 Essential manufacturing tolerances – Cold formed profiled sheets............................................124
D.1.8 Essential manufacturing tolerances – Fastener holes, notches and cut edges.........................125
D.1.9 Essential manufacturing tolerances – Cylindrical and conical shells.........................................126
D.1.10 Essential manufacturing tolerances – Lattice components..........................................................127
D.1.11 Essential erection tolerances – Single storey columns................................................................128
D.1.12 Essential erection tolerances – Multi-storey columns..................................................................129
D.1.13 Essential erection tolerances – Full contact end bearing.............................................................131
D.1.14 Essential erection tolerances – Towers and masts.......................................................................131
D.1.15 Essential erection tolerances – Beams subject to bending and components subject to
compression......................................................................................................................................132
D.2 Functional tolerances........................................................................................................................133
D.2.1 Functional manufacturing tolerances – Welded profiles..............................................................134
D.2.2 Functional manufacturing tolerances – Press braked cold formed profiles...............................135
D.2.3 Functional manufacturing tolerances – Flanges of welded profiles............................................137
D.2.4 Functional manufacturing tolerances – Welded box sections.....................................................138
D.2.5 Functional manufacturing tolerances – Webs of welded profiles or box sections....................139
D.2.6 Functional manufacturing tolerances – Web stiffeners of welded profiles or box sections.....140
D.2.7 Functional manufacturing tolerances – Components...................................................................141
D.2.8 Functional manufacturing tolerances – Fastener holes, notches and cut edges.......................142
D.2.9 Functional manufacturing tolerances – Column splices and baseplates...................................143
D.2.10 Functional manufacturing tolerances – Lattice components.......................................................144
D.2.11 Functional manufacturing tolerances – Stiffened plating.............................................................145
D.2.12 Functional manufacturing tolerances – Towers and masts..........................................................147
D.2.13 Functional manufacturing tolerances – Cold formed profiled sheets.........................................148
D.2.14 Functional manufacturing tolerances – Bridge decks...................................................................148
D.2.15 Functional erection tolerances – Bridges.......................................................................................150
D.2.16 Functional erection tolerances – Bridge decks (sheet 1/3)...........................................................151
D.2.17 Functional erection tolerances – Bridge decks(sheet 2/3)............................................................152
D.2.18 Functional erection tolerances – Bridges decks (sheet 3/3).........................................................153
D.2.19 Functional manufacturing and erection tolerances – Crane beams and rails............................154
D.2.20 Functional tolerances – Concrete foundations and supports......................................................155
D.2.21 Functional erection tolerances – Crane runways..........................................................................157
D.2.22 Functional erection tolerances – Positions of columns................................................................158
D.2.23 Functional erection tolerances – Single storey columns..............................................................159
D.2.24 Functional erection tolerances – Multi-storey columns................................................................160
D.2.25 Functional erection tolerances – Buildings....................................................................................161
D.2.26 Functional erection tolerances – Beams in buildings...................................................................162
D.2.27 Functional erection tolerances - Roof sheeting designed as a stressed-skin............................163
D.2.28 Functional erection tolerances - Profiled steel sheeting...............................................................163
Annex E (informative) Welded joints in hollow sections...........................................................................164
E.1 General................................................................................................................................................164
6
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
E.2 Guidance for start and stop positions............................................................................................164
E.3 Preparation of joint faces.................................................................................................................164
E.4 Assembly for welding.......................................................................................................................165
E.5 Fillet welded joints............................................................................................................................171
Annex F (normative) Corrosion protection.................................................................................................172
F.1 General...............................................................................................................................................172
F.1.1 Field of application............................................................................................................................172
F.1.2 Performance specification...............................................................................................................172
F.1.3 Prescriptive requirements................................................................................................................172
F.1.4 Work method......................................................................................................................................173
F.2 Surface preparation of carbon steels..............................................................................................173
F.2.1 Surface preparation of carbon steels prior to painting and metal spraying...............................173
F.2.2 Surface preparation of carbon steels prior to galvanizing...........................................................174
F.3 Welds and surfaces for welding......................................................................................................174
F.4 Surfaces in preloaded connections.................................................................................................174
F.5 Preparation of fasteners...................................................................................................................174
F.6 Coating methods...............................................................................................................................175
F.6.1 Painting..............................................................................................................................................175
F.6.2 Metal spraying...................................................................................................................................175
F.6.3 Galvanizing........................................................................................................................................175
F.7 Inspection and checking...................................................................................................................176
F.7.1 General...............................................................................................................................................176
F.7.2 Routine checking...............................................................................................................................176
F.7.3 Reference areas.................................................................................................................................176
F.7.4 Galvanized components...................................................................................................................176
Annex G (normative) Test to determine slip factor....................................................................................178
G.1 General...............................................................................................................................................178
G.2 Significant variables..........................................................................................................................178
G.3 Test specimens..................................................................................................................................178
G.4 Slip test procedure and evaluation of results................................................................................179
G.5 Extended creep test procedure and evaluation.............................................................................180
G.6 Test results........................................................................................................................................181
Annex H (normative) Test to determine torque values for preloaded bolts under site conditions......183
H.1 Scope..................................................................................................................................................183
H.2 Symbols and units.............................................................................................................................183
H.3 Principle of the test...........................................................................................................................183
H.4 Test apparatus...................................................................................................................................183
H.5 Test assemblies.................................................................................................................................184
H.6 Test set up..........................................................................................................................................184
H.7 Test procedure...................................................................................................................................185
H.8 Evaluation of test results..................................................................................................................186
H.9 Test report..........................................................................................................................................187
Annex J (normative) Use of compressible washer-type direct tension indicators................................188
J.1 General...............................................................................................................................................188
J.2 Fitting..................................................................................................................................................188
J.3 Checking............................................................................................................................................190
Annex K (informative) Hexagon injection bolts.........................................................................................193
K.1 General...............................................................................................................................................193
K.2 Hole sizes...........................................................................................................................................193
K.3 Bolts....................................................................................................................................................193
K.4 Washers..............................................................................................................................................194
K.5 Nuts.....................................................................................................................................................195
K.6 Resin...................................................................................................................................................195
K.7 Tightening..........................................................................................................................................195
K.8 Installation..........................................................................................................................................195
Annex L (informative) Guide to flow diagram for development and use of a WPS................................197
7
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex M (normative) Sequential method for fasteners inspection..........................................................198
M.1 General................................................................................................................................................198
M.2 Application.........................................................................................................................................199
Bibliography....................................................................................................................................................201
8
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Foreword
This document (EN 1090-2:2008) has been prepared by Technical Committee CEN/TC 135 “Execution of
steel structures and aluminium structures”, the secretariat of which is held by SN.
This European Standard shall be given the status of a national standard, either by publication of an identical
text or by endorsement, at the latest by January 2009, and conflicting national standards shall be withdrawn at
the latest by March 2010.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. CEN [and/or CENELEC] shall not be held responsible for identifying any or all such patent rights.
This document supersedes ENV 1090-1:1996, ENV 1090-2:1998, ENV 1090-3:1997, ENV 1090-4:1997,
ENV 1090-5:1998 and ENV 1090-6:2000.
EN 1090, Execution of steel structures and aluminium structures consists of the following parts:
Part 1: Requirements for conformity assessment of structural components
Part 2: Technical requirements for steel structures
Part 3: Technical requirements for aluminium structures
According to the CEN/CENELEC Internal Regulations, the national standards organizations of the following
countries are bound to implement this European Standard: Austria, Belgium, Bulgaria, Cyprus, Czech
Republic, Denmark, Estonia, Finland, France, Germany, Greece, Hungary, Iceland, Ireland, Italy, Latvia,
Lithuania, Luxembourg, Malta, Netherlands, Norway, Poland, Portugal, Romania, Slovakia, Slovenia, Spain,
Sweden, Switzerland and the United Kingdom.
9
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Introduction
This European Standard specifies requirements for execution of steel structures, in order to ensure adequate
levels of mechanical resistance and stability, serviceability and durability.
This European Standard specifies requirements for execution of steel structures in particular those that are
designed according to all parts of EN 1993 and the steel parts of composite steel and concrete structures
designed according to all parts of EN 1994.
This European Standard presupposes that the work is carried out with the necessary skill and adequate
equipment and resources to perform the work in accordance with the execution specification and the
requirements of this European Standard.
10
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
1 Scope
This European Standard specifies requirements for execution of structural steelwork as structures or as
manufactured components, produced from:
hot rolled, structural steel products up to and including grade S690;
cold formed components and sheeting up to and including grades S700 for stainless steels and including
S690 for carbon steels;
hot finished and cold formed austenitic, austenitic-ferritic and ferritic stainless steel products;
hot finished and cold formed structural hollow sections, including standard range and custom-made rolled
products and hollow sections manufactured by welding.
This European Standard may also be used for structural steel grades up to and including S960, provided that
conditions for execution are verified against reliability criteria and any necessary additional requirements are
specified.
This European Standard specifies requirements independent of the type and shape of the steel structure (e.g.
buildings, bridges, plated or latticed components) including structures subjected to fatigue or seismic actions.
The requirements are expressed in terms of execution classes
This European Standard applies to structures designed according to the relevant part of EN 1993.
This European Standard applies to structural components and sheeting as defined in EN 1993-1-3.
This European Standard applies to steel components in composite steel and concrete structures designed
according to the relevant part of EN 1994.
This European Standard may be used for structures designed according to other design rules provided that
conditions for execution comply with them and any necessary additional requirements are specified.
This European Standard does not cover requirements for watertightness or air permeability resistance of
sheeting.
11
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
2 Normative references
2.1 General
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
2.2 Constituent products
2.2.1 Steels
EN 10017, Steel rod for drawing and/or cold rolling — Dimensions and tolerances
EN 10021, General technical delivery conditions for steel products
EN 10024, Hot rolled taper flange I sections — Tolerances on shape and dimensions
EN 10025-1:2004, Hot rolled products of structural steels — Part 1: General technical delivery conditions
EN 10025-2, Hot rolled products of structural steels — Part 2: Technical delivery conditions for non-alloy
structural steels
EN 10025-3, Hot rolled products of structural steels — Part 3: Technical delivery conditions for
normalized/normalized rolled weldable fine grain structural steels
EN 10025-4, Hot rolled products of structural steels — Part 4: Technical delivery conditions for
thermomechanical rolled weldable fine grain structural steels
EN 10025-5, Hot rolled products of structural steels — Part 5: Technical delivery conditions for structural
steels with improved atmospheric corrosion resistance
EN 10025-6, Hot rolled products of structural steels — Part 6: Technical delivery conditions for flat products of
high yield strength structural steels in the quenched and tempered condition
EN 10029, Hot rolled steel plates 3 mm thick or above — Tolerances on dimensions, shape and mass
EN 10034, Structural steel I and H sections — Tolerances on shape and dimensions
EN 10048, Hot rolled narr ow steel strip — Tolerances on dimensions and shape
EN 10051, Continuously hot-rolled uncoated plate, sheet and strip of non-alloy and alloy steels — Tolerances
on dimensions and shape
EN 10055, Hot rolled steel equal flange tees with radiused root and toes — Dimensions and tolerances on
shape and dimensions
EN 10056-1, Structural steel equal and unequal leg angles — Part 1: Dimensions
EN 10056-2, Structural steel equal and unequal leg angles — Part 2: Tolerances on shape and dimensions
EN 10058, Hot rolled flat steel bars for general purpose — Dimensions and tolerances on shape and
dimensions
EN 10059, Hot rolled square steel bars for general purposes — Dimensions and tolerances on shape and
dimensions
12
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN 10060, Hot rolled round steel bars for general purposes — Dimensions and tolerances on shape and
dimensions
EN 10061, Hot rolled hexagon steel bars for general purposes — Dimensions and tolerances on shape and
dimensions
EN 10080, Steel for the reinforcement of concrete — Weldable reinforcing steel — General
EN 10088-1, Stainless steels — Part 1: List of stainless steels
EN 10088-2:2005, Stainless steels — Part 2: Technical delivery conditions for sheet/plate and strip of
corrosion resisting steels for general purposes
EN 10088-3:2005, Stainless steels — Part 3: Technical delivery conditions for semi-finished products, bars,
rods, wire, sections and bright products of corrosion resisting steels for general purposes
EN 10131, Cold rolled uncoated and zinc or zinc-nickel electrolytically coated low carbon and high yield
strength steel flat products for cold forming — Tolerances on dimensions and shape
EN 10139, Cold rolled uncoated mild steel narrow strip for cold forming — Technical delivery conditions
EN 10140, Cold rolled narrow steel strip — Tolerances on dimensions and shape
EN 10143, Continuously hot-dip coated steel sheet and strip — Tolerances on dimensions and shape
EN 10149-1, Hot-rolled flat products made of high yield strength steels for cold forming — Part 1: General
delivery conditions
EN 10149-2, Hot-rolled flat products made of high yield strength steels for cold forming — Part 2: Delivery
conditions for thermomechanically rolled steels
EN 10149-3, Hot-rolled flat products made of high yield strength steels for cold forming — Part 3: Delivery
conditions for normalized or normalized rolled steels
EN 10160, Ultrasonic testing of steel flat product of thickness equal or greater than 6 mm (reflection method)
EN 10163-2, Delivery requirements for surface condition of hot-rolled steel plates, wide flats and sections —
Part 2: Plate and wide flats
EN 10163-3, Delivery requirements for surface condition of hot-rolled steel plates, wide flats and sections —
Part 3: Sections
EN 10164, Steel products with improved deformation properties perpendicular to the surface of the product —
Technical delivery conditions
EN 10169-1, Continuously organic coated (coil coated) steel flat products — Part 1: General information
(definitions, materials, tolerances, test methods)
EN 10169-2, Continuously organic coated (coil coated) steel flat products — Part 2: Products for building
exterior applications
EN 10169-3, Continuously organic coated (coil coated) steel flat products — Part 3: Products for building
interior applications
EN 10204, Metallic products — Types of inspection documents
EN 10210-1, Hot finished structural hollow sections of non-alloy and fine grain steels — Part 1: Technical
delivery conditions
13
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN 10210-2, Hot finished structural hollow sections of non-alloy and fine grain steels — Part 2: Tolerances,
dimension and sectional properties
EN 10219-1, Cold formed welded structural hollow sections of non-alloy and fine grain steels — Part 1:
Technical delivery conditions
EN 10219-2, Cold formed welded structural hollow sections of non-alloy and fine grain steels — Part 2:
Tolerances, dimensions and sectional properties
EN 10268, Cold rolled steel flat products with high yield strength for cold forming — Technical delivery
conditions
EN 10279, Hot rolled steel channels — Tolerances on shape, dimensions and mass
EN 10292, Continuously hot-dip coated strip and sheet of steels with high yield strength for cold forming —
Technical delivery conditions
EN 10296-2:2005, Welded circular steel tubes for mechanical and general engineering purposes — Technical
delivery conditions — Part 2: Stainless steel
EN 10297-2:2005, Seamless circular steel tubes for mechanical and general engineering purposes —
Technical delivery conditions — Part 2: Stainless steel
EN 10326, Continuously hot-dip coated strip and sheet structural steels — Technical delivery conditions
EN 10327, Continuously hot-dip coated strip and sheet of low carbon steels for cold forming — Technical
delivery conditions
EN ISO 1127, Stainless steel tubes — Dimensions, tolerances and conventional masses per unit length
(ISO 1127:1992)
EN ISO 9445, Continuously cold-rolled stainless steel narrow strip, wide strip, plate/sheet and cut lengths —
Tolerances on dimensions and form (ISO 9445:2002)
ISO 4997, Cold-reduced carbon steel sheet of structural quality
2.2.2 Steel castings
EN 10340:2007, Steel castings for structural uses
2.2.3 Welding consumables
EN 756, Welding consumables — Solid wires, solid wire-flux and tubular cored electrode-flux combinations for
submerged arc welding of non alloy and fine grain steels — Classification
EN 757, Welding consumables — Covered electrodes for manual metal arc welding of high strength steels —
Classification
EN 760, Welding consumables — Fluxes for submerged arc welding — Classification
EN 1600, Welding consumables — Covered electrodes for manual metal arc welding of stainless and heat
resisting steels — Classification
EN 13479, Welding consumables — General product standard for filler metals and fluxes for fusion welding of
metallic materials
EN 14295, Welding consumables — Wire and tubular cored electrodes and electrode-flux combinations for
submerged arc welding of high strength steels — Classification
14
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN ISO 636, Welding consumables — Rods, wires and deposits for tungsten inert gas welding of non alloy
and fine grain steels — Classification (ISO 636:2004)
EN ISO 2560, Welding consumables — Covered electrodes for manual metal arc welding of non-alloy and
fine grain steels — Classification (ISO 2560:2002)
EN ISO 13918, Welding — Studs and ceramic ferrules for arc stud welding (ISO 13918:2008)
EN ISO 14175, Welding consumables — Gases and gas mixtures for fusion welding and allied processes
(ISO 14175:2008)
EN ISO 14341, Welding consumables — Wire electrodes and deposits for gas shielded metal arc welding of
non alloy and fine grain steels — Classification (ISO 14341:2002)
EN ISO 14343, Welding consumables — Wires electrodes, strip electrodes, wires and rods for fusion welding
of stainless and heat resisting steels — Classification (ISO 14343:2002 and
ISO 14343:2002/Amd1:2006)
EN ISO 16834, Welding consumables — Wire electrodes, wires, rods and deposits for gas-shielded arc
welding of high strength steels — Classification (ISO 16834:2006)
EN ISO 17632, Welding consumables — Tubular cored electrodes for gas shielded and non-gas shielded
metal arc welding of non alloy and fine grain steels — Classification (ISO 17632:2004)
EN ISO 17633, Welding consumables — Tubular cored electrodes and rods for gas shielded and non-gas
shielded metal arc welding of stainless and heat-resisting steels — Classification
(ISO 17633:2004)
EN ISO 18276, Welding consumables — Tubular cored electrodes for gas-shielded and non-gas-shielded
metal arc welding of high-strength steels — Classification (ISO 18276:2005)
2.2.4 Mechanical fasteners
EN 14399-1, High-strength structural bolting assemblies for preloading — Part 1: General requirements
EN 14399-2, High-strength structural bolting assemblies for preloading — Part 2: Suitability test for preloading
EN 14399-3, High-strength structural bolting assemblies for preloading — Part 3: System HR — Hexagon bolt
and nut assemblies
EN 14399-4:2005, High-strength structural bolting assemblies for preloading — Part 4: System HV —
Hexagon bolt and nut assemblies
EN 14399-5, High-strength structural bolting assemblies for preloading — Part 5: Plain washers
EN 14399-6, High-strength structural bolting assemblies for preloading — Part 6: Plain chamfered washers
EN 14399-7, High-strength structural bolting assemblies for preloading — Part 7: System HR — Countersunk
head bolts and nut assemblies
EN 14399-8, High-strength structural bolting assemblies for preloading — Part 8: System HV — Hexagon fit
bolt and nut assemblies
prEN 14399-9, High-strength structural bolting assemblies for preloading — Part 9: System HR or HV — Bolt
and nut assemblies with direct tension indicators
prEN 14399-10, High-strength structural bolting assemblies for preloading — Part 10: System HRC — Bolt
and nut assemblies with calibrated preload
15
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN 15048-1, Non preloaded structural bolting assemblies — Part 1: General requirements
EN 20898-2, Mechanical properties of fasteners — Part 2: Nuts with specified proof load values — Coarse
thread (ISO 898-2:1992)
EN ISO 898-1, Mechanical properties of fasteners made of carbon steel and alloy steel — Part 1: Bolts,
screws and studs (ISO 898-1:1999)
EN ISO 1479, Hexagon head tapping screws (ISO 1479:1983)
EN ISO 1481, Slotted pan head tapping screws (ISO 1481:1983)
EN ISO 3506-1, Mechanical properties of corrosion-resistant stainless-steel fasteners — Part 1: Bolts, screws
and studs (ISO 3506-1:1997)
EN ISO 3506-2, Mechanical properties of corrosion-resistant stainless-steel fasteners — Part 2: Nuts
(ISO 3506-2:1997)
EN ISO 6789, Assembly tools for screws and nuts — Hand torque tools — Requirements and test methods for
design conformance testing, quality conformance testing and recalibration procedure
(ISO 6789:2003)
EN ISO 7049, Cross recessed pan head tapping screws (ISO 7049:1983)
EN ISO 10684, Fasteners — Hot dip galvanized coatings (ISO 10684:2004)
EN ISO 15480, Hexagon washer head drilling screws with tapping screw thread (ISO 15480:1999)
EN ISO 15976, Closed end blind rivets with break pull mandrel and protruding head — St/St
(ISO 15976:2002)
EN ISO 15979, Open end blind rivets with break pull mandrel and protruding head — St/St
(ISO 15979:2002)
EN ISO 15980, Open end blind rivets with break pull mandrel and countersunk head — St/St
(ISO 15980:2002)
EN ISO 15983, Open end blind rivets with break pull mandrel and protruding head — A2/A2
(ISO 15983:2002)
EN ISO 15984, Open end blind rivets with break pull mandrel and countersunk head — A2/A2
(ISO 15984:2002)
ISO 10509, Hexagon flange head tapping screws
2.2.5 High strength cables
prEN 10138-3, Prestressing steels — Part 3: Strand
EN 10244-2, Steel wire and wire products — Non-ferrous metallic coatings on steel wire — Part 2: Zinc or zinc
alloy coatings
EN 10264-3, Steel wire and wire products — Steel wire for ropes — Part 3: Round and shaped non alloyed
steel wire for high duty applications
EN 10264-4, Steel wire and wire products — Steel wire for ropes — Part 4: Stainless steel wire
EN 12385-1, Steel wire ropes — Safety — Part 1: General requirements
16
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN 12385-10, Steel wire ropes — Safety — Part 10: Spiral ropes for general structural applications
EN 13411-4, Terminations for steel wire ropes — Safety — Part 4: Metal and resin socketing
2.2.6 Structural bearings
EN 1337-2, Structural bearings — Part 2: Sliding elements
EN 1337-3, Structural bearings — Part 3: Elastomeric bearings
EN 1337-4, Structural bearings — Part 4: Roller bearings
EN 1337-5, Structural bearings — Part 5: Pot bearings
EN 1337-6, Structural bearings — Part 6: Rocker bearings
EN 1337-7, Structural bearings — Part 7: Spherical and cylindrical PTFE bearings
EN 1337-8, Structural bearings — Part 8: Guide bearings and restraint bearings
2.3 Preparation
EN ISO 9013, Thermal cutting — Classification of thermal cuts — Geometrical product specification and
quality tolerances (ISO 9013:2002)
ISO 286-2, ISO system of limits and fits — Part 2: Tables of standard tolerance grades and limit deviations for
holes and shafts
CEN/TR 10347, Guidance for forming of structural steels in processing
17
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
2.4 Welding
EN 287-1, Qualification test of welders — Fusion welding — Part 1: Steels
EN 1011-1:1998, Welding — Recommendations for welding of metallic materials — Part 1: General guidance
for arc welding
EN 1011-2:2001, Welding — Recommendations for welding of metallic materials — Part 2: Arc welding of
ferritic steels
EN 1011-3, Welding — Recommendations for welding of metallic materials — Part 3: Arc welding of stainless
steels
EN 1418, Welding personnel — Approval testing of welding operators for fusion welding and resistance weld
setters for fully mechanized and automatic welding of metallic materials
EN ISO 3834 (all parts), Quality requirements for fusion welding of metallic materials (ISO 3834:2005)
EN ISO 4063, Welding and allied processes — Nomenclature of processes and reference numbers
(ISO 4063:1998)
EN ISO 5817, Welding — Fusion-welded joints in steel, nickel, titanium and their alloys (beam welding
excluded) — Quality levels for imperfections (ISO 5817:2003, corrected version:2005, including Technical
Corrigendum 1:2006)
EN ISO 9692-1, Welding and allied processes — Recommendations for joint preparation — Part 1: Manual
metal-arc welding, gas-shielded metal-arc welding, gas welding, TIG welding and beam welding of steels
(ISO 9692-1:2003)
EN ISO 9692-2, Welding and allied processes — Joint preparation — Part 2: Submerged arc welding of steels
(ISO 9692-2:1998)
EN ISO 13916, Welding — Guidance on the measurement of preheating temperature, interpass temperature
and preheat maintenance temperature (ISO 13916:1996)
EN ISO 14373, Resistance welding — Procedure for spot welding of uncoated and coated low carbon steels
(ISO 14373:2006)
EN ISO 14554 (all parts), Quality requirements for welding — Resistance welding of metallic materials
(ISO 14544-1:2000)
EN ISO 14555, Welding — Arc stud welding of metallic materials (ISO 14555:2006)
EN ISO 14731, Welding coordination — Tasks and responsibilities (ISO 14731:2006)
EN ISO 15609-1, Specification and qualification of welding procedures for metallic materials — Welding
procedure specification — Part 1: Arc welding (ISO 15609-1:2004)
EN ISO 15609-4, Specification and qualification of welding procedures for metallic materials — Welding
procedure specification — Part 4: Laser beam welding (ISO 15609-4:2004)
EN ISO 15609-5, Specification and qualification of welding procedures for metallic materials — Welding
procedure specification — Part 5: Resistance welding (ISO 15609-5:2004)
EN ISO 15610, Specification and qualification of welding procedures for metallic materials — Qualification
based on tested welding consumables (ISO 15610:2003)
18
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN ISO 15611, Specification and qualification of welding procedures for metallic materials — Qualification
based on previous welding experience (ISO 15611:2003)
EN ISO 15612, Specification and qualification of welding procedures for metallic materials — Qualification by
adoption of a standard welding procedure (ISO 15612:2004)
EN ISO 15613, Specification and qualification of welding procedures for metallic materials — Qualification
based on pre-production welding test (ISO 15613:2004)
EN ISO 15614-1, Specification and qualification of welding procedures for metallic materials — Welding
procedure test — Part 1: Arc and gas welding of steels and arc welding of nickel and nickel alloys
(ISO 15614-1:2004)
EN ISO 15614-11, Specification and qualification of welding procedures for metallic materials — Welding
procedure test — Part 11: Electron and laser beam welding (ISO 15614-11:2002)
EN ISO 15614-13, Specification and qualification of welding procedures for metallic materials — Welding
procedure test — Part 13: Resistance butt and flash welding (ISO 15614-13:2005)
EN ISO 15620, Welding — Friction welding of metallic materials (ISO 15620:2000)
EN ISO 16432, Resistance welding — Procedure for projection welding of uncoated and coated low carbon
steels using embossed projection(s) (ISO 16432:2006)
EN ISO 16433, Resistance welding — Procedure for seam welding of uncoated and coated low carbon steels
(ISO 16433:2006)
2.5 Testing
EN 473, Non destructive testing — Qualification and certification of NDT personnel — General principles
EN 571-1, Non destructive testing — Penetrant testing — Part 1: General principles
EN 970, Non-destructive examination of fusion welds — Visual examination
EN 1290, Non-destructive examination of welds — Magnetic particle examination of welds
EN 1435, Non-destructive testing of welds — Radiographic testing of welded joints
EN 1713, Non-destructive testing of welds — Ultrasonic testing — Characterization of indications in welds
EN 1714, Non-destructive testing of welds — Ultrasonic testing of welded joints
EN 10160, Ultrasonic testing of steel flat product of thickness equal or greater than 6 mm (reflection method)
EN 12062:1997, Non-destructive examination of welds — General rules for metallic materials
EN ISO 6507 (all parts), Metallic materials — Vickers hardness test (ISO 6507:2005)
EN ISO 9018, Destructive tests on welds in metallic materials — Tensile test on cruciform and lapped joints
(ISO 9018:2003)
EN ISO 10447, Resistance welding - Peel and chisel testing of resistance spot and projection welds
(ISO 10447:2006)
2.6 Erection
EN 1337-11, Structural bearings — Part 11: Transport, storage and installation
19
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
ISO 4463-1, Measurement methods for building — Setting-out and measurement — Part 1: Planning and
organization, measuring procedures, acceptance criteria
ISO 7976-1, Tolerances for building — Methods of measurement of buildings and building products — Part 1:
Methods and instruments
ISO 7976-2, Tolerances for building — Methods of measurement of buildings and building products — Part 2:
Position of measuring points
ISO 17123 (all parts), Optics and optical instruments — Field procedures for testing geodetic and surveying
instruments
2.7 Corrosion protection
EN 14616, Thermal spraying — Recommendations for thermal spraying
EN 15311, Thermal spraying — Components with thermally sprayed coatings — Technical supply conditions
EN ISO 1461:1999, Hot dip galvanized coatings on fabricated iron and steel articles — Specifications and test
methods (ISO 1461:1999)
EN ISO 2063, Thermal spraying — Metallic and other inorganic coatings — Zinc, aluminium and their alloys
(ISO 2063:2005)
EN ISO 2808, Paints and varnishes — Determination of film thickness (ISO 2808:2007)
EN ISO 8501 (all parts), Preparation of steel substrates before application of paints and related products —
Visual assessment of surface cleanliness
EN ISO 8503-1, Preparation of steel substrates before application of paints and related products — Surface
roughness characteristics of blast-cleaned steel substrates — Part 1: Specifications and definitions for ISO
surface profile comparators for the assessment of abrasive blast-cleaned surfaces (ISO 8503-1:1988)
EN ISO 8503-2, Preparation of steel substrates before application of paints and related products — Surface
roughness characteristics of blast-cleaned steel substrates — Part 2: Method for the grading of surface profile
of abrasive blast-cleaned steel — Comparator procedure (ISO 8503-2:1988)
EN ISO 12944 (all parts), Paints and varnishes — Corrosion protection of steel structures by protective paint
systems (ISO 12944:1998)
EN ISO 14713, Protection against corrosion of iron and steel in structures — Zinc and aluminium coatings —
Guidelines (ISO 14713:1999)
ISO 19840, Paints and varnishes — Corrosion protection of steel structures by protective paint systems —
Measurement of, and acceptance criteria for, the thickness of dry films on rough surfaces
2.8 Tolerances
EN ISO 13920, Welding — General tolerances for welded constructions — Dimensions for lengths and
angles — Shape and position (ISO 13920:1996)
2.9 Miscellaneous
EN 508-1, Roofing products from metal sheet — Specification for self-supporting products of steel, aluminium
or stainless steel sheet — Part 1: Steel
20
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
EN 508-3, Roofing products from metal sheet — Specification for self-supporting products of steel, aluminium
or stainless steel sheet — Part 3: Stainless steel
EN 1993-1-6, Eurocode 3: Design of steel structures — Part 1-6: Strength and Stability of Shell Structures
EN 1993-1-8, Eurocode 3: Design of steel structures — Part 1-8: Design of joints
prEN 13670, Execution of concrete structures
ISO 2859-5, Sampling procedures for inspection by attributes — Part 5: System of sequential sampling plans
indexed by acceptance quality limit (ALQ) for lot-by-lot inspection
3 Terms and definitions
For the purpose of this document, the following terms and definitions apply.
3.1
construction works
everything that is constructed or results from construction operations. This term covers both building and civil
engineering works. It refers to the complete construction comprising both structural and non-structural
components
3.2
works
parts of construction works that are structural steelwork
3.3
structural steelwork
steel structures or manufactured steel components used in construction works
3.4
constructor
person or organization executing the works (the supplier in EN ISO 9000)
3.5
structure
see EN 1990
3.6
manufacturing
all activities required to produce and deliver a component. As relevant, this comprises e.g. procurement,
preparation and assembly, welding, mechanical fastening, transportation, surface treatment and the
inspection and documentation thereof
3.7
execution
all activities performed for the physical completion of the works, i.e. procurement, fabrication, welding,
mechanical fastening, transportation, erection, surface treatment and the inspection and documentation
thereof
3.7.1
execution specification
set of documents covering technical data and requirements for a particular steel structure including those
specified to supplement and qualify the rules of this European Standard
NOTE 1 Execution specification includes requirements where this European Standard identifies items to be specified.
21
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE 2 Execution specification can be seen as the complete set of requirements for manufacture and installation of
structural steel components with the manufacturing requirements given in a set of component specifications according to
prEN 1090-1.
3.7.2
execution class
classified set of requirements specified for the execution of the works as a whole, of an individual component
or of a detail of a component
3.8
service category
category that characterises a component in terms of the circumstances of its use
3.9
production category
category that characterises a component in terms of the methods used for its execution
3.10
constituent product
material and product used for manufacturing a component and which remains as part of it, e.g. structural steel
product, stainless steel product, mechanical fastener, welding consumable
3.11
component
part of a steel structure, which may itself be an assembly of several smaller components
3.11.1
cold formed component
see EN 10079 and EN 10131
3.12
preparation
all activities performed on the constituent steel products to produce the parts ready for assembly and inclusion
in components. As relevant, this comprises e.g. identification, handling and storage, cutting, shaping and
holing.
3.13
design basis method of erection
outline of a method of erection upon which the design of the structure is based (also known as the design
erection sequence)
3.13.1
erection method statement
documentation describing the procedures to be used to erect a structure
3.14
nonconformity
see EN ISO 9000
3.15
additional NDT (non destructive testing)
NDT technique which is additional to visual examination, e.g. magnetic particle, penetrant, eddy current,
ultrasonic or radiographic testing
3.16
tolerance
see ISO 1803
22
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
3.16.1
essential tolerance
basic limits for a geometrical tolerance necessary to satisfy the design assumptions for structures in terms of
mechanical resistance and stability
3.16.2
functional tolerance
geometrical tolerance which might be required to meet a function other than mechanical resistance and
stability, e.g appearance or fit up
3.16.3
special tolerance
geometrical tolerance which is not covered by the tabulated types or values of tolerances given in this
European Standard, and which needs to be specified in a particular case
3.16.4
manufacturing tolerance
permitted range in the size of a dimension of a component resulting from component manufacture
4 Specifications and documentation
4.1 Execution Specification
4.1.1 General
The necessary information and technical requirements for execution of each part of the works shall be agreed
and complete before commencement of execution of that part of the works. There shall be procedures for
making alterations to previously agreed execution specification. Execution specification shall consider such of
the following items as are relevant:
a) additional information, as listed in A.1;
b) options, as listed in A.2;
c) execution classes, see 4.1.2;
d) preparation grades, see 4.1.3;
e) tolerance classes, see 4.1.4;
f) technical requirements regarding the safety of the works, see 4.2.3 and 9.2.
4.1.2 Execution classes
Four execution classes 1 to 4, denoted EXC1 to EXC4, are given, for which requirement strictness increases
from EXC1 to EXC4.
Execution classes may apply to the whole structure or to a part of the structure or to specific details. A
structure can include several execution classes. A detail or group of details will normally be ascribed one
execution class. However, the choice of an execution class does not necessarily have to be the same for all
requirements.
If no execution class is specified EXC2 shall apply.
The list of requirements related to execution classes is given in A.3.
23
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Guidance for the choice of execution classes is given in Annex B.
NOTE The choice of execution classes is related to production categories and service categories, with links to
consequence classes as defined in Annex B of EN 1990:2002.
4.1.3 Preparation grades
Three preparation grades, denoted P1 to P3 according to ISO 8501-3, are given, for which requirement
strictness increases from P1 to P3.
NOTE Preparation grades are related to the expected life of the corrosion protection and corrosivity category as
defined in Clause 10.
Preparation grades may apply to the whole structure or to a part of the structure or to specific details. A
structure can include several preparation grades. A detail or group of details will normally be ascribed one
preparation grade.
4.1.4 Geometrical tolerances
Two types of geometrical tolerances are defined in 11.1:
a) essential tolerances;
b) functional tolerances, with two classes for which requirement strictness increases from class 1 to class 2.
4.2 Constructor's documentation
4.2.1 Quality documentation
The following points shall be documented for EXC2, EXC3 and EXC4:
a) the allocation of tasks and authority during the various phases of the project;
b) the procedures, methods and work instructions to be applied;
c) an inspection plan specific to the works;
d) a procedure for handling changes and modifications;
e) a procedure for handling of nonconformities, requests for concessions and quality disputes;
f) any hold points or requirement to witness inspections or tests, and any consequent access requirements.
4.2.2 Quality plan
It shall be specified if a quality plan for execution of the works is required.
NOTE EN ISO 9000 gives the definition of a quality plan.
It shall include:
a) a general management document which shall address the following points:
1) review of specification requirements against process capabilities;
2) organisation chart and managerial staff responsible for each aspect of the execution;
24
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
3) principles and organisation arrangements for inspection including allocation of responsibilities for each
inspection task;
b) quality documentation prior to execution as defined in 4.2.1. The documents shall be produced before
execution of the construction step to which they relate;
c) execution records which are actual records of inspections and checks carried out, or demonstrate
qualification or certification of implemented resources. Execution records related to a hold-point that
affect continuation of execution shall be produced before the hold-point is released.
Annex C gives a check-list for the content of a quality plan recommended for the execution of structural
steelwork with reference to the general guidelines in ISO 10005.
4.2.3 Safety of the erection works
Method statements giving detailed work instructions shall comply with the technical requirements relating to
the safety of the erection works as given in 9.2 and 9.3.
4.2.4 Execution documentation
Sufficient documentation shall be prepared during execution and as a record of the as-built structure to
demonstrate that the works have been carried out according to the execution specification.
5 Constituent products
5.1 General
Generally constituent products to be used for the execution of steel structures shall be selected from the
relevant European Standards listed in the following clauses. If constituent products that are not covered by the
standards listed are to be used, their properties shall be specified.
Definitions and requirements of EN 10021 shall apply together with those of the relevant European product
standard.
5.2 Identification, inspection documents and traceability
The properties of supplied constituent products shall be documented in a way that enables them to be
compared to the specified properties. Their conformity with the relevant product standard shall be checked in
accordance with 12.2.
For metallic products, the inspection documents according to EN 10204 shall be as listed in Table 1.
25
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 1 — Inspection documents for metallic products
Constituent product Inspection documents
Structural steels (Tables 2 and 3) according to Table B.1 of
EN 10025-1:2004 a b
Stainless steels (Table 4) 3.1
Steel castings according to Table B.1 of EN 10340:2007
Welding consumables (Table 5) 2.2
Structural bolting assemblies 2.1 c
Hot rivets 2.1 c
Self-tapping and self-drilling screws and blind rivets 2.1
Studs for arc studs welding 2.1 c
Expansion joints for bridges 3.1
High strength cables 3.1
Structural bearings 3.1
a For structural steel grade S355 JR or J0 inspection document 3.1 is required for EXC2, EXC3 and EXC4.
b EN 10025-1 requires that the elements included in the CEV formula shall be reported in the inspection document.
The reporting of other added elements required by EN 10025-2 should include Al, Nb, and Ti.
c If a 3.1 certificate is required, this may be substituted by a manufacturing lot identification mark.
For EXC3 and EXC4, constituent products shall be traceable at all stages from receipt to hand over after
incorporation in the works.
This traceability may be based on records for batches of product allocated to a common production process,
unless traceability for each product is specified.
For EXC2, EXC3 and EXC4, if differing grades and/or qualities of constituent products are in circulation
together, each item shall be designated with a mark that identifies its grade.
Methods of marking shall be in accordance with that for components given in 6.2.
If marking is required, unmarked constituent products shall be treated as non conforming product.
5.3 Structural steel products
5.3.1 General
Structural steel products shall conform to the requirements of the relevant European product standards as
listed in Tables 2, 3 and 4, unless otherwise specified. Grades, qualities and, if appropriate, coating weights
and finishes, shall be specified together with any required options permitted by the product standard, including
those related to suitability for hot dip zinc-coating, if relevant.
Steel products to be used in the manufacture of cold formed components shall have properties that conform to
the required suitability for cold forming process. Carbon steels suitable for cold forming are listed in Table 3.
26
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 2 — Product standards for structural carbon steels
Technical delivery
Products Dimensions Tolerances
requirements
I and H sections Not available EN 10034
Hot-rolled taper flange I sections Not available EN 10024
EN 10025-1
Channels Not available EN 10279
and
Equal and unequal leg angles EN 10056-1 EN 10056-2
EN 10025-2
T Sections EN 10055 EN 10055
EN 10025-3
EN 10025-4 EN 10029
Plates, flats, wide flats Not applicable
EN 10025-5 EN 10051
EN 10025-6
As relevant
EN 10017, EN 10058, EN 10017, EN 10058,
Bars and rods EN 10059, EN 10060, EN 10059, EN 10060,
EN 10061 EN 10061
Hot finished hollow sections EN 10210-1 EN 10210-2 EN 10210-2
Cold formed hollow sections EN 10219-1 EN 10219-2 EN 10219-2
NOTE EN 10020 gives definitions and classifications of grades of steel. Steel designations by name and number are
given in EN 10027-1 and -2 respectively.
Table 3 —Product standards for sheet and strip suitable for cold forming
Products Technical delivery requirements Tolerances
Non-alloy structural steels EN 10025-2 EN 10051
Weldable fine grain structural steels EN 10025-3, EN 10025-4 EN 10051
High yield strength steels for cold EN 10149-1, EN 10149-2, EN 10149-3, EN 10268 Not available
forming
Cold reduced steels ISO 4997 EN 10131
Continuously coated hot dip coated EN 10292, EN 10326, EN 10327 EN 10143
steels
Continuously organic coated steel EN 10169-2, EN 10169-3 EN 10169-1
flat products
Narrow strips EN 10139 EN 10048
EN 10140
27
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 4 — Product standards for stainless steels
Products Technical delivery requirements Tolerances
EN 10029, EN 10048, EN 10051,
Sheets, plates and strips EN 10088-2
EN ISO 9445
Tubes (welded) EN 10296-2
EN ISO 1127
Tubes (seamless) EN 10297-2
EN 10017, EN 10058, EN 10059,
Bars, rods and sections EN 10088-3
EN 10060, EN 10061
NOTE Steel designations by name and number are given in EN 10088-1.
5.3.2 Thickness tolerances
Thickness tolerances for structural steel plates shall be as follows in accordance with EN 10029, unless
otherwise specified:
EXC4: Class B
For other structural and stainless steel products the thickness class A shall be used unless otherwhise
specified.
5.3.3 Surface conditions
For carbon steels, surface condition requirements are as follows:
a) class A2 for plates and wide flats in accordance with the requirements of EN 10163-2;
b) class C1 for sections in accordance with the requirements of EN 10163-3. Execution specifications shall
specify if imperfections such as cracks, shell and seams shall be repaired.
If more stringent surface conditions are required for plates in EXC3 and EXC4, they shall be specified.
For stainless steel the surface finish requirements shall be as follows:
a) sheet, plate and strip: in accordance with the requirements of EN 10088-2;
b) bars, rods and sections: in accordance with the requirements of EN 10088-3.
Additional requirements related to the following items: special restrictions on either surface imperfections or
repair of surface defects by grinding in accordance with EN 10163, or with EN 10088 for stainless steel, shall
be specified.
For other products the surface finish requirements shall be specified in terms of appropriate European or
International specifications.
If the relevant specification does not adequately define decorative or specialist surface finishes, the finish shall
be specified.
The surface condition of constituent products shall be such that the relevant requirements for surface
preparation grade in accordance with 10.2 can be achieved.
28
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
5.3.4 Special properties
For EXC3 and EXC4, internal discontinuity quality class S1 of EN 10160 shall be specified for welded
cruciform joints transmitting primary tensile stresses through the plate thickness on a band of width four times
the thickness of the plate each side of the proposed attachment.
It shall be specified whether areas close to bearing diaphragms or stiffeners should be checked for the
existence of internal discontinuities. In this case quality class S1 of EN 10160 shall apply to a band of flange
or web plate of width 25 times the plate thickness each side of a bearing diaphragm or stiffener if attached by
welding.
In addition, requirements related to the following items shall be specified if relevant:
a) testing on constituent products, other than stainless steels, to identify internal discontinuities or cracks in
zones to be welded;
b) improved deformation properties perpendicular to the surface of constituent products, other than
stainless steels, in accordance with EN 10164;
c) special delivery conditions of stainless steels, for example Pitting Resistance Equivalent (Nitrogen)
(PRE(N)) or accelerated corrosion testing. The PRE(N) shall be given by (Cr + 3.3 Mo + 16 N), in which
the elements are in percent by weight, unless otherwise specified;
d) processing conditions if constituent products are to be processed before delivery.
NOTE Heat treatment, cambering and bending are examples of such processes.
5.4 Steel castings
Steel castings shall conform to the requirements in EN 10340. Grades, qualities and, if appropriate, finishes
shall be specified together with any required options permitted by the product standard.
5.5 Welding consumables
All welding consumables shall conform to the requirements to EN 13479 and the appropriate product standard
as listed in Table 5.
29
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 5 — Product standards for welding consumables
Welding consumables Product standards
Shielding gases for arc welding and cutting EN ISO 14175
Wire electrodes and deposits for gas-shielded metal arc welding of non-alloy and fine
EN ISO 14341
grain steels
Solid wires, solid wire-flux and tubular cored electrode-flux combinations for
EN 756
submerged arc welding of non alloy and fine grain steels
Covered electrodes for manual arc welding of high strength steels EN 757
Tubular cored electrodes for metal arc welding with and without gas shield of non
EN ISO 17632
alloy and fine grain steels
Fluxes for submerged arc welding EN 760
Covered electrodes for manual arc welding of stainless and heat resisting steels EN 1600
Rods, wires and deposits for tungsten inert gas welding of non alloy and fine grain
EN ISO 636
steels
Covered electrodes for manual arc welding of non-alloy and fine grain steels EN ISO 2560
Wires electrodes, wires and rods for arc welding of stainless and heat-resisting steels EN ISO 14343
Wire electrodes, wires, rods and deposits for gas-shielded arc welding of high
EN ISO 16834
strength steels
Wire and tubular cored electrodes and electrode-flux combinations for submerged
EN 14295
arc welding of high strength steels
Tubular cored electrodes for metal arc welding with or without a gas shield of
EN ISO 17633
stainless and heat-resisting steels
Tubular cored electrodes for gas shielded metal arc welding of high strength steels EN ISO 18276
The type of welding consumables shall be appropriate to the welding process, the material to be welded and
the welding procedure.
For steel grades higher than S355, the use of consumables and fluxes with medium-high basicity index is
recommended for the welding processes: 111, 114, 121, 122, 136, 137 (see 7.3 for definition of welding
processes).
If steel according to EN 10025-5 is to be welded, welding consumables shall be used which ensure that the
completed welds have a weather resistance at least equivalent to the parent metal. Unless otherwise
specified, one of the options given in Table 6 shall be used.
Table 6 — Welding consumables to be used with steels according to EN 10025-5
Process Option 1 Option 2 Option3
111 Matching 2,5 % Ni 1 % Cr 0,5 % Mo
135 Matching 2,5 % Ni 1 % Cr 0,5 % Mo
121,122 Matching 2 % Ni 1 % Cr 0,5 % Mo
Matching: 0,5 % Cu and other alloy elements
NOTE See also 7.5.10.
For stainless steels, welding consumables which give weld deposits of at least equivalent corrosion resistance
to the parent metal shall be used.
30
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
5.6 Mechanical fasteners
5.6.1 General
The corrosion resistance of the connectors, fasteners and sealing washers shall be comparable to that
specified for the fastened components.
Hot dip galvanized coatings of fasteners shall conform to EN ISO 10684.
Protective coatings of components for mechanical fasteners shall comply with the requirements of the relevant
product standard or, in the absence thereof, with the manufacturer's recommendation.
5.6.2 Terminology
In the text the following terms are used:
a) "washer" meaning: "plain or chamfered washer";
b) "assembly" meaning: "a bolt with a nut and washer(s) as necessary".
5.6.3 Structural bolting assemblies for non preloaded applications
Carbon and alloy steel and austenitic stainless steel structural bolting assemblies for non preloaded
applications shall conform to EN 15048-1.
Assemblies according to EN 14399-1 may also be used for non preloaded applications.
Property classes of bolts and nuts and, if appropriate, surface finishes shall be specified together with any
required options permitted by the product standard.
The mechanical properties shall be specified for:
a) carbon and alloy steel bolting assemblies with larger diameter than those specified in
EN ISO 898-1 and EN 20898-2;
b) austenitic stainless steel bolting assemblies with larger diameter than those specified in
EN ISO 3506-1 and EN ISO 3506-2;
c) austenitic-ferritic bolts.
Fasteners according to EN ISO 898-1 and EN 20898-2 shall not be used to join stainless steels according to
EN 10088 unless otherwise specified. If insulation kits are to be used full details of their use shall be specified.
5.6.4 Structural bolting assemblies for preloading
High strength structural bolting assemblies for preloading include system HR, system HV and HRC bolts.
They shall conform to the requirements in EN 14399-1 and in the appropriate European Standard as listed in
Table 7.
Property classes of bolts and nuts and, if appropriate, surface finishes shall be specified together with any
required options permitted by the product standard.
31
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 7 — Product standards for high strength structural bolting assemblies for preloading
Bolts and nuts Washers
EN 14399-3
EN 14399-4
EN 14399-5
EN 14399-7
EN 14399-6
EN 14399-8
prEN 14399-10
Stainless steel bolts shall not be used in preloaded applications unless otherwise specified. If used they shall
be treated as special fasteners.
5.6.5 Direct tension indicators
Direct tension indicators and associated hardened nut face and bolt face washers shall be in accordance with
prEN 14399-9.
Direct tension indicators shall not be used with weather resistant steels or stainless steels.
5.6.6 Weather resistant assemblies
Weather resistant assemblies shall be made of improved atmospheric corrosion resistance material the
chemical composition of which shall be specified.
NOTE Type 3 Grade A fasteners to ASTM standard A325 would be suitable [48].
Their mechanical characteristics, performances and delivery conditions shall conform to the requirements in
EN 14399-1 or EN 15048-1 as relevant.
5.6.7 Foundation bolts
The mechanical properties of foundation bolts shall be in accordance with EN ISO 898-1 or fabricated from
hot-rolled steel conforming to EN 10025-2 to EN 10025-4. If specified, reinforcing steels may be used. In this
case they shall conform to EN 10080 and the steel grade shall be specified.
5.6.8 Locking devices
If required the locking devices such as prevailing torque nuts or other types of bolt which effectively prevent
loosening of the assembly if subjected to impact or significant vibration shall be specified.
Unless otherwise specified, products from EN ISO 2320, EN ISO 7040, EN ISO 7042, EN ISO 7719, EN ISO
10511, EN ISO 10512 and EN ISO 10513 may be used.
5.6.9 Taper washers
Taper washers shall comply with the relevant product standard.
5.6.10 Hot rivets
Hot rivets shall comply with the relevant product standard.
32
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
5.6.11 Fasteners for thin gauge components
Self-drilling screws shall comply with EN ISO 15480 and self-tapping screws with EN ISO 1481,
EN ISO 7049, EN ISO 1479 or ISO 10509.
Blind rivets shall comply with EN ISO 15976, EN ISO 15979, EN ISO 15980, EN ISO 15983 or
EN ISO 15984.
Cartridge fired pins, air driven pins shall be classified as special fasteners.
Mechanical fasteners for use in stressed skin applications shall be of a specified type for such application.
5.6.12 Special fasteners
Special fasteners are fasteners that are not covered by European or International Standards. They shall be
specified, as well as any tests necessary.
NOTE The use of special fasteners is covered in 8.9.
Hexagon injection bolts shall be classified as special fasteners.
5.6.13 Delivery and identification
Fasteners according to 5.6.3 to 5.6.5 shall be delivered and identified in accordance with the requirements of
the relevant product standard.
Fasteners according to 5.6.7 to 5.6.12 shall be delivered and identified as follows:
a) They shall be delivered in an appropriate durable packaging and labelled such that the content is readily
identifiable.
b) Labelling or accompanying documentation should contain the following information in a legible and
durable form:
manufacturer’s identification and, if relevant, lot numbers;
type of fastener and material and, if appropriate, its assembly;
protective coating;
dimensions in mm, as appropriate for nominal diameter and length, and if appropriate, washer diameter,
thickness and effective compression range of elastomeric part;
size of drill bit as appropriate;
for screws: details of the limiting torque values;
for cartridge fired and air driven pins: details of the firing charge and driving forces as appropriate.
c) Fasteners and any associated washers shall bear a durable manufacturer's identification mark.
5.7 Studs and shear connectors
Studs for arc stud welding including shear connectors for steel/concrete composite construction shall comply
with the requirements of EN ISO 13918.
Shear connectors other than the stud type shall be classified as special fasteners and comply with 5.6.12.
33
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
5.8 Grouting materials
The grouting materials to be used shall be specified. It shall be cement based grout, special grout or fine
concrete.
Cement based grout for use between steel bases or bearing plates and concrete foundations shall be as
follows:
a) for nominal thickness not exceeding 25 mm: Neat Portland cement;
b) for nominal thickness between 25 and 50 mm: Fluid Portland cement mortar that is not leaner than 1:1
cement to fine aggregate;
c) for nominal thickness of 50 mm and above: Dry as possible Portland cement mortar that is not leaner
than 1:2 cement to fine aggregate.
Special grouts include cement based grouts used with admixtures, expanding grout and resin based grout.
Those with low shrinkage characteristics are recommended.
Special grout shall be accompanied by detailed instructions for use that are attested by the manufacturer.
Fine concrete shall only be used between steel bases or bearing plates and concrete foundations that have
gaps with nominal thickness of 50 mm and above.
5.9 Expansion joints for bridges
Requirements for type and characteristics of expansion joints shall be specified.
5.10 High strength cables, rods and terminations
Wires for high strength cables shall be cold drawn or cold rolled steel wires and conform to the requirements
of EN 10264-3 or EN 10264-4. The tensile strength grade and, if appropriate, coating class according to
EN 10244-2 shall be specified.
Strands for high strength cables shall conform to the requirements of prEN 10138-3. The designation and
class of the strand shall be specified.
Steel wire ropes shall conform to the requirements of EN 12385-1 and EN 12385-10. The minimum breaking
load and diameter of the steel wire rope and, if appropriate, requirements related to corrosion protection shall
be specified.
The filling material for the sockets shall conform to the requirements of EN 13411-4. It shall be selected taking
into account service temperature and actions such that continued creeping of the loaded strand through the
socket is prevented.
5.11 Structural bearings
Structural bearings shall comply with the requirements of EN 1337-2, EN 1337-3, EN 1337-4,
EN 1337-5, EN 1337-6, EN 1337-7 or EN 1337-8 as relevant.
6 Preparation and assembly
6.1 General
This clause specifies the requirements for cutting, shaping, holing and assembly of constituent steel
components for inclusion into components.
34
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE Welding and mechanical fastening are dealt with in Clauses 7 and 8.
Structural steelwork shall be fabricated considering the requirements in Clause 10 and within the tolerances
specified in Clause 11.
Equipment used in the manufacturing process shall be maintained to ensure that use, wear and failure do not
cause significant inconsistency in the manufacturing process.
6.2 Identification
At all stages of manufacturing each piece or package of similar pieces of steel components shall be
identifiable by a suitable system. For EXC3 and EXC4 finished components shall be identified to inspection
certificates.
Identification may be achieved as appropriate by batching or by the shape and the size of the component or
by the use of durable and distinguishing marks applied in a way not producing damage. Chiselled notches are
not permitted.
The following requirements apply to hard stamped, punched or drilled marks used for marking single
components or packages of similar components, unless otherwise specified:
a) they are permitted only for steel grades up to and including S355;
b) they are not permitted for stainless steels;
c) they are not permitted on coated materials for cold-formed components;
d) they shall only be used in the specified areas where the marking method would not affect the fatigue life.
If the use of hard stamps, punched or drilled marks is not permitted, it shall be specified whether soft or low
stress stamps may be used.
Soft or low stress stamps may be used for stainless steels unless otherwise specified.
Any zones where identification marks are not permitted or shall not be visible after completion shall be
specified.
6.3 Handling and storage
Constituent products shall be handled and stored in conditions that are in accordance with product
manufacturer's recommendations.
A constituent product shall not be used beyond a shelf life specified by its manufacturer. Products that have
been handled or stored in a way or for a length of time that could have led to significant deterioration shall be
checked before use to ensure that they still comply with the relevant product standard.
Structural steel components shall be packed, handled and transported in a safe manner, so that permanent
deformation does not occur and surface damage is minimised. Handling and storage preventive measures
specified in Table 8 shall be applied as appropriate.
35
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 8 — List of handling and storage preventive measures
Lifting
1 Protection of components from damage at the lifting points
2 Avoidance of single point lifting of long components by use of spreader beams as appropriate
3 Bundling together lightweight components particularly prone to edge damage, twisting and distortion if
handled as individual items. Care taken to avoid localized damage where component touch each
other, to unstiffened edges at lifting points or other zones where a significant proportion of the weight
of the bundle is imposed on a single unreinforced edge
Storage
4 Stacking of manufactured components stored before transportation or erection clear of the ground to
be kept clean
5 Necessary supports to avoid permanent deformations
6 Storage of profiled sheeting, and other materials supplied with pre-finished decorative surfaces
according to the requirements of relevant standards
Protection against corrosion
7 Avoidance of accumulation of water
8 Precautions in order to avoid the penetration of moisture into bundles of sections with metallic pre-
coatings
NOTE In case of prolonged open storage on site the bundles of sections should be opened and the sections
separated to avoid the occurrence of 'black or white rust'.
9 Appropriate corrosion protection treatment of cold formed steel components less than 4 mm thick
done before leaving the manufacturing works, sufficient at least to resist the exposure likely to be
experienced during transportation, storage and initial erection
Stainless steels
10 Handling and storage of stainless steel so as to prevent contamination by fixtures or manipulators etc.
Careful storage of stainless steel, so that the surfaces are protected from damage or contamination
11 Use of protective film or other coating, to be left on as long as practicable
12 Avoidance of storage in salt-laden humid atmospheres
13 Protection of storage racks by wooden, rubber or plastic battens or sheaths to avoid carbon steel,
copper-containing, lead etc. rubbing surfaces
14 Use of markers containing chloride or sulphide prohibited
NOTE An alternative is to use protective film and apply all marks only into this film.
15 Protection of stainless steel from direct contact with carbon steel lifting tackle or handling equipment
such as chains, hooks, strapping and rollers or the forks of fork lift trucks by use of isolating materials
or light plywood or suction cups. Use of appropriate erection tools to ensure that surface
contamination does not occur
16 Avoidance of contact with chemicals, including dyes, glues, adhesive tape, undue amounts of oil and
grease
NOTE If it is necessary to use them, their suitability is to be checked with their manufacturer.
17 Use of segregated manufacturing used for carbon steel and stainless steel to prevent carbon steel
pick-up. Use of separate tools dedicated for use with stainless steel only, particularly grinding wheels
and wire brushes. Wire brushes and wire wool of stainless steel, preferably an austenitic grade
Transport
18 Special measures needed for protecting manufactured components in transit
36
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
6.4 Cutting
6.4.1 General
Cutting shall be carried out in such a way that the requirements for geometrical tolerances, maximum
hardness and smoothness of free edges as specified in this European Standard are met.
NOTE Known and recognised cutting methods are sawing, shearing, disc cutting, water jet techniques and thermal
cutting. Hand thermal cutting should be used only if it is not practical to use machine thermal cutting.
If a process does not conform, it shall not be used until corrected and checked again. It may be used on a
restricted range of constituent products that do produce conforming results.
If coated materials are to be cut, the method of cutting shall be selected to minimize the damage on the
coating.
Burrs that could cause injury or prevent the proper alignment or bedding of sections or sheeting shall be
removed.
6.4.2 Shearing and nibbling
The free edge surfaces shall be checked and smoothed as necessary in order to remove significant defects. If
grinding or machining is used after shearing or nibbling, the minimum depth of grinding or machining shall be
0,5 mm.
6.4.3 Thermal cutting
The capability of thermal cutting processes shall be periodically checked as set out below.
Four samples shall be produced from the constituent product to be cut by the process:
1) a straight cut from the thickest constituent product;
2) a straight cut from the thinnest constituent product;
3) a sharp corner from a representative thickness;
4) a curved arc from a representative thickness.
Measurements shall be taken on the straight samples over at least a 200 mm length on each and checked
against the required quality class. The sharp corner and curved samples shall be inspected to establish that
they produce edges of equivalent standard to the straight cuts.
The quality of cut surfaces defined in accordance with EN ISO 9013 shall be as follows:
a) for EXC1 cut edges that are free from significant irregularities are acceptable provided that any dross is
removed. For perpendicularity or angularity tolerance, u, range 5 may be used;
b) Table 9 specifies the requirements for other execution classes.
37
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 9 — Quality of the cut surfaces
Perpendicularity or Mean height of the
angularity tolerance, u profile, Rz5
EXC2 Range 4 Range 4
EXC3 Range 4 Range 4
EXC4 Range 3 Range 3
6.4.4 Hardness of free edge surfaces
For carbon steels, if specified, hardness of free edge surfaces shall be in accordance with Table 10. In this
case processes that are likely to produce local hardness (thermal cutting, shearing, punching) shall have their
capability checked. In order to achieve the required hardness of free edge surfaces, preheating of material
shall be applied as necessary.
Table 10 — Permitted maximum hardness values (HV 10)
Product standards Steel grades Hardness values
EN 10025-2 to -5
S235 to S460 380
EN 10210-1, EN 10219-1
EN 10149-2 and EN 10149-3 S260 to S700
450
EN 10025-6 S460 to S690
NOTE These values are in accordance with EN ISO 15614-1
applied to steel grades listed in ISO/TR 20172.
Unless otherwise specified, the check of the capability of the processes shall be as follows:
a) four samples shall be produced from procedure tests on constituent product encompassing the range of
constituent products processed that are most susceptible to local hardening;
b) four local hardness tests shall be done on each sample in locations likely to be affected. The tests shall be
in accordance with EN ISO 6507.
NOTE The requirements for checking of hardness after welding are included in procedure testing (see 7.4.1).
6.5 Shaping
6.5.1 General
Steel may be bent, pressed or forged to the required shape either by the hot or by the cold forming processes,
provided the properties are not reduced below those specified for the worked material.
Requirements and recommendations for hot, cold forming and flame straightening of steels shall be as given
in the relevant product standards and in CEN/TR 10347.
Shaping by controlled application of heat may be used under the conditions specified in 6.5.2 and 6.5.3.
Shaped components that exhibit cracking or lamellar tearing, or damage to surface coatings, shall be treated
as non conforming products.
38
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
6.5.2 Hot forming
Shaping by hot forming shall conform to the requirements relating to hot forming of the relevant product
standard and to the recommendations of the steel manufacturer.
For steels according to EN 10025-4 hot forming is not permitted.
For quenched and tempered steels hot forming is not permitted unless the requirements of
EN 10025-6 are fulfilled.
Shaping by hot forming (T > 580 °C) of cold formed thin gauge components and sheeting is not permitted if
the nominal yield strength is achieved by cold forming.
For steel grades up to and including S355, the hot forming process shall take place in the red-hot state and
the temperature, timing and cooling rate shall be appropriate to the particular type of steel. Bending and
forming in the blue heat range (250 °C to 380 °C) is not permitted.
For steel grades S450+N (or +AR) according to EN 10025-2, and S420 and S460 according to
EN 10025-3, the hot forming process shall take place in the temperature range 960 °C to 750 °C with
subsequent cooling at air temperature. The cooling rate should be such as to prevent hardening as well as
excessive grain coarsening. If this is not practicable, a subsequent normalising treatment shall be carried out.
Hot forming is not allowed for S450 according to EN 10025-2 if no delivery condition is indicated.
NOTE If no delivery condition is indicated, steel products S450 could be delivered in the thermomechanical delivery
condition.
6.5.3 Flame straightening
If distortion is to be corrected by flame straightening, this shall be undertaken by local application of heat, ensuring
that the maximum steel temperature and the cooling procedure are controlled.
For EXC3 and EXC4 a suitable procedure shall be developed. The procedure shall include at least:
a) maximum steel temperature and procedure of cooling allowed;
b) method of heating;
c) method used for temperature measurements;
d) results of mechanical tests carried out for the process approval;
e) identification of workers entitled to apply the process.
6.5.4 Cold forming
Shaping by cold forming, produced either by roll forming, pressing or folding shall conform to the requirements
for cold formability given in the relevant product standard. Hammering shall not be used.
NOTE Cold forming leads to reduction in the ductility. Furthermore attention is drawn to the risk of hydrogen
embrittlement associated with subsequent processes such as acid treatment during coating or hot dip galvanization.
a) For steel grades higher than S355, if a stress relief treatment is carried out after cold forming, the
following two conditions shall be satisfied:
1) temperature range: 530 °C to 580 °C;
2) holding time: 2 min/mm of material thickness, but with a minimum time of 30 min.
39
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Stress relief treatment at more than 580 °C, or for over an hour, may lead to deterioration of the
mechanical properties. If it is intended to stress relieve S420 to S700 steels at higher temperatures or for
longer times, the required minimum values of the mechanical properties shall be agreed in advance with
the product manufacturer.
b) For stainless steels, unless otherwise specified, the minimum inside bend radii to be formed shall be:
1) 2 t for austenitic grades 1.4301, 1.4401, 1.4404, 1.4541 and 1.4571;
2) 2,5 t for austenitic-ferritic grade 1.4462.
where t is the thickness of the material.
c) For other grades of stainless steels, the minimum inside bend radii shall be specified.
Smaller inside bend radii may be permitted if due consideration is given to issues such as steel
specification, condition and thickness and the direction of bending in relation to the rolling direction.
In order to counteract the effects of spring-back, stainless steel needs to be over-bent to a slightly higher
degree than carbon steel.
NOTE The power requirement for bending stainless steel are higher than for bending geometrically similar
carbon steel components, due to work hardening (by about 50% in the case of the austenitic steels or even more
in the case of 1.4462 austenitic-ferritic steel).
d) Cold formed sections and sheeting may be shaped by cranking, smooth curving or crimping as
appropriate to the materials to be used.
For cold formed components and sheeting used as structural components, shaping by cold forming shall
comply with the following two conditions:
1) the surface coatings and the accuracy of profile shall not be impaired;
2) It shall be specified if constituent products require protective membranes to be applied before forming.
NOTE 1 Some coatings and finishes are particularly prone to abrasive damage, both during forming and
subsequently during erection. For further information, see EN 508-1 and EN 508-3.
Bending by cold forming of hollow section components may be used provided that hardness and
geometry of the as-bent constituent product are checked.
NOTE 2 Bending by cold forming may cause alteration of section properties (e.g. concavity, ovality and wall
thinning) and increased hardness.
e) For circular tubes bending by cold forming shall comply with the following three conditions, unless
otherwise specified:
1) the ratio of the overall diameter of the tube to the wall thickness shall not exceed 15;
2) the bend radius (at the centreline of the tube) shall not be less than 1,5d or d+100 mm, whichever is
the larger, in which d is the overall diameter of the tube;
3) welded joint in the cross-section shall be positioned close to the neutral axis, in order to reduce the
bending stresses at the weld.
40
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
6.6 Holing
6.6.1 Dimensions of holes
This clause applies to the making of holes for connections with mechanical fasteners and pins.
The definition of the nominal hole diameter combined with the nominal diameter of the bolt to be used in the
hole determines whether the hole is "normal" or "oversize". The terms "short" and "long" applied to slotted
holes refer to two types of holes used for the structural design of preloaded bolts. These terms may be used
also to designate clearances for non-preloaded bolts. Special dimensions should be specified for movement
joints.
The nominal clearances for bolts and for pins not intended to act in fitted conditions shall be as specified in
Table 11. The nominal clearance is defined as:
the difference between the nominal hole diameter and the nominal bolt diameter for round holes;
the difference between respectively the length or the width of the hole and the nominal bolt diameter for
slotted holes.
Table 11 — Nominal clearances for bolts and pins (mm)
27
Nominal bolt or pin diameter d (mm) 12 14 16 18 20 22 24
and over
Normal round holes a 1 b c 2 3
Oversize round holes 3 4 6 8
Short slotted holes (on the length) d 4 6 8 10
Long slotted holes (on the length) d 1,5 d
a For applications such as towers and masts the nominal clearance for normal round holes shall be reduced by 0,5 mm
unless otherwise specified.
b For coated fasteners, 1 mm nominal clearance can be increased by the coating thickness of the fastener.
c Bolts with nominal diameter 12 and 14 mm, or countersunk bolts may also be used in 2 mm clearance holes under conditions
given in EN 1993-1-8.
d For bolts in slotted holes the nominal clearances across the width shall be the same as the clearances on diameter specified
for normal round holes.
For fit bolts the nominal hole diameter shall be equal to the shank diameter of the bolt.
NOTE 1 For fit bolts to EN 14399-8 the nominal diameter of the shank is 1 mm larger than nominal diameter of the
threaded portion.
For hot rivets the nominal hole diameter shall be specified.
For countersunk bolts or hot rivets, nominal dimensions of the countersinking and tolerances on those shall be
such that after installation the bolt or rivet shall be flush with the outer face of the outer ply. The dimensions of
the countersinking shall be specified accordingly. If countersinking through more than one ply the plies shall
be held firmly together during countersinking.
If countersunk bolts are identified as being for use in tension or preloaded applications, the nominal depth of
countersinking shall be at least 2 mm less than the nominal thickness of the outer ply.
NOTE 2 The 2 mm is to allow for adverse tolerances.
41
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
For blind rivets used for the fixing of profile sheeting, the diameter of the clearance hole (d ) shall comply with
h
the following according to the standards for rivets given in 5.6.11:
d + 0,1 mm ≤ d ≤ d + 0,2 mm with d = nominal diameter of the rivet
nom h nom nom
6.6.2 Tolerances on hole diameter for bolts and pins
Unless otherwise specified, hole diameters shall comply with the following:
a) holes for fit bolts and fitted pins: class H11 according to ISO 286-2;
b) other holes: ± 0,5 mm, the hole diameter being taken as the average of entry and
exit diameters (see Figure 1).
6.6.3 Execution of holing
Holes for fasteners or pins may be formed by any process (drilling, punching, laser, plasma or other thermal
cutting) provided that this leaves a finished hole such that:
a) cutting requirements relating to local hardness and quality of cut surface, according to 6.4 are fulfilled;
b) all matching holes for fasteners or pins register with each other so that fasteners can be inserted freely
through the assembled members in a direction at right angles to the faces in contact.
Punching is permitted provided that the nominal thickness of the component is not greater than the nominal
diameter of the hole, or for a non-circular hole, its minimum dimension.
For EXC1 and EXC2, holes may be formed by punching without reaming unless otherwise specified.
- For EXC3 and EXC4, punching without reaming is not permitted. The holes shall be punched at least 2
mm undersize in diameter.
- The capability of holing processes shall be checked periodically as follows:
- eight samples shall be produced from procedure tests on constituent product encompassing the
range of hole diameters, constituent product thickness and grades processed;
- hole sizes shall be checked at both ends of each hole using go/no go gauges. Holes shall comply
with the tolerance class as specified in 6.6.2.
If the process does not conform it shall not be used until corrected. It may be used on a restricted range of
constituent products and hole sizes that do produce conforming results.
Holes shall also conform to the following:
1) the taper angle (α) shall not exceed that shown in Figure 1;
2) the burrs (∆) shall not exceed that shown in Figure 1;
3) at splices, the holes in mating surfaces shall be punched in one direction in all components.
42
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
(d + d )
D = max min
2
max (∆ or ∆ ) ≤ max (D/10 ; 1 mm)
1 2
α ≤ 4° (i.e. 7 %);
Figure 1 — Permitted distortions of punched holes and plasma cuts
Holes for fit bolts and fit pins may be either drilled full size or reamed in situ. If the holes are to be reamed in
situ, they shall be made at least 3 mm undersized initially by drilling or punching. If the fastener is to fit through
multiple plies they shall be held firmly together during drilling or reaming. The reaming shall be carried out with
a fixed spindle device. Acidic lubricant shall not be used.
Countersinking of normal round holes for countersunk bolts or rivets shall be undertaken after holing.
Long slotted holes shall be either punched in one operation or formed by drilling or punching two holes and
completed by hand thermal cutting, unless otherwise specified.
For cold formed components and sheeting, slotted holes may be formed by punching in a single operation,
consecutive punching, or joining two punched or drilled holes by use of a jig saw.
Burrs shall be removed from holes before assembly. If holes are drilled in one operation through parts
clamped together which would not otherwise be separated after drilling, removing of burrs is necessary only
from the outside holes.
6.7 Cut outs
Over-cutting of re-entrant corners shall not be permitted. Re-entrant corners are those where the open angle
between the faces is less than 180°.
Re-entrant corners and notches shall be rounded off with a minimum radius of:
5 mm for EXC2 and EXC3.
10 mm for EXC4.
Examples are given in Figure 2.
43
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 not permitted
2 Form A (recommended for fully mechanised or automatic cutting)
3 Form B (permitted)
Figure 2 — Example of cut outs
At punched cut outs in plates over 16 mm in thickness, the deformed materials shall be removed by grinding.
Punched cut outs are not permitted for EXC4.
For thin gauge components and sheeting, locations where sharp re-entrant corners are not permitted shall be
specified with the minimum acceptable radii.
6.8 Full contact bearing surfaces
If full contact bearing surfaces are specified, the cutting length, squareness of ends and flatness of surface
shall comply with the tolerances specified in Clause 11.
6.9 Assembly
Assembly of components shall be carried out so as to fulfil the specified tolerances.
Precautions shall be taken so as to prevent galvanic corrosion produced by contact between different metallic
materials.
Contamination of stainless steel by contact with structural steel should be avoided.
Drifting to align holes shall be carried out in such a way that the elongation does not exceed the values given
in D.2.8 No 6 as follows:
EXC1 and EXC2: Class 1;
EXC3 and EXC4: Class 2.
In case those values are exceeded holes shall be corrected by reaming.
Holes for which elongation is not permitted shall be identified and not be used for alignment (e.g. for fit bolts).
NOTE In such cases specific alignment holes may be provided.
All connections for temporary components provided for manufacturing purposes shall meet the requirements
of this European Standard and any special requirements including those related to fatigue which shall be
specified.
Requirements for camber or presets in components shall be checked after completion of assembly.
44
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
6.10 Assembly check
The fit between manufactured components that are inter-connected at multiple connection interfaces shall be
checked using dimensional templates, accurate three-dimensional measurements or by trial assembly.
Requirements for whether, and to what extent, trial assembly is to be used shall be specified.
Trial assembly means putting together sufficient components of a whole structure to check that they fit. It
should be considered to prove fit-up between components if this is not provable by using templates or
measurement.
7 Welding
7.1 General
Welding shall be undertaken in accordance with the requirements of the relevant part of EN ISO 3834 or
EN ISO 14554 as applicable.
NOTE Guidelines for implementation of EN ISO 3834 on quality requirements for fusion welding of metallic materials
is given in CEN ISO/TR 3834-6. [29]
According to the execution class, the following parts of EN ISO 3834 apply:
EXC1: Part 4 "Elementary quality requirements";
EXC2: Part 3 "Standard quality requirements";
EXC3 and EXC4: Part 2 "Comprehensive quality requirements".
Arc welding of ferritic steels and stainless steels should follow the requirements and recommendations of
EN 1011-1, EN 1011-2, EN 1011-3 as amended in 7.7.
7.2 Welding plan
7.2.1 Requirements for a welding plan
A welding plan shall be provided as part of the production planning required by the relevant part of
EN ISO 3834.
7.2.2 Content of a welding plan
Implementation of the welding plan shall include, as relevant:
a) the welding procedure specifications including welding consumable, any preheating, interpass
temperature and post weld heat treatment requirements;
b) measures to be taken to avoid distortion during and after welding;
c) the sequence of welding with any restrictions or acceptable locations for start and stop positions,
including intermediate stop and start positions where joint geometry is such that welding cannot be
executed continuously;
NOTE Guidance for joints of hollow sections is given in Annex E.
d) requirements for intermediate checking;
e) turning of components in the welding process, in connection with the sequence of welding;
45
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
f) details of restraints to be applied;
g) measures to be taken to avoid lamellar tearing;
h) special equipment for welding consumables (low hydrogen, conditioning etc.);
i) weld profile and finish for stainless steels;
j) requirements for acceptance criteria of welds in accordance with 7.6;
k) cross reference to 12.4 of the inspection and test plan;
l) requirements for weld identification;
m) requirements for surface treatment according to Clause 10.
If welding or assembly overlaps or masks previous welds special consideration is needed concerning which
welds are to be executed first and the possible need to inspect/test a weld before the second weld is executed
or before masking components are assembled.
7.3 Welding processes
Welding may be performed by the following welding processes defined in EN ISO 4063:
111: Manual metal-arc welding (metal-arc welding with covered electrode);
114: Self-shielded tubular cored arc welding;
121: Submerged arc welding with one wire electrode;
122: Submerged arc welding with strip electrode;
123: Submerged arc welding with multiple wire electrodes;
124: Submerged arc welding with metallic powder addition;
125: Submerged arc welding with tubular electrodes;
131: Metal inert gas welding; MIG-welding;
135: Metal active gas welding; MAG-welding;
136: Tubular-cored arc welding with active gas shield;
137 Tubular-cored arc welding with inert gas shield;
141: Tungsten inert gas welding TIG welding;
21: Spot welding;
22: Seam welding;
23: Projection welding;
24: Flash welding;
42: Friction welding;
46
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
52: Laser welding;
783: Drawn arc stud welding with ceramic ferrule or shielding gas;
784: Short-cycle drawn arc stud welding.
Resistance welding processes 21, 22 and 23 shall only be used to execute welding of thin gauge steel
components. Additional information is given:
in EN ISO 14373 for process 21(spot welding);
in EN ISO 16433 for process 22 (seam welding;
in EN ISO 16432 for process 23 (projection welding).
The diameter of spot and projection welds shall be checked during production by means of peel or chisel
testing according to EN ISO 10447.
Other welding processes shall only be used if explicitly specified.
7.4 Qualification of welding procedures and welding personnel
7.4.1 Qualification of welding procedures
7.4.1.1 General
Welding shall be carried out with qualified procedures using a welding procedure specification (WPS) in
accordance with the relevant part of EN ISO 15609 or EN ISO 14555 or EN ISO 15620, as relevant. If
specified, special deposition conditions for tack welds shall be included in the WPS. For joints in hollow
section lattice structures the WPS shall define the start and stop zones and the method to be used in order to
cope with locations where the welds change from a fillet weld to butt around a joint.
7.4.1.2 Qualification of welding procedures for processes 111, 114, 12, 13 and 14
a) The qualification of the welding procedure depends on the execution class, the parent metal and the
degree of mechanization in accordance with Table 12.
b) If EN ISO 15613 or EN ISO 15614-1 qualification procedures are used, the following conditions apply:
1) If impact tests are specified, they shall be carried out at the lowest temperature for which the standard
of the steel grade requires impact properties.
2) For steels according to EN 10025-6, one specimen for micro-examination is necessary. Photographs
of weld metal, fusion line zone and HAZ shall be recorded. Microcracks are not permitted.
3) If welding on shop primers, tests shall be carried out on the maximum (nominal + tolerance) accepted
layer thickness.
c) If a qualification procedure is to apply to transverse stressed fillet welds on steel grades higher than
S275, test shall be completed by a cruciform tensile test performed in accordance with
EN ISO 9018. Only specimens with a ≤ 0,5 t shall be evaluated. Three cross tensile specimen shall be
tested. If the fracture happens in the parent metal, the minimum nominal tensile strength of the parent
metal shall be reached. If the fracture happens in the weld metal, the fracture strength of the cross
section of the actual weld shall be determined. By processes with deep penetration the actual root
penetration shall be considered. The determined average fracture strength shall be ≥ 0,8 R (with R =
m m
nominal tensile strength of the used parent metal).
47
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 12 — Methods of qualification of welding procedures
for the processes 111, 114, 12, 13 and 14
Method of qualification EXC 2 EXC 3 EXC 4
Welding procedure test EN ISO 15614-1 X X X
Pre-production welding test EN ISO 15613 X X X
Standard welding procedure EN ISO 15612 X a - -
Previous welding experience EN ISO 15611
X b - -
Tested welding consumables EN ISO 15610
X Permitted
- Not permitted
a Only for materials ≤ S 355 and only for manual or partly mechanized welding.
b Only for materials ≤ S 275 and only for manual or partly mechanized welding.
7.4.1.3 Qualification of welding procedures for other welding processes
The qualification of welding procedures of welding processes not covered in 7.4.1.2 shall be performed
according to Table 13.
Table 13 — Qualification of welding procedures
for the processes 21, 22, 23, 24, 42, 52, 783 and 784
Welding processes (according to EN ISO 4063)
Welding procedure Qualification of the
Reference specification (WPS) welding procedure Nomenclature
number
21 Spot welding
22 Seam welding EN ISO 15609-5 EN ISO 15612
23 Projection welding
24 Flash welding EN ISO 15609-5 EN ISO 15614-13
42 Friction welding EN ISO 15620 EN ISO 15620
52 Laser welding EN ISO 15609-4 EN ISO 15614-11
783 Drawn arc stud welding with ceramic
ferrule or shielding gas
EN ISO 14555 EN ISO 14555 a
Short-cycle drawn arc stud welding
784
a For EXC2, welding procedure qualification based on previous experience is permitted. For EXC3 and EXC4, welding
procedure qualification shall be carried out by welding procedure test or pre-production test.
7.4.1.4 Validity of a welding procedure qualification
The validity of a welding procedure depends on the requirements of the standard used for the qualification. If
specified, welding production tests have to be carried out in accordance with the relevant standard of
qualification, e.g. EN ISO 14555.
The following additional tests are required for a welding procedure qualified in accordance with
EN ISO 15614-1 which is undertaken by a welding process that has not been used:
48
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
a) for a period of between one and three years, a suitable production welding test shall be carried out for
steel grades higher than S355. Examination and testing shall include visual inspection, radiographic or
ultrasonic inspection (not required for fillet welds), surface crack detection by magnetic particle or
penetrant test, macro-examination and hardness test;
b) for a period of more than three years,
1) a macro specimen taken from a production test shall be inspected for acceptability for steel grades
up to and including S355, or
2) new welding procedure tests shall be carried out for steel grades higher than S355 as relevant.
For resistance welding, the welding parameters may be determined using tests according to
EN ISO 10447.
7.4.2 Welders and welding operators
Welders shall be qualified in accordance with EN 287-1 and welding operators in accordance with
EN 1418.
Welding hollow section branch connection with angles less than 60° shall be qualified by specific test.
Records of all welder and welding operator qualification tests shall be kept available.
7.4.3 Welding coordination
For EXC2, EXC3 and EXC4, welding coordination shall be maintained during the execution of welding by
welding coordination personnel suitably qualified for, and experienced in the welding operations they
supervise as specified in EN ISO 14731.
With respect to the welding operations being supervised, welding coordination personnel shall have a
technical knowledge according to Tables 14 and 15.
NOTE 1 Steel groups are those defined in ISO/TR 15608. Correspondence to steel grades and reference standards
can be found in ISO/TR 20172.
NOTE 2 B, S and C are respectively basic, specific and comprehensive knowledge as specified in
EN ISO 14731.
49
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 14 — Technical knowledge of the coordination personnel
Structural carbon steels
Steels Thickness (mm)
EXC Reference standards
(steel group) t ≤ 25 a 25 < t ≤ 50 b t > 50
S235 to S355 EN 10025-2, EN 10025-3, EN 10025-4
EN 10025-5, EN 10149-2, EN 10149-3 B S C c
(1.1, 1.2, 1.4) EN 10210-1, EN 10219-1
EXC2
EN 10025-3, EN 10025-4, EN 10025-6
S420 to S700
EN 10149-2, EN 10149-3 S C d C
(1.3, 2, 3)
EN 10210-1, EN 10219-1
S235 to S355 EN 10025-2, EN 10025-3, EN 10025-4
EN 10025-5, EN 10149-2, EN 10149-3 S C C
(1.1, 1.2, 1.4) EN 10210-1, EN 10219-1
EXC3
EN 10025-3, EN 10025-4, EN 10025-6
S420 to S700
EN 10149-2, EN 10149-3 C C C
(1.3, 2, 3)
EN 10210-1, EN 10219-1
EXC4 All All C C C
a Column base plates and endplates ≤ 50 mm.
b Column base plates and endplates ≤ 75 mm.
c For steels up to and including S275, level S is sufficient.
d For steels N, NL, M and ML, level S is sufficient.
50
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 15 — Technical knowledge of the coordination personnel
Stainless steels
Steels Thickness (mm)
EXC Reference standards
(steel group)
t ≤ 25 25 < t ≤ 50 t > 50
EN 10088-2:2005, Table 3
Austenitic EN 10088-3:2005, Table 4
B S C
(8) EN 10296-2:2005, Table 1
EN 10297-2:2005, Table 2
EXC2
EN 10088-2:2005, Table 4
Austenitic-ferritic EN 10088-3:2005, Table 5
S C C
(10) EN 10296-2:2005, Table 1
EN 10297-2:2005, Table 3
EN 10088-2:2005, Table 3
Austenitic EN 10088-3:2005, Table 4
S C C
(8) EN 10296-2:2005, Table 1
EN 10297-2:2005, Table 2
EXC3
EN 10088-2:2005, Table 4
Austenitic-ferritic EN 10088-3:2005, Table 5
C C C
(10) EN 10296-2:2005, Table 1
EN 10297-2:2005, Table 3
EXC4 All All C C C
7.5 Preparation and execution of welding
7.5.1 Joint preparation
7.5.1.1 General
Joint preparation shall be appropriate for the welding process. If qualification of welding procedures is
performed in accordance with EN ISO 15614-1, EN ISO 15612 or EN ISO 15613 joint preparation shall
comply with the type of preparation used in the welding procedure test. Tolerances for joints preparations and
fit-up shall be given in the WPSs.
NOTE 1 EN ISO 9692-1 and EN ISO 9692-2 give some recommended weld preparation details. For weld preparation
details of bridge decks, see EN 1993-2:2006, Annex C.
Joint preparation shall be free from visible cracks. For steel grades higher than S460, cut areas shall be
descaled by grinding, and verified to be free from cracks by visual inspection, dye penetrant or magnetic
particle testing. Visible cracks shall be removed by grinding and the joint geometry corrected as necessary.
If large notches or other errors in joint geometry are corrected by welding a qualified procedure shall be used,
and the area shall be subsequently ground smooth and feathered into the adjacent surface.
All surfaces to be welded shall be dry and free from material that would adversely affect the quality of the
welds or impede the process of welding (rust, organic material or galvanizing).
Prefabrication primers (shop primers) may be left on the fusion faces only if they do not adversely affect the
welding process. For EXC3 and EXC4, prefabrication primers shall not be left on the fusion faces, unless
welding procedure tests in accordance with EN ISO 15614-1 or EN ISO 15613 have been completed using
such prefabrication primers.
NOTE 2 EN ISO 17652-2 describes tests for assessing the influence of shop primers on the weldability.
51
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.1.2 Hollow sections
Circular hollow sections being used as branch components in fillet welded joints may be cut in straight
segments to prepare them for interconnection at saddle joints provided that the fit-up of the joint geometry
suits the requirements of the WPS.
For joints between hollow sections welded from one side, the joint preparations given EN ISO 9692-1 and EN
ISO 9692-2 shall be used, as appropriate. Annex E illustrates the application given in
EN ISO 9692-1 and EN ISO 9692-2 to branch joints between hollow sections.
For branch connections in hollow section lattice structures, any adjustment for lack of fit by a welded surface
deposit shall be covered by a suitable welding procedure.
7.5.2 Storage and handling of welding consumables
The welding consumables shall be stored, handled and used in accordance with the manufacturer's
recommendations.
If electrodes and fluxes need to be dried and stored, appropriate temperature levels and times shall be fulfilled
in accordance with the manufacturer's recommendations or, if not available, with the requirements of Table
16.
Table 16 — Temperature and time for drying and storage of welding consumables
Temperature level (T) Time (t)
Drying a 300 °C< T ≤ 400 °C 2 h < t ≤ 4 h
Storage a ≥ 150 °C prior to welding
Storage b ≥ 100 °C during welding
a Fixed oven b Portable quiver
Consumables remaining unused at the end of the welding shift shall be dried again in accordance with the
above requirements. For electrodes, drying shall be carried out no more than twice. Remaining consumables
shall be discarded.
Welding consumables showing signs of damage or deterioration shall be rejected.
NOTE Examples of damage or deterioration include cracked or flaked coatings on covered electrodes, rusty or dirty
electrode wires and electrode wires with flaked or damaged copper coatings.
7.5.3 Weather protection
Both the welder and the working area shall be adequately protected against the effects of wind, rain and
snow.
NOTE Gas shielded welding processes are particularly sensitive to wind effects.
Surfaces to be welded shall be maintained dry and free from condensation.
If the temperature of material to be welded is below 5 °C suitable heating might be necessary.
For steel grades higher than S355 suitable heating shall be provided if the temperature of the material is
below 5 °C.
52
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.4 Assembly for welding
Components to be welded shall be brought into alignment and held in position by tack welds or external
devices and maintained during initial welding. Assembly shall be carried out such that the fit-up of joints and
the final dimensions of the components are all within the specified tolerances. Suitable allowances shall be
made for distortion and shrinkage.
The components to be welded shall be assembled and held in position such that the joints to be welded are
readily accessible and easily visible to the welder.
Assembly of hollow section components to be welded should be in accordance with the guidance given in
Annex E, unless otherwise specified.
Additional welds shall not be introduced, and the locations of specified welds shall not be changed without
ensuring compliance with the specification. Methods of locally strengthening a welded joint in a hollow section
lattice structure should facilitate the testing of the integrity of the as-welded joint. The alternative of thickening
the component should also be considered.
NOTE Typical details include saddles, diaphragms, division plates, cover plates, cheek plates and through plates.
7.5.5 Preheating
Preheating shall be carried out in accordance with EN ISO 13916 and EN 1011-2.
Preheat shall be undertaken according to applicable WPS and applied during welding, including tack welding
and the welding of temporary attachments.
7.5.6 Temporary attachments
If the assembly or erection procedure requires the use of components temporarily attached by welds, they
shall be positioned such that they can easily be removed without damage to the permanent steelwork. All
welds for temporary attachments shall be made in accordance with the WPS. Any areas where welding of
temporary attachments is not permitted shall be specified.
The use of temporary attachments for EXC3 and EXC4 shall be specified.
If temporary welded attachments have to be removed by cutting or chipping, the surface of the parent metal
shall subsequently be carefully ground smooth. Cutting and chipping are not permitted for EXC3 and EXC4,
unless otherwise specified.
Adequate inspection shall be carried out to ensure that the constituent product is not cracked on the surface at
the temporary weld location.
7.5.7 Tack welds
For EXC2, ECX3 and EXC4, tack welds shall be made using a qualified welding procedure. The minimum
length of the tack shall be the lesser of four times the thickness of the thicker part or 50 mm, unless a shorter
length can be demonstrated as satisfactory by test.
All tack welds not incorporated into the final welds shall be removed. Tack welds that are to be incorporated
into the final weld shall have a suitable shape and be carried out by qualified welders. Tack welds shall be free
from deposition faults and shall be cleaned thoroughly before final welding. Cracked tack welds shall be
removed.
53
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.8 Fillet welds
7.5.8.1 General
A fillet weld, as deposited, shall not be less than the specified dimensions for throat thickness and/or leg
length as appropriate, taking into account the following:
a) the full throat thickness shown as achievable using WPSs for deep or partial penetration welding
processes;
b) that if a gap h exceeds the imperfection limit, it may be compensated for by an increase in the throat
thickness a = a + 0,7h where a is the specified nominal throat thickness. For "Incorrect fit up" (617)
nom nom
quality levels apply provided that the throat thickness is maintained in accordance with (5213);
c) that for bridge decks particular manufacturing requirements apply, e.g. for the throat thickness of fillet
welds, see 7.5.18 and D.2.16.
7.5.8.2 Fillet welds for thin gauge components
Fillet welds terminating at the ends or sides of thin gauge components shall be returned continuously around
the corners for a distance of not less than twice the leg length of the weld unless access or configuration
renders this impracticable. End returns on fillet welds shall be completed unless otherwise specified.
The minimum length of a run of fillet weld, excluding end returns, shall be at least four times the leg length of
the weld.
Intermittent fillet weld shall not be used where capillary action could lead to the formation of rust pockets. End
runs of fillet welds shall extend to the end of the part connected.
For lap joints, the minimum lap shall be not less than four times the thickness of the thinner connected part.
Single fillet welds shall not be used if the parts are not restrained to prevent opening of the joint.
If the end of a component is connected only by longitudinal fillet welds, the length of each weld shall not be
less than the transverse spacing between them.
7.5.9 Butt welds
7.5.9.1 General
The location of butt welds used as splices to accommodate available lengths of constituent products shall be
checked for consistency with design.
The ends of butt welds shall be terminated in a manner that ensures sound welds with full throat thickness.
For EXC3 and EXC4, and for EXC2 if specified, run-on/run-off pieces shall be used to ensure full throat
thickness at the edge. The weldability of such run-on/run-off pieces shall not be less than that of the parent
metal.
After completion of the welds, any run-on/run-off pieces or supplementary material shall be removed and their
removal shall comply with 7.5.6.
If a flush surface is required, the excess weld metal shall be removed to satisfy the quality requirements.
7.5.9.2 Single sided welds
Full penetration welds welded from one side may be produced with or without metallic or non metallic backing
material.
54
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Unless otherwise specified, permanent steel backing material may be used. The requirements for its use shall
be included in the WPS.
If steel backing is used, it shall have a carbon equivalent value (CEV) not exceeding 0,43 %, or be the same
material as the most weldable of the parent metal to be joined by the weld.
Backing materials shall be fitted tightly to the parent metal and should generally be continuous for the full
length of the joint. For EXC3 and EXC4, permanent backing metal shall be made continuous by means of full
penetration butt welds. Tack welds shall be included in the butt welds.
Flush grinding of single-sided butt welds in joints between hollow sections executed without backing is not
permitted, unless otherwise specified; if those welds are fully backed they may be ground off flush with the
general surface profile of the parent metal.
7.5.9.3 Back gouging
Back gouging shall be carried out to a sufficient depth to ensure full penetration into the previously deposited
weld metal.
Back gouging shall produce a contour of a single U-shaped groove with its fusion faces readily accessible for
welding.
7.5.10 Welds on steels with improved atmospheric corrosion resistance
Welds on steels with improved atmospheric resistance shall be carried out using appropriate welding
consumables (see Table 6). As a further option, C-Mn consumables may be used for the body of a multi-run
fillet or butt weld provided the capping runs are made using suitable consumables.
7.5.11 Branch connections
Branch connections in hollow section lattice structures, which use combined welded joints (fillet weld and
single-sided butt weld), may be welded without backing.
If the bracing angle at the toe of hollow section branch connection is less than 60°, the toe shall be bevelled to
permit a butt weld to be used.
NOTE Recommendations for execution of branch connections are given in Annex E.
7.5.12 Stud welding
Stud welding shall be carried out in accordance with EN ISO 14555.
7.5.13 Slot and plug welds
Holes for slot and plug welds shall be proportioned so that adequate access can be provided for welding.
Dimensions shall be specified.
NOTE Suitable dimensions are:
a) width: at least 8 mm more than the thickness of the part containing it;
b) length of elongated hole: the lesser of 70 mm or five times the plate thickness.
Plug welds shall be made only on slot welds after the fillet welding in the slot has been checked as
satisfactory. Plug welds performed without previous slot welding are not permitted unless otherwise specified.
55
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.14 Spot welds for thin gauge components
7.5.14.1 Arc spot welds
Weld washers should have a thickness of between 1,2 mm and 2,0 mm with a pre-punched hole of
10 mm minimum diameter.
For stainless steels weld washers are accepted only if specified and according to the service conditions.
NOTE 1 Weld washers can introduce crevices into the joint; the acceptability of these crevices depends on the service
conditions.
The minimum visible width, d , of a circular arc spot weld, or an elongated arc spot weld shall be specified.
w
NOTE 2 Guidance on the relationship between the interface dimension and the visible width of a circular arc spot weld
or an elongated arc spot weld is given in EN 1993-1-3
7.5.14.2 Resistance spot welds
The diameter of a resistance spot weld should correspond as closely as practicable to the recommended tip
diameter of the electrode d (in mm), given by d = 5 t1/2
r r
where
t is the thickness of the sheet in contact with the electrode tip (in mm).
7.5.15 Other weld types
The requirements for other weld types, e.g. seal welds, shall be specified and shall be subject to the same
welding requirements as specified in this European Standard.
7.5.16 Post-weld heat treatment
If heat treatment of welded components is necessary, it shall be demonstrated that the procedures used are
appropriate.
NOTE Guidance for quality requirements for heat treatment is given in ISO/TR 17663.
7.5.17 Execution of welding
Precautions shall be taken to avoid stray arcing, and if stray arc do occur the surface of the steel shall be
lightly ground and checked. Visual checking should be supplemented by penetrant or magnetic particle
testing.
Precautions shall be taken to avoid weld spatter. For EXC3 and EXC4, it shall be removed.
Visible imperfections such as cracks, cavities and other not permitted imperfections shall be removed from
each run before deposition of further runs.
All slag shall be removed from the surface of each run before each subsequent run is added and from the
surface of the finished weld. Particular attention shall be paid to the junctions between the weld and the parent
metal.
Any requirements for grinding and dressing of the surface of completed welds shall be specified.
56
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.5.18 Welding of bridge decks
Production tests shall be carried out according to 12.4.4 c). Production tests are not required for stiffener-deck
plate connection outside the roadway (kerbs) which is without loading by vehicles.
For stiffener-deck plate connections and local welds, e.g. at stiffener-stiffener connections with splice plates
the starts and stops shall be removed.
For stiffener-crossbeam connections with stiffeners passing through the crossbeam with or without cope holes
at first the stiffeners should be welded to the deck plate and the crossbeams subsequently assembled and
welded.
7.6 Acceptance criteria
Welded components shall comply with the requirements specified in Clauses 10 and 11.
The acceptance criteria for weld imperfections shall be as follows, with reference to EN ISO 5817, except
"Incorrect toe" (505) and "Micro lack of fusion" (401) which are not to be taken into account. Any additional
requirements specified for weld geometry and profile shall be taken into account.
EXC1 quality level D;
EXC2 generally quality level C except quality level D for "Undercut" (5011, 5012), "Overlap" (506),
"Stray arc" (601) and "End crater pipe" (2025);
EXC3 quality level B;
EXC4 quality level B+ which is quality level B with the additional requirements given in
Table 17.
57
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 17 — Additional requirements for quality level B+
Imperfection designation Limits for imperfections a
undercut (5011, 5012) not permitted
Butt welds d ≤ 0,1 s, but max. 2 mm
internal pores
(2011 to 2014) Fillet welds d ≤ 0,1 a, but max. 2 mm
h ≤ 0,1 s, but max. 1 mm
Butt welds
l ≤ s, but max. 10 mm
solid inclusions
(300) h ≤ 0,1 a, but max. 1 mm
Fillet welds
l ≤ a, but max. 10 mm
linear misalignment (507) h < 0,05 t, but max. 2 mm
root concavity (515) Not permitted
Supplementary requirements for bridge decks a b
Porosity and gas pores (2011, Only singular small pores acceptable
2012 and 2014)
Clustered (localized) porosity Maximum sum of pores: 2 %
(2013)
Elongated cavity, worm-hole No long pores
(2015 and 2016)
Incorrect root gap for fillet welds Transverse welds to be tested totally, small
(617) root reset only locally acceptable
h ≤ 0,3 mm + 0,1 a, but max. 1 mm
Undercut (5011) a) butt welds: only locally acceptable
h ≤ 0,5 mm
b) fillet welds: not acceptable where transverse
to stress direction, undercuts have to be
removed by grinding
Multiple discontinuities in a Not permitted
cross section (n°4.1)
Solid inclusions (300) Not permitted
a Symbols are defined in EN ISO 5817.
b These requirements are supplementary to B+.
In case of nonconformities with the above criteria, each case should be judged individually. Such evaluation
should be based on the function of the component and the characteristics of the imperfections (type, size,
location) in order to decide whether the weld is either acceptable or shall be repaired.
NOTE EN 1993-1-1, EN 1993-1-9 and EN 1993-2 may be used to evaluate the acceptability of imperfections.
7.7 Welding of stainless steels
7.7.1 Amendments to EN 1011-1 requirements
Clause 13, Paragraph 1— Addition:
Contact pyrometers shall be used to measure temperature unless other methods are specified.
Temperature indicating crayons shall not be used.
58
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clause 19 — Addition:
Welding procedure qualification records and associated WPSs that do not include a thermal efficiency
factor in a heat input calculation may be used provided the heat input is adjusted in accordance with the
appropriate thermal efficiency factor.
7.7.2 Amendments to EN 1011-3 requirements
7.1, Paragraph 4 — Modification:
The required surface finish of the weld zones shall be specified. It shall be specified if the coloured oxide
films formed during welding shall be removed. Due consideration should be given to corrosion
resistance, environment, aesthetics and the implications of dressing off and cleaning the weld zone. All
slag associated with welding shall be removed unless otherwise specified.
NOTE The discolouration of the weld zone after welding is influenced by the amount of oxygen in the “backing
gas” during welding. Coloured photographic reference scales are available to assist with specifying acceptable
discolouration [49].
7.1, Paragraph 5 — Modification:
After preparation of joint faces, oxidation, hardening and general contamination from thermal cutting
processes may need to be eliminated by mechanically machining to a sufficient depth from the cut face.
During shearing cracking may occur; these cracks shall be removed prior to welding.
7.3, Paragraph 3 — Addition at the beginning of the paragraph:
Copper backing shall not be used unless otherwise specified.
Clause 10 — Addition:
Appropriate care shall be taken in the disposal of all post weld cleaning materials.
A.1.2, Paragraph 1 — Modification to last sentence:
The approximate microstructure, which will form in the weld metal, may be indicated from the balance of
ferrite and austenite stabilizing elements using a Schaeffler, DeLong, W.R.C. or Espy diagram. If used,
the appropriate diagram shall be specified.
A.2.2, Paragraph 4 — Modification:
The Schaeffler, DeLong, W.R.C. or Espy diagrams may be used to indicate if the consumable will
provide the correct ferrite content, taking dilution effects into account. If used, the appropriate diagram
shall be specified.
A.4.1 — Addition:
Welded connections shall not be subject to heat treatment after welding unless permitted by
specification.
C.4. — Addition:
Welded connections shall not be subject to heat treatment after welding unless permitted by
specification.
59
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
7.7.3 Welding dissimilar steels
The requirements for welding different stainless steel types to each other or to other steels, such as carbon
steels, shall be specified.
The welding coordinator shall take into account the appropriate welding techniques, welding processes and
welding consumables. The issues associated with contamination of the stainless steel and galvanic corrosion
should be considered carefully.
8 Mechanical fastening
8.1 General
This clause covers requirements for shop and site fastening including the fixing of profiled sheeting.
Separate components forming part of a common ply shall not differ in thickness by more than D, where D is
2 mm generally and 1 mm in preloaded applications, see Figure 3. If steel packing plates are provided to
ensure that the difference in thickness does not exceed the above limit, their thickness shall not be less than
2 mm.
In case of severe exposure, avoiding cavity corrosion may require closer contact.
Plate thickness shall be chosen to limit the number of packing plates to a maximum of three.
Figure 3 — Difference of thickness between components of a common ply
Packing plates shall have compatible corrosion behaviour and mechanical strength with the adjacent plate
components of the connection. Full consideration shall be given to the risk and implication of galvanic
corrosion resulting from dissimilar metals being in contact.
8.2 Use of bolting assemblies
8.2.1 General
This clause refers to bolting assemblies specified in 5.6, consisting of matching bolts, nuts and washers (as
necessary).
It shall be specified if, in addition to tightening, other measures or means are to be used to secure the nuts.
Bolted connections with small clamp lengths in thin gauge components subject to significant vibrations, such
as storage racks, shall use a locking method.
Preloaded assemblies do not need additional locking devices.
Bolts and nuts shall not be welded, unless otherwise specified.
60
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE This does not apply to special weld nuts according to e.g. EN ISO 21670 or weld studs.
8.2.2 Bolts
The nominal fastener diameter used for structural bolting shall be at least M 12, unless otherwise specified
together with the associated requirements. For thin gauge components and sheeting the minimum diameter
shall be specified for each type of fastener.
The bolt length shall be chosen such that after tightening the following requirements are met for bolt end
protrusion beyond the nut face and the thread length.
The length of protrusion shall be at least the length of one thread pitch measured from the outer face of the
nut to the end of the bolt.
If it is intended that a connection utilises the shear capacity of the unthreaded shank of bolts, then the
dimensions of the bolts shall be specified to allow for the tolerances on the length of the unthreaded portion.
NOTE The length of the unthreaded bolt shaft of full cross section is shorter than the nominal unthreaded length (e.g. by
up to 12mm for an M20 bolt).
For non-preloaded bolts, at least one full thread (in addition to the thread run out) shall remain clear between
the bearing surface of the nut and the unthreaded part of the shank.
For preloaded bolts according to EN 14399-3 and EN 14399-7, at least four full threads (in addition to the
thread run out) shall remain clear between the bearing surface of the nut and the unthreaded part of the
shank.
For preloaded bolts according to EN 14399-4 and EN 14399-8, clamp lengths shall be in accordance with
those specified in Table A.1 of EN 14399-4:2005.
8.2.3 Nuts
Nuts shall run freely on their partnering bolt, which is easily checked during hand assembly. Any nut and bolt
assembly where the nut does not run freely shall be discarded. If a power tool is used, either of the following
two checks may be used:
a) for each new batch of nuts or bolts their compatibility may be checked by hand assembly before
installation;
b) for mounted bolt assemblies but prior to tightening, sample nuts may be checked for free-running by
hand after initial loosening.
Nuts shall be assembled so that their designation markings are visible for inspection after assembly.
8.2.4 Washers
Generally washers are not required for use with non-preloaded bolts in normal round holes. If required, it shall
be specified whether washers are to be placed under the nut or the bolt head, whichever is rotated, or both.
For single lap connections with only one bolt row, washers are required under both bolt head and the nut.
NOTE The use of washers can reduce local damage to metal coatings particularly where these are thick coatings.
Washers used under heads of preloaded bolts shall be chamfered according to EN 14399-6 and positioned
with the chamfer towards the bolt head. Washers according to EN 14399-5 shall only be used under nuts.
61
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Plain washers (or if necessary hardened taper washers) shall be used for preloaded bolts as follows:
a) for 8.8 bolts a washer shall be used under the bolt head or the nut, whichever is to be rotated;
b) for 10.9 bolts washers shall be used under both the bolt head and the nut.
Plate washers shall be used for connections with long slotted and oversized holes. One additional plate
washer or up to three washers with a maximum combined thickness of 12 mm may be used in order to adjust
the grip length of bolt assemblies. They shall be placed on the side that is not turned.
Dimensions and steel grades of plate washers shall be specified. They shall not be thinner than 4 mm.
Taper washers shall be used if the surface of the constituent product is at an angle to a plane perpendicular to
the bolt axis of more than:
a) 1/20 (3°) for bolts with d ≤ 20 mm;
b) 1/30 (2°) for bolts with d > 20 mm.
Dimensions and steel grades of taper washers shall be specified.
8.3 Tightening of non-preloaded bolts
The connected components shall be drawn together such that they achieve firm contact. Shims may be used
to adjust the fit. For constituent products with t ≥ 4 mm for plates and sheeting and
t ≥ 8 mm for sections, unless full contact bearing is specified, residual gaps of up to 4 mm may be left at the
edges on condition that contact bearing is achieved at the central part of a connection.
Each bolt assembly shall be brought at least to a snug-tight condition, with special care being given to avoid
over-tightening especially short bolts and M12. The tightening process shall be carried out from bolt to bolt of
the group, starting from the most rigid part of the connection and moving progressively towards the least rigid
part. To achieve a uniform snug-tight condition, more than one cycle of tightening may be necessary.
NOTE 1 The most rigid part of a cover plate connection of an I section is commonly in the middle of the connection bolt
group. The most rigid parts of end plate connections of I sections are usually beside the flanges.
NOTE 2 The term "snug-tight" can generally be taken as that achievable by the effort of one man using a normal sized
spanner without an extension arm, and can be set as the point at which a percussion wrench starts hammering.
The bolt shall protrude from the face of the nut after tightening not less than one full thread pitch.
8.4 Preparation of contact surfaces in slip resistant connections
This clause is not applicable to stainless steels for which any requirement related to contact surfaces shall be
specified.
This clause does not deal with corrosion protection for which requirements are specified in Clause 10 and
Annex F.
The area of contact surfaces in preloaded connections shall be specified.
The contact surfaces shall be prepared to produce the required slip factor which shall generally be determined
by test as specified in Annex G.
62
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
The following precautions shall be taken prior to assembly:
a) the contact surfaces shall be free from all contaminants, such as oil, dirt or paint. Burrs that would
prevent solid seating of the connecting parts shall be removed;
b) uncoated surfaces shall be freed from all films of rust and other loose material. Care shall be taken not to
damage or smooth the roughened surface. Untreated areas around the perimeter of the tightened
connection shall be left untreated until any inspection of the connection has been completed.
Surface treatment that may be assumed to provide the minimum slip factor according to the specified class of
friction surface without test are given in Table 18.
Table 18 — Classifications that may be assumed for friction surfaces
Surface treatment Class Slip factor µµµµ
Surfaces blasted with shot or grit with loose rust removed, not pitted. A 0,50
Surfaces blasted with shot or grit: B 0,40
a) spray-metallized with a aluminium or zinc based product;
b) with alkali-zinc silicate paint with a thickness of 50 µm to 80 µm
Surfaces cleaned by wire-brushing or flame cleaning, with loose rust removed C 0,30
Surfaces as rolled D 0,20
These requirements apply also to packing plates provided to offset differences in thickness as specified in 8.1.
8.5 Tightening of preloaded bolts
8.5.1 General
Unless otherwise specified the nominal minimum preloading force F shall be taken as:
p,C
F = 0,7 f A where f is the nominal ultimate strength of the bolt material and A is the stress area of the
p,C ub s ub s
bolt
as defined in EN 1993-1-8 and specified in Table 19. This level of preload shall be used for all slip resistant
preloaded connections and for all other preloaded connections unless a lower level of preload is specified. In
the latter case, the bolt assemblies, the tightening method, the tightening parameters and the inspection
requirements shall also be specified.
NOTE Preload may be used for slip resistance, for seismic connections, for fatigue resistance, for execution
purposes, or as a quality measure (e.g. for durability).
Table 19 — Values of F in [kN]
p,C
Bolt diameter in mm
Property class
12 16 20 22 24 27 30 36
8.8 47 88 137 170 198 257 314 458
10.9 59 110 172 212 247 321 393 572
Any of the tightening methods given in Table 20 may be used unless restricitions on their use are specified.
The k-class (as-delivered calibration condition) of the bolting assembly shall be in accordance with Table 20
for the method used.
63
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 20 — K-classes for tightening methods
Tightening method k-classes
Torque method K2
Combined method K2 or K1
HRC tightening method K0 with HRD nut only or K2
Direct tension indicator (DTI) method K2, K1 or K0
As an alternative, calibration to Annex H may be used, except for the torque method unless this is permitted in
the execution specification.
The as-delivered calibration is valid for tightening by rotation of the nut. If tightening is done by rotation of the
bolt head, calibration shall be done according to Annex H or by supplementary testing from the fastener
manufacturer otherwise in accordance with EN 14399-2.
Burrs, loose material and excessive thickness of paint that would prevent solid seating of the connecting parts
shall be removed before assembly.
Before commencement of preloading, the connected components shall be fitted together and the bolts in a
bolt group shall be tightened in accordance with 8.3 but the residual gap shall be limited to 2 mm with the
necessary corrective action on steel components.
Tightening shall be performed by rotation of the nut except where the access to the nut side of the assembly is
inadequate. Special precautions, depending on the tightening method adopted, may have to be taken when
bolts are tightened by rotation of the bolt head.
Tightening shall be carried out progressively from the most rigid part of the joint to the least rigid part. To
achieve uniform preloading, more than one cycle of tightening may be necessary.
Torque wrenches used in all steps of the torque method shall be capable of an accuracy of ± 4 % according to
EN ISO 6789. Each wrench shall be checked for accuracy at least weekly, and in case of pneumatic
wrenches, every time the hose length is changed. For torque wrenches used in the first step of the combined
method these requirements are modified to ± 10 % for the accuracy and yearly for the periodicity.
Checking shall be carried out after any incident occurring during use (significant impact, fall, overloading etc.)
and affecting the wrench.
Other tightening methods (e.g. axial preloading by hydraulic devices or tensioning with ultrasonic control) shall
be calibrated in accordance with the recommendations from the equipment manufacturer.
High strength bolts for preloading shall be used without alteration to the as-delivered lubrication unless DTI
method or the procedure in Annex H is adopted.
If a bolt assembly has been tightened to the minimum preload and is later un-tightened, it shall be removed
and the whole assembly shall be discarded.
Bolt assemblies used for achieving initial fit up should not generally need to be tightened to the minimum
preload or un-tightened, and would therefore still be usable in location in the final bolting up process.
NOTE If the tightening process is delayed under uncontrolled exposure conditions the performance of the lubrication
may be altered and should be checked.
The potential loss of preloading force from its initial value due to several factors, e.g. relaxation, creep of
surface coatings (see Annex F.4 and Table 18), is considered in the tightening methods specified below. In
case of thick surface coatings, it shall be specified if measures shall be taken to offset possible subsequent
loss of preloading force.
64
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE If the torque method is used this may be by retightening after a delay of some days.
8.5.2 Torque reference values
The torque reference values M to be used for a nominal minimum preloading force Fp,C are determined for
r,i
each type of bolt and nut combination used by one of the following options:
a) values based on k-class declared by the fastener manufacturer in accordance with the relevant parts of
EN 14399:
1) M = k d F with k for k-class K2.
r,2 m p,C m
2) M = k d F with k for k-class K1.
r,1 m p,C m
b) values determined according to Annex H:
1) M = M with M determined according to the procedure relevant to the tightening
r,test m m
method to be used.
8.5.3 Torque method
The bolts shall be tightened using a torque wrench offering a suitable operating range. Hand or power
operated wrenches may be used. Impact wrenches may be used for the first step of tightening for each bolt.
The tightening torque shall be applied continuously and smoothly.
Tightening by the torque method comprises at least the two following steps:
a) a first tightening step: the wrench shall be set to a torque value of about 0,75 M with M = M or M .
r,i r,i r,2 r,test
This first step shall be completed for all bolts in one connection prior to commencement of the second
step;
b) a second tightening step: the wrench shall be set to a torque value of 1,10 M with M = M or M
r,i r,i r,2 r,test.
NOTE The use of the 1,10 coefficient with M is equivalent to (1 + 1,65 Vk) with Vk=0,06 for kclass K2.
r,2
8.5.4 Combined method
Tightening by the combined method comprises two steps:
a) a first tightening step, using a torque wrench offering a suitable operating range. The wrench shall be set
to a torque value of about 0,75 M with M = M or M or M . This first step shall be completed for all
r,i r,i r,2 r,1 r,test
bolts in one connection prior to commencement of the second step;
When using M , for simplification M = 0,13 d Fp,C may be used unless otherwise specified
r,1 r,1
b) a second tightening step in which a specified part turn is applied to the turned part of the assembly. The
position of the nut relative to the bolt threads shall be marked after the first step, using a marking crayon
or marking paint, so that the final rotation of the nut relative to the thread in this second step can be easily
determined.
The second step shall be in accordance with the values given Table 21 unless otherwise specified.
65
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 21 — Combined method: additional rotation
(8.8 and 10.9 bolts)
Total nominal thickness "t" of parts to be Further rotation to be applied, during the
connected (including all packs and second step of tightening
washers)
d = bolt diameter Degrees Part turn
t < 2 d 60 1/6
2 d ≤ t < 6 d 90 1/4
6 d ≤ t ≤ 10 d 120 1/3
NOTE Where the surface under the bolt head or nut (allowing for taper washers, if used) is not
perpendicular to the bolt axis, the required angle of rotation should be determined by testing
8.5.5 HRC method
The HRC bolts shall be tightened using a specific shear wrench equipped with two co-axial sockets which
react by torque one against the other. The outer socket which engages the nut rotates clockwise. The inner
socket which engages the spline end of the bolt rotates anticlockwise.
NOTE 1 The shear wrench operates as follows:
- during the tightening operation of an assembly, the socket in rotation is the one that finds the least resistance to it;
- from the outset and right up to the last tightening stage, the outer socket on the nut rotates clockwise while the inner
socket holds the spline end without rotating, the result being that the bolt assembly is progressively tightened by the
increasing torque applied to the nut;
- at the last tightening stage, i.e. when the torsional resistance plateau of the break-neck section is attained, the inner
socket rotates anticlockwise while the outer socket on nut provides the reaction without rotating;
- the bolt assembly installation is complete when the spline end shears off at the break-neck section.
The specified preload requirement is controlled by the HRC bolt itself by means of the geometrical and torsion
mechanical characteristics together with the lubrication conditions. The equipment does not need calibration.
In order to ensure that the preloads in fully installed bolts in connections meet the specified minimum preload
requirement, the bolt installation process generally comprises two tightening steps; both using the shear
wrench.
The first tightening step is achieved at the latest when the shear wrench outer socket stops turning. If
specified this first step is repeated as often as required. This first step shall be completed for all bolts in one
connection prior to commencement of the second step.
NOTE 2 Guidance of the equipment manufacturer may give additional information on how to identify if pretightening
has occurred, e.g. sound of shear wrench changing, or if other methods of pretightening are suitable.
The second tightening step is achieved when the spline end of the bolt shears off at the break-neck.
If the assembly conditions are such that it is not possible to use the shear wrench on the HRC bolt assembly,
e.g. for lack of space, tightening shall be carried out using the torque control method, see 8.5.3, with the aid of
the k-class K2 information or using a direct tension indicator, see 8.5.6.
8.5.6 Direct tension indicator method
This subclause applies to compressible washers, such as direct tension indicators in accordance with
prEN 14399-9, which indicate at least the required minimum preload has been achieved, by monitoring the
66
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
force in the bolt. It does not cover indicators that rely on torsion. It does not apply to direct measurement of
bolt preload by use of hydraulic instruments.
The direct tension indicators and their associated washers shall be assembled as specified in Annex J.
The first step of tightening to reach a uniform "snug-tight" condition of a fastener assembly shall be when
initial deformation of the DTI protrusions begins. This first step shall be completed for all bolts in one
connection prior to commencement of the second step.
The second step of tightening shall be as prEN 14399-9 and Annex J. The gaps measured on the indicating
washer may be averaged to establish the acceptability of the bolt assembly.
8.6 Fit bolts
Fit bolts may be used in preloaded or non-preloaded applications, and 8.1 to 8.5 apply as appropriate in
addition to the requirements below.
The length of the threaded portion of the shank of the fit bolt (including thread run out) included in the bearing
length should not exceed 1/3 of the thickness of the plate unless otherwise specified, see Figure 4.
Figure 4 — Threaded portion of the shank in the bearing length for fit bolts
Fit bolts shall be installed without applying excessive force, and in such a way that its thread is not damaged.
8.7 Hot riveting
8.7.1 Rivets
Every rivet shall be of sufficient length to provide a head of uniform dimensions, a complete filling of the hole
and to avoid surface indentation by the riveting machine on the outer faces of the plies.
8.7.2 Installation of rivets
The connected components shall be drawn together such that they achieve firm contact and held together
during riveting.
Maximum eccentricity between common holes for a rivet in an assembly shall be no more than 1 mm. To meet
this requirement reaming is permitted. Following reaming it may be necessary to install a larger diameter of
rivet.
For multiple riveted connections, a temporary bolt shall be tightened in at least every fourth hole prior to
driving which shall start at the middle of the rivet group. Special measures shall be taken to hold components
of single riveted connections together (e.g. clamping).
67
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If practicable, riveting shall be carried out using machines of the steady pressure type. After the upsetting is
complete, the driving pressure shall be maintained on the rivets for a short time sufficient for the head to be
black when the machine is disengaged.
Every rivet shall be heated uniformly throughout its length, without burning or excessive scaling. It shall be at
a consistent bright red heat from the head to point when inserted and shall be upset in its entire length when
hot, so as to fill the hole completely. Special care shall be taken in heating and driving long rivets.
Every rivet shall be freed from scale by striking the hot rivet on a hard surface after being heated and before
being inserted into the hole.
A burned rivet shall not be used. A heated rivet not used immediately shall not be re-heated for use.
If a flush surface of countersunk rivets is specified protruding rivet metal shall be chipped or ground off.
8.7.3 Acceptance criteria
The rivet heads shall be centred. The head eccentricity relative to the shank axis shall not exceed
0,15 d where d is the hole diameter.
0 0
The rivet heads shall be well formed and shall not show cracks or pits.
The rivets shall be in satisfactory contact with the assembled parts both at the outer surface of the plies and in
the hole. No movement or vibration shall be detected when the rivet head is lightly tapped with a hammer.
A small well-formed and centred lip may be accepted if only a small number of rivets in the group are
concerned.
Outer faces of plies free of indentation by the riveting machine may be specified.
If countersunk rivets are required the heads shall fill the countersink completely after riveting. If the
countersinking is not completely filled, the rivet shall be replaced.
Any rivet not meeting the acceptance criteria shall be removed and replaced by a new one.
8.8 Fastening of thin gauge components
8.8.1 General
This clause applies to thin gauge components up to 4 mm thickness.
The performance of fasteners will depend on the site methodology that may be determined by procedure
testing. Procedure tests may be used to demonstrate that the required connections can be performed under
site conditions. The following aspects should be considered:
a) ability to produce correct hole size for self-tapping screws and rivets;
b) ability to correctly adjust power screwdrivers with the correct tightening torque/depth location;
c) ability to drive a self-drilling screw perpendicular to the connected surface and set sealing washers to
correct compression within the limits recommended by the washer manufacturer;
d) ability to select and use cartridge fired pins;
e) ability to form an adequate structural connection and to recognize an inadequate one.
Fasteners shall be used in accordance with the product manufacturer's recommendations.
68
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Use of special fasteners and fastening methods is dealt with in 8.9.
8.8.2 Use of self-tapping and self-drilling screws
The length and thread form of screws shall be selected to suit the specific application and the thickness of the
constituent product to be fastened. The effective thread length shall be such that the threaded portion
engages in the supporting component.
Screws for certain applications require an interrupted thread. If a sealing washer is used the thickness of the
washer should be taken into account in selecting the thread length.
The fasteners shall be located in the valley of the corrugation unless otherwise specified.
If screws are fastened in the crown of a roofing profile care shall be taken to avoid dents in the sheet at the
penetration point.
Power tools for fixing screws shall possess an adjustable depth and/or torque control that shall be set in
accordance with the equipment manufacturer's recommendations. If power screwdrivers are used, the drilling
and driving speeds (revolutions per minute) shall be in accordance with the fastener manufacturer's
recommendations.
If sealing washers are used, the screws shall be set to achieve the correct compression as indicated by Figure
5.
The depth gauge, of a power screwdriver, shall be adjusted to compress the elastomeric washer within the
limits set by the product manufacturer.
Figure 5 — Guide for compression of sealing washers
Screws without sealing washers shall be set using an appropriate torque or depth control device to avoid
overtightening.
The torque control shall be set such that the threading torque is achieved without exceeding either the head-
shearing torque or the thread stripping torque.
8.8.3 Use of blind rivets
The choice of the length of the blind rivet shall be according to the total thickness to be fastened.
NOTE 1 The rivet length recommended by the product manufacturer generally takes account of a certain drawing
together of the plates to be fastened.
NOTE 2 Most manufacturers offer a range of manually and power operated setting tools to suit high or low volume
usage. These are often readily adaptable by changing only the nosepiece and/or setting jaws to set a range of blind rivet
types and sizes. Generally interchangeable heads are available for setting where tool access is limited such as inside
channels or cylindrical sections.
NOTE 3 Predetermined setting characteristics designed into the rivet body/mandrel relationship ensure consistent
joints.
69
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Installation shall be performed according to the product manufacturer's recommendations.
After installation work the ejected broken mandrel stems shall be collected and removed from exterior work
surfaces to prevent subsequent corrosion.
8.8.4 Fastening sidelaps
Connections securing panels to each other (sidelaps) and such items as flashing and accessories shall be
adequate to draw together overlapping sheets.
Sidelaps of profiled sheets of the exposed surface of a roof should be fastened according to the product
manufacturer's recommendations. The minimum diameter of these fasteners should be
4,8 mm for self-tapping and self-drilling screws and 4,0 mm for blind rivets.
If the sheeting is intended to act as a stressed skin, the requirements for the side lap fasteners as structural
fasteners shall be specified.
8.9 Use of special fasteners and fastening methods
Special fasteners shall be used and special fastening methods shall be performed in accordance with the
product manufacturer's recommendations, and the appropriate sections of 8.1 to 8.8. This also applies to bolts
connecting steelwork to other construction materials including chemically anchored foundation bolts.
NOTE 1 Examples of special fastening methods are specially tapped holes, threaded studs, adhesive bonding or
clinching using plates that are joined by local deformations.
Such methods shall be used only where specified. Any procedure tests required for use of special fasteners
and fastening methods in non-preloaded or preloaded applications shall be specified. Different tests from
those specified for bolts may be necessary. Procedure testing may be avoided if sufficient information on
previous testing is provided.
Specially tapped holes or threaded studs may be used as equivalent to the use of a bolting assembly in 5.6.3
provided that the materials, thread forms and thread tolerance comply with the respective product standard.
Requirements for use of hexagon injection bolts shall be specified.
NOTE 2 Annex K provides information on the supply and use of hexagon injection bolts that may be invoked.
8.10 Galling and seizure of stainless steels
Galling may result from local adhesion and rupture of surfaces under load and in relative motion during
fastening. In some cases, weld bonding and seizure may result.
The following methods may be used to avoid galling problems:
a) dissimilar standard grades of stainless steel may be used which vary in composition, work hardening rate
and hardness (e.g. Grade A2-C4, A4-C4 or A2-A4 bolt-nut combination from
EN ISO 3506-1 and EN ISO 3506-2);
b) in severe cases, a proprietary high work-hardening stainless steel alloy may be used for one component
or hard surface coatings applied, e.g. nitriding or hard chromium plating;
c) anti-galling agents such as PTFE dry film spray.
If dissimilar metals or coatings are used, it is necessary to ensure that the required corrosion resistance is
obtained.
70
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE The greasing of bolts is beneficial but may result in contamination by dirt and can present problems for
storage.
9 Erection
9.1 General
This clause gives requirements for erection and other work undertaken on site including grouting of bases as
well as those relevant to the suitability of the site for safe erection and for accurately prepared supports.
Work carried out on site which includes preparation, welding, mechanical fastening and surface treatment
shall comply with the Clauses 6, 7, 8 and 10 respectively.
Inspection and acceptance of the structure shall be performed in accordance with the requirements specified
in Clause 12.
9.2 Site conditions
Erection shall not commence until the site for the construction works complies with the technical requirements
with respect to the safety of the works, which shall consider such of the following items as are relevant:
a) provision and maintenance of hard standing for cranes and access equipment;
b) access routes to the site and within the site;
c) soil conditions affecting the safe operation of plant;
d) possible settlement of erection supports for the structure;
e) details of underground services, overhead cables or site obstructions;
f) limitations on dimensions or weights of components that can be delivered onto the site;
g) special environmental and climatic conditions on and around the site;
h) particulars of adjacent structures affecting or affected by the works.
Access routes to the site and within the site should be given on a site plan showing dimensions and level of
access routes, level of the prepared working area for site traffic and plant, and areas available for storage.
If the works are inter-linked with other trades, technical requirements with respect to the safety of the works
shall be checked for consistency with those for other parts of the construction works. This check shall consider
such of the following items as are relevant:
i) prearranged procedures for co-operation with other contractors;
j) availability of site services;
k) maximum construction and storage loads permitted on the steelwork;
l) control of concrete placement during composite construction.
NOTE EN 1991-1-6 provides rules for determining construction and storage loads including concrete.
71
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
9.3 Erection method
9.3.1 Design basis for the erection method
If the structural stability in the part-erected condition is not evident, a safe method of erection on which the
design was based shall be provided. This design basis method of erection shall consider the following items:
a) positions and types of site connections;
b) maximum piece size, weight and location;
c) sequence of erection;
d) stability concept for the part-erected structure including any requirements for temporary bracing or
propping;
e) propping or other measures for the execution of phased concreting of composite structures;
f) conditions for removal of temporary bracing or propping, or any requirement for distressing or stressing
the structure;
g) features which would create a safety hazard during construction;
h) timing and method for adjustment of foundation connections or bearings and for grouting;
i) camber and presets required in relation of those provided at manufacturing stage;
j) use of profiled steel sheeting to ensure stability;
k) use of profiled steel sheeting to provide lateral restraint;
l) transportation of units, including attachments for lifting, turning or pulling;
m) positions and conditions for supporting and jacking;
n) stability concept for the bearings;
o) deformations of the partly erected structure;
p) expected settlements of the supports;
q) particular positions and loads from cranes, stored components, counter weight etc. for the various
construction phases;
r) instructions for the delivery, storage, lifting, building in and pre-tensioning of stayed cables;
s) details of all temporary works and attachments to permanent works with instructions as to their removal.
9.3.2 Constructor's erection method
A method statement describing the constructor's erection method shall be prepared and it shall be checked in
accordance with design rules, notably against resistance of the partly erected structure to erection loads and
other loading.
The erection method statement may deviate from the design basis method of erection, provided that it is a
safe alternative.
72
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Amendments to the erection method statement, including those necessitated by site conditions, shall be
checked and reviewed in accordance with the above requirement.
The erection method statement shall describe procedures to be used to safely erect the steelwork and shall
take into account the technical requirements regarding the safety of the works.
The procedures should link to specific work instructions.
The erection method statement shall address all relevant items in 9.3.1, and shall consider in addition such of
the following items as are relevant:
a) experience from any trial erection undertaken in accordance with 9.6.4;
b) restraints necessary to ensure stability prior to welding and to control local movement of the joint;
c) lifting devices necessary;
d) necessity to mark weights and/or centres of gravity on large or irregularly shaped pieces;
e) relationship between the weights to be lifted and the radius of operation where cranes are to be used;
f) identification of sway or overturning forces, particularly those due to the predicted wind conditions on site
during erection, and the exact methods of maintaining adequate sway and overturning resistance;
g) methods of coping with safety hazards;
h) provision of safe working positions and safe means of access to them.
In addition, the following apply for composite steel and concrete structures:
i) sequence of fixing of profiled steel sheeting for composite slabs shall be planned to ensure that sheets
are adequately supported by supporting beams before fixing, and are securely fixed before they are used
to gain access to subsequent working positions;
j) profiled steel sheets should not be used to gain access for welding of shear connectors unless the
sheets are secured already by fasteners that comply with i);
k) sequence of placing and method of securing and sealing permanent formwork to ensure that formwork is
secure before being used to gain access for subsequent construction operations and supporting slab
reinforcement and deck concrete.
Factors associated with the execution of the concrete works should be considered as relevant, such as
sequence of placing concrete, pre-stressing, and temperature difference between steel and freshly placed
concrete, jacking and supports.
9.4 Survey
9.4.1 Reference system
Site measurements for the works shall be related to the system established for the setting out and
measurement of the construction works in accordance with ISO 4463-1.
A documented survey of a secondary net shall be provided and used as the reference system for setting out
the steelwork and establishing the deviations of supports. The coordinates of the secondary net given in this
survey shall be accepted as true provided that they comply with the acceptance criteria specified in
ISO 4463-1.
The reference temperature for setting out and measuring the steelwork shall be specified.
73
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
9.4.2 Position points
The position points which mark the intended position for the erection of individual components shall be in
accordance with ISO 4463-1.
9.5 Supports, anchors and bearings
9.5.1 Inspection of supports
The condition and location of the supports shall be checked using appropriate visual and measurement means
before the commencement of erection.
If supports are unsuited to erection, they shall be corrected prior to the commencement of erection.
Nonconformities shall be documented.
9.5.2 Setting out and suitability of supports
All foundations, foundation bolts and other supports for the steelwork shall be suitably prepared to receive the
steel structure. Installation of structural bearings shall comply with the requirements of
EN 1337-11.
Erection shall not commence until the location and levels of the supports, anchors or bearings comply with the
acceptance criteria in 11.2, or an appropriate amendment to the specified requirements has been issued.
The compliance survey used to check the positions of the supports shall be documented.
If foundation bolts are to be pre-stressed, arrangement shall be made that the upper 100 mm, as a minimum,
of the bolt has no adhesion to the concrete.
Foundation bolts intended to move in sleeves should be provided with sleeves three times the diameter of the
bolt with a minimum of 75 mm.
9.5.3 Maintaining suitability of supports
Whilst erection is proceeding, the supports for the steelwork shall be maintained in an equivalent condition to
their condition at the commencement of erection.
NOTE 1 Areas of supports that require protection against rust staining should be identified and appropriate protection
provided.
Compensation for settlement of supports is acceptable, unless otherwise specified. This shall be done by
grouting or packing between steelwork and support.
NOTE 2 The compensation will generally be placed beneath the bearing.
9.5.4 Temporary supports
Shims and other supporting devices used as temporary supports under base plates shall present a flat surface
to the steel and be of adequate size, strength and rigidity to avoid local crushing of the substructure concrete
or masonery.
If packings are subsequently to be grouted, they shall be placed so that the grout totally encloses them with a
minimum cover of 25 mm unless otherwise specified.
For bridges, packings shall not be left in position, unless otherwise specified.
74
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If packings are left in position after grouting they shall be made from materials with the same durability as the
structure.
If adjustment to the position of the base is achieved using levelling nuts on the foundation bolts under the
base plate these may be left in position unless otherwise specified. The nuts shall be selected to ensure that
they are suitable to maintain the stability of the part-erected structure but not to jeopardise the performance of
the foundation bolt in service.
NOTE As well as shims and blocks, half-nuts or plastic nuts are often used as levelling nuts.
9.5.5 Grouting and sealing
If spaces under base plates are to be grouted, fresh material shall be used in accordance with 5.8.
Grouting material shall be used as follows:
a) the material shall be mixed and used in accordance with product manufacturer's recommendations
notably regarding its consistency when used. Material shall not be mixed or used below 0 °C unless the
manufacturer's recommendations permit it;
b) the material shall be poured under a suitable head so that the space is completely filled;
c) tamping and ramming against properly fixed supports shall be used if specified and/or recommended by
the grout manufacturer;
d) vent holes shall be provided as necessary.
Immediately before grouting, the space under the steel base plate shall be free from liquids, ice, debris and
contaminants.
Pocket bases containing columns shall be filled with dense concrete having a characteristic compressive
strength not less than that of the surrounding concrete.
In pocket bases, the embedded length of the column shall be initially surrounded with concrete to a sufficient
length to provide stability in the temporary state and then remain undisturbed for a period sufficient to gain at
least half of its characteristic compressive strength, before removal of any temporary props and wedges.
If treatment of steelwork, bearings and concrete surfaces is required before grouting, it shall be specified.
Care shall be taken that the external profile of grouting allows water to be drained away from structural steel
components.
If there is a danger of water or corrosive liquid becoming entrapped during service, the grout around base
plates shall not be surcharged such that it rises above the lowest surface of the base plate and the geometry
of the concrete grout shall form an angle from the base plate according to Figure 6.
If no grouting is needed, and the edges of the base plate are to be sealed, the method shall be specified.
75
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Figure 6 — Grouting under base plate
The concrete and the grouting shall be carried out according to 5.8 and prEN 13670.
9.5.6 Anchoring
Anchoring devices in concrete parts of the structure or adjacent structures shall be set in accordance with
their specification.
Suitable measures shall be taken to avoid damage to concrete in order to achieve the necessary anchoring
resistance.
NOTE This applies notably to expansion anchors, for which a minimum distance from the facing is necessary in order
to avoid concrete bursting.
9.6 Erection and work at site
9.6.1 Erection drawings
Erection drawings or equivalent instructions shall be provided and form a part of the erection method
statement.
Drawings shall be prepared showing plans and elevations and at such a scale that the erection marks for all
components can be shown on them.
Drawings shall show grid locations, bearing positions and assembly of components together with
requirements for tolerances.
Foundation plans shall show the base location and orientation of the steelwork, any other components in
direct contact with the foundations, their base location and level, the intended bearing level and the datum
level. Foundations shall include column base support and other structural supports.
Elevations shall show required levels for floors and/or structure.
Drawings shall show necessary details for fixing of steel or bolts to the foundations, the method of adjustment
by packing and wedging and grout requirements as well as fixing of steelwork and bearings to their supports.
Drawings shall show details and arrangements of any steelwork or other temporary works necessary for
erection purposes to ensure the stability of the construction or the safety of personnel.
Drawings shall state the weight of all components or assemblies over 5 tonnes and the centre of gravity of all
large irregular pieces.
For thin gauge sheeting installation drawings are necessary and shall as a minimum and as relevant specify:
76
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
a) type, thickness, material, length and designation of sheets;
b) type of fasteners and order (sequence) of fastenings including special installation notes for the type of
fasteners (e.g. drilled hole diameter and minimum torque);
c) structural system for the sheeting;
d) seam and sidelap joints with specification of the type of fasteners and washers and sequence;
e) requirements for on-site manufacturing;
f) positions of all site connections not using pre-drilled holes;
g) type and details pertaining to the sub-assembly of the sheets, such as material, axial intervals, formation
of supports, slope and details of eaves and verges;
h) expansion joints;
i) openings and necessary framing (e.g. lighting domes, smoke and heat ventilation installations and roof
drainage);
j) mountings and attachments (e.g. for piping, cable conduits and sub-ceilings);
k) limitations of walkability during installation and requirements for load distributing devices.
9.6.2 Marking
Components that are individually assembled or erected at the site shall be allocated an erection mark.
A component shall be marked with its erected orientation if this is not clear from its shape.
NOTE Marks should be placed, if possible, in positions where they will be visible in storage and after erection.
Marking methods shall comply with 6.2.
9.6.3 Handling and storage on site
Handling and storage on site shall comply with the requirements of 6.3 and those given below.
Components shall be handled and stacked in such a way that the likelihood of damage is minimized.
Particular attention shall be paid to slinging methods to avoid damage to the steelwork and protective
treatment.
Steelwork damaged during off-loading, transportation, storage or erection shall be restored to conformity.
The procedure for restoration shall be defined before undertaking the repair. For EXC2, EXC 3 and EXC 4 the
procedure shall also be documented.
Fasteners stored on site shall be kept in dry conditions prior to use and shall be suitably packed and
identifiable.The fasteners shall be handled and used in accordance with the manufacturer's recommendations.
All small plates and other fittings shall be suitably packed and identified.
9.6.4 Trial erection
Any site trial erection shall be performed in accordance with the requirements of 6.10.
Trial erection should be considered:
77
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
a) to confirm fit between components;
b) to prove methodology if the erection sequence to maintain stability during erection needs evaluating in
advance;
c) to prove duration of operations if site conditions are restricted by limited possession time.
9.6.5 Erection methods
9.6.5.1 General
The erection of the steelwork shall be carried out in conformity with the erection method statement and in such
a way as to ensure stability at all times.
Foundation bolts shall not be used to secure unguyed columns against overturning unless they have been
checked for this mode of use.
Throughout the erection of the structure, the steelwork shall be made safe against temporary erection loads,
including those due to erection equipment or its operation and against the effects of wind loads on the
unfinished structure.
For buildings, at least one third of the permanent bolts in each connection should be installed before that
connection can be considered to contribute to stability of the part completed structure.
9.6.5.2 Temporary works
All temporary bracing and temporary restraints shall be left in position until erection is sufficiently advanced to
allow its safe removal.
If it is required that bracings in tall buildings are to be de-stressed as erection progresses, to release the
forces induced in them by vertical loads, this shall be carried out progressively one panel at a time. During
such de-stressing sufficient alternative bracing shall be in place to ensure stability. If necessary, additional
bracing shall be added temporarily for this purpose.
All connections for temporary components provided for erection purposes shall be made in accordance with
the requirements of this European Standard and in such a way that they do not weaken the permanent
structure or impair its serviceability.
If backing bars and draw cleats are used to support the structure during welding, it shall be ensured that they
are sufficiently strong and that their retaining welds are appropriate for the erection load conditions.
If the erection procedure involves rolling or otherwise moving the structure, or part of the structure, into its final
position after assembly, provision shall be made for controlled braking of the moving mass. Provision for
reversing the direction of movement may need to be considered.
All temporary anchoring devices shall be made secure against unintentional release.
Only jacks that can be locked in any position under load shall be used unless other safety provisions are
made.
9.6.5.3 Fit-up and alignment
Care shall be taken that no part of the structure is permanently distorted or over-stressed by stacking of
steelwork components or by erection loads during the erection process.
Each part of the structure shall be aligned as soon as practicable after it has been erected and final assembly
completed as soon as possible thereafter.
78
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Permanent connections shall not be made between components until sufficient of the structure has been
aligned, levelled, plumbed and temporarily connected to ensure that components will not be displaced during
subsequent erection or alignment of the remainder of the structure.
Alignment of the structure and lack of fit in connections may be adjusted by the use of shims. Shims shall be
secured where they are in danger of coming loose. For EXC3 and EXC4 securing of shims by welding is
subjected to the requirements of Clause 7.
Shims shall be made of flat steel unless otherwise specified. Shims shall have similar durability to that of the
structure. For stainless steel structures they shall be made of stainless steel and have a minimum thickness of
2 mm if used externally.
If shims are used to align structures composed of coated material, the shims shall be protected in a similar
manner to provide the specified durability unless the shims are required to meet a specified friction
classification.
Residual gaps for non-preloaded bolts and preloaded bolts before preloading shall be in accordance with 8.3
and 8.5.1 respectively.
If lack-of-fit between erected components cannot be corrected by the use of shims, components of the
structure shall be locally modified in accordance with the methods specified in this European Standard. The
modifications shall not compromise the performance of the structure in the temporary or permanent state. This
work may be executed on site. Care shall be taken with structures built of welded latticed components and
space structures to ensure that they are not subjected to excessive forces in an attempt to force a fit against
their inherent rigidity.
Unless otherwise prohibited, drifts may be used to align connections. Elongation of holes for bolts used for
transmission of loads shall not be more than the values given in 6.9.
In case of misalignment of holes for bolts, the method of correction shall be checked for consistency with the
requirements of Clause 12.
Realigned holes may be proven to comply with the oversize or slotted hole requirements specified in 8.1
provided the load path has been checked.
Correction of misalignment by reaming or using a hollow milling cutter is preferred, but if the use of other
cutting methods is unavoidable the internal finish of all holes formed by these other methods shall be
specifically checked for consistency with the requirements of Clause 6.
Completed site connections shall be checked in accordance with 12.5.
10 Surface treatment
10.1 General
This clause specifies requirements for making steel surfaces with imperfections, including welded and
fabricated surfaces, suitable for the application of paints and related products. The requirements to take
account of the particular coating system to be applied shall be specified.
This clause does not deal with the detailed requirements for corrosion protection systems, which are specified
in the following references that shall be applied as relevant:
a) surfaces to be painted: EN ISO 12944 series and Annex F;
b) surfaces to be metal coated by thermal spraying: EN 14616, EN 15311, EN ISO 14713 and
Annex F;
79
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
c) surfaces to be metal coated by galvanizing: EN ISO 1461, EN ISO 14713 and Annex F.
For mechanical resistance and stability reasons there is no need for corrosion protection if the structure is to
be used for a short service lifetime, or in an environment with negligible corrosivity (e.g. category C1 or
painting for aesthetic purposes only), or has been dimensioned to allow for corrosion.
NOTE 1 A year may be considered as a short service lifetime.
If painting is specified for aesthetic reasons Table 22 together with Annex F are applicable.
If both a fire protection and corrosion protection systems are specified, they shall be proven to be compatible.
NOTE 2 Fire protection is not generally considered to be a part of the corrosion protection.
10.2 Preparation of steel substrates
These requirements do not apply to stainless steels. If there are requirements for surface cleanliness of
stainless steels, they shall be specified.
All surfaces to which paints and related products are to be applied shall be prepared to meet the criteria of
EN ISO 8501. The preparation grade according to EN ISO 8501-3 shall be specified.
If the expected life of the corrosion protection and corrosivity category are specified, the preparation grade
shall be in accordance with Table 22.
80
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 22 — Preparation grade
Expected life of the corrosion Corrosivity category b Preparation grade c
protection a
C1 / C2 P1
> 15 years
Above C2 P2
C1 to C3 P1
5 years to 15 years
Above C3 P2
C1 to C4 P1
< 5 years
C5 – Im P2
a b Expected life of the corrosion protection and corrosivity category are referenced in EN ISO 12944 and EN
ISO 14713 as relevant.
c Preparation grade P3 may be specified for special cases.
Thermally cut surfaces, edges and welds shall be suitably smooth and able to achieve the specified
roughness after subsequent surface preparation (see Annex F).
NOTE Thermally cut surfaces are sometimes too hard for the abrasive material to achieve the suitable surface
roughness. The procedure test specified in 6.4.4 may be used to establish surface hardness and determine whether
grinding is necessary.
10.3 Weather resistant steels
If necessary, procedures to ensure that the surface of uncoated weather resistant steels is acceptable visually
after weathering shall be specified together with procedures to prevent contamination (e.g. from oil, grease,
paint, concrete or asphalt).
NOTE As an example, exposed areas may need to be blast cleaned to ensure uniform weathering.
The treatment necessary for surfaces of non-weather resistant steels if these are in contact with uncoated
weather resistant steels shall be specified.
10.4 Galvanic coupling
Unintended contact between different metallic constituent products, e.g. stainless steels to aluminium or
structural steel shall be avoided. If stainless steel is to be welded to structural steel, corrosion protection for
the steel structure shall continue from the weld on to the stainless steel by 20 mm as a minimum. See also
6.3, 6.9 and 7.7.3.
10.5 Galvanizing
If pickling is to be used prior to galvanizing, all weld gaps should be sealed prior to pickling to prevent the
ingress of acid, unless this conflicts with considerations set out in 10.6 below.
If the fabricated component contains enclosed spaces, vent and drain holes shall be provided. The enclosed
space shall generally be galvanized internally and if not it shall be specified whether these enclosed spaces
shall be sealed after galvanizing and, if so, with what.
81
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
10.6 Sealing of spaces
If enclosed spaces are to be sealed by welding or provided with internal protective treatment, the internal
treatment system shall be specified.
If spaces are to be fully enclosed by welds, it shall be specified if weld imperfections permitted under the
welding specification require sealing by application of suitable filler material to prevent the ingress of moisture.
If welds are for sealing purposes only, those welds shall be visually inspected. If required, further inspection
shall be specified.
NOTE Attention is drawn that cracks in welds, which are not detectable by visual inspection, can allow water to
penetrate the sealed space.
If closed sections are to be galvanized, they shall not be sealed before galvanizing. In the case of overlapping
surfaces with continuous welds, adequate venting shall be provided, unless the area of overlap is so small
that the risk of explosive egress of entrapped gases during the galvanizing operation is assessed as not
significant.
If mechanical fasteners penetrate the wall of sealed enclosed spaces, the method to be used for sealing the
interface shall be specified.
10.7 Surfaces in contact with concrete
Surfaces that are to be in contact with concrete including the undersides of baseplates shall be coated with
the protective treatment applied to the steelwork, excluding any cosmetic finishing coat, for a minimum of the
first 50 mm of the embedded length unless otherwise specified and the remaining surfaces need not be
coated unless specified. If uncoated, such surfaces shall be blast cleaned or wire-brushed to remove loose
mill scale and cleaned to remove dust, oil and grease. Immediately before concreting, any loose rust, dust and
other loose debris shall be removed by cleaning.
10.8 Inaccessible surfaces
Areas and surfaces that are difficult to access after assembly should be treated before assembly.
In slip resistant connections, faying surfaces shall meet the requirements necessary to develop the friction for
the specified surface treatment (see 8.4). Other connections shall not be made with excess paint on the faying
surfaces. As a maximum, faying surfaces and surfaces beneath washers shall be treated with a primer and
undercoat unless specified otherwise (see F.4).
Unless specified otherwise, bolted connections including the perimeter around such connections shall be
treated with the full corrosion protection system specified for the remainder of the steelwork.
10.9 Repairs after cutting or welding
It shall be specified if repair, or additional protective treatment, is required to cut edges and adjacent surfaces
after cutting.
If precoated constituent products are to be welded, the methods and extent of repair necessary to the coating
shall be specified.
If galvanizing to surfaces has been removed or damaged by welding, the surfaces shall be cleaned, prepared
and treated with a zinc rich primer and paint system offering a similar level of corrosion protection as the
galvanizing for the given corrosivity category (see EN ISO 1461 for additional guidance).
82
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
10.10 Cleaning after erection
10.10.1 Cleaning of thin gauge components
The structure shall be cleaned daily from stems of blind rivets, drill-shavings etc., to prevent damage by
corrosion.
10.10.2 Cleaning of stainless steels components
Cleaning procedures shall be appropriate for the grade of constituent product, surface finish, function of the
component and corrosion risk. The method, level and extent of cleaning shall be specified.
Strong acid solutions sometimes used to clean the masonry and tiling of buildings shall not be permitted to
come into contact with structural steel, including stainless steel. If such contamination does happen, acid
solutions shall be washed off immediately with large amounts of clean water.
11 Geometrical tolerances
11.1 Tolerance types
This clause defines the types of geometrical deviations and gives quantitative values for two types of
permitted deviations:
a) those applicable for a range of criteria that are essential for the mechanical resistance and stability of the
completed structure, called essential tolerances;
b) those required to fulfil other criteria such as fit-up and appearance, called functional tolerances.
Essential tolerances and functional tolerances are both normative.
NOTE For structural steel components, prEN 1090-1 refers to the essential tolerances.
The permitted deviations given do not include elastic deformations induced by the self-weight of the
components.
In addition, special tolerances may be specified either for geometrical deviations already defined with
quantitative values or for other types of geometrical deviations. If special tolerances are required the following
information shall be given as appropriate:
amended values for functional tolerances already defined;
defined parameters and permitted values for the geometrical deviations to be controlled;
whether these special tolerances apply to all relevant components or only to particular components that
are specified.
In each case, the requirements are for final acceptance testing. If fabricated components are to form parts of a
structure that is to be erected on site, the tolerances specified for the final checking of the erected structure
shall be met in addition to those for the fabricated components.
83
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
11.2 Essential tolerances
11.2.1 General
Essential tolerances shall be in accordance with D.1. The values specified are permitted deviations. If the
actual deviation exceeds the permitted value, the measured value shall be dealt with as a nonconformity
according to Clause 12.
In some cases there is a possibility that the uncorrected deviation of an essential tolerance can be justified in
accordance with the structural design when the excess deviation is included explicitly in a recalculation. If not,
the nonconformity shall be corrected.
11.2.2 Manufacturing tolerances
11.2.2.1 Rolled sections
Hot rolled, hot finished or cold formed structural products shall conform to the permitted deviations specified
by the relevant product standard. These permitted deviations continue to apply to components manufactured
from such products, unless superseded by more stringent criteria specified in D.1.
11.2.2.2 Welded sections
Welded components manufactured from plates shall conform to the permitted deviations in
Table D.1.1 and Tables D.1.3 to D.1.6.
11.2.2.3 Cold formed sections
Components cold formed by pressing shall conform to the permitted deviations in Table D.1.2. For
components fabricated from rolled cold formed sections, see 11.2.2.1.
NOTE As examples, cross-sectional tolerances for welded sections manufactured from split rolled sections would be
in accordance with the relevant product standard except for overall depth and web geometry which should be in
accordance with Table D.1.1; and cross sectional tolerances from EN 10162 apply to cold rolled sections whereas Table
D.1.2 applies to sections formed by pressing.
11.2.2.4 Stiffened plating
Stiffened plating shall conform to the permitted deviations in Table D.1.6.
11.2.2.5 Profiled sheets
Profiled sheets used as structural components shall conform to the permitted deviations specified in
EN 508-1 and EN 508-3 plus those in Table D.1.7.
11.2.2.6 Shells
Shell structures shall conform to the permitted deviations in Table D.1.9, in which the choice of the appropriate
class shall be based on EN 1993-1-6.
11.2.3 Erection tolerances
11.2.3.1 Reference system
Deviations of erected components shall be measured relative to their position points (see ISO 4463). If a
position point is not established, deviations shall be measured relative to the secondary system.
84
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
11.2.3.2 Foundation bolts and other supports
The position of the centre points of a group of foundation bolts or other support shall not deviate by more than
± 6 mm from its specified position relative to the secondary system.
A best-fit position should be chosen to assess a group of adjustable foundation bolts.
11.2.3.3 Column bases
Holes in baseplates and other plates used for fixing to supports should be dimensioned to allow clearances to
match the permitted deviations for the supports to those for the steelwork. This may require the use of large
washers between the nuts on the holding down bolts and the top of the baseplate.
11.2.3.4 Columns
The deviations of erected columns shall conform to the permitted deviations in Tables D.1.10 to D.1.11.
For groups of adjacent columns (other than those in portal frames or supporting a crane gantry) carrying
similar vertical loads, the permitted deviations shall be as follows:
a) the arithmetic average deviation in plan for the inclination of six tied adjacent columns shall conform to the
permitted deviations in Tables D.1.10 to D.1.11;
b) the permitted deviations for the inclination of an individual column within this group, between adjacent
storey levels may then be relaxed to ∆ = ± h/100.
11.2.3.5 Full contact bearing
Where full contact bearing is specified, the fit-up between surfaces of erected components shall be in
accordance with Table D.1.12 after alignment.
For bolted splices shims may be used where the gap exceeds the specified limits after initial bolting-up, to
reduce the gaps to within the permitted deviation, unless otherwise specified in the execution specification.
The shims may be made of flat mild steel. No more than three shims shall be used at any point. If necessary,
the shims may be held in place by means of either fillet welds or a partial penetration butt weld extending over
the shims, as shown in Figure 7.
85
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 partial penetration butt weld or fillet weld
2 shims
Figure 7 — Option for securing shims used for bolted splice in full contact bearing
11.3 Functional tolerances
11.3.1 General
Functional tolerances in terms of accepted geometrical deviations shall be in accordance with one of the
following two options:
a) the tabulated values described in 11.3.2, or
b) the alternative criteria defined in 11.3.3.
If no option is specified the tabulated values shall apply.
11.3.2 Tabulated values
Tabulated values for functional tolerances are given in D.2. Generally values for two classes are shown. The
choice of tolerance class may be applied to individual components or selected parts of an erected structure.
NOTE How D.2 can be applied would be to invoke tolerance class 2 for part of a structure to which a glazed facade
was to be fitted, in order to reduce the amount of clearance and adjustability required at the interface.
If D.2 is used, and the choice of class is not specified, tolerance class 1 applies.
In applying Table D.2.19, the protruding length of a vertical foundation bolt (in its best-fit position if adjustable)
should be vertical to within 1 mm in 20 mm. A similar requirement would apply to the line of bolts set
horizontally or at other angles.
11.3.3 Alternative criteria
If specified the following alternative criteria may be applied:
a) for welded structures, the following classes according to EN ISO 13920 apply:
1) class C for length and angular dimensions;
2) class G for straightness, flatness and parallelism;
b) for non-welded components the same criteria as in (a);
86
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
c) in other cases, for a dimension d, a permitted deviation ± ∆ equal to the greater of d /500 or 5 mm is
allowed.
12 Inspection, testing and correction
12.1 General
This clause specifies the requirements for inspection and testing with respect to the quality requirements
included in quality documentation (see 4.2.1) or quality plan (see 4.2.2) as relevant.
Inspection, testing and corrections shall be undertaken on the works against the specification and within the
quality requirements set out in this European Standard.
All inspection and testing shall be undertaken to a predetermined plan with documented procedures. Specific
inspection testing and associated corrections shall be documented.
12.2 Constituent products and components
12.2.1 Constituent products
Documents supplied with constituent products in accordance with the requirements of Clause 5 shall be
checked to verify that the information on the products supplied matches those ordered.
NOTE 1 These documents include inspection certificates, test reports, declaration of compliance as relevant for plates,
sections, hollow sections, welding consumables, mechanical fasteners, studs etc.
NOTE 2 This documentation check is intended to obviate the need for testing products generally.
The inspection of the surface of product for defects revealed during surface preparation shall be included in
the inspection and test plans.
If surface defects in steel products revealed during surface preparation are repaired using methods that are in
accordance with this European Standard, the repaired product may be used provided that it complies with the
nominal properties specified for the original product.
There are no requirements for specific testing of products unless otherwise specified.
12.2.2 Components
Documents supplied with components shall be checked to verify that the information on the components
supplied matches those ordered.
NOTE This applies to all delivered and part-fabricated products received into a constructor's works for further
processing (e.g. welded I-sections for incorporation into plate girders), and to products received on site for erection by the
constructor if these are not manufactured by the constructor.
12.2.3 Non conforming products
If the documentation supplied does not include a declaration from the supplier that the products conform to the
specifications, they shall be treated as non conforming products until it can be demonstrated that they meet
the requirements of the inspection and test plan.
If products are first designated as nonconforming and are subsequently proved to be in conformity by test or
retest, the testing shall be recorded.
87
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
12.3 Manufacturing: geometrical dimensions of manufactured components
The inspection plan shall consider the requirements and the checks necessary on prepared constituent steel
products and manufactured components.
Dimensional measurements of components shall always be taken. Methods and instruments used shall be
selected, as appropriate, from those listed in ISO 7976-1 and ISO 7976-2. Accuracy shall be assessed in
accordance with the relevant part of ISO 17123.
The location and frequency of measurements shall be specified in the inspection plan.
The acceptance criteria shall be in accordance with 11.2. The deviations shall be measured with respect to
any specified camber or preset.
If acceptance inspection results in the identification of nonconformity, the action on such nonconformity shall
be as follows:
a) if practicable, the nonconformity shall be corrected using methods that are in accordance with this
European Standard and checked again;
b) if correction is not practicable, modifications to the steel structure may be made to compensate for the
nonconformity provided that this is in accordance with a procedure for handling nonconformities.
Damage resulting in local dents in the surface of hollow sections shall be assessed. The method shown in
Figure 8 may be used.
Characteristic cross-sectional dimension of section is d
Straight edge of length L ≥ 2d Gap ∆ ≤ the larger of d/100 or 2 mm
Figure 8 — Method of assessment for surface profile and permitted deviation of a dented component
If the gap exceeds the permitted deviation, repairs may be executed by means of fully welding on local cover
plates of the same thickness as the original constituent product unless otherwise specified.
NOTE Such repairs are not uncommon, because many hollow sections have relatively thin walls.
This procedure should be used in preference to any hot-shaping procedure in accordance with 6.5.
If trial assembly to 6.10 is used the inspection requirements shall be included in the inspection plan.
12.4 Welding
12.4.1 Inspection before and during welding
Inspection before and during welding shall be included in the inspection plan according to the requirements
given in the relevant part of EN ISO 3834.
88
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Non destructive testing (NDT) methods shall be selected in accordance with EN 12062 by personnel qualified
according to Level 3 as defined in EN 473. Generally ultrasonic testing or radiographic testing applies to butt
welds and penetrant testing or magnetic particle inspection applies to fillet welds.
NDT, with the exception of visual inspection, shall be performed by personnel qualified according to Level 2 as
defined in EN 473.
If the inspection plan requires a check of the fit-up before the welding of hollow sections prepared for branch
welding, the following locations shall be given particular attention:
for circular sections: the mid-toe, mid-heel and two mid-flank positions;
for square or rectangular sections: the four corner positions.
12.4.2 Inspection after welding
12.4.2.1 Timing
The supplementary NDT of a weld shall generally not be completed until after the minimum hold time after
welding shown in Table 23.
Table 23 — Minimum hold times
Hold time
Weld size Heat input Q
(mm) a (kJ/mm) b (hours) c
S235 to S420 S460 and above
a or s ≤ 6 All Cooling period only 24
≤ 3 8 24
6 < a or s ≤ 12
> 3 16 40
≤ 3 16 40
a or s > 12
> 3 40 48
a
Size applies to the nominal throat thickness a of a fillet weld or the nominal material thickness s of a full
penetration weld. For individual partial penetration butt welds the governing criterion is the nominal weld depth
a, but for pairs of partial penetration butt welds welded simultaneously it is the sum of the weld throats a.
b Heat input Q to be calculated in accordance with Clause 19 of EN 1011-1:1998.
c The time between weld completion and commencement of NDT shall be stated in the NDT report. In the
case of “cooling period only” this will last until the weld is cool enough for NDT to commence.
For welds requiring preheat, these periods may be reduced if the weldment is post-heated for a period after
welding is complete in accordance with Annex C of EN 1011-2:2001.
If a weld will become inaccessible through subsequent work, it shall be inspected prior to subsequent work
being carried out.
Any weld located in a zone where unacceptable distortion has been corrected shall be inspected again.
12.4.2.2 Scope of inspection
All welds shall be visually inspected throughout their entire length. If surface imperfections are detected,
surface testing by penetrant testing or magnetic particle inspection shall be carried out on the inspected weld.
Unless otherwise specified no supplementary NDT is required for EXC1 welds. For EXC2, EXC3 and EXC4
welds the extent of supplementary NDT is as specified below.
The extent of NDT covers both testing of surface or internal imperfections if applicable.
For the first 5 joints made to the same new WPS the following requirements shall be fulfilled:
89
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
a) the quality level B is required for demonstration of the WPS in production conditions;
b) the % to be tested shall be double of the values in Table 24 (max. 100 %);
c) the minimum length to be inspected is 900 mm.
If inspection gives non conforming results, investigation shall be carried out in order to find the reason and a
new set of five joints shall be tested. The guidance in Annex C of EN 12062:1997 should be followed.
NOTE 1 The purpose of the inspection described above is to establish that with a WPS can be produced conforming
quality when implemented in production. For development and use of a WPS see flow diagram in Annex L.
Once it has been established that production welding according to a WPS meets the quality requirements, the
required extent of supplementary NDT shall be in accordance with Table 24 with further joints welded
according to the same WPS treated as a single continuing inspection lot. The percentages apply to the extent
of supplementary NDT treated as the cumulative amount within each inspection lot.
The joints for inspection according to Table 24 shall be selected on the basis of Annex C of
EN 12062:1997, with a minimum total length for an inspection lot x of 900 mm, ensuring that sampling covers
the following variables as widely as possible: the joint type, the constituent product grade, the welding
equipment and the work of the welders. The execution specification may identify specific joints for inspection
together with the extent and method of testing.
If inspection discovers weld defects within an inspection length in excess of the requirements specified in the
acceptance criteria, inspection shall be undertaken over two inspection lengths, one on each side of the length
including the defect. If inspection on one or other side gives non conforming results, investigation shall be
carried out in order to find the reason.
NOTE 2 The purpose of the inspection in Table 24 is to establish that ongoing production is producing conforming
welds.
90
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table 24 — Extent of supplementary NDT
Shop and site welds
Type of weld
EXC2 EXC3 EXC4
Transverse butt welds and partial penetration welds in butt joints subjected to
tensile stress:
U ≥ 0,5
10 % 20 % 100 %
U < 0,5
0 % 10 % 50 %
Transverse butt welds and partial penetration welds:
in cruciform joints 10 % 20 % 100 %
in T joints 5 % 10 % 50 %
Transverse fillet welds in tension or shear:
With a > 12 mm or t > 20 mm 5 % 10 % 20 %
With a ≤ 12 mm and t ≤ 20 mm 0 % 5 % 10 %
Longitudinal welds and welds to stiffeners 0 % 5 % 10 %
NOTE 1 Longitudinal welds are those made parallel to the component axis. All the others are considered as transverse
welds.
NOTE 2 U = Utilization grade for welds for quasi-static actions. U = E/R, where E is the largest action effect of the
d d d
weld and R is the resistance of the weld in the ultimate limit state.
d
NOTE 3 Terms a and t refer respectively to the throat thickness and the thickest material being joined.
12.4.2.3 Visual inspection of welds
The visual inspection shall be performed after completion of welding in an area and before any other NDT
inspection is carried out.
Visual inspection shall include:
a) the presence and location of all welds;
b) inspection of the welds in accordance with EN 970;
c) stray arcs and areas of weld spatter.
The inspection of the shape and surface of welds of welded branch joints using hollow sections shall pay
careful attention to the following locations:
a) for circular sections: the mid-toe, mid-heel and two mid-flank positions;
b) for square or rectangular sections: the four corner positions.
91
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
12.4.2.4 Additional NDT methods
The following NDT methods shall be carried out in accordance with the general principles given in
EN 12062 and with the requirements of the standard particular to each method:
a) penetrant testing (PT) according to EN 571-1;
b) magnetic particle inspection (MT) according to EN 1290;
c) ultrasonic testing (UT) according to EN 1714, EN 1713;
d) radiographic testing (RT) according to EN 1435.
The field of application of NDT methods is specified in their relevant standards.
12.4.2.5 Correction of welds
For EXC2, EXC3 and EXC4, repairs by welding shall be carried out in accordance with qualified welding
procedures.
Corrected welds shall be checked and shall meet the requirements of the original welds.
12.4.3 Inspection and testing of welded shear studs for composite steel and concrete structures
Inspection and testing of welded shear studs for composite steel and concrete structures shall be carried out
according to EN ISO 14555.
This inspection includes checking the length of the studs after welding.
Non conforming studs shall be replaced. It is recommended that replacement studs be welded in an adjacent
new position.
The proper operation of welding equipment used on site should be rechecked after it has been moved and at
the commencement of each shift or other period of work by using tests on studs welded with the equipment in
accordance with EN ISO 14555.
12.4.4 Production tests on welding
If specified, for EXC3 and EXC4, production tests shall be carried out as follows:
a) each welding procedure qualification used for welding steel grades higher than S460 shall be checked
with a production weld. Testing includes visual examination, penetrant testing or magnetic particle
inspection, ultrasonic testing or radiographic testing (for butt welds), hardness testing and macroscopic
examination. The tests and results shall be in accordance with the relevant standard for welding
procedure test;
b) if the deep penetration of a welding process is used for fillet welds, the penetration of the welds shall be
checked. The results of the actual penetration shall be documented;
c) for bridge deck orthotropic steel plates:
1) stiffener to deckplate connections welded by fully mechanized welding process shall be checked with
a production test for each 120 m length of bridge, with a minimum of one production test for a bridge,
and inspected by macro-examination. Macro section tests shall be prepared at start or stop and at the
middle of the weld;
2) stiffener to stiffener connections with splice plates shall be checked with a production test.
92
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
12.5 Mechanical fastening
12.5.1 Inspection of non-preloaded bolted connections
All connections with non-preloaded mechanical fasteners shall be visually checked after they are bolted up
with the structure aligned locally.
Connections identified during snagging that do not have a full complement of bolts shall be checked for fit up
after the missing bolts have been installed.
Acceptance criteria and action to correct nonconformity shall be in accordance with 8.3 and 9.6.5.3.
If the nonconformity is due to differing ply thickness that exceeds the criteria specified in 8.1, the connection
shall be remade. Otherwise nonconformity may be corrected, if possible, by adjusting the local alignment of
the component.
Corrected connections shall be checked again on re-completion.
If an insulation system is required at junctions between stainless steel and other metals, the requirements for
checking the installation shall also be specified.
12.5.2 Inspection and testing of preloaded bolted connections
12.5.2.1 Inspection of friction surfaces
If the connections incorporate friction surfaces the surfaces shall be visually checked immediately before
assembly. Acceptance criteria shall be in accordance with 8.4. Nonconformities shall be corrected in
accordance with 8.4.
If preloaded bolts are used for stainless steel connections, the requirements for inspection and testing shall be
specified.
12.5.2.2 Inspection before tightening
All connections with preloaded mechanical fasteners shall be visually checked after they are initially bolted up
with the structure aligned locally and before the commencement of preloading. Acceptance criteria shall be in
accordance with 8.5.1.
If the nonconformity is due to differing ply thickness that exceeds the criteria specified in 8.1, the connection
shall be remade. Otherwise nonconformity may be corrected, if possible, by adjusting the local alignment of
component.
If chamfered washers are installed then they shall be visually checked to ensure that assembly is in
accordance with 8.2.4 and Annex J.
Corrected connections shall be checked on re-completion.
For EXC2, EXC3 and EXC4, the tightening procedure shall be checked. If tightening is carried out by the
torque method or the combined method, the torque wrench calibration certificates shall be checked to verify
the accuracy to 8.5.1.
12.5.2.3 Inspection during and after tightening
In addition to the following general requirements for inspection, which apply to all tightening methods except
for the HRC method, particular requirements are given in 12.5.2.4 to 12.5.2.7.
For EXC2, EXC3 and EXC4, inspection during and after tightening shall be carried out as follows:
93
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
a) inspection of installed fasteners and/or methods of installation shall be undertaken depending on the
tightening method used. The locations selected shall be on a random basis ensuring that the sampling
covers the following variables as appropriate - connection type; bolt group, fastener lot, type and size;
equipment used and the operatives;
b) for the purposes of the inspection, a bolt group is defined as bolt assemblies of the same origin in similar
connections with the bolt assemblies of the same size and class. A large bolt group may be subdivided
into a number of subgroups for inspection purposes;
c) the number of bolt assemblies inspected overall in a structure shall be as follows:
EXC2: 5 % for the second step of the torque or the combined method and for the DTI method;
EXC3 and EXC4:
i. 5 % for the first step and 10% for the second step of the combined method;
ii. 10 % for the second step of the torque method and for the DTI method;
d) unless otherwise specified, the inspection shall be carried out using a sequential sampling plan according
to Annex M for a sufficient number of bolt assemblies until either the acceptance or the rejection
conditions (or all assemblies have been tested) for the relevant sequential type are met for the relevant
criteria. The sequential types shall be as follows:
EXC2 and EXC3: sequential type A;
EXC4: sequential type B;
e) the pretightening step shall be checked by visual inspection of connections to ensure they are fully
packed;
f) for final tightening inspection the same bolt assembly shall be used for checking both under-tightening
and, if specified, over-tightening;
g) for the inspection of pretightening only the under-tightening criterion is to be checked;
h) the criteria defining a nonconformity and requirements for corrective action are specified below for each
tightening method;
i) if the inspection leads to a rejection, all the bolting assemblies in the bolt subgroup shall be checked and
corrective actions shall be taken. If the result of inspection when using a sequential type A is negative, the
inspection may be enlarged to the sequential type B;
j) after completion a new inspection is required.
If fasteners are not applied in accordance with the defined method, the removal and re-installation of the
whole bolt group shall be witnessed.
12.5.2.4 Torque method
The inspection of a bolt assembly shall be carried out, using Table 25, by the application of a torque to the nut
(or to the bolt head if specified) using a calibrated torque wrench. The objective is to check that the torque
value necessary to initiate rotation is at least equal to 1,1 times the torque value M (i.e M or M ). Caution
r,i r,2 r, test
shall be taken to keep the rotation to a strict minimum. The following conditions apply:
a) the torque wrench used for the inspections shall be correctly calibrated and have an accuracy of
± 4 %;
94
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
b) the inspection shall be carried out between 12 h and 72 h after final completion of tightening in the bolt
subgroup concerned;
NOTE 1 If the bolt assemblies to be inspected are from different assembly lots, with inspection torque values that
are different the locations of each lot should be established.
NOTE 2 If the contact surfaces are protection-coated, in particular if painted, the loss of preload can be such that
the satisfying of the criteria specified is not possible. Special inspection procedures, such as continuous
supervision of tightening, can be necessary in these circumstances.
c) if the result is rejection, the accuracy of torque wrench used for tightening shall be checked.
Table 25 — Inspection of tightening by the torque method
Execution Class At start of tightening After tightening
EXC2 - Identification of assembly bolt lot Inspection of the second tightening
locations step
EXC3 and EXC4 - Identification of assembly bolt lot Inspection of the second tightening
locations, step
- checking the bolt tightening procedure for
each bolt group.
NOTE For assembly bolt lot definition, see EN 14399-1.
A bolting assembly for which the nut turns by more than 15° by the application of the inspecting torque is
considered to be under-tightened (< 100 %) and shall be retightened up to 100 % of the required torque.
12.5.2.5 Combined method
For EXC3 and EXC4 the first step shall be controlled before marking using the same torque conditions as
used to reach the 75 % condition. A bolt which turns by more than 15° by the application of the inspecting
torque is considered defective and shall be retightened.
If the connections are not fully packed according to 8.3 and 8.5.1, the calibrations of the torque wrenches in
combination with the applied loads shall be controlled by supplementary tests to achieve the correct initial
pretightening load. If necessary, the first step has to be repeated with the corrected torque values.
If still unpacked, the thickness and out of plane of the assembled connections shall be inspected and
adjusted.
Before the second step starts, the markings of all the nuts relative to the bolt threads shall be visually
inspected. Any mark missing shall be corrected.
After the second step, the marks shall be inspected with the following requirements:
a) if the rotation angle is more than 15° below the specified value, this angle shall be corrected;
b) if the rotation angle is more than 30° over the specified angle, or the bolt or the nut has failed, the bolt
assembly shall be replaced by new one.
12.5.2.6 HRC method
The inspection shall be carried out on 100 % of the bolting assemblies by visual inspection. Fully tightened
bolt assemblies are identified as those with the spline end sheared off. A bolt assembly for which the spline
end remains is considered to be under-tightened.
95
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If tightening of HRC bolting assemblies is completed using the torque method according to 8.5.3 or by the DTI
method to 8.5.6, they shall be inspected according to 12.5.2.4 or 12.5.2.7 as appropriate.
12.5.2.7 Direct tension indicator method
After the pretightening step, connections shall be inspected to ensure that they are properly packed in
accordance with 8.3. The local alignment of non conforming connections shall be corrected before final
tightening commences.
After final tightening, assemblies selected for inspection in accordance with 12.5.2.3 shall be checked to
establish that the final indicator settings are in accordance with the requirements in Annex J. The visual
inspection shall include a check to identify any indicators that exhibit full compression of the indicator. No
more than 10 % of the indicators in a connection bolt group shall exhibit full compression of the indicator.
If the fasteners are not installed in accordance with Annex J or if the final indicator setting is not within the
specified limits, the removal and reinstallation of the non conforming assembly shall be supervised, and the
whole bolt group shall then be inspected. If the direct tension indicator has not been tightened to the specified
limit, the assembly can be further tightened until this limit is achieved.
12.5.3 Inspection, testing and repairs of hot rivets
12.5.3.1 Inspection
The number of rivets inspected overall in a structure shall be at least 5 %, with a minimum of 5.
Heads of driven rivets shall be visually inspected and shall satisfy the acceptance criteria of 8.7.
Inspection of satisfactory contact shall de done by lightly ringing the rivet head with a hammer of
0,5 kg. The inspection is carried out using a sequential sampling plan according to Annex M to a sufficient
number of rivets until either the acceptance or the rejection conditions for the relevant sequential type are met
for the relevant criteria. The sequential types are as follows:
EXC2 and EXC3: sequential type A;
EXC4: sequential type B.
If the inspection leads to a rejection, all the rivets shall be checked and corrective actions shall be taken.
12.5.3.2 Repairs
If it is necessary to replace a defective rivet, it shall be done before the structure is loaded. Cutting out shall be
done by means of a chisel or by cutting.
After removing a rivet, sides of the rivet hole shall be inspected carefully. In case of cracks, pits, or hole
distortion, the hole shall be reamed. If necessary, the replacement rivet shall be of a larger diameter than that
removed.
12.5.4 Inspection of cold formed components and sheeting fastening
12.5.4.1 Self-tapping and self-drilling screws
If using self-tapping screws, sample holes shall be measured periodically by spot checks on site to ensure that
they are in accordance with the fastener manufacturer's recommendations.
If using self-drilling and self-tapping screws on site, sampler screws shall be spot checked periodically to
ensure thread integrity after setting. This method is advisable for each different application. Fasteners which
96
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
exhibit a deformation of thread form exceeding the limits given by the fastener manufacturer shall be treated
as nonconforming and be replaced with new fasteners.
NOTE The advice of the fastener manufacturer should be sought in respect of replacement fasteners. These can
need to be of a larger diameter to ensure a secure fixing in a pre-formed hole.
12.5.4.2 Blind rivets
Sample holes shall be measured periodically by spot checks on site to ensure that they are in accordance with
the product manufacturer’s recommendations.
Holes with burred edges that would adversely affect the drawing together of the connected parts shall be
treated as nonconforming until such time as they are rectified.
Connections with blind rivets shall be inspected to ensure that the upset at the blind end of the rivet is not
formed between the overlapping sheets. Such connections shall be treated as nonconforming. The spoilt rivet
shall be removed and replaced.
If the spoilt rivet is removed with a drill of larger diameter than used to form the original hole the replacement
rivet shall be suitable for the hole size created.
12.5.5 Special fasteners and fastening methods
12.5.5.1 General
Requirements for inspection of connections using special fasteners or special fastening methods in
accordance with 8.9 shall be specified.
If tapped holes are used in cast materials, NDT around the tapped holes shall be carried out to ensure
material homogeneity.
12.5.5.2 Cartridge fired and air driven pins
Inspection shall be carried out to ensure that cartridge fired and air driven pins connections have not been
over or underdriven.
NOTE If too powerful a power load is used there may be heavy indentation or excessive deformation of the washers
(overdriving). Insufficient penetration of the fastener is due to use of too light driving force (underdriving).
The manufacturer's identification mark on the pin shall still be recognizable after the fasteners have been
driven.
12.5.5.3 Other mechanical fasteners
Inspection of connections with other mechanical fasteners (such as, e.g. hook-bolts, special fasteners) shall
be applied according to national product standards/recommendations or manufacturers guidelines or specified
methods.
12.6 Surface treatment and corrosion protection
If the structure is to be protected against corrosion, inspection of the structure prior to corrosion protection
shall be carried out against the requirements of Clause 10.
All surfaces, welds and edges shall be visually inspected.The acceptance criteria shall meet requirements of
EN ISO 8501.
Nonconforming components shall be retreated, retested and re-inspected afterwards.
The inspection of the corrosion protection shall be carried out according to Annex F.
97
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
12.7 Erection
12.7.1 Inspection of trial erection
Requirements for inspection of any trial erection to 9.6.4 shall be specified.
12.7.2 Inspection of the erected structure
The condition of the erected structure shall be inspected for any indication that components have been
distorted or overstressed, and to ensure that any temporary attachments have either been removed
satisfactorily or are in accordance with the specified requirements.
12.7.3 Survey of geometrical position of connection nodes
12.7.3.1 Survey methods and accuracy
A survey of the completed structure shall be made. This survey shall be related to the secondary net. For
EXC3 and EXC4 this survey shall be recorded; if there is a requirement to record dimensional checks at
acceptance of the structure, this shall be specified.
Methods and instruments used shall be selected from those listed in ISO 7976-1 and ISO 7976-2. The
selection shall take into account the capability of the survey process in terms of accuracy relative to the
acceptance criteria. If appropriate, the survey shall be corrected for the effects of temperature and the
accuracy of the measurements relative to that in 9.4.1 shall be estimated according to the relevant parts of
ISO 17123.
NOTE In most cases where surveys take place in ambient temperatures between 5 °C and 15 °C no correction is
necessary.
12.7.3.2 System of measurement
The system of permitted deviations is built up from position points at base level, an envelope for column
verticality and a series of intermediate and roof levels referred to as-built floor levels.
NOTE Position points mark the location of individual components for instance columns (see ISO 4463-1).
Each individual value shall be in accordance with the values from the figures and tables. The algebraic sum of
the discrete values shall not be greater than the permitted deviations for the total structure.
The system shall set out requirements for connection positions. Between these positions the manufacturing
tolerances define permitted deviations.
The system does not set out explicit requirements for secondary structural components such as side posts
and purlins.
Special attention will need to be given to establishing lines and levels when fitting to existing construction.
12.7.3.3 Reference points and levels
Erection tolerances shall generally be specified relative to the following reference points on each component:
a) for components within 10° of the vertical: the centre of the component at each end;
b) for components within 45° of the horizontal (including the tops of lattice trusses): the centre of the top
surface at each end;
c) for internal components in built-up lattice girders and trusses: the centre of the component at each end;
98
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
d) for other components: the erection drawings shall indicate the reference points which shall generally be
the top or outside surfaces of components mainly subject to bending and centre lines of components
mainly subject to direct compression or tension.
Alternative reference points may be substituted for ease of reference, provided that they have similar effect to
those specified above.
12.7.3.4 Location and frequency
Measurements will only be taken of the position of components adjacent to site interconnection nodes as set
out below, unless otherwise specified. The location and frequency of measurements shall be specified in the
inspection plan.
NOTE Critical dimensional checks of the as-built structure necessary in relation to special tolerances should be
identified and these should be incorporated into the inspection plan.
The positional accuracy of the erected steelwork should be measured under self weight of steelwork only
unless otherwise specified. The conditions under which the measurements shall take place shall then be
specified as well as the deviations and movements due to imposed loads, other than those due to self weight
of steelwork, if these can affect dimensional checks.
12.7.3.5 Acceptance criteria
The acceptance criteria are given in 11.2 and 11.3.
12.7.3.6 Definition of nonconformity
Assessment of whether a non conformity exists shall take into account the inevitable variability in methods of
measurement calculated in accordance with 12.7.3.1.
NOTE 1 ISO 3443-1 to -3 give guidance on tolerances for buildings and the implications of variabilities (including
manufacturing, setting-out and erection deviations) on the fit between components.
Accuracy of construction shall be interpreted in relation to the expected deflections, cambers, presets, elastic
movements and thermal expansion of components.
NOTE 2 EN 1993-1-4 gives values for the coefficient of thermal expansion for common stainless steels.
If significant movement of a structure is anticipated that could affect dimensional checking (e.g. for tension
structures) an envelope of permissible positions shall be specified.
12.7.3.7 Action on nonconformity
Action on nonconformity shall be in accordance with 12.3. Corrections shall be carried out using methods that
are in accordance with this European Standard.
If a steel structure is handed over with uncorrected nonconformities awaiting action these shall be listed.
12.7.4 Other acceptance tests
If components of a structure are to be erected to a specific load rather than position, detailed requirements,
including tolerance range on the load shall be specified.
99
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex A
(normative)
Additional information, list of options and
requirements related to the execution classes
A.1 List of required additional information
This clause lists in Table A.1 the additional information that is required in the text of this European Standard
as appropriate to fully define the requirements for execution of the work to be in accordance with this
European Standard (i.e. where the wording “shall be specified” is used).
Table A.1 — Additional information
Clause Additional information required
5 – Constituent products
5.1 Properties of products not covered by listed standards
5.3.1 Grades, qualities and, if appropriate, coating weights and finishes for steel products
5.3.3 Additional requirements related to special restrictions on either surface imperfections or repair of
surface defects by grinding in accordance with EN 10163, or with EN 10088 for stainless steel
5.3.3 Surface finish requirements for other product
5.3.4 Internal discontinuity quality class S1 of EN 10160 for EXC3 and EXC4
5.3.4 Additional requirement for special properties if relevant
5.4 Grades, grade suffixes and finishes for steel castings
5.6.3 Property classes of bolts and nuts, and surface finishes for structural bolting assemblies for non
preloaded applications
Mechanical properties for some bolting assemblies
Full details for the use of insulation kits
5.6.4 Property classes of bolts and nuts and surface finishes for structural bolting assemblies for preloading
5.6.6 Chemical composition of weather resistant assemblies
5.6.11 Mechanical fastener type for use in stressed skin applications
5.6.12 Special fastener not standardised in CEN or ISO standards, as well as any tests necessary
5.8 Grouting materials to be used
5.9 Requirements for type and characteristics of expansion joints
5.10 Tensile strength grade and coating of wires
Designation and class of strands
Minimum breaking load and diameter of steel wire ropes and requirements related to corrosion
protection
100
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clause Additional information required
6 – Preparation and assembly
6.2 d) Areas where the marking method would not affect the fatigue life
6.2 Zones where identification marks are not permitted or shall not be visible after completion
6.5.4 b) Minimum bending radii for stainless steels other than those to referred grades
6.5.4 c) Protective membranes for cold formed thin gauge components
6.6.1 Special dimensions for movement joints
6.6.1 Nominal hole diameter for hot rivets
6.6.1 Dimensions of countersinking
6.7 Locations where sharp re-entrant corners are not permitted for thin gauge components and sheeting,
with the minimum acceptable radii
6.9 Special requirements to connections for temporary components, including those related to fatigue
7 – Welding
7.5.6 Areas where welding of temporary attachments is not permitted
7.5.6 Use of temporary attachments for EXC3 and EXC4
7.5.13 Dimensions of holes for slot and plug welds
7.5.14.1 Minimum visible width of arc spot welds
7.5.15 Requirements for other weld types
7.5.17 Requirements for grinding and dressing of the surface of completed welds
7.7.2 Surface finish of the weld zones on stainless steels
7.6 Any additional requirements for weld geometry and profile
7.7.3 Requirements for welding different stainless steels to each other or to other metallic materials
8 – Mechanical fastening
8.2.2 Minimum diameter of fasteners for thin gauge components and sheeting
Dimensions of bolts in connection utilising the shear capacity of the unthreaded shank
8.2.4 Dimensions and steel grade of plate washers to be used with long slotted or oversized holes
Dimensions and steel grade of taper washers
8.4 Requirements related to contact surfaces in slip resistant connections for stainless steels
8.4 Area of contact surfaces in preloaded joints
8.8.4 Requirements for the side lap fasteners as structural fasteners
8.9 Requirements and any tests required for use of special fasteners and fastening methods
8.9 Requirements for use of hexagon injection bolts
9 – Erection
9.4.1 Reference temperature for setting out and measuring the steelwork
9.5.5 Method of sealing the edges of a base plate if no grouting is needed
101
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clause Additional information required
10 – Surface treatment
10.1 Requirements to take account of the particular coating system to be applied
10.2 Preparation grade of surfaces or expected life of the corrosion protection together with the corrosivity
category
10.3 If necessary, procedures to ensure that the surface of uncoated weather resistant steels is acceptable
visually after weathering
10.3 Requirements for surface treatment of contact non-weather/weather resistant steels
10.6 Internal treatment system, if enclosed spaces are to be sealed by welding or provided with internal
protective treatment
10.6 Method to be used for sealing the interface if mechanical fasteners penetrate the wall of sealed
enclosed spaces
10.9 Method and extent of repairs after cutting or welding
10.10.2 Method, level and extent of cleaning of stainless steels
11 – Geometrical tolerances
11.1 Additional information related to special tolerances if these tolerances are specified
11.3.1 The system of functional tolerances to be used
12 – Inspection, testing and corrections
12.3 Location and frequency of measurements for geometrical dimensions of components
12.5.1 Requirements for checking the installation of an insulation system
12.5.2.1 Requirements for inspection and testing of preloaded bolts used for stainless steels connections
12.5.5.1 Requirements for inspection of connections using special fasteners or special fastening methods
12.7.1 Requirements for inspection of trial erection
12.7.3.4 Location and frequency of measurements for the survey of geometrical position of connection nodes
12.7.4 Tolerance range on the load, if components of a structure are to be erected to a specific load
Annex F – Corrosion protection
F.1.2 Performance specification for corrosion protection
F.1.3 Prescriptive requirements for corrosion protection
F.4 Extent of surfaces that are affected by the preloaded bolts in non slip resistant connections
F.6.3 Requirements for procedure qualification of the dipping process if hot dip galvanizing of cold-formed
components after manufacture is specified
F.6.3 Requirements for the inspection, checking or qualification of the preparation to be carried out before
subsequent overcoating, for galvanized components
102
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
A.2 List of options
This Annex lists the items which may be specified in the execution specification to define requirements for the
execution of the work where options are given in this European Standard.
Table A.2 — List of options
Clause Option(s) to be specified
4 – Specifications and documentation
4.2.2 If a quality plan for execution of the works is required
5 – Constituent products
5.2 If traceability for each product is specified
5.3.1 If structural steel products other than those listed in Tables 2, 3 and 4 are to be used
5.3.2 If other thickness tolerances for structural steel plates are spec ifid
5.3.2 If thickness class other than class A is to be used for other structural and stainless steel
products
5.3.3 If more stringent surface conditions are required for plates in EXC3 and EXC4
5.3.3 b) If discontinuities such as cracks, shell and seams shall be repaired
5.3.3 If decorative or specialist surface finishes are specified
5.3.4 If areas close to bearing diaphragms or stiffeners are to be checked for the existence of internal
discontinuities
5.5 If other options than those in Table 6 shall be used
5.6.3 If fasteners according to EN ISO 898-1 and EN 20898-2 can be used to join stainless steels
according to EN 10088
5.6.4 If stainless steel bolts can be used in preloaded applications
5.6.7 If reinforcing steels may be used for foundation bolts together with the steel grade
5.6.8 If locking devices are required
5.6.8 If other products than those in the referred standards are to be used
6 – Preparation and assembly
6.2 If other requirements apply to hard stamped numbers, punched or drilled marks
6.2 If soft or low stress stamps may be used
6.2 If soft or low stress stamps may not be used for stainless steels
6.4.4 If hardness of free edge surfaces is specified for carbon steels
6.4.4 If other requirements are specified for the check of the capability of cutting processes
6.5.4 b) Other minimum bending radii for stainless steels to referred grades
6.5.4 d) Other conditions for circular tubes bending by cold forming
6.6.1 Other nominal clearance for normal round holes for applications such as towers and masts
Table 11 a)
6.6.2 Other tolerances on hole diameter
6.6.3 If holes formed by punching shall be reamed for EXC1 and EXC2
6.6.3 Other specification for long slotted holes
103
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clause Option(s) to be specified
6.8 If full contact bearing surfaces are specified
6.10 If, and to what extent, trial assembly is to be used
7 – Welding
7.3 If use of other welding processes is explicitly allowed
7.4.1.1 If special deposition conditions for tack welds are required
74.1.2 b) 1) If impact tests are required
7.4.1.4 If welding production tests are required
7.5.4 Other specification than in Annex E for assembly of hollow section components to be welded
7.5.6 If cutting and chipping are permitted for EXC3 and EXC4
7.5.8.2 If end returns on fillet welds for thin gauge components shall not be completed
7.5.9.1 If run-on/run-off pieces are required for EXC2
7.5.9.1 If a flush surface is required
7.5.9.2 If permanent steel backing material shall not be used for single side welds
7.5.9.2 If flush grinding of single-sided butt welds in joints between hollow sections executed without
backing is permitted
7.5.13 If plug welds performed without previous slot welding are permitted
7.5.14.1 If weld washers are accepted for stainless steels
7.7.1 Other methods than contact pyrometers to measure temperature
7.7.2 If the coloured oxide films formed during welding shall be removed for stainless steels
7.7.2 If slag associated with welding may not be removed
7.7.2 If copper backing may be used for stainless steels
8 – Mechanical fastening
8.2.1 If, in addition to tightening measures or other means are to be used to secure the nuts
8.2.1 If bolts and nuts may be welded
8.2.2 If nominal fastener diameter may be less than M12 for structural bolting
8.2.4 If washers are required for non-preloaded bolt connections
8.3 If full contact bearing is specified (see 6.8)
8.5.1 Other nominal minimum preloading force value together with the relevant bolt assemblies,
tightening method, thigtening parameters and inspection requirements
8.5.1 If there are restrictions on use of any of the tightening methods given in Table 20
8.5.1 If calibration to Annex H for the torque method is permitted
8.5.1 If measures shall be taken to offset possible subsequent loss of preloading force
8.5.4 a) If another value than Mr,1 = 0,13 d Fp,C is to be used
8.5.4 If other values than those given in Table 21 are specified
8.5.5 If the first step of HRC bolts is to be repeated
8.6 If the length of the threaded portion of the shank of the fit bolt (including thread run out)
included in the bearing length may exceed 1/3 of the thickness of the plate
8.7.2 If a flush surface of countersunk rivets is specified
8.7.3 If outer faces of plies shall be free of indentation by the riveting machine
8.8.2 If the fasteners for thin gauge components may be located elsewhere than in the valley of the
104
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
corrugation
Clause Option(s) to be specified
9 – Erection
9.5.3 If compensation for settlement of supports is not acceptable
9.5.4 If levelling nuts on the foundation bolts under the base plate shall be removed
9.5.4 If packings subsequently to be grouted, may be placed so that the grout does not totally encloses
them
9.5.4 If packings for bridges may be left in position
9.5.5 If treatment of steelwork, bearings and concrete surfaces is required before grouting
9.6.5.2 If it is required that bracings in tall buildings are to be de-stressed as erection progresses
9.6.5.3 If material of shims may be different from flat steel
10 – Surface treatment
10.1 If corrosion protection is required
10.2 If there are requirements for surface treatment of stainless steels
10.5 If enclosed spaces shall be sealed after galvanizing and, if so, with what
10.6 If weld imperfections permitted under the welding specification require sealing by application of
suitable filler material
10.6 If sealing welds require further inspection after visual inspection
10.7 If there are specific requirements for coating surfaces in contact with concrete
10.8 If faying surfaces and surfaces beneath washers may not be treated
10.8 If bolted connections including the perimeter around such connections may not be treated with the
full corrosion protection system specified for the remainder of the steelwork.
10.9 if repair, or additional protective treatment, is required to cut edges and adjacent surfaces after
cutting
11 – Geometrical tolerances
11.2.3.5 If shims may not be used to reduce the gap of bolt splices in full contact bearing
11.3.3 If specified alternative criteria may be applied
12 – Inspection, testing and corrections
12.2.1 If there are requirements for specific testing of constituent products
12.3 Other methods for repairing damage resulting in local dents in the surface of hollow sections
12.4.2.2 If additional NDT are required for EXC1
12.4.2.2 If specific joints are identified for inspection together with the extent and method of testing
12.4.4 If production tests are required for EXC3 and EXC4
12.5.2.3 Other inspection method than sequential sampling plan in Annex M
12.5.2.3 If checking of over-tightening is required
12.7.3.1 If there is a requirement to record dimensional checks at acceptance of the structure for EXC3 and
EXC4
12.7.3.4 Other extent of measurements for the survey of geometrical position of connection nodes
12.7.3.4 Conditions of measurements other than under the self weight of steelwork
105
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clause Option(s) to be specified
Annex F – Corrosion protection
F.2.2 Other requirements than EN ISO 8501 and EN ISO 1461 for surface preparation of carbon steels
F.5 If the lower embedded part of foundation bolts shall not be left untreated
F.7.3 If reference areas are not specified for corrosion protection systems in Corrosivity Categories C3 to
C5 and Im1 to Im3
F.7.4 If galvanized components are not subjected to post-galvanizing inspection (LMAC)
106
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
A.3 Requirements related to the execution classes
This clause lists requirements specific to each of the execution classes referenced in this European Standard.
“Nr” in the table means: No specific requirement in the text.
Items identified in bold letters in Table A.3 relate to the general system of control of execution and are
amenable to a common choice of execution class across the whole of the works (or a phase of the works).
The other items generally demand the selection of the appropriate execution class on a component–by-
component or a connection detail-by-detail basis.
Table A.3 — Requirements to each execution class
Clauses EXC1 EXC2 EXC3 EXC4
4 – Specifications and documentation
4.2 Constructor’s documentation
4.2.1 Nr (No
Yes Yes Yes
Quality documentation requirement)
5 – Constituent products
5.2 Identification, inspection documents and traceability
Inspection documents See Table 1 See Table 1 See Table 1 See Table 1
Traceability Nr (No Yes (partial) Yes (full) Yes (full)
requirement)
Marking Nr Yes Yes Yes
5.3 Structural steels products
5.3.2 Class A Class A Class A Class B
Thickness tolerances
5.3.3 Flat - Class A2 Flat - Class A2 More stringent More stringent
Surface conditions Long – Class C1 Long – Class C1 conditions if specified conditions if
specified
5.3.4 Nr Nr Internal discontinuity Internal discontinuity
Special properties quality class S1 for quality class S1 for
welded cruciform welded cruciform
joints joints
6 – Preparation and assembly
6.2 Identification Nr Nr Finished components Finished
/ Inspection components /
certificates Inspection
certificates
107
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clauses EXC1 EXC2 EXC3 EXC4
6.4 Cutting
6.4.3 Free from EN ISO 9013 EN ISO 9013 EN ISO 9013
Thermal cutting significant u = range 4 u = range 4 u = range 3
irregularities Rz5 = range 4 Rz5 = range 4 Rz5 = range 3
Hardness
Hardness according Hardness according Hardness according
according Table
Table 10, if Table 10, if specified Table 10, if specified
10, if specified
specified
6.5 Shaping
6.5.3 Nr Nr Suitable procedure to Suitable procedure
Flame straightening be developed to be developed
6.6 Holing
6.6.3 Punching Punching Punching + reaming Punching + reaming
Execution of holing
6.7 Cut-outs Nr Min. radius 5 mm Min. radius 5 mm Min. radius 10 mm
Punching not
permitted
6.9 Assembly Drifting: Drifting: Elongation Drifting: Elongation Drifting: Elongation
Elongation Functional Functional tolerance Functional tolerance
Functional tolerance Class 1 Class 2 Class 2
tolerance Class 1
7 – Welding
7.1 General EN ISO 3834-4 EN ISO 3834-3 EN ISO 3834-2 EN ISO 3834-2
7.4 Qualification of welding procedures and welding personnel
7.4.1 Nr See Table 12 and See Table 12 and See Table 12 and
Qualification of Table 13 Table 13 Table 13
welding procedures
7.4.2 Welders: EN Welders: EN 287-1 Welders: EN 287-1 Welders: EN 287-1
Qualification of 287-1
Operators: EN 1418 Operators: EN 1418 Operators: EN 1418
welders and
Operators: EN operators
1418
7.4.3 Nr Technical Technical knowledge Technical knowledge
Welding knowledge according Tables 14 according Tables 14
coordination according Tables or 15 or 15
14 or 15
7.5.1 Joint Nr Nr Prefabrication Prefabrication
preparation primers not allowed primers not allowed
7.5.6 Nr Nr Use to be specified Use to be specified
Temporary
Cutting and chipping Cutting and chipping
attachments
not permitted not permitted
7.5.7 Nr Qualified welding Qualified welding Qualified welding
Tack welds procedure procedure procedure
108
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Clauses EXC1 EXC2 EXC3 EXC4
7.5.9 Butt welds Nr
7.5.9.1 General Run on/run off Run on/run off pieces Run on/run off pieces
pieces if specified
7.5.9.2 Single side Permanent backing Permanent backing
welds continuous continuous
7.5.17 Removal of spatter Removal of spatter
Execution of welding
7.6 EN ISO 5817 EN ISO 5817 EN ISO 5817 EN ISO 5817
Acceptance criteria Quality level D Quality level C Quality level B Quality level B +
if specified generally
9 – Erection
9.6 Erection and work at site
9.6.3
Handling and storage Nr Documented Documented Documented
on site restoration restoration procedure restoration procedure
procedure
9.6.5.3 Nr Nr Securing shims by Securing shims by
Fit up and alignment welding subject to welding subject to
requirements of 7 requirements of 7
12 – Inspection, testing and repair
12.4.2 Inspection after welding
12.4.2.2
Scope of inspection Visual inspection NDT: See Table 24 NDT: See Table 24 NDT: See Table 24
12.4.2.5
Correction of welds No WPQ According to WPQ According to WPQ According to WPQ
required
12.4.4
Production tests Nr Nr If specified If specified
12.5.2
Inspection of Nr as follows as follows as follows
preloaded bolts
connections
109
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
12.5.2.2
Checking the Checking the Checking the
Before tightening
tightening tightening procedure tightening procedure
procedure
12.5.2.3
During and after
tightening 2nd tightening step 1st tightening step 1st pretightening step
2nd tightening step 2nd tightening step
Sequential type A Sequential type A Sequential type B
Assembly lot location
Assembly lot location
12.5.2.4 Checking tightening
Checking tightening
Torque method Assembly lot procedure (each bolt
procedure (each bolt
location lot)
lot)
2 nd tightening step 2 nd tightening step
2nd tightening step
12.5.2.5 1st tightening step
Combined method Inspection of 1st tightening step
Inspection of marking
marking Inspection of marking
2nd tightening step
2nd tightening step 2nd tightening step
12.5.3.1
Inspection, testing Nr Ring test Ring test Ring test
and repair of hot Sequential type A Sequential type A Sequential type B
rivets
12.7.3.1
Survey of the Nr Nr Record of the survey Record of the survey
geometrical position
of connection nodes
110
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex B
(informative)
Guidance for the determination of execution classes
B.1 Introduction
This annex provides guidance for the choice of execution classes with respect to those execution factors that
affect the overall reliability of the completed works and which is a prerequisite for the application of the various
clauses in this European Standard.
NOTE The recommended procedure for determination and the use of execution class according to
EN 1090-2 takes into account the fact that the design will be carried out in accordance with EN 1993 for steel structures or
EN 1994 for the steel parts of composite structures to achieve consistency between the assumptions made in the
structural design and the requirements for execution of the work. The determination of execution class is done in the
design phase where specifics for design and execution of the structure are evaluated, and the information on execution
requirements are given in the execution specification. The guidelines in this annex may be wholly or partially superseded
by future guidelines added to EN 1993.
B.2 Governing factors for choice of execution class
B.2.1 Consequence classes
EN 1990:2002 gives in its Annex B guidelines for the choice of consequence class for the purpose of reliability
differentiation. Consequence classes for structural components are divided in three levels denoted CCi (i = 1,
2 or 3).
NOTE Annex B in EN 1990:2002 is informative. Consequently the national annex to EN 1990 may give provisions for
the application of this annex.
EN 1991-1-7 gives examples of categorisation of building type and occupancy according to consequence
classes that assist with the implementation of Annex B of EN 1990:2002.
A structure, or a part of it, can contain components with different consequence classes.
B.2.2 Hazards connected with execution and use of the structure
B.2.2.1 General
Such hazards may arise from the complexity of the work execution and from uncertainty in the exposure and
actions on the structure that can expose flaws in the structure during use.
Potential hazards are in particular connected with:
service factors arising from the actions to which the structure and its parts are likely to be exposed to
during erection and use and the stress levels in the components in relation to their resistance;
production factors arising from the complexity of the execution of the structure and its components, e.g.
application of particular techniques, procedures or controls.
To account for this differentiation in hazards service categories and production categories are introduced.
111
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
B.2.2.2 Hazards connected with the use of the structure
The service category may be determined on the basis of Table B.1.
Table B.1 — Suggested criteria for service categories
Categories Criteria
(cid:127) Structures and components designed for quasi static actions only (Example:
SC1 Buildings)
(cid:127) Structures and components with their connections designed for seismic actions in
regions with low seismic activity and in DCL*
(cid:127) Structures and components designed for fatigue actions from cranes (class S )**
0
(cid:127) Structures and components designed for fatigue actions according to EN 1993.
(Examples: Road and railway bridges, cranes (class S to S )**, structures
SC2 1 9
susceptible to vibrations induced by wind, crowd or rotating machinery)
(cid:127) Structures and components with their connections designed for seismic actions in
regions with medium or high seismic activity and in DCM* and DCH*
* DCL, DCM, DCH: ductility classes according to EN 1998-1
** For classification of fatigue actions from cranes, see EN 1991-3 and EN 13001-1
A structure or part of a structure can contain components or structural details that belong to different service
categories.
B.2.2.3 Hazards connected with execution of the structure
The production category may be determined on the basis of Table B.2.
Table B.2 — Suggested criteria for production categories
Categories Criteria
(cid:127) Non welded components manufactured from any steel grade products
PC1
(cid:127) Welded components manufactured from steel grade products below S355
(cid:127) Welded components manufactured from steel grade products from S355 and
above
(cid:127) Components essential for structural integrity that are assembled by welding on
PC2 construction site
(cid:127) Components with hot forming manufacturing or receiving thermic treatment during
manufacturing
(cid:127) Components of CHS lattice girders requiring end profile cuts
A structure or part of a structure may contain components or structural details that belong to different
production categories.
B.3 Determination of execution classes
The recommended procedure for determination of execution class is in three steps:
a) selection of a consequence class, expressed in terms of predictable consequences either human,
economical or environmental of a failure or collapse of a component (see EN 1990);
b) selection of a service category and a production category (see Table B.1 and B.2);
c) determination of the execution class from the results of the operations a) and b) according to
Table B.3.
112
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE The determination of the execution class should be taken by the designer and the owner of the construction
works in cooperation, taking national provisions into account. In this decision process the project manager and the
constructor should be consulted as appropriate following any national provisions in the place of use for the structure.
Table B.3 gives the recommended matrix for selection of execution class from the determined consequence
class and the selected production and service category.
Table B.3 — Recommended matrix for determination of execution classes
Consequence classes CC1 CC2 CC3
Service categories SC1 SC2 SC1 SC2 SC1 SC2
PC1 EXC1 EXC2 EXC2 EXC3 EXC3 a EXC3 a
Production
categories
PC2 EXC2 EXC2 EXC2 EXC3 EXC3 a EXC4
a EXC4 should be applied to special structures or structures with extreme consequences
of a structural failure as required by national provisions.
The execution class determines the requirements for the various activities of the execution given in this
European Standard. The requirements are summarised in Annex A.3.
113
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex C
(informative)
Check-list for the content of a quality plan
C.1 Introduction
In accordance with 4.2.2 this annex gives the list of recommended items to be included in a project-specific
quality plan for the execution of a steel structure.
C.2 Content
C.2.1 Management
Definition of the particular steel structure and its location with relation to the project.
Project management organisation plan giving names key personnel, their function and responsibilities during
the project, the chain of command and lines of communication.
Arrangements for planning and coordination with other parties throughout the project and for monitoring of
performance and progress.
Identification of functions delegated to subcontractors and others not in-house.
Identification and proof of competence of qualified personnel to be employed on the project, including welding
coordination personnel, inspection personnel, welders and welding operators.
Arrangements for controlling variations, changes and concessions that take place during the project.
C.2.2 Specification review
Requirement to review the specified project requirements to identify the implications including the choices of
execution classes that would require additional or unusual measures beyond those assured by the company’s
quality management system.
Additional quality management procedures necessitated by the review of the specified project requirements.
C.2.3 Documentation
C.2.3.1 General
Procedures to manage all received and issued execution documentation, including identification of the current
revision status and prevention of the use of invalid or obsolete documents in-house or by subcontractors.
C.2.3.2 Documentation prior to execution
Procedures for providing documentation prior to execution, including:
a) certificates for constituent products including consumables;
b) weld procedure specifications and qualification records;
114
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
c) method statements including those for erection and preloading fasteners;
d) design calculations for temporary works necessitated by the erection methods;
e) arrangements for scope and timing of second or third party approval or acceptance of documentation prior
to execution.
C.2.3.3 Execution records
Procedures for providing execution records, including:
a) constituent products traced to completed components;
b) inspection and test reports and action taken to deal with nonconformities, concerning:
1) Preparation of joint faces prior to welding,
2) Welding and completed weldments,
3) Geometrical tolerances of manufactured components,
4) Surface preparation and treatment,
5) Calibration of equipment including those used for control of preloading of fasteners;
c) pre-erection survey results leading to acceptance that the site is suitable for erection to commence;
d) delivery schedules for components delivered to site identified to location with the completed structure;
e) dimensional surveys of the structure and action taken to deal with nonconformities;
f) certificates for completion of erection and handover.
C.2.3.4 Documentary records
Arrangements for making documentary records available for inspection, and for retaining them for a minimum
period of five years, or longer if required by the project.
C.2.4 Inspection and testing procedures
Identification of the mandatory tests and inspections required by the standard and those provided in the
constructor’s quality system that are necessary for the execution of the project, including:
a) the scope of inspection;
b) acceptance criteria;
c) actions for dealing with nonconformities, corrections and concessions;
d) release/rejection procedures.
Project-specific requirements for inspection and testing, including requirements that particular tests or
inspections are to be witnessed, or points where a nominated third party is to carry out an inspection.
Identification of hold points associated with second or third party witnessing, approval or acceptance of test or
inspection results.
115
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex D
(normative)
Geometrical tolerances
D.1 Essential tolerances
Permitted deviations for essential tolerances are tabulated in:
D.1.1: Essential manufacturing tolerances – Welded profiles
D.1.2: Essential manufacturing tolerances – Press braked cold formed profiles
D.1.3: Essential manufacturing tolerances – Flanges of welded profiles
D.1.4: Essential manufacturing tolerances – Flanges of welded box sections
D.1.5: Essential manufacturing tolerances – Web stiffeners of profiles or box sections
D.1.6: Essential manufacturing tolerances – Stiffened plating
D.1.7: Essential manufacturing tolerances – Cold formed profiled sheets
D.1.8: Essential manufacturing tolerances – Fastener holes, notches and cut edges
D.1.9: Essential manufacturing tolerances – Cylindrical and conical shells
D.1.10: Essential manufacturing tolerances – Lattice components
D.1.11: Essential erection tolerances – Single storey columns
D.1.12: Essential erection tolerances – Multi-storey columns
D.1.13: Essential erection tolerances – Full contact end bearing
D.1.14: Essential erection tolerances – Towers and masts
D.1.15: Essential erection tolerances – Beams subject to bending and components subject to compression
116
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.1 Essential manufacturing tolerances – Welded profiles
No Criterion Parameter Permitted deviation ∆
Depth:
∆ = - h/50
1 Overall depth h: (no positive value given)
Flange width:
∆ = - b/100
2 Width b = b or b :
1 2 (no positive value given)
Squareness at bearings:
Verticality of web at supports, for ∆ = ± h/200
3 components without bearing but ∆ ≥ t w
stiffeners: (t = web thickness)
w
Plate curvature:
∆ = ± b/100
4 Deviation ∆ over plate height b: but ∆ ≥ t
(t = plate thickness)
117
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Web distortion:
∆ = ± b/100
Deviation ∆ on gauge length L equal
5 but |∆| ≥ t
to plate length b:
(t = plate thickness)
Web undulation:
∆ = ± b/100
Deviation ∆ on gauge length L equal
6 but |∆| ≥ t
to plate length b:
(t = plate thickness)
Key
1 gauge length
NOTE Notations such as |∆| = d/100 but |∆| ≥ t mean that the larger of the two values is permitted.
D.1.2 Essential manufacturing tolerances – Press braked cold formed profiles
No Criterion Parameter Permitted deviation ∆
Internal element width:
- ∆ = A / 50
1 Width A between bends:
(no positive value given)
Outstand element width:
Width B between a bend - ∆ = B / 80
2
and a free edge: (no positive value given)
118
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Straightness for components to be
used unrestrained:
Deviation ∆ from
straightness ∆ = ± L / 750
3
D.1.3 Essential manufacturing tolerances – Flanges of welded profiles
No Criterion Parameter Permitted deviation ∆
Flange distortion of I section:
Distortion ∆ on gauge length L
1 ∆ = ± b / 100
where L = flange width b
1
Flange undulation of I section:
Distortion ∆ on gauge length L
2 ∆ = ± b / 100
where L = flange width b
1
Straightness for components to
be used unrestrained:
∆ = ± L / 750
3 Deviation ∆ from straightness
Key
1 gauge length
119
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.4 Essential manufacturing tolerances – Flanges of welded box sections
Permitted deviation
No Criterion Parameter
∆
Section dimensions:
Internal or external dimensions:
- ∆ = b/100
1 where:
(no positive value
given)
b = b , b , b or b
1 2 3 4
Out of plane imperfections of plate panels
between webs or stiffeners, general case:
Distortion ∆ perpendicular to the
plane of the plate:
2
if a ≤ 2b:
∆ = ± a/250
if a > 2b:
∆ = ± b/125
Out of plane imperfections of plate panels
between webs or stiffeners (special case
with compression in the transverse direction
– the general case applies unless this Distortion ∆ perpendicular to the
special case is specified): plane of the plate:
3
if b ≤ 2a:
∆ = ± b/250
if b > 2a:
∆ = ± a/125
120
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.5 Essential manufacturing tolerances – Web stiffeners of profiles or box sections
No Criterion Parameter Permitted deviation ∆
In plane straightness:
Deviation ∆ from
∆ = ± b/250
1 straightness in the
but |∆| ≥ 4 mm
plane of the web:
Out of plane straightness:
Deviation ∆ from
straightness normal ∆ = ± b/500
2
to the plane of the but |∆| ≥ 4 mm
web:
Location of web stiffeners:
Distance from intended
3 ∆ = ± 5 mm
location:
Location of web stiffeners at
supports:
Distance from intended
4 ∆ = ± 3 mm
location:
121
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Eccentricity of web
stiffeners:
Eccentricity between a
5
pair of stiffeners:
∆ = ± t w/2
6 Eccentricity of web stiffeners
at supports:
Eccentricity between a
pair of stiffeners:
∆ = ± t w/3
NOTE Notations such as |∆| = d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
122
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.6 Essential manufacturing tolerances – Stiffened plating
No Criterion Parameter Permitted deviation ∆
Straightness of stiffeners: Deviation ∆ perpendicular to the plate:
Longitudinal stiffeners in
longitudinally stiffened plating:
1 ∆ = ± a/400
Deviation ∆ parallel to the plate:
2 ∆ = ± b/400
Key
1 plate
Straightness of stiffeners: Deviation ∆ perpendicular to the plate:
Smaller of:
Transverse stiffeners in transversely
and longitudinally stiffened plating:
3
∆ = ± a/400
or
∆ = ± b/400
Deviation ∆ parallel to the plate:
4 ∆ = ± b/400
5 Levels of cross frames in stiffened Level relative to the adjacent cross
plating: frames:
Key
1 cross member ∆ = ± L / 400
123
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.7 Essential manufacturing tolerances – Cold formed profiled sheets
No Criterion Parameter Permitted deviation
∆
Flatness of unstiffened or stiffened flange or web:
1 Deviation ∆ from flatness
∆ ≤ ± b/50
of nominally flat element
Curvature of web or flange:
Deviation ∆ from
2
intended shape of web or ∆ ≤ ± b/50
flange over curve width b
124
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.8 Essential manufacturing tolerances – Fastener holes, notches and cut edges
No Criterion Parameter Permitted deviation ∆
Position of holes for fasteners: Deviation ∆ of
centreline of an
individual hole from its
intended position within
1 a group of holes: ∆ = ± 2 mm
Position of holes for fasteners:
Deviation ∆ in distance
- ∆ = 0
2 a between an individual
(no positive value given)
hole and a cut end:
Position of hole group:
Deviation ∆ of a hole
3 group from its intended ∆ = ± 2 mm
position:
125
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.9 Essential manufacturing tolerances – Cylindrical and conical shells
No Criteria and details
Out-of-roundness: Difference between the maximum and minimum values of the measured
internal diameter, relative to the nominal internal diameter:
( )
d −d
∆ = max min
d
nom
Tolerances
Permitted deviation ∆
Diameter d ≤ 0,50 m 0,50 m < d < 1,25 m d ≥ 1,25 m
Class A ∆ = ± 0,014 ∆ = ± [0,007 + 0,009 3(1,25 – d)] ∆ = ± 0,007
1 a) flattening Class B ∆ = ± 0,020 ∆ = ± [0,010 + 0,013 3(1,25 – d)] ∆ = ± 0,010
Class C ∆ = ± 0,030 ∆ = ± [0,015 + 0,020 0(1,25 – d)] ∆ = ± 0,015
NOTE d is the nominal internal diameter d in metres.
nom
b) unsymmetrical
Misalignment: Tolerances
Non-intended eccentricity of plates at a horizontal joint. Class Permitted deviation ∆
At a change of plate thickness, the intentional part of the Class A ∆ = ± 0,14t but |∆| ≤ 2 mm
eccentricity is not included. Class B ∆ = ± 0,20t but |∆| ≤ 3 mm
Class C ∆ = ± 0,30t but |∆| ≤ 4 mm
At a change of plate thickness:
2
t = (t + t )/2
1 2
∆ = e - e
tot int
where
t is the larger thickness;
1
t is the smaller thickness.
2
Key
1 intended joint geometry
Dents (Dimples):
a) Meridionally:
L = 4 (rt)0,5
b) Circumferentially (gauge radius = r):
L = 4 (rt)0,5
L = 2,3 (h2rt)0,25 but L ≤ r
where h is the axial length of the shell
segment
Tolerances
3
c) Additionally, across welds:
Class Permitted deviation ∆
L = 25t but L ≤ 500 mm
Class A ∆ = ± 0,006L
NOTE At a change of thickness: t = t
2 Class B ∆ = ± 0,010L
Key Class C ∆ = ± 0,016L
1 inward
NOTE With reference to the manufacturing tolerance quality classes in EN 1993-4-1, Class A = Excellent, Class B =
High and Class C = Normal.
126
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.10 Essential manufacturing tolerances – Lattice components
No Criterion Parameter Permitted deviation ∆
Straightness and camber:
1
NOTE Deviations measured after welding, with the component lying flat on its side.
Key
Deviation at each
a actual camber
panel point, relative to
b intended camber ∆ = ± L/500
a straight line - or to
c actual line But |∆| ≥ 12 mm
d intended line
the intended camber or
curvature.
Straightness of bracing Deviation of bracing ∆ = ± L/750
2
components: from straightness: but |∆| ≥ 6 mm
NOTE Notation such ∆ = ± L / 500 but |∆| ≥ 6 mm means that the larger of the two values is permitted.
127
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.11 Essential erection tolerances – Single storey columns
No Criterion Parameter Permitted deviation ∆
Inclination of single-storey
columns generally:
1 Overall inclination in storey height h: ∆ = ± h/300
Inclination of single storey
columns in portal frame
buildings:
Mean inclination of all the columns in the same frame:
2 [ For two columns: ∆ = ± h/500
∆ = (∆ + ∆ )/2 ]
1 2
Inclination of any column that
supports a crane gantry:
Inclination from floor level to bearing of
3 ∆ = ± h/1000
crane beam:
128
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Straightness of a single
storey column:
Location of the column in plan, relative to a
straight line between position points at top
4 and bottom:
- generally ∆ = ± h/750
- structural hollow sections ∆ = ± h/750
D.1.12 Essential erection tolerances – Multi-storey columns
No Criterion Parameter Permitted deviation ∆
Location at each storey level, relative to
that at the base level:
Location of the column in plan,
1 at any storey level relative to a ∆ = ±Σh/(300 n)
vertical line through its centre at
base level:
Inclination of a column, between adjacent
storey levels:
Location of the column in plan,
relative to a vertical line through
2 ∆ = ± h/500
its centre at the next lower
level:
129
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Straightness of a continuous column
between adjacent storey levels:
Location of the column in plan,
relative to a straight line
3 ∆ = ± h/750
between position points at
adjacent storey levels:
Straightness of a spliced column,
between adjacent storey levels:
Location of the column in plan
at the splice, relative to a ∆ = ± s/750
4
straight line between position with s ≤ h/2
points at adjacent storey levels:
NOTE Table D.1.12 multi-storey columns applies to that are continuous over more than one storey.
Table D.1.11 single storey columns applies to storey-height columns in multi-storey buildings.
130
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.13 Essential erection tolerances – Full contact end bearing
No Criterion Parameter Permitted deviation ∆
∆θ = ± h/500
where h is the storey height
(see D.1.11 No4)
Local angular misalignment ∆θ
1 occurring at the same time as and at the same time:
gap ∆ at point “X” • ∆ = 0,5 mm over at least
two thirds of the area, and
• ∆ = 1,0 mm maximum
locally
D.1.14 Essential erection tolerances – Towers and masts
No Criterion Parameter Permitted deviation ∆
Straightness of legs and chord Straightness of portion (L) between
1 L/1 000
components: joint locations.
Main dimensions of mast cross Panel < 1 000 mm: ∆ = ± 3 mm
2
section and bracing: Panel ≥ 1 000 mm: ∆ = ± 5 mm
Position of centre of bracing
3 Location relative to intended location ∆ = ± 3 mm
components at joints:
Alignment of centres of leg Relative location of the two portions of
4 ∆ = ± 2 mm
components in a leg joint: the leg
Verticality of a mast: Deviation from verticality of a line ∆ = ± 0,05 %
5
between any two points on the but |∆| ≥ 5 mm
Verticality of a tower: intended vertical axis of the structure, ∆ = ± 0,10 %
6
when measured in still air but |∆| ≥ 5 mm
Twist ∆ over full height of Structure < 150 m: ∆ = ± 2,0º
7
structure [see NOTE 1]: Structure ≥ 150 m: ∆ = ± 1,5 °
Twist ∆ between adjacent levels Structure < 150 m: ∆ = ± 0,10º per 3 metres
8
of the structure [see NOTE 1]: Structure ≥ 150 m: ∆ = ± 0,05º per 3 metres
NOTE 1 This twist criterion is not applicable to towers with permanent lateral loading.
NOTE 2 Notations such as |∆| = 0,10 % but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
131
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.1.15 Essential erection tolerances – Beams subject to bending and components subject to
compression
No Criterion Parameter Permitted deviation
1 Straightness of beams Deviation ∆ from
subject to bending and straightness
components subject to ∆ = L/750
compression if unrestrained
132
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2 Functional tolerances
Permitted deviations for functional tolerances are tabulated:
D.2.1: Functional manufacturing tolerances – Welded profiles
D.2.2: Functional manufacturing tolerances – Press braked cold formed profiles
D.2.3: Functional manufacturing tolerances – Flanges of welded profiles
D.2.4: Functional manufacturing tolerances – Welded box sections
D.2.5: Functional manufacturing tolerances – Webs of welded profiles or box sections
D.2.6: Functional manufacturing tolerances – Web stiffeners of welded profiles or box sections
D.2.7: Functional manufacturing tolerances – Components
D.2.8: Functional manufacturing tolerances – Fasteners holes, notches and cut edges
D.2.9: Functional manufacturing tolerances – Column splices and baseplates
D.2.10: Functional manufacturing tolerances – Lattice components
D.2.11: Functional manufacturing tolerances – Stiffened plating
D.2.12: Functional manufacturing tolerances – Towers and masts
D.2.13: Functional manufacturing tolerances – Cold formed profiled sheets
D.2.14: Functional manufacturing tolerances – Bridge decks
D.2.15: Functional erection tolerances – Bridges
D.2.16: Functional erection tolerances – Bridge decks (sheet 1/3)
D.2.17: Functional erection tolerances – Bridge decks (sheet 2/3)
D.2.18: Functional erection tolerances – Bridge decks (sheet 3/3)
D.2.19: Functional manufacturing and erection tolerances – Crane beams and rails
D.2.20: Functional tolerances – Concrete foundations and supports
D.2.21: Functional erection tolerances – Crane runways
D.2.22: Functional erection tolerances – Positions of columns
D.2.23: Functional erection tolerances – Single storey columns
D.2.24: Functional erection tolerances – Multi-storey columns
D.2.25: Functional erection tolerances – Buildings
D.2.26: Functional erection tolerances – Beams in buildings
D.2.27: Functional erection tolerances – Roof sheeting designed as a stressed-skin
133
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.28: Functional erection tolerances – Profiled steel roofing
D.2.1 Functional manufacturing tolerances – Welded profiles
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Depth:
Overall depth h:
h ≤ 900 mm ∆ = ± 3 mm ∆ = ± 2 mm
900 < h ≤ 1 800 mm ∆ = ± h/300 ∆ = ± h/450
h > 1 800 mm ∆ = ± 6 mm ∆ = ± 4 mm
1
Flange width:
+ ∆ = b/100 + ∆ = b/100
2 Width b or b
1 2 but |∆| ≥ 3 mm but |∆| ≥ 2 mm
Web eccentricity:
Position of web:
- general case
∆ = ± 5 mm ∆ = ± 4 mm
3 - flange parts in
∆ = ± 3 mm ∆ = ± 2 mm
contact with
structural bearings
Squareness of flanges:
Out of squareness:
- general case ∆ = ± b/100 ∆ = ± b/100
4 - flange parts in but |∆| ≥ 5 mm but |∆| ≥ 3 mm
contact with ∆ = ± b/400 ∆ = ± b/400
structural bearings
Flatness of flanges:
Out of flatness:
- general case ∆ = ± b/150 ∆ = ± b/150
5 - flange parts in but |∆| ≥ 3 mm but |∆| ≥ 2 mm
contact with ∆ = ± b/400 ∆ = ± b/400
structural bearings
134
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Squareness at bearings:
Verticality of web at
supports, for ∆ = ± h/300 ∆ = ± h/500
6
components without but |∆| ≥ 3 mm but |∆| ≥ 2 mm
bearing stiffeners
NOTE Notations such as ∆ = ± d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
D.2.2 Functional manufacturing tolerances – Press braked cold formed profiles
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Internal element width: Width A between bends:
t < 3 mm: Length < 7 m ∆ = ± 3 mm ∆ = ± 2 mm
Length ≥ 7 m ∆ = - 3 mm / + 5 mm ∆ = - 2 mm / + 4 mm
t > 3 mm: Length < 7 m ∆ = ± 5 mm ∆ = ± 3 mm
Length ≥ 7 m ∆ = - 5 mm / + 9 mm ∆ = - 3 mm / + 6 mm
1
Outstand element width: Width B between a bend
and a free edge:
- Mill edge: t < 3 mm ∆ = - 3 mm / + 6 mm ∆ = - 2 mm / + 4 mm
t > 3 mm ∆ = - 5 mm / + 7 mm ∆ = - 3 mm / + 5 mm
2 - Sheared edge:
t < 3 mm ∆ = - 2 mm / + 5 mm ∆ = - 1 mm / + 3 mm
t > 3 mm ∆ = - 3 mm / + 6 mm ∆ = - 2 mm / + 4 mm
Flatness:
3 Convexity or concavity ∆ = ± D/50 ∆ = ± D/100
Bend radius:
4 Internal bend radius R ∆ = ± 2 mm ∆ = ± 1 mm
135
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Shape:
Angle θ between adjacent
5 ∆ = ± 3° ∆ = ± 2°
components
136
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.3 Functional manufacturing tolerances – Flanges of welded profiles
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Flange distortion of I section:
Distortion ∆ on gauge
1 ∆ = ± b / 100 ∆ = ± b / 150
length = flange width b
1
Flange undulation of I section
Distortion ∆ on gauge
2 ∆ = ± b / 100 ∆ = ± b / 150
length = flange width b
1
3 Flange straightness:
Deviation ∆ from
∆ = ± L / 500 ∆ = ± L / 1 000
straightness
Key
1 gauge length
137
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.4 Functional manufacturing tolerances – Welded box sections
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Plate widths: Deviation in internal or
external dimensions:
b < 900 mm ∆ = ± 3 mm ∆ = ± 2 mm
900 mm < b < 1 800 mm ∆ = ± b/300 ∆ = ± b/450
b > 1 800 mm ∆ = ± 6 mm ∆ = ± 4 mm
1
where
b = b , b , b or b
1 2 3 4
Twist:
∆ = ± L/700 ∆ = ± L/1 000
Overall deviation ∆ in a
2 but But
piece of length L
4 mm ≤ |∆| ≤ 10 mm 3 mm ≤ |∆| ≤ 8 mm
Squareness: Difference ∆ between
diagonal dimensions at
diaphragm positions: ∆ = (d +d )/400 ∆ = (d +d )/600
1 2 1 2
∆ = |d 1 – d 2| but ∆ ≥ 6 mm but ∆ ≥ 4 mm
3
Where d and d are significantly different:
1 2
∆ = | (d – d ) – (d – d ) |
1 2 actual 1 2 intended
Out of plane imperfections of plate panels
Distortion ∆
between webs or stiffeners, general case:
perpendicular
to the plane of
4
the plate:
if a ≤ 2b ∆ = ± a/250 ∆ = ± a/250
if a > 2b ∆= ± b/125 ∆= ± b/125
Out of plane imperfections of plate panels
between webs or stiffeners, (special case
with compression in the transverse
direction – the general case applies unless
this special case is specified): Distortion ∆
5
perpendicular
to the plane of
the plate:
if b ≤ 2a ∆ = ± b/250 ∆ = ± b/250
if b > 2a ∆ = ± a/125 ∆ = ± a/125
NOTE Notations such as ∆ = ± d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
138
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.5 Functional manufacturing tolerances – Webs of welded profiles or box sections
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Web curvature:
Deviation ∆ on the web ∆ = ± b/100 ∆ = ± b/150
1
heigth b but |∆| ≥ 5 mm but |∆| ≥ 3 mm
Plate distortion:
Deviation ∆ on gauge ∆ = ± b/100 ∆ = ± b/150
2
length L = web heigth b but |∆| ≥ 5 mm but |∆| ≥ 3 mm
Plate undulation:
Deviation ∆ on gauge ∆ = ± b/100 ∆ = ± b/150
3
length L = web heigth b but |∆| ≥ 5 mm but |∆| ≥ 3 mm
Castellated beams and Misalignment of web
cellular beams (fabricated post:
either from plate or from hot- - across thickness ∆ = ± 2 mm ∆ = ± 2 mm
4 rolled sections) with openings - overlap for opening
of inscribed nominal diameter of nominal radius r:
D r = D/2 < 200 mm ∆ = ± 2 mm ∆ = ± 2 mm
r = D/2 ≥ 200 mm ∆ = ± r/100 ≤ 5 mm ∆ = ± r/100 ≤ 5 mm
Key
1 gauge length
NOTE: Notations such as ∆ = ± d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
139
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.6 Functional manufacturing tolerances – Web stiffeners of welded profiles or box
sections
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
In plane straightness:
Deviation ∆ from
∆ = ± b/250 ∆ = ± b/375
1 straightness in the plane of
but |∆| ≥ 4 mm but |∆| ≥ 2 mm
the web
Out of plane straightness:
Deviation ∆ from
∆ = ± b/500 ∆ = ± b/750
2 straightness normal to the
but |∆| ≥ 4 mm but |∆| ≥ 2 mm
plane of the web
Location of web stiffeners:
Distance from intended
3 ∆ = ± 5 mm ∆ = ± 3 mm
location
Location of web stiffeners at
support:
Distance from intended
4 ∆ = ± 3 mm ∆ = ± 2 mm
location
Eccentricity of web stiffeners:
Eccentricity between a pair
5 ∆ = ± t /2 ∆ = ± t /3
of stiffeners w w
Eccentricity of web bearing
stiffeners at supports:
Eccentricity between a pair
6 ∆ = ± t /3 ∆ = ± t /4
of stiffeners w w
NOTE Notations such as ∆ = ± d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
140
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.7 Functional manufacturing tolerances – Components
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Length: Cut length measured on
the centreline (or on the
corner for an angle) :
- general case: ∆ = ± (L/5 000 + 2) mm ∆=± (L/10 000 + 2) mm
- ends ready for full
contact bearing: ∆ = ± 1 mm ∆ = ± 1 mm
NOTE Length L measured
including welded end plates
1
as applicable.
Length, where sufficient Cut length measured on
2 compensation with next centreline: ∆ = ± 50 mm ∆ = ± 50 mm
component is possible:
Straightness: Deviation ∆ from
rectangular axes of a
fabricated or press
braked section: ∆ = ± L/500 ∆ = ± L/750
3
but |∆| ≥ 5 mm but |∆| ≥ 3 mm
NOTE For rolled or hot
finished sections see the
relevant product standard.
Camber or intended Offset f at mid-length: ∆ = ± L/500 ∆ = ± L/1000
curvature on plan: but |∆| ≥ 6 mm but |∆| ≥ 4 mm
NOTE Vertical camber
should be measured with
the member on its side.
4
Surfaces finished for full Gap ∆ between straight
contact bearing: edge and surface: ∆ = 0,5 mm ∆ = 0,25 mm
NOTE No surface high spots not be proud high spots not be proud
5
roughness criterion is by more than 0,5 mm. by more than 0,25 mm.
specified.
Squareness of ends: Squareness to
longitudinal axis:
- ends intended for full ∆ = ± D/1 000 ∆ = ± D/1 000
contact bearing:
6 - ends not intended for ∆ = ± D/100 ∆ = ± D/300
full contact bearing: but |∆| ≤ 10 mm
141
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Twist: Overall deviation ∆ in a
piece of length L: ∆ = ± L / 700 ∆ = ± L / 1 000
But but
4 mm ≤ |∆| ≤ 20 mm 3 mm ≤ |∆| ≤ 15 mm
NOTE 1 For box sections
7 see Table D.2.4.
NOTE 2 For structural
hollow sections see the
relevant product standard.
NOTE Notations such as ∆ = ± d/100 but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
D.2.8 Functional manufacturing tolerances – Fastener holes, notches and cut edges
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Position of holes for fasteners: Deviation ∆ of
centreline of an
individual hole from its
1 ∆ = ± 2 mm ∆ = ± 1 mm
intended position within
a group of holes:
Position of holes for fasteners:
Deviation ∆ in distance
- ∆ = 0 - ∆ = 0
2 a between an individual
+ ∆ ≤ 3 mm + ∆ ≤ 2 mm
hole and a cut end:
Position of hole group:
Deviation ∆ of a hole
3 group from its intended ∆ = ± 2 mm ∆ = ± 1 mm
position:
Spacing of hole groups: Deviation ∆ in spacing
c between centres of
hole groups:
4 - general case ∆ = ± 5 mm ∆ = ± 2 mm
- where a single piece
is connected by two
groups of fasteners: ∆ = ± 2 mm ∆ = ± 1 mm
Twist of a hole group:
Twist ∆:
∆ = ± 2 mm ∆ = ± 1 mm
5 - if h ≤ 1 000 mm
∆ = ± 4 mm ∆ = ± 2 mm
- if h > 1 000 mm
Ovalisation of holes:
6 ∆ = L - L ∆ = ± 1 mm ∆ = ± 0,5 mm
1 2
142
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Notches: Deviation ∆ of notch
depth and length:
- depth d - ∆ = 0 mm - ∆ = 0 mm
+ ∆ ≤ 3 mm + ∆ ≤ 2 mm
7
- length L - ∆ = 0 mm - ∆ = 0 mm
+ ∆ ≤ 3 mm + ∆ ≤ 2 mm
Squareness of cut edges:
Deviation ∆ of a cut
8 ∆ = ± 0,1t ∆ = ± 0,05t
edge from 90°
D.2.9 Functional manufacturing tolerances – Column splices and baseplates
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Column splice:
Non-intended
1 eccentricity e 5 mm 3 mm
(about either axis):
Baseplate:
Non-intended
2 eccentricity e 5 mm 3 mm
(in any direction):
143
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.10 Functional manufacturing tolerances – Lattice components
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Straightness and camber:
1
NOTE Deviations measured after welding, with the component lying flat on its side.
Key
Deviation at each
a actual camber
panel point, relative to
b intended camber ∆ = ± L/500 ∆ = ± L/500
a straight line - or to
c actual line but |∆| ≥ 12 mm but |∆| ≥ 6 mm
d intended line the intended camber or
curvature.
Panel dimensions: Deviation of individual
distances p between
∆ = ± 5 mm ∆ = ± 3 mm
intersections of centre
lines at panel points:
2
Cumulative deviation
Σp of panel point ∆ = ± 10 mm ∆ = ± 6 mm
position:
Straightness of bracing Deviation of bracing ∆ = ± L/500 ∆ = ± L/1 000
3
components: from straightness: but |∆| ≥ 6 mm but |∆| ≥ 3 mm
Cross-sectional dimensions: Deviation of distances
D, W and X if:
s ≤ 300 mm: ∆ = ± 3 mm ∆ = ± 2 mm
300 < s < 1 000 mm ∆ = ± 5 mm ∆ = ± 4 mm
4
s ≥ 1 000 mm ∆ = ± 10 mm ∆ = ± 6 mm
NOTE s = D, W or X as
appropriate.
144
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Intersecting joints:
Eccentricity (relative to
5 ∆ = ± (B/20 + 5) mm ∆ = ± (B/40 + 3) mm
specified eccentricity):
Gap joints:
Gap g between
bracing components:
|∆| = ± (t + t |∆| = ± (t + t
6 1 2) 1 2)
g ≥ (t1 + t2) where t1 but |∆| ≤ 5 mm but |∆| ≤ 3 mm
and t2 are the wall
thicknesses of braces
NOTE Notation such as ∆ = ± L/500 but |∆| ≥ 6 mm means that the larger of the two values is permitted.
Notation such as ∆ = ± (t1 + t2) but |∆| ≤ 5 mm means that the smaller of the two values is required.
D.2.11 Functional manufacturing tolerances – Stiffened plating
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Straightness of stiffeners: Deviation ∆ perpendicular to
the plate:
∆ = ± a / 750
1 Longitudinal stiffeners in ∆ = ± a/400
but
longitudinally stiffened plating
|∆| ≥ 2 mm
Deviation ∆ parallel to the plate:
2 ∆ = ± b / 400 ∆ = ± b / 500
Key
1 plate
145
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Straightness of stiffeners: Deviation ∆ perpendicular to
Smaller of:
the plate:
Smaller of: ∆ = ± a / 500
Transverse stiffeners in
transversely and ∆ = ± a / 400 or
3
longitudinally stiffened
or ∆ = ± b / 750
plating:
∆ = ± b / 400
but
|∆| ≥ 2 mm
Deviation ∆ parallel to the
plate:
4 ∆ = ± b / 400 ∆ = ± b / 500
Levels of cross frames in Level relative to adjacent
stiffened plating: cross frames:
∆ = ± L / 500
Key
5 ∆ = ± L / 400
1 cross frame but
|∆| ≥ 2 mm
146
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.12 Functional manufacturing tolerances – Towers and masts
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Length of components:
Cut length measured on
1 the centreline (or on the ∆ = ± 1 mm ∆ = ± 1 mm
corner for an angle):
Length or spacing:
If minimum dimensions - ∆ = 0 mm - ∆ = 0 mm
2
are specified: + ∆ ≤ 1 mm + ∆ ≤ 1 mm
Back marks for angles:
Distance from heel of
3 ∆ = ± 0,5 mm ∆ = ± 0,5 mm
angle to centre of hole:
Squareness of cut edges:
Deviation ∆ of a cut edge
4 ∆ = ± 0,05t ∆ = ± 0,05t
from 90°:
Squareness of ends: Squareness to longitudinal
axis:
- ends intended for full ∆ = ± D/1 000 ∆ = ± D/1 000
5 contact bearing:
- ends not intended for
full contact bearing: ∆ = ± D/300 ∆ = ± D/300
Surfaces intended for full
6 Flatness: 1 in 1 500 1 in 1 500
contact in bearing:
Position of holes for fasteners: Deviation ∆ of centreline of
an individual hole from its
intended position within a
7 ∆ = ± 2 mm ∆ = ± 1 mm
group of holes:
Position of hole group:
Deviation ∆ of a hole
8 group from its intended ∆ = ± 2 mm ∆ = ± 1 mm
position:
Spacing of hole groups:
Deviation ∆ in spacing c
9 between centres of hole ∆ = ± 1 mm ∆ = ± 0,5 mm
groups:
NOTE Notations such as ∆ = ± 0,10 % but |∆| ≥ 5 mm mean that the larger of the two values is permitted.
147
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.13 Functional manufacturing tolerances – Cold formed profiled sheets
No Criterion Parameter Permitted deviation
∆
Vertical curvature of the sheet:
Deviation ∆ from the intended shape
1 ∆ ≤ ± b/100
over the sheet width b
Shape: Deviation ∆ in intended angle
2 between adjacent elements of the ∆ ≤ ± 3°
cross-section
D.2.14 Functional manufacturing tolerances – Bridge decks
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Length / depth / width of plate
for deck:
Overall dimensions l, b
after cutting and straightening
0 ≥ ∆ ≥ -2 mm
by rolling inclusive of
1 No requirement (no positive value
provisions for shrinkage and
given)
after application of the final
weld preparation
Flatness of plate for deck:
After application of the final
weld preparation
Key Class S according
2 ∆ = ± 2 mm
1 gauge length 2 000 mm to EN 10029
2 plate
3 fit up gap ∆
148
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Formed profile for passing Height h, width a and b
through crossbeams:
with cope holes Note for a or b: If the
tolerances are exceeded, the
cut outs in the crossbeams ∆h = ± 3 mm + 2 mm ≥
are to be adapted to meet ∆a = ± 2 mm ∆(h or a or b)
maximum gap width ∆b = ± 3 mm ≥ -1 mm
measured at a distance of at
3 least 500 mm from the end
without cope holes Note for b: If the tolerances
are exceeded, the cut outs in
∆h = ± 2 mm the crossbeams are to be
∆a = ± 1 mm ∆ = ± 0,5 mm
adapted to meet maximum
∆b = ± 2,5 mm
gap width measured at a
distance of at least 500 mm
from the end
Straightness of formed profile: Key
1 max. gap ∆
1 ∆ = ± L/500 ∆ = ± L/1000
2 max widening ∆ 1 1
2 ∆ = 5 mm ∆ = 1 mm
3 for stiffener splices with 2 2
5 mm ≥ ∆ ≥ 0 5 mm ≥ ∆ ≥ 0
4 splice plates ∆ 3 3
3 ∆ = ± 0,20 r ∆ = ± 2 mm
radius r = r ± ∆ r r
r ∆ = ± 1° ∆ = ±1° rotation ∆ measured on a φ φ
φ ∆ = ± 2 mm ∆ = ±2 mm
plane surface over 4 m length p p
parallelism ∆
p
Length / width of flat profile for
welding on both sides:
5 Overall dimensions l, h ∆ = ± 2 mm ∆ = ± 2 mm
Straightness of flat profile for
welding on both sides:
Key
∆ = ± L/1 000 ∆ = ± L/1 000
6 1 max. gap ∆ 1 1
1 5 mm ≥ ∆ ≥ 0 5 mm ≥ ∆ ≥ 0
Length ∆ l l
l
149
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.15 Functional erection tolerances – Bridges
No Criterion Parameter Permitted deviation ∆
Span length: Deviation ∆ of distance L
between two consecutive
1 ∆ = ± (30 + L / 10 000)
supports measured on top
of upper flange:
Bridge elevation or plan profile: Deviation ∆ from nominal
profile taking into account
2 as-built levels of supports:
L ≤ 20 m: ∆ = ± (L / 1 000)
L > 20 m: ∆ = ± (L / 2 000 + 10 mm) ≤ 35 mm
150
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.16 Functional erection tolerances – Bridge decks (sheet 1/3)
No Criterion Parameter Permitted deviation ∆
Splices of deck plate without backing
strip or splice of lower flange or web of
crossbeam: Key
1 1 misalignment ∆ before ∆ = ± 2 mm
welding
Splices of deck plate with backing strip: Key
1 tack weld
2 misalignment ∆ before
∆ = ± 2 mm
2 welding
|∆ | = 1 mm
Fit up gaps ∆ between plate g
g
and backing strip after
welding
Stiffener-deck plate connection:
Root penetration
3 ∆ = ± 2 mm
Fit up gap
Stiffener-stiffener connection with
splice plates:
Misalignment ∆ between
4 stiffener and splice plate ∆ = ± 2 mm
before welding
Stiffener to stiffener connection with
splice plates:
Key
1 continuous tack weld
5 ∆ = ± 2 mm
2 misalignment ∆ before
welding
Stiffener-crossbeam connec-tion with Key
stiffeners passing through the 1 max. gap ∆
1
crossbeam with or without cope holes minimum throat thickness a:
for gap width s ≤ 2 mm:
6 a = a according to ∆ = 3 mm
nom 1
analysis
for gap widths s > 2 mm:
a = a + (s-2)
nom
But a ≥ 4 mm
151
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.17 Functional erection tolerances – Bridge decks(sheet 2/3)
Stiffener-crossbeam
connection with stiffeners
fitted between crossbeams
(not passing through)
Key
1 max. gap ∆ ∆ = 2 mm
1 1 1
2 misalignment ∆ before ∆ = ± 2 mm
2 2
welding
Stiffener-crossbeam connec-
tion with flats passing through
Key
2 1 max. gap ∆ ∆ = 1 mm
Connection of web of
crossbeam to deck plate (with
or without cope holes)
Key
3 1 max. gap ∆ ∆ = 1 mm
Connection of webs of
crossbeams to web of main
girder
a) for continuous crossbeams
Key
1 web of main girder
2 web of crossbeam a) ∆ = ± 0,5 t
a w,crossb
4 3 in fig. a) t
w,crossb
b) for non continuous 3 in fig. b) gap ∆ b) ∆ = ± 2 mm
b b
crossbeams 4 misalignment ∆ before
a
welding
Connection of crossbeam
flanges to web of main girder
Key
1 web of main girder
2 web of crossbeam
5 3 t ∆ = ± 0,5 t
w,crossb w,crossb
4 misalignment ∆ before
welding
152
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.18 Functional erection tolerances – Bridges decks (sheet 3/3)
No Criterion Parameter Permitted deviation ∆
Fit-up of orthotropic decks of plate Difference in level at
thickness t after erection: junction:
GL t ≤ 10 mm: V e = 2 mm
10mm < t ≤ 70 mm
V = 5 mm
e
t > 70 mm:
V = 8 mm
e
P Slope at junction:
r
t ≤ 10 mm: D r = 8 %
V D
e r 10 mm < t ≤ 70 mm: D r = 9 %
t > 70 mm: D = 10 %
r
1
Flatness in all directions:
t ≤ 10 mm:
P
r
= 3 mm over gauge length 1 m
P = 4 mm over gauge length 3 m
r
P
r
= 5 mm over gauge length 5 m
Key
GL gauge length
t > 70 mm:
P deviation
r General case: P r = 5 mm over gauge length 3 m
V e step Longitudinally: P = 18 mm over gauge length 3 m
r
D slope
r
NOTE Values for P may be
r
interpolated for
10 mm < t ≤ 70 mm.
Orthotropic deck welding: Protrusion A of weld
r
above surrounding surface: A r = - 0 mm / + 1 mm
2
A
r
153
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.19 Functional manufacturing and erection tolerances – Crane beams and rails
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Flatness of top flange of a
Out of flatness over a
crane beam:
central width w equal to
1 the rail width plus 10 mm ∆ = ± 1 mm ∆ = ± 1 mm
either side of rail in
nominal position:
Eccentricity of rail relative
to web:
For t ≤ 10 mm ± 5 mm ± 5 mm
w
2
For t w > 10 mm ± 0,5 t w ± 0,5 t w
Slope of rail:
Slope of top surface of
3 ∆ = ± b/100 ∆ = ± b / 100
cross-section:
Level of rail:
4 Step in top of rail at joint: ∆ = ± 1 mm ∆ = ± 0,5 mm
Edge of rail:
5 Step in edge of rail at joint: ∆ = ± 1 mm ∆ = ± 0,5 mm
154
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.20 Functional tolerances – Concrete foundations and supports
No Criterion Parameter Permitted deviation ∆
Foundation level:
Deviation ∆ from specified
1 - 15 mm ≤ ∆ ≤ + 5 mm
level:
Vertical wall:
Deviation ∆ from specified
2 position at support point ∆ = ± 25 mm
Key for steel component:
1 specified position
2 steel component
3 supporting wall
Pre-set foundation bolt where prepared for Deviation ∆ from specified
adjustment: location and protrusion:
- location at tip: ∆ , ∆ = ± 10 mm
y z
- vertical protrusion ∆ p: - 5 mm ≤ ∆
p
≤ + 25 mm
3 NOTE The permitted
deviation for location of the
centre of a bolt group is 6
mm.
155
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Pre-set foundation bolt where not prepared Deviation ∆ from specified
for adjustment: location, level and
protrusion:
- location or level at tip: ∆ , ∆ = ± 3 mm
y z
- vertical protrusion ∆ p: - 5 mm ≤ ∆
p
≤ 45 mm
- 5 mm ≤ ∆ ≤ 45 mm
x
4 - horizontal protrusion
∆ :
x
NOTE The permitted
deviation for location also
applies to the centre of a
bolt group.
Steel anchor plate embedded in concrete:
Deviations ∆x, ∆y, ∆z
5 from the specified location ∆x, ∆y, ∆z = ± 10 mm
and level:
156
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.21 Functional erection tolerances – Crane runways
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Location of rail in plan: Relative to the intended
1 ∆ = ± 10 mm ∆ = ± 5 mm
location:
Local alignment of rail:
Alignment over 2 m
2 ∆ = ± 1,5 mm ∆ = ± 1 mm
gauge length:
Level of rail Relative to the intended
3 ∆ = ± 15 mm ∆ = ± 10 mm
level:
Level of rail Level over span L of ∆ = ± L / 500 ∆ = ± L / 1 000
4
crane beam: but |∆| ≥ 10 mm but |∆| ≥ 10 mm
Level of rail:
Variation over 2 m gauge
5 ∆ = ± 3 mm ∆ = ± 2 mm
length:
Relative levels of rails on the
two sides of a runway:
Deviation of level:
6 for s ≤ 10 m ∆ = ± 20 mm ∆ = ± 10 mm
for s > 10 m ∆ = ± s / 500 ∆ = ± s / 1 000
Spacing s between centres
of crane rails:
Deviation of spacing: ∆ = ± 10 mm ∆ = ± 5 mm
7 for s ≤ 16 m ∆ = ± (10 + [s - 16]/3) ∆ = ± (5 + [s - 16]/4)
for s > 16 m mm, with s in m and mm, with s in m and
result in mm result in mm
Structural end stops: Relative location of the
stops at the same end, ∆ = ± s / 1 000 ∆ = ± s / 1 000
8
measured in the direction but |∆| ≤ 10 mm but |∆| ≤ 10 mm
of travel on the runway:
Inclination of opposite rails Offset
|∆| = |N - N | ∆ = L / 500 ∆ = L / 1 000
9 1 2
Key
N inclination A B
1 1 1
N inclination A B
2 2 2
L distance of adjacent
supports
157
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.22 Functional erection tolerances – Positions of columns
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Location:
Location in plan of the
centre of the column at
1 the level of its base, ∆ = ± 10 mm ∆ = ± 5 mm
relative to the position
point of reference (PR)
Overall length of a building: Distance between end
columns in each line,
at base level:
L ≤ 30 m ∆ = ± 20 mm ∆ = ± 16 mm
30 m < L < 250 m ∆ = ± 0,25(L+50) mm ∆ = ± 0,2(L+50) mm
L ≥ 250 m ∆ = ± 0,1(L+500) mm ∆ = ± 0,1(L+350) mm
2 [L in metres] [L in metres]
Column spacing: Distance between
centres of adjacent
columns at base level:
L ≤ 5 m ∆ = ± 10 mm ∆ = ± 7 mm
3
L > 5 m ∆ = ± 0,2(L+45) mm ∆ = ± 0,2(L+30) mm
[L in metres] [L in metres]
Column alignment generally: Location of the centre
of the column at base
4 level, relative to the ∆ = ± 10 mm ∆ = ± 7 mm
established column line
(ECL)
Perimeter column alignment: Location of the outer
face of a perimeter
column at base level,
5 ∆ = ± 10 mm ∆ = ± 7 mm
relative to the line
joining the faces of the
adjacent columns
158
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.23 Functional erection tolerances – Single storey columns
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Inclination of single-storey
columns generally:
1 Overall inclination ∆ = ± h/300 ∆ = ± h/500
Inclination of individual columns
in single storey portal frame
buildings:
Inclination ∆ of each column:
2
∆ = ∆ or ∆ ∆ = ± h/150 ∆ = ± h/300
1 2
Inclination of single storey portal
frame buildings:
Mean inclination ∆ of all the
columns in the same frame:
3
[ For two columns:
∆ = (∆ + ∆ )/2 ] ∆ = ± h/500 ∆ = ± h/500
1 2
Inclination of any column that
supports a crane gantry:
Inclination from floor level to
4 ∆ = ± 25 mm ∆ = ± 15 mm
bearing of crane beam:
159
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.24 Functional erection tolerances – Multi-storey columns
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Location at each storey level,
relative to that at the base:
Location of the column
1 in plan, relative to a ∆ =Σh/(300 n) ∆ =Σh/(500 n)
vertical line through its
centre at base level
Inclination of a column, between
adjacent storey levels:
Location of the column
in plan, relative to a
2 vertical line through its ∆ = ± h/ 500 ∆ = ± h/ 1 000
centre at the next lower
level
Straightness of a continuous
column between adjacent
storey levels:
Location of the column
in plan, relative to a
3 straight line between ∆ = ± h / 500 ∆ = ± h / 1 000
position points at
adjacent storey levels
Straightness of a spliced
column, between adjacent
storey levels:
Location of the column
in plan at the splice,
relative to a straight ∆ = ± s / 500 ∆ = ± s / 1 000
4
line between position with s ≤ h /2 with s ≤ h /2
points at adjacent
storey levels
NOTE Table D.2.24 multi-storey columns applies to that are continuous over more than one storey.
Table D.2.23 single storey columns applies to storey-height columns in multi-storey buildings.
160
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
D.2.25 Functional erection tolerances – Buildings
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Height: Overall height, relative
to the base level:
h ≤ 20 m ∆ = ± 20 mm ∆ = ± 10 mm
20 m < h < 100 m ∆ = ± 0,5(h+20) mm ∆ = ± 0,25(h+20) mm
1 h ≥ 100 m ∆ = ± 0,2(h+200) mm ∆ = ± 0,1(h+200) mm
[h in metres] [h in metres]
Storey height:
Height relative to the
2 ∆ = ± 10 mm ∆ = ± 5 mm
adjacent levels
Slope:
Height relative to the ∆ = ± L/500 ∆ = ± L/1000
3
other end of a beam but |∆| ≤ 10 mm but |∆| ≤ 5 mm
Column slice
Non-intended
4 eccentricity e 5 mm 3 mm
(about either axis):
Column base:
Level of bottom of
column shaft, relative
5 ∆ = ± 5 mm ∆ = ± 5 mm
to specified level of its
position point (PP)
161
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Relative levels:
Levels of adjacent
6 beams, measured at ∆ = ± 10 mm ∆ = ± 5 mm
corresponding ends
Connection levels:
Level of the beam at a
beam-to-column
connection, measured
7 ∆ = ± 10 mm ∆ = ± 5 mm
relative to the
established floor level
(EFL)
NOTE 1 The levels of beams should be measured relative to the established floor level [the best-fit to the specified
floor levels, adjusted for tolerances in the column lengths].
NOTE 2 Notations such as ∆ = ± L/500 but |∆| ≤ 5 mm mean that the smaller of the two values is required.
D.2.26 Functional erection tolerances – Beams in buildings
Permitted deviation ∆
No Criterion Parameter
Class 1 Class 2
Spacing:
Deviation ∆ from
intended distance
1 between adjacent ∆ = ± 10 mm ∆ = ± 5 mm
erected beams,
measured at each end
Location at columns:
Deviation ∆ from
intended location of a
2 beam-to-column ∆ = ± 5 mm ∆ = ± 3 mm
connection, measured
relative to the column
Straightness in plan:
Deviation ∆ from
straightness of an
3 ∆ = ± L / 500 ∆ = ± L / 1 000
erected beam or
cantilever of length L
162
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Camber:
Deviation ∆ at mid span
from intended camber f
4 of an erected beam or ∆ = ± L / 300 ∆ = ± L / 500
lattice component of
length L:
Pre-set of cantilevered part:
Deviation ∆ from
intended pre-set at end
5 ∆ = ± L / 200 ∆ = ± L / 300
of an erected cantilever
of length L:
D.2.27 Functional erection tolerances - Roof sheeting designed as a stressed-skin
No Criterion Parameter Permitted deviation ∆
Deviation of fixing (from the
intended line of fixing: 1)
∆ = ± b / 10
1 Flange width of the purlin: b
|∆| ≥ 5 mm
Straightness of supporting purlin (in
plane of roof sheeting):
2 Span of the purlin: L ∆ = ± L / 300
D.2.28 Functional erection tolerances - Profiled steel sheeting
No Criterion Parameter Permitted deviation ∆
Overall width of profiled sheeting: Overall width b of profiled steel
1 sheeting measured over a |∆| ≤ 200 mm
distance of 10 m
163
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex E
(informative)
Welded joints in hollow sections
E.1 General
This annex gives guidance for execution of welded joints in hollow sections.
E.2 Guidance for start and stop positions
The following guidance may be used for in-line joints:
a) stop and start positions of welds for in-line splice joints in chords should be chosen to avoid these
positions coming directly under the location of a subsequent weld between a brace and the chord;
b) stop and start positions for welds between two in-line square or rectangular hollow sections should not
be located at or close to the corner positions.
The following guidance may be used for other joints:
c) stop and start positions should not be located at or close to the toe position or lateral flank positions of a
joint between two circular hollow sections in accordance with Figure E.1;
d) stop and start positions should not be located at or close to the corner positions of a joint between a
square or rectangular hollow section bracing and a hollow chord component;
e) recommended welding sequence for welding brace to chord joints are given in Figure E.1;
f) welding between hollow sections should be completed all round, even if this total length of weld is not
necessary for strength reasons.
Figure E.1 — Start and stop positions and welding sequence
E.3 Preparation of joint faces
With reference to 7.5.1.2, examples of application of EN ISO 9692-1 to brace to chord joints between hollow
sections are given in Figures E.2 to E.5).
Recommendations for the weld preparation and fit-up for mitre butt joints are locally the same as for butt
welds between two components in-line, which requires the bevel angle to be increased on the inside of the
mitre and reduced on the outside as shown in Figure E.6.
164
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
E.4 Assembly for welding
In accordance with 7.5.4 assembly of hollow section components to be welded shall be in accordance with the
following requirements:
a) assembly using non-overlapping welding of the separate components is preferred (Case A in Figure E.7);
b) assembly of overlapping components should be avoided; if necessary Case B in Figure E.7 is
acceptable;
c) if components overlap (as Case B), the welding details shall specified which components are to be cut to
fit around other components;
d) the hidden toe area (as Case B) has not to be welded otherwise specified.
Detail at A, B: Detail at C: Detail at D:
where d < d θ = 60° to 90°
1 0
b = 2 mm to 4 mm b = 2 mm to 4 mm b = 2 mm to 4 mm
c = 1 mm to 2 mm c = 1 mm to 2 mm c = 1 mm to 2 mm
For θ < 60°, a fillet weld detail (as
Figure E.3)) should be used at D
in the heel area.
where d = d
1 0
b = max. 2 mm
NOTE Application of EN ISO 9692-1 case 1.4 to circular hollow sections.
Figure E.2 — Weld preparation and fit-up
Butt welds in circular hollow sections brace to chord joints
165
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Detail at A, B: Detail at C: Detail at D:
60° ≤ θ < 90° 30° ≤ θ < 90°
b = max. 2 mm b = max. 2 mm b = max. 2 mm
For θ < 60°, a butt weld For the smaller angles, full
detail (as Figure E.2)) penetration is not required
should be used at C in provided there is
. the toe area adequate throat thickness
NOTE Application of EN ISO 9692-1 case 3.1.1 to circular hollow sections.
Figure E.3 — Weld preparation and fit-up
Fillet welds in circular hollow section brace to chord joints
166
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Detail at A, B: Detail at C: Detail at D:
where b < b 60° ≤ θ < 90°
1 0
b = 2 mm to 4 mm b = 2 mm to 4 mm b = 2 mm to 4 mm
c = 1 mm to 2 mm c = 1 mm to 2 mm c = 1 mm to 2 mm
For θ < 60°, a fillet weld detail
(as Figure E.5)) is preferred to
the detail at D in the heel area.
where b = b
1 0
b = 2 mm max.
c = 1 mm to 2 mm
α = 20° to 25°
NOTE Application of EN ISO 9692-1 case 1.4 to square or rectangular hollow sections.
Figure E.4 — Weld preparation and fit-up
Butt welds in square or rectangular hollow section brace to chord joints
167
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Detail at A,B: Detail at C: Detail at D:
where b < b 60° ≤ θ < 90° 30° ≤ θ < 90°
1 0
b = max. 2 mm b = max. 2 mm b = max. 2 mm
For θ < 60°, a butt weld detail For the smallest angles
(as Figure E.4) should be used full penetration is not
at C in the toe area. required provided
there is adequate throat
thickness
where b = b
1 0
b = max. 2 mm
NOTE Application of EN ISO 9692-1 case 3.101 to square or rectangular hollow sections.
Figure E.5 — Weld preparation and fit-up
Fillet welds in square or rectangular hollow section brace to chord joints
168
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Figure E.6 — Weld preparation and fit-up for hollow section mitre joints
Separate components
Non-overlapping welds
PREFERRED DETAIL
Case A
a = Hidden toe area does not need welding unless
otherwise specified.
Overlapping components
ACCEPTABLE DETAIL
Case B
Separate components
but overlapping welds
DETAIL TO BE AVOIDED
Case C
Figure E.7 — Assembly of two brace components to a chord component
169
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
For joints not significantly subjected to dynamic loading, the following deviations may be permitted for the
alignment between the root edges or root faces of in-line butt joints between hollow section components:
a) 25 % of the thickness of the thinner constituent product for material ≤12 mm thick;
b) 3 mm for material over 12 mm thick.
This alignment may be achieved using machining of ends to correct wall thickness variations and ovality or
out-of-squareness of hollow sections, provided that the remaining material thickness complies with the
minimum specified.
For in-line splice butt joints between hollow sections of different thickness, the thicknesses may be matched
using the following guidance in accordance with Figure E.8:
a) if the difference in thickness does not exceed 1,5 mm, no special measures are necessary;
b) if the difference in thickness does not exceed 3 mm, the backing material may be shaped to
accommodate the difference (local hot forming of the backing material may be used);
c) if the difference exceeds 3 mm the wall of the thicker component should be tapered with a slope of 1 in 4
or less.
The symbols ∆ and α mean: ∆ = thickness difference; tan α = slope, which shall not exceed 1 in 4.
Figure E.8 — Backing material details for components of different thickness
170
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If it is not appropriate to use part of the steel structure as backing material, Figure E.9 gives guidance on
suitable shapes for backing rings or strips.
Thickness t: 3-6 mm
Breadth b: 20-25 mm
Figure E.9 —Suitable shapes for backing rings or strips
E.5 Fillet welded joints
For brace to chord joints , the welding procedure and the local profile of weld gap should be chosen to ensure
a smooth transition between those parts of the weld that are butts (which should be in accordance with
Figures E.2 and E.4 and those that are fillets (which should be in accordance with Figures E.3 and E.5).
For flare welds, the included angle of the weld preparation should exceed 60° for the effective depth of the
weld, as shown in Figure E.10.
Here the symbol α means: Included angle 60°.
a
a a
Determination of maximum effective depth of the weld, a,
without reinforcement based on included angle, α, of 60°.
Figure E.10 — Flare weld connecting two square/rectangular hollow section components
171
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex F
(normative)
Corrosion protection
F.1 General
F.1.1 Field of application
This Annex gives requirements and guidelines relating to the execution of corrosion protection undertaken off-
site and/or on-site on steel components with the exception of stainless steels. The field of application is
corrosion protection by means of surface preparation and application of paint systems or metallic coatings by
means of thermal spray or galvanizing. Cathodic protection is not included.
The requirements for corrosion protection shall be given in the execution specification in terms of a
performance specification or as performance requirements for the protective treatment to be used.
NOTE 1 EN ISO 12944-8 gives guidelines for developing specifications for corrosion protection using paints.
This annex does not cover the corrosion protection of cables and fittings.
NOTE 2 See Annex A of EN 1993-1-11:2006.
F.1.2 Performance specification
The performance specification shall specify:
a) the expected life of the corrosion protection (see EN ISO 12944-1) and
b) the corrosivity category (see EN ISO 12944-2).
The performance specification may also state a preference for painting, thermal spraying or galvanizing.
F.1.3 Prescriptive requirements
If the expected life of a corrosion protection and corrosivity category are specified, prescriptive requirements
shall be developed to comply with them. Otherwise, the execution specification shall define the prescriptive
requirements giving details of the following items as are relevant:
a) surface preparation for manufactured steel components to be painted (see F.2.1);
b) surface preparation for manufactured steel components for thermal spraying (see EN 14616 and F.2.1);
c) surface preparation for manufactured steel components to be galvanized (see F.2.2);
d) processes for surface preparation of fasteners (see F.5);
e) paint system in accordance with EN ISO 12944-5 and/or paint products that have had their performance
assessed according to EN ISO 12944-6. This may include requirements relevant to subsequent
decorative coatings and restrictions on choice of colour for coating products;
f) work methods for initial application of paint products and repair (see EN ISO 12944-8 and F.6.1);
172
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE Repair on site of shop-applied coatings may require special consideration.
g) thermal spraying (see F.6.2);
h) galvanizing (see F.6.3);
i) particular requirements for inspection and checking (see F.7);
j) special requirements for bimetallic interfaces;
k) special requirements for sheetings.
F.1.4 Work method
Corrosion protection shall be undertaken in accordance with work methods that are based on a quality plan
and that comply with F.2 to F.6 as relevant. The quality plan shall be developed from the prescriptive
requirements in F.1.3.
Work methods shall identify whether work is to be undertaken pre- or post- manufacturing.
Corrosion protection products shall be used in accordance with the manufacturer's recommendations. Storage
and handling procedures for materials shall ensure that the materials to be used are within their shelf life and
pot life after opening or mixing.
All painted, thermal sprayed or hot dip galvanized products shall be carefully handled, stored and transported
to avoid damage to their surfaces. Packing, wrapping and other materials used for handling and storage shall
generally be of non-metallic type.
Adequate well-ventilated space, protected against the influence of weather, moisture and other coating work
shall be provided to allow the paints to cure to an acceptable level and to avoid corrosion of metallic coatings.
No handling, storage and transport shall be performed before the coating system is cured to an acceptable
level.
The curing time shall be not less than recommended by the product manufacturer.
Repair procedures shall be appropriate to the damage incurred using handling, storage and erection
procedures.
F.2 Surface preparation of carbon steels
F.2.1 Surface preparation of carbon steels prior to painting and metal spraying
Surfaces shall be prepared in accordance with EN ISO 12944-4, and EN ISO 8501.
Procedure tests shall be undertaken on blast cleaning processes to establish the surface cleanliness and
surface roughness achievable. These shall be repeated at intervals during production.
The results of procedure tests on blast cleaning processes shall be sufficient to establish that the process is
suitable for the subsequent coating process.
Measurement and assessment of surface roughness shall be undertaken according to EN ISO 8503-1 and
EN ISO 8503-2.
If coated materials are to receive further treatment, the surface preparation shall be appropriate to the
subsequent treatment.
173
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE 1 Abrasive cleaning and wire brushing are not appropriate to sound metallic or organically coated components.
However, if repairs to coatings are needed, it may be necessary to remove debris or corrosion deposits locally to reveal
the basic steel substrate before carrying out the repair.
If overpainting of zinc coated steel is carried out, the cleaning of the surface requires particular attention.
Surfaces shall be cleaned (removal of dust and grease) and possibly treated with a suitable etch primer or
sweepblasting according to EN ISO 12944-4 to surface roughness “fine” in accordance with EN ISO 8503-2.
The pre-treatment shall be checked before subsequent overcoating.
NOTE 2 Pre-coated galvanized steel strip is often supplied with a chromate passivation.
F.2.2 Surface preparation of carbon steels prior to galvanizing
Surfaces shall be prepared in accordance with EN ISO 8501 and EN ISO 1461 unless otherwise specified.
With pickling used prior to galvanizing, high strength steels may become susceptible to hydrogen-inducing
cracking (see Annex C of EN ISO 1461:1999).
F.3 Welds and surfaces for welding
If a component is subsequently to be welded, the surfaces of the component within 150 mm of the weld shall
not be coated with materials that will impair the quality of the weld (see also 7.5.1.1).
Welds and adjacent parent metal shall not be painted before de-slagging, cleaning, checking and acceptance
of the weld (see also 10.2 - Table 22).
F.4 Surfaces in preloaded connections
For slip resistant connections, the execution specification shall specify requirements for friction surfaces and
class of treatment or tests required (see 8.4 and 12.5.2.1).
For preloaded connections that are not required to be slip resistant, the extent of surfaces that are affected by
the preloaded bolts shall be specified. If the contact surfaces are to be painted before assembly the dry
coating thickness shall be between 100 µm and 75 µm. After assembly and preload, the connections shall be
cleaned and finally painted with the relevant system.
F.5 Preparation of fasteners
The specification for the preparation of fasteners shall be consistent with the following:
a) the corrosion protection classification specified for the work or part of work;
b) the material and type of fastener;
c) the adjacent materials in contact with the fastener when in position and coatings on those materials;
d) the method of tightening the fastener;
e) the prospective need to repair the fastener treatment after tightening.
If preparation to fasteners is necessary after installation, it shall not be undertaken until the necessary
inspection of the fastener has been completed.
174
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
The embedded part of foundation bolts shall be protected for at least the first 50 mm below the finished
surface of the concrete. The remaining surfaces of the steel are to be left untreated unless otherwise specified
(see EN ISO 12944-3).
F.6 Coating methods
F.6.1 Painting
The surface condition of the component shall be checked immediately prior to painting to ensure that it
complies with the required specifications, EN ISO 12944-4, EN ISO 8501 and EN ISO 8503-2 and the
manufacturer's recommendations for the product about to be applied.
Painting shall be undertaken in accordance with EN ISO 12944-7.
If two or more coats are to be applied, a different colour shade shall be used for each coat.
Structures with an expected life of the corrosion protection above 5 years with a C3 (and above) corrosivity
category should have additional edge protection, by a stripe coat, extending across approximately 25 mm on
both side of the edge and applied to a nominal thickness appropriate to the coating system.
Work shall not proceed if:
the ambient temperature is below that recommended in the manufacturer's recommendations for the
product to be applied;
the surfaces to be coated are wet;
the temperature of the surfaces to be coated is less than 3 °C above the dew point unless otherwise
specified in the product datasheet.
Painted surfaces shall be protected against the accumulation of water for a period after application as required
by the product data sheet.
The packing of painted components into bundles shall not commence until the paint manufacturer's declared
hardening time has expired. Adequate well ventilated space, protected against the influence of weather, shall
be provided to allow the coating to harden sufficiently. Appropriate measures shall be taken to prevent
damage to the coating during packing and handling.
NOTE Cold formed components are often produced as nesting profiles. Tightly packing components into
nested bundles before the paint treatment is sufficiently hardened may result in damage.
F.6.2 Metal spraying
Thermal metal spraying shall be of zinc, aluminium or zinc/aluminium 85/15 alloy and be undertaken in
accordance with EN ISO 2063.
Thermal metal sprayed surfaces shall be treated with a suitable sealer before overcoating with paint in
accordance with F.6.1. This sealer shall be compatible with the overcoating paint and shall be applied
immediately after metal spraying cooling so as to avoid oxidation or moisture trapping.
F.6.3 Galvanizing
Galvanizing shall be undertaken in accordance with EN ISO 1461.
Galvanized surfaces of cold-formed components shall be provided by using precoated steel strip or by hot dip
galvanizing after manufacturing.
175
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE 1 Coating masses, finishes and surface qualities are specified in EN 10326 and EN 10327.
If hot dip galvanizing after manufacturing is specified, it shall be undertaken in accordance with
EN ISO 1461 and requirements for procedure qualification of the dipping process shall be specified.
NOTE 2 Light gauge cold-formed components often lack inherent stiffness. Long components composed of thin
material can be susceptible to twisting due to stress relieving at the elevated temperature of the zinc bath.
Requirements for the inspection, checking or qualification of the preparation to be carried out before
subsequent overcoating shall be specified.
F.7 Inspection and checking
F.7.1 General
Inspection and checking shall be undertaken in accordance with the quality plan and F.7.2 to F.7.4. The
execution specification shall specify any requirements for additional inspection and testing.
Inspection and checking, including routine checking to F.7.2, shall be recorded.
F.7.2 Routine checking
Routine checking of corrosion protection shall comprise:
a) checks that prepared steel surfaces which are to receive corrosion protection treatment have the specified
degree of cleanliness, assessment in accordance with EN ISO 8501 and the specified surface roughness,
assessment in accordance with EN ISO 8503-2;
b) thickness measurement of:
1) each layer of the paint coating in accordance with ISO 19840 and EN ISO 2808;
2) thermal spraying in accordance with EN ISO 2063;
3) galvanizing in accordance with EN ISO 1461.
4) Visual inspection that paint treatment complies with the provisions of EN ISO 12944-7.
F.7.3 Reference areas
In accordance with EN ISO 12944-7, the execution specification shall define any reference areas to be used
to establish the minimum acceptable standard for the work. Unless otherwise specified, reference areas shall
be specified for corrosion protection systems in Corrosivity Categories C3 to C5 and Im1 to Im3.
F.7.4 Galvanized components
Unless otherwise specified, due to the risk of liquid metal assisted cracking (LMAC), galvanized components
shall be subjected to post-galvanizing inspection.
NOTE Information on LMAC is given in [51].
The component specification shall specify the following:
a) components for which post-galvanizing inspection is not required;
176
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
b) components or specific locations that shall be subjected to additional NDT, the scope and method of
which shall be specified.
The results of post-galvanizing inspection shall be recorded.
If evidence of cracking is identified, then the component and all similarly shaped components fabricated with
similar materials and weld details shall be identified and quarantined as nonconforming products. A
photographic record of the cracking shall be made and a specific procedure shall then be used to establish the
scope and origin of the problem.
177
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex G
(normative)
Test to determine slip factor
G.1 General
The purpose of this test is to determine the slip factor for a particular surface treatment, often involving a
surface coating.
The test procedure is intended to ensure that account is taken of the possibility of creep deformation of the
connection.
The validity of the test results for coated surfaces is limited to cases where all significant variables are similar
to those of the test specimens.
G.2 Significant variables
The following variables shall be taken as significant on the test results:
a) the composition of the coating;
b) the surface treatment and treatment of primary layers in case of multi-layer systems, see G.3;
c) the maximum thickness of the coating, see G.3;
d) the curing procedure;
e) the minimum time interval between application of the coating and application of load to the connection;
f) the property class of the bolt, see G.6.
G.3 Test specimens
The test specimens shall conform to the dimensional details shown in Figure G.1.
The steel material shall conform to EN 10025-2 to -6.
To ensure that the two inner plates have the same thickness, they shall be produced by cutting them
consecutively from the same piece of material and assembled in their original relative positions.
The plates shall have accurately cut edges that do not interfere with contact between the plate surfaces. They
shall be sufficiently flat to permit the prepared surfaces to be in contact when the bolts have been preloaded in
accordance with 8.1 and 8.5.
178
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Dimensions in millimetres
a) M20 bolts in 22 mm dia holes b) M16 bolts in 18 mm dia holes
Figure G.1 — Standard test specimens for slip factor test
The specified surface treatment and coating shall be applied to the contact surfaces of the test specimens in a
manner consistent with the intended structural application. The mean coating thickness on the contact surface
of the test specimens shall be at least 25 % thicker than the nominal thickness specified for use in the
structure.
The curing procedure shall be documented, either by reference to published recommendations or by
description of the actual procedure.
The specimens shall be assembled such that the bolts are bearing in the opposite direction to the applied
tension.
The time interval (in hours) between coating and testing shall be recorded.
The bolts shall be tightened to within ± 5 % of the specified preload, F , for the size and property class of the
p,C
bolt used.
The preload in the bolts shall be directly measured with equipment that is accurate to ± 5 %.
NOTE If it is required to estimate bolt preload losses over time, the test specimens may be left for a specified period
at the end of which the preloads may be again measured.
The bolt preloads in each test specimen shall be measured just prior to testing and, if necessary, the bolts
shall be retightened to the required ± 5 % accuracy.
G.4 Slip test procedure and evaluation of results
Initially, five test specimens shall be tested. Four tests shall be loaded at normal speed (duration of test
approximately 10 min to 15 min). The fifth test specimen shall be used for the creep test.
The specimens shall be tested in a tension loading machine. The load-slip relationship shall be recorded.
179
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
The slip shall be taken as the relative displacement between adjacent points on an inner plate and a cover
plate, in the direction of the applied load. It shall be measured for each end of the specimen separately. For
each end, the slip shall be taken as the mean of the displacements on both sides of the specimen.
The individual slip load for a connection, F , is defined as the load at which a slip of 0,15 mm occurs.
Si
The fifth test specimen shall be loaded with a specific load of 90 % of the mean slip load F from the first four
Sm
specimens (i.e. the mean of eight values).
If for the fifth specimen the delayed slip, i.e. difference between the recorded slip at five minutes and at three
hours after the application of the full load does not exceed 0,002 mm the slip loads for the fifth test specimen
shall be determined as for the first four. If the delayed slip exceeds 0,002 mm extended creep tests shall be
carried out in accordance with G.5.
If the standard deviation s of the ten values (obtained from the five test specimens) for the slip load exceeds
Fs
8 % of the mean value, additional specimens shall be tested. The total number of test specimens (including
the first five) shall be determined from:
n > (s/3,5)2
where
n is the number of test specimens;
s is the standard deviation s for the slip load from the first five specimens (ten values) expressed as a
Fs
percentage of the mean slip load value.
G.5 Extended creep test procedure and evaluation
If it is necessary to carry out extended creep tests, following G.4 at least three test specimens (six
connections) shall be tested.
A specific load shall be applied to the test specimen whose value shall be determined so as to account both
for the result of the creep test carried out in G.4 and for the results of all preceding extended creep tests.
NOTE A load corresponding to the slip factor proposed for use in the structural application may be adopted. If the
surface treatment is to belong to a specified class, a load corresponding to the slip factor for that class may be taken in
accordance with Table 18.
A “displacement - log time” curve shall be plotted (see Figure G.2) to demonstrate that the load determined
using the proposed slip factor will not cause displacements greater than 0,3 mm during the design life of the
structure, taken as 50 years unless otherwise specified. The “displacement - log time curve” may be
extrapolated linearly as soon as the tangent can be determined with sufficient accuracy.
180
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE t Design life of structure
Ld
t Minimum duration for test A
1
t Minimum duration for test B
2
(3) The loading (slip factor) for test C is set too high
Key
1 log (time)
2 slip displacement
Figure G.2 — Use of the displacement - log time curve for extended creep test
G.6 Test results
Individual slip factor values are determined as follows:
F
µ = Si
i 4F
p,C
The slip load mean value F and its standard deviation s are determined as follows:
Sm F S
∑F (F −F )2
F = Si , s = Si Sm
Sm n F S n−1
The slip factor mean value µ and its standard deviation s are determined as follows:
m µ
∑µ (µ − µ )2
µ = i , s = i m
m n µ n−1
The characteristic value of the slip factor µ shall be taken as the 5 % fractile value with a confidence level of
75 %.
For ten values, n = 10, from five specimens, the characteristic value may be taken as the mean value minus
2,05 times the standard deviation.
Unless extended creep testing is required, the nominal slip factor shall be taken equal to its characteristic
value.
181
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If extended creep testing is required, the nominal slip factor may be taken as the value demonstrated to satisfy
the specified creep limit, see G.5.
Slip factors determined using bolts property class 10.9 may also be used for bolts property class 8.8.
Alternatively separate tests may be carried out for bolts property class 8.8. Slip factors determined using bolts
property class 8.8 shall not be assumed valid for bolts property class 10.9.
If required, the surface treatment shall be assigned to the relevant friction surface class as follows, in
accordance with the characteristic value of the slip factor µ determined in G4 or G5 as relevant:
µ ≥ 0,50 class A
0,40 ≤ µ < 0,50 class B
0,30 ≤ µ < 0,40 class C
0,20 ≤ µ < 0,30 class D
182
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex H
(normative)
Test to determine torque values for preloaded bolts under site conditions
H.1 Scope
This Annex specifies a tightening test intended to represent site conditions to calibrate high-strength bolting
assemblies for preloaded bolted connections.
The purpose of the test is to determine the necessary parameters to ensure that the minimum required
preload is reliably obtained by the tightening methods specified in this European standard.
H.2 Symbols and units
A nominal stress area of the bolt, (mm2) (see EN ISO 898-1)
s
e M allowable ratio (e M = M max – M min)/M m
F bolt force during the test, (kN)
b
F required preload of 0,7 f As, (kN)
p,C ub
f nominal bolt strength (R ), (MPa)
ub m
M individual value of the torque related to F , (N m)
i p,C
M
m
mean value of M
i
values, (N m)
M
max
maximum value of M
i
values, (N m)
M
min
minimum value of M
i
values, (N m)
s
M
estimated standard deviation of the M
i
values
V
M
coefficient of variation of the M
i
values
θ individual value of the angle θ at which the bolt force has first reached the value of F , (°)
pi p,C
θ individual value of the angle θ at which the bolt force has reached its maximum value F , max, (°)
1i bi
θ individual value of the angle θ at which the test is stopped, (°)
2i
∆θ the individual angle difference (θ - θ), (°)
1i 1i pi
∆θ the individual angle difference (θ - θ), (°)
2i 2i pi
∆θ
2 min
the minimum required value of the angle difference ∆θ
2i
as specified in the relevant product standard (°)
H.3 Principle of the test
The principle of the test is to tighten assemblies and to measure, during tightening, the following parameters:
• the bolt force;
• the torque;
• the relative rotation between the nut and the bolt, if required.
H.4 Test apparatus
The bolt force measuring device may be in accordance with EN 14399-2, or a mechanical or hydraulic device
such as a load cell, provided the accuracy of the bolt force measuring device meets the requirements given in
Table H.1 or H.2 as relevant. The bolt force measuring device shall be calibrated at least once per year (or
more frequently if recommended by the equipment manufacturer) by a recognized testing authority.
Torque wrenches to be used for the test shall be one of those to be used on site. They shall offer suitable
operating range. Hand or power wrenches may be used, with exception of impact wrenches. The accuracy
183
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
requirements for the wrenches are given in Table H.1 or H.2 as relevant. The torque wrench shall be
calibrated at least once per year (or more frequently if recommended by the manufacturer).
H.5 Test assemblies
Separate tests shall be carried out on representative samples from each lot of fastener assemblies concerned.
Test assemblies shall be chosen so that all relevant aspects of their conditions are similar.
NOTE The site conditions of fasteners, in particular the performance of the lubrication, can vary if they are left
exposed to extreme environmental conditions on site or if they are stored for a long period of time.
Representative assemblies shall consist of a number of bolts, nuts and washers of each inspection lot. The
assemblies used for tests shall not be re-used for supplementary tests or in the structure.
H.6 Test set up
The test set-up (see Figure H.1) may include shims needed to suit the measuring device.
The test assemblies and shims shall be positioned such that:
the composition of the assembly is similar to the utilisation in practice;
a chamfered washer or a chamfered shim is placed under the bolt head;
a washer is placed under the nut when the nut will be turned during tightening;
the clamp length including the shims and washer(s) is the minimum allowed in the relevant product
standard.
184
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 nut
2 washer under the nut when nut turned during tightening
3 shim(s)
4 bolt tension measuring device
5 chamfered washer of the assembly or chamfered shim
6 bolt head
Figure H.1 — Typical assembly of the tension measuring device
H.7 Test procedure
For site tests the method used for tightening during the test shall be the same as that used on the site. For site
tests the basis of calibration is to record the torque values M needed to achieve the target preload tension in
i
the bolt.
Tests may be carried out either in a laboratory or elsewhere under suitable conditions. The method used for
tightening shall be the same as that to be used on the site.
NOTE In certain cases it may be more convenient to have the product manufacturer check whether fastener
assemblies still meet the declared as-delivered properties.
185
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Sufficient measurements shall be taken of the torque, the corresponding bolt tension and, if required, the
corresponding rotation of the turned part so as to permit the evaluation of the test results in accordance with
H.8.
Neither the fixed part nor the washer under the turned part shall rotate during the test.
The basis of calibration is to record the torque values M i needed to achieve the bolt force F b = F p,C = 0,7 f ub As.
The test shall be terminated when any one of the following conditions is satisfied:
the bolt force exceeds 1,1 F ;
p,C
the angle of nut rotation exceeds (θ + ∆θ) and/or (θ + ∆θ ), if required;
pi 1 pi 2 min
bolt failure by fracture occurs.
H.8 Evaluation of test results
The criteria for acceptance of the torque values for the combined method and for the torque method are given
in Tables H.1 and H.2 respectiveley.
Table H.1 — Maximum values for e for the combined method
M
Number of tests 3 4 5 6
e = (M – M ) / M 0,25 0,30 0,35 0,40
M max min m
Required test equipment conditions:
calibrated bolt tension device uncertainty ± 6 %, repeatability error ± 3 %,
calibrated torque wrench accuracy ± 4 %, repeatability error ± 2 %.
Table H.2 — Maximum values for V for torque method
M
Number of tests 5 6 8
V 0,04 0,05 0,06
M
Required test equipment conditions:
calibrated bolt tension device uncertainty ± 2 %, repeatability error ± 1 %,
calibrated torque wrench accuracy ± 4 %, repeatability error ± 1 %.
With:
n
∑M
i ∑(M −M )2 s
M = i=1 s = i m V = m
m n M n−1 M M
M
If required to be checked, the acceptance criteria for the rotations ∆θ and ∆θ shall be those in the relevant
1 2
Part of EN 14399 for the fasteners in the assembly lot.
NOTE The rotations ∆θ and ∆θ are shown in Figure 2 of EN 14399-2:2005.
1 2
If the rotations are checked, then the maximum tension in the bolt shall be measured (i.e. that force
corresponding to the rotation ∆θ). The requirement is that the maximum tension shall be equal to or greater
1
than 0,9 f A with f and A based on nominal values.
ub s ub s
186
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
H.9 Test report
The following minimum information shall be included in the test report:
date of testing;
identification number of the assembly lot or the extended assembly lot;
number of assemblies tested;
designation of the fasteners;
marking of bolts, nuts and washers;
coating or surface finish and lubrication condition; if relevant, description of alterations to the surfaces due
to site exposure;
test clamp length;
details of the test set-up and devices used to measure tension and torque;
remarks concerning the execution of tests (including special testing conditions and procedures such as
turning the head of the bolt);
tests results according to this annex;
specifications for the preloading of the fasteners related to the inspection lot tested.
The test report shall be signed and dated.
187
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex J
(normative)
Use of compressible washer-type direct tension indicators
J.1 General
This annex gives requirements for the fitting and checking of compressible washer-type direct tension
indicators.
J.2 Fitting
Indicators are generally fitted under the bolt head and the bolt is generally tightened by rotation of the nut, as
shown in Figure J.1 a). Limited access to the bolt head for the purposes of inspecting the indicator gap may
require the indicator to be fitted under the nut. If used in this manner the appropriate nut face washer is fitted
between the indicator protrusions and the nut (see Figure H 1 b)).
188
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 indicator
2 gap
3 nut face washer
NOTE For 10.9 bolt applications a chamfered washer is needed under the bolt head.
a) under bolt head fitting, before tightening
Key
1 indicator
2 nut face washer
3 gap
NOTE For 10.9 bolt applications a chamfered washer is needed under the bolt head.
b) under nut fitting, before tightening
Figure J.1 — Bolt tightening by rotation of the nut (normal method of assembly)
Conditions of limited access may require the bolt to be tightened by rotation of the bolt head. In this case a nut
face washer is fitted between the indicator protrusions and the bearing surface of the nut as shown in Figure
J.2 a).
If there is limited space for positioning of the bolt, combined with limited access for inspection of the indicator
gap, it may be necessary to fit the indicator under the bolt head and to tighten the assembly by rotation of the
bolt head. In this case a bolt face washer is fitted between the indicator protrusions and the bearing surface of
the nut (see Figure J.2b).
189
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 indicator washer
2 nut face washer
3 gap
4 through hardened
a) under nut fitting, before tightening
Key
1 indicator washer
2 bolt face washer
3 gap
NOTE For 10.9 bolt applications a plain washer is needed under the nut.
b) under bolt head fitting, before tightening
Figure J.2 — Bolt tightening by rotation of the bolt (alternative method of assembly)
J.3 Checking
A feeler gauge as specified in Table J.1 shall be used to determine whether the direct tension indicator has
compressed in accordance with the requirements of prEN 14399-9.
190
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table J.1 — Thickness of feeler gauge
Thickness of feeler gauge (a)
Indicator positions
(mm)
Under bolt head, when nut is rotated (Figure J.1 a))
0,40
Under nut, when bolt is rotated (Figure J.2 a))
Under nut, when nut is rotated (Figure J.1 b))
0,25
Under bolt head, when bolt is rotated (Figure J.2 b))
(a) This table applies to both H8 and H10 DTIs
The indicator gap shall be checked using the feeler gauge as a “no go” inspection tool. The feeler gauge shall
be pointed at the centre of the bolt as shown in Figure J.3.
1. 2
Key
1 “No go” gap if refusal occurs
2 “Go” gap if refusal does not occur
Figure J.3 — Checking the indicator gap
The indicator has been compressed sufficiently when the number of feeler gauge refusals meets the
requirement given in Table J.2.
191
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Table J.2 — Feeler gauge refusals
Number of indicator Minimum number of feeler
protrusions gauge refusals a
4 3
5 3
6 4
7 4
8 5
9 5
a No more than 10 % of the indicators in a connection bolt group shall
exhibit full compression of the indicator.
192
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex K
(informative)
Hexagon injection bolts
K.1 General
This annex provides information on the supply and use of hexagon injection bolts.
Injection bolts may be used as non-preloaded or preloaded bolts, as specified. Filling of the clearance
between the bolt and the inside surface of the hole is carried out through a small hole in the head of the bolt
as shown in Figure K.1. After injection and complete curing of the resin, the connection is slip resistant.
4
Key
1 injection hole
2 chamfered washer
3 resin
4 air escape groove in the washer
Figure K.1 — Injection bolt in a double lap joint
Injection bolts should be made of materials in accordance with Clause 5 and used in accordance with
Clause 8 supplemented by the recommendations in this annex.
NOTE Detailed information is given in [50].
K.2 Hole sizes
The nominal clearance for bolts in the hole should be 3 mm. For bolts smaller than M27 the clearance may be
reduced to the clearance of 2 mm, as specified in 6.6 for normal round holes.
K.3 Bolts
The head of the bolt should be provided with a hole having a position and dimensions as specified in Figure
K.2.
193
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
If other types of nozzle than plastic nozzles are used, the edge may need to be chamfered in order to
guarantee sufficient sealing.
Dimensions in millimetres
Key
1 nozzle of injection device
Figure K.2 — Hole in the head of the bolt
K.4 Washers
Under the bolt head a special washer should be used. The inner diameter of this washer should be at least 0,5
mm larger than the actual diameter of the bolt. One side should be machined according to Figure K.3 a) or K.3
b).
a) Drilled b) Chamfered
Figure K.3 — Preparation of the washer for use under the bolt head
The washer under the bolt head should be positioned with the rebate towards the bolt head.
Under the nut a special washer provided with a groove according to Figure K.4 should be used. The edges of
the groove should be smooth and rounded.
The washer under the nut should be positioned with the groove towards the nut.
194
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Key
1 groove
Figure K.4 — Preparation of the washer for use under the nut
K.5 Nuts
The nuts may be assumed to be sufficiently secured by the resin.
K.6 Resin
A two component resin should be used.
After the mixing of the two components, the mass should have such a viscosity, at the ambient temperature
during installation, that the narrow spaces in the bolted connection will be filled easily. However, the flowing of
the mass should stop after the injection pressure has been removed.
The potlife of the resin should be at least 15 min at the ambient temperature.
If there are no data available, procedure tests should be carried out to determine the appropriate temperature
and curing time.
The design bearing strength of the resin should be determined similar to the procedure for the determination
of the slip factor as specified in Annex G.
K.7 Tightening
Tightening of the bolts in accordance with Clause 8 should be carried out before starting the injection
procedure.
K.8 Installation
The installation should be carried out in accordance with the recommendations given by the product
manufacturer.
The temperature of the resin should be between 15 °C and 25 °C. In very cold weather the resin and if
necessary the steel components should be preheated. If the temperature is too high, modelling clay may be
used to close the hole in the head and the groove in the washer immediately after injection.
The connection should be free from water at the time of injection.
195
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
NOTE 1 To get rid of the water one day of dry weather is generally necessary before starting the injection procedure.
The curing time should be such that the resin is cured before the structure is loaded.
Heating after injection is permitted in order to reduce the curing time, if necessary.
NOTE 2 In some cases e.g. the repair of railway bridges, this time can be rather short. To reduce the curing time (to
about 5 h) the connection may be heated to a maximum of 50 °C after the potlife has passed.
196
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex L
(informative)
Guide to flow diagram for development and use of a WPS
Development of a preliminary
WPS
Qualification of the welding
procedure by a method according to
Tables 12 and 13
(WPQR)
Preparing the WPS for production
based on the relevant welding
procedure qualification record
(WPQR)
Use of the WPS for the first 5 welds
in production with double NDT extent
according to Table 24
Use of the WPS after the first 5
welds in production with NDT
extent according to Table 24
Figure L.1 — Flow diagram for development and use of a WPS
197
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Annex M
(normative)
Sequential method for fasteners inspection
M.1 General
The sequential method for fasteners inspection shall be carried out according to the principles in
ISO 2859-5, the purpose of which being to give rules based on progressive determination of inspection
results.
ISO 2859-5 gives two methods for establishing sequential sampling plans: numerical method and graphic
method. The graphic method is applied for fasteners inspection.
In the graphic method (see Figure M.1) the horizontal axis is the number of fasteners inspected and the
vertical axis the number of defective fasteners.
The lines on the graph define three zones: the acceptance zone, the rejection zone and the indecision zone.
As long as the inspection result is in the indecision zone the inspection is continued until the cumulative plot
emerges into either the acceptance zone or the rejection zone. Acceptance means that no further sample
inspection is required. Two examples are given below.
Key
1 number of fasteners inspected
2 number of defective fasteners
3 rejection zone
4 indecision zone
5 acceptance zone
Figure M.1 — Example of sequential inspection diagram
EXAMPLES
Dotted line The 4th and 8th fasteners were found defective. Inspection was continued until crossing the vertical
curtailment line. The result is ”acceptance”.
198
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Dashed line The 2nd, 6th and 12th fasteners were found defective. Exit from the indecision zone is into the rejection
zone. The result is ”rejection”.
M.2 Application
The following diagrams, M.2 (sequential type A) and M.3 (sequential type B) apply as relevant.
a) Sequential type A:
1) minimum number of fasteners to be inspected: 5
2) maximum number of fasteners to be inspected: 16
Figure M.2 — Sequential type A diagram
Key
1 number of fasteners inspected
2 number of defective fasteners
b) Sequential type B:
1) minimum number of fasteners to be inspected: 14
2) maximum number of fasteners to be inspected: 40
199
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
1
2
Key
1 number of fasteners inspected
2 number of defective fasteners
Figure M.3 — Sequential type B diagram
200
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
Bibliography
[1] prEN 1090-1, Steel and aluminium structural components — General delivery conditions
[2] EN 1990:2002, Eurocode — Basis of structural design
[3] EN 1993-1-1, Eurocode 3: Design of steel structures — Part 1-1: General rules and rules for buildings
[4] EN 1993-1-2, Eurocode 3: Design of steel structures — Part 1-2: General rules - Structural fire design
[5] EN 1993-1-3, Eurocode 3 - Design of steel structures — Part 1-3: General rules - Supplementary rules for
cold-formed members and sheeting
[6] EN 1993-1-4, Eurocode 3 - Design of steel structures — Part 1-4: General rules - Supplementary rules for
stainless steels
[7] EN 1993-1-5, Eurocode 3 - Design of steel structures — Part 1-5: Plated structural elements
[8] EN 1993-1-7, Eurocode 3: Design of steel structures — Part 1-7: Plated structures subject to out of plane
loading
[9] EN 1993-1-9, Eurocode 3: Design of steel structures — Part 1-9: Fatigue
[10] EN 1993-1-10, Eurocode 3: Design of steel structures — Part 1-10: Material toughness and through-
thickness properties
[11] EN 1993-1-11, Eurocode 3 - Design of steel structures — Part 1-11: Design of structures with tension
components
[12] EN 1993-1-12, Eurocode 3 - Design of steel structures — Part 1-12: Additional rules for the extension of
EN 1993 up to steel grades S 700
[13] EN 1993-2, Eurocode 3: Design of steel structures — Part 2: Steel Bridges
[14] EN 1993-3-1, Eurocode 3 - Design of steel structures — Part 3-1: Towers, masts and chimneys – Towers
and masts
[15] EN 1993-3-2, Eurocode 3 - Design of steel structures — Part 3-2: Towers, masts and chimneys -
Chimneys
[16] EN 1993-4-1, Eurocode 3 - Design of steel structures — Part 4-1: Silos
[17] EN 1993-4-2, Eurocode 3 - Design of steel structures — Part 4-2: Tanks
[18] EN 1993-4-3, Eurocode 3 - Design of steel structures — Part 4-3: Pipelines
[19] EN 1993-5, Eurocode 3 - Design of steel structures — Part 5: Piling
[20] EN 1993-6, Eurocode 3 - Design of steel structures — Part 6: Crane supporting structures
[21] EN 1994 (all parts), Eurocode 4: Design of composite steel and concrete structures
[22] EN 1998-1, Eurocode 8: Design of structures for earthquake resistanse — Part 1: General rules, seismic
actions and rules for buildings
[23] EN 10020, Definition and classification of grades of steel
201
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
[24] EN 10027-1, Designation systems for steels — Part 1: Steel names
[25] EN 10027-2, Designation systems for steel — Part 2: Numerical system
[26] EN 10079, Definition of steel products
[27] EN 10162, Cold rolled steel sections — Technical delivery conditions — Dimensional and cross-sectional
tolerances
[28] EN 13001-1, Crane — General design — Part 1: General principles and requirements
[29] CEN ISO/TR 3834-6, Quality requirements for fusion welding of metallic materials — Part 6: Guidelines
on implementing ISO 3834 (ISO/TR 3834-6:2007)
[30] EN ISO 2320, Prevailing torque type steel hexagon nuts — Mechanical and performance properties
(ISO 2320:1997)
[31] EN ISO 7040, Prevailing torque type hexagon nuts (with non-metallic insert), style 1 — Property classes
5, 8 and 10 (ISO 7040:1997)
[32] EN ISO 7042, Prevailing torque type all-metal hexagon nuts — Property classes 5, 8, 10 and 12
(ISO 7042:1997)
[33] EN ISO 7719, Prevailing torque type all-metal hexagon nuts, style 1 — Property classes 5, 8 and 10
(ISO 7719:1997)
[34] EN ISO 10511, Prevailing torque type hexagon thin nuts (with non-metallic insert) (ISO 10511:1997)
[35] EN ISO 10512, Prevailing torque type hexagon nuts (with non-metallic insert), style 1, with metric fine
pitch thread – Property classes 6, 8 and 10 (ISO 10512:1997)
[36] EN ISO 10513, Prevailing torque type all-metal hexagon nuts, style 2, with metric fine pitch thread —
Property classes 8, 10 and 12 (ISO 10513:1997)
[37] EN ISO 9000, Quality management systems — Fundamental and vocabulary (ISO 9000:2005)
[38] EN ISO 21670, Hexagon weld nuts with flange (ISO 21670:2003)
[39] EN ISO 17652-2, Welding — Test for shop primers in relation to welding and allied processes — Part 2:
Welding properties of shop primers (ISO 17652-2:2003)
[40] ISO 1803, Building construction — Tolerances — Expression of dimensional accuracy — Principles and
terminology
[41] ISO 3443-1, Tolerances for building — Part 1: Basic principles for evaluation and specification
[42] ISO 3443-2, Tolerances for building — Part 2: Statistical basis for predicting fit between components
having a normal distribution of sizes
[43] ISO 3443-3, Tolerances for building — Part 3: Procedures for selecting target size and predicting fit
[44] ISO 10005, Quality management systems — Guidelines for quality plans
[45] ISO/TR 15608, Welding — Guidelines for a metallic material grouping system
[46] ISO/TR 17663, Welding — Guidelines for quality requirements for heat treatment in connection with
welding and allied processes
202
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN 1090-2:2008
EN 1090-2:2008 (E)
[47] ISO/TR 20172, Welding — Grouping systems for materials — European materials
[48] ASTM A325-06, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi Minimum
Tensile Strength
[49] FORCE Technology Report No. 94.34, Reference colour charts for purity of purging gas in stainless steel
tubes. J. Vagn Hansen. revised May 2006
[50] ECCS No 79, European recommendations for bolted connections with injection bolts; August 1994
[51] BCSA and Galvanizers Association Publication No. 40/05 – Galvanizing structural steelwork – An
approach to the management of liquid metal assisted cracking; 2005
[52] DASt-Ri 022 Guidance for hot dip zinc coating (in preparation)
203
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciLBS EN
1090-2:2008
BSI - British Standards Institution
BSI is the independent national body responsible for preparing British
Standards. It presents the UK view on standards in Europe and at the
international level. It is incorporated by Royal Charter.
Revisions
British Standards are updated by amendment or revision. Users of British
Standards should make sure that they possess the latest amendments or
editions.
It is the constant aim of BSI to improve the quality of our products and services.
We would be grateful if anyone finding an inaccuracy or ambiguity while using
this British Standard would inform the Secretary of the technical committee
responsible, the identity of which can be found on the inside front cover. Tel:
+44 (0)20 8996 9000. Fax: +44 (0)20 8996 7400.
BSI offers members an individual updating service called PLUS which ensures
that subscribers automatically receive the latest editions of standards.
Buying standards
Orders for all BSI, international and foreign standards publications should be
addressed to Customer Services. Tel: +44 (0)20 8996 9001. Fax: +44 (0)20 8996
7001 Email: orders@bsigroup.com You may also buy directly using a debit/credit
card from the BSI Shop on the Website http://www.bsigroup.com/shop
In response to orders for international standards, it is BSI policy to supply the
BSI implementation of those that have been published as British Standards,
unless otherwise requested.
Information on standards
BSI provides a wide range of information on national, European and
international standards through its Library and its Technical Help to Exporters
Service. Various BSI electronic information services are also available which
give details on all its products and services. Contact Information Centre. Tel:
+44 (0)20 8996 7111 Fax: +44 (0)20 8996 7048 Email: info@bsigroup.com
Subscribing members of BSI are kept up to date with standards developments
and receive substantial discounts on the purchase price of standards. For details
of these and other benefits contact Membership Administration. Tel: +44 (0)20
8996 7002 Fax: +44 (0)20 8996 7001 Email: membership@bsigroup.com
Information regarding online access to British Standards via British Standards
Online can be found at http://www.bsigroup.com/BSOL
Further information about BSI is available on the BSI website at http://
www.bsigroup.com.
Copyright
Copyright subsists in all BSI publications. BSI also holds the copyright, in the
UK, of the publications of the international standardization bodies. Except as
permitted under the Copyright, Designs and Patents Act 1988 no extract may
be reproduced, stored in a retrieval system or transmitted in any form or by any
means – electronic, photocopying, recording or otherwise – without prior written
BSI Group permission from BSI.
Headquarters 389
This does not preclude the free use, in the course of implementing the standard,
Chiswick High Road,
of necessary details such as symbols, and size, type or grade designations. If
London, W4 4AL, UK
these details are to be used for any other purpose than implementation then the
Tel +44 (0)20 8996 9001
prior written permission of BSI must be obtained.
Fax +44 (0)20 8996 7001
www.bsigroup.com/ Details and advice can be obtained from the Copyright and Licensing Manager.
standards Tel: +44 (0)20 8996 7070 Email: copyright@bsigroup.com
ISB
)c(
,ypoC
dellortnocnU
,73:12
9002/10/50
,krowleetS
lanoitcurtsnoC
hsitirB
,epoP
regoR
.rD
:ypoC
desneciL
|
7639.pdf
|
wr 76394979
Indian Standard
METHODS OF SAMPLING OF
ASBESTOS CEMENT PRODUCTS
( Second Reprint JULY 1990 )
UTX 666.961:620.113
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEWDiLHI llWO2
Cr2 August 1975Is I 7639 - 1975
Indian Standard
METHODS,X)F SAMPLING OF
ASBESTOS CEMENT PRODUCTS
Building Materials and Components Sampling Sectional Committee,
BDC 31
Chairr;lan
SHBI G. IX JOQLEKAR
G-102, DDA Colony, Naraina, Delhi
Mambrrs Representing
SHEI J. S. BEDI Doors, Windows and Shutters Sectional Committee,
BDC 11, IS1
SSSI A. K. SOBTI ( Alfcmate )
SHR~ B. B. BHATTACHARJEE Concerete Reinforcement Sectional Committee,
BSMDC 8, IS1
Sasr J. D. DAROQA Italab Engineering Pvt Ltd, Bombay
SHRI N. R. ,PATllAWALA ( A~ternste )
EXEOL~TIV~EON OINEER, CENTRAL Central Public Works Department, New Delhi
STORES DIVISION No. 1, NEW
DELHI
SHRI A. GANQULY Indian Statistical Institute. Calcutta
SH~I P. J. JANUS Pozzolanas Sectional Committee, BDC 16, ISI
SHKI M. R. VINAYAKA ( Alrernats )
SERI K. P. JAIN Builders’ Hardware Sectional Committee, BDC 15,
1_S_T_
PROT N. MAJVMDAR Sanitary Appliances and Water Fittings Sectional
Committee, BDC 3, IS1
SRIU B. B. BHALERAO ( Alternate 1
SHBI M. R. MALYA Bitumen and Tar Products Sectional Committee,
BCDC 2, IS1
DE B. S. BASSI ( Alternate)
SERI G. C:MATHUR Construction Plant and Machinery Sectional
Committee? BDC 28, ISI
SERI G. S. MEHBOTRA Cent~~or~e;ildmg Research Institute ( CSIR ),
Srrsr R. K. GOEL ( Altrmatr )
Da M. PANCFIOLY Sieves Sectional Committee, BDC 19, ISI
Da P. T. JOHN ( Alfmatt )
SHBI D. S. PHALKE Forest Research Institute & Colleges, Dehra Dun
RAILWAY LIAISON O~ICEB Railway Board ( Minirtry of Railways )
ASSISTANT DIBEOTO~
RESEARCH ( B 8t S ) ( Alternate )
( Contiwd cm page 2 )
BUREAU OF INDIAN STANDARDS
This ubkatiou is protected under tbe Indim, am& Act (XIV of 1957) and
repr og uction in whole or in part by any means except with written rmission of the
publisher &all be deemed to be an infringement of copyright un 8”Q . the said Act.IS’t 7639 - 1975
( Continuedf rom page 1)
Members Reprcsmhng
SE&IE.K. RABSAOHANDRAN National Test House, Calcutta
SHRI LALA G. C. DAR ( Alternate )
SHR~ N. MOEIAN RAO Research and Development Organization ( Ministry
of Defence )
Smxr Y. P. PATEAK ( Alternate )
SIZRI A. C. SEKHAB Timber Sectional Committee, BDC 9, IS1
SH~I N. N. SETTY Flooring and Plastering Sectional Committee,
BDC 5, IS1
SBRI R. S. SUNDRAM Fire Fighting Sectional Committee, BDC 22, ISI
SHRI S. S. L. SFIARMA( Alfernate )
SEBI C. A. TAXVEJA Gypsum Building Materials Sectional Committee,
BDC 21, IS1
DE B. N. SINGI& Director General, IS1 ( Ex-&io Member )
Director ( Statistics )
SHRI D. S. AE&UWALIA
Deputy Director ( hatistics ), IS1lSi7639-1975
Indian Standard
METHODS OF SAMPLING OF
ASBESTOS CEMENT PRODUCTS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 4 April 1975, after the draft finalized by the Building
Materials and Components Sampling Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Asbestos cement products find wide application in building industry
because of their lightness and ease of handling combined with adequate
strength. It is, therefore, imperative that due consideration is given
to the sampling procedures which would help in proper and objective
evaluation of the quality of these products. This standard prepared at
the instance of the Asbestos Cement Products Subcommittee, lays down
the methods for sampling and inspection of asbestos cement products as
duly evolved on the basis of statistical principles and practical considera-
tions.
0.3 With a view to giving due weightage LO international co-ordination,
this standard has been prepared in line with the IS0 Recommendation,
ISO/R 390-1964 ‘Sampling and inspection of asbestos cement products’
issued by the International Organization for Standardization.
0.4 This standard is a necessary adjunct to the following Indian
Standards on asbestos cement products:
IS : 459-1970 Specification for unreinforced corrugated and semi-
corrugated asbestos cement sheets ( second rmision )
IS : 1592-1970 Specification for asbestos cement pressure pipes (jirst
revision )
IS : 1626-1960 Specification for asbestos cement building pipes,
gutters and fittings ( spigot and socket type )
IS : 2096-1966 Specification for asbestos cement Aat sheets
IS : 2098-1964 Specification for asbestos cement building boards
IS: 5913-1970 Methods of test for asbestos cement products
0.5 In reporting the results of tests and inspection, if the final value,
observed or calculated, has to be rounded off, it shall be done in
accordance with IS : 2- 1960*.
/
*Rules for rounding off numerical valuer ( rruirrd ). _I
3IS : 7639 - 1975
1. SCOPE
1.1 This standard prescribes the methods for sampling and criteria for
ascertaining the conformity of asbestos cement products to the relevant
specification.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Item - Ultimate unit of product or material on which inspection
will be performed.
2.2 Defective ( or l’$on-Conforming )-The ‘ Item ‘, the quality of
which does not meet ;he specified requirements.
2.5 Sampling InspFction - Inspection in which only a portion of aJot
is inspected with a ylew to making decisions about accepting or rejecting
the lot with respecl to certain characteristics.
2.4 Lot-A coll$ction of items from which a sample is drawn and
inspected to determine its acceptability ( or otherwise ).
NOTE -A lot ghoulccl on&of iltdmso f singlet ype, grade; class? size, ctc, produced
under relatively’ uniform rd~n&@ns of manufacture. Whereas 11 is not possibh: to
give exact instrtictio?s for. the formation of lots thal will cover all cases, one or more
of the Sollowine consldrratlons may be helpful in determining the uniformity of the
conditiok of production:
a) Itemd from a single batch of raw-material;
b) Items manufactured within a relatively short period ( for example a single
production shift );
c). Iteins manufactured hy means of similar moulds ( or patterns );and
d) Items produced under similar conditions of manufacture, for example
hardening and mymg, etc.
By selection of homo;neous lots the system of sampling inspection
employed will lead to. a better discrimination between lots of good
quality and lots of bad quality.
2.5 Sample - Group of items drawn from a lot for inspection.
2.6 Inspection by Attributes -Inspection iv which an item is classi-
fied as either defective or non-defective.
2.7 Inspection by Variables - Inspection in which quality charac-
teristics of an item are measured on a condinuous scale and expressed
in terms of units of measurement.
2.8 Double Sampling Plan-A type of sampling inspection in which
the inspection of the first sample leads to a decision to accept a lot, to
reject it or to take a second sample and ,the inspection of the second
sample when required, always leads to a decision to accept or reject the
lot.
4IS t 7639 -1975
2.9 Range- The difference between the largest and the smallest obser-
vations or test results in a sample.
2.10 Mean-The sum of the observations divided by the number of
observations.
3. SAMPLING
3.1 From each lot a sample shall be drawn, the size of which is indicated
in Table 1.
3.2 ‘Columns 1 to 4 and col 7 of Table 1 give the number of items of
product in the lot and the sample to be selected for inspection by
attributes and by variables.
3.3 From one item of a sample one test piece only shall be cut for a
particular test, but for different tests the necessary test pieces may be
cut from the same item of the sample. When the relevant specification
calls for more than one property to betested, the sample size may have
to be appropriately multiplied SO w'io secure for each test a number of
test pieces equal to the sample size (3.2). Method and position of cutting
the specimen shall be as given in the relevant specification.
4. INSPECTION
4.1 Each item in the sample shall be tested as specified in the relevant
specification.
4.2 The test results shall be evaluated either through the method of
inspection by, attributes ( 4.4 and 5.1) or through the method of inspec-
tion by variables ( 4.5 and 5.2 ).
4.3 The method of inspection by variables shall normally be employed
for (a) transverse strength (b) water absorption and (c) density; and for
all other characteristics the method of inspection by attributes shall be
used. However, by agreement prior to the drawing of the samples ( 3.I),
the method of inspection by variables or attributes may be substituted
for each other for any characteristic.
4.4 When the method of inspection by attributes is employed, the
number of defective items in the sample should be deduced from the test
results and the acceptability of the inspection lot determined as prescribed
in 5.1.
4.5 When the method of inspection by variables is employed, the test
results shall be recorded individually retaining the order in which they
are obtained and the acceptability of the inspection lot determined as
prescribed in 5.2.
5tl
TABLE 1 SCALE OF SAMPLING AND CRITERIA FOR’ CONFORMWY
Z
(Clourcs3.1, 3.2,5.1.1, 5.1.2, 5.1.3,5.1.6&5.1.7) 3
Wr
NUMBERO B INSPECTIONBY ATTRIBUTES INSPECTIONBY VARIABLES
ITEMSI N ~---- ~P--Lc,--------- 5;
TEE LOT Sample Cumu- Accept- Rejec- ’ Sample Size Acceptability Z?
lative ance tion Criterion
Sample Number Number
Size
a I K
(1) (2) (3) (4) (5) (6) (‘1 (8)
up to 100 1st 3 3 0 2
3 0.29
2nd 3 6 1 2
101 ), .200 1st 0 2
2nd 4" 1 2 4 0.34
Q,
201_,,> 400 1st 5 0
2nd 5 1 5 @37
4bl ,, 800 1st 7 0
2nd 7 1 7 04
801 ,, 1 500 1st
2nd 1'8 10 0’50
1 501 ,, 3ooo 1st
2nd f5" 15 0.51
3001 ,, 8000 1st 25 25
2nd 25 50 25 0.52
8001 ,) 20 000 1st 35 35
2nd 35 70 35 0'53IS t 7639 - 1975
5. DETERMINATION OF ACCEPTABILITY OF INSPECTION
LOTS .
5.1 Inspection by Attributes
5.1.1 When the number of defective items found in the first sample is
equal to or less than the acceptance number a indicated in co1 5 of
Table 1, the inspection lot from which the sample was drawn shall be
considered acceptable.
5.1.2 When the number of defective items found in the sample is equal
to or greater than the rejection number I indicated in co1 6 of Table 1,
this may justify rejection of the inspection lot.
5.1.3 When the number of defective items found in the first sample
lies between the acceptance number and the rejection number (co1 5 and
6 of Table 1 ), a second sample of the same size as the first sample
(co1 3 of Table 1 ) shall be drawn and inspected.
5.1.4 The second sample shall also be inspected as indicated in 3.3
and 4.4.
5.1.5 The number of defective items found in the first and in the
second samples shall be combined..
5.1.6 If the combined number of defective items is equal to or less
than the corresponding acceptance number a ( co1 5 of Table 1 ), the
inspection lot shall be considered acceptable.
5.1.7 If the combined number of defective items is equal to or greater
than the corresponding rejection number Y ( co1 6 of Table 1 ), this may
justify rejection of the inspection lot.
5.1.8 When the relevant specification calls for more than one property
to be tested, the second sample taken ( 5.1.3 ) shall only be inspected in
accordance with those characteristics which at the inspection of the first
sample gave defective items between the acceptance number a and the
rejection number r.
5.2 Inspection by Variables
5.2.1 Divide the readings in the order made into groups of 5, except
when the sample size is 3,4, 5 or 7, in which cases the group size is the
same as the sample size.
5.2.2 For each group compute the range R.
5.2.3 From the group ranges R, compute the average range R
5.2.4 Compute the sample mean x by dividing the sum of measure-
ments by the sample size.
7IS i 7639 - 1975
52.5 Derive from Table 1 ( co1 8 ) the acceptability criterion K.
5.2.6 Compute the acceptability limit AL and determine the accept-
ability by means of following table:
Relevant Recommendations AL= Acceptable if Rejection
Prescribing jkst;fed $
Lower specified limit, L L+KR(orE) B)AL X < AL
Upper specified limit, U U-KR(orE) x< AL x > ALBUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 I 331 13 75
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road. ’ 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 16 41
I- 41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
141 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
#Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
+,Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot NO. 82183, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ). 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
( 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 a2 92 -
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 21 17
I
/nspection Offices (With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
lS ales Office in Calcutta is at 6 Chowringhre Abproach, P. 0. Princep 27 66 00
Street. Calcutta 700072
tSaler Office in Bombay is at Novelty Chambers, Grant Road, 89 65 26
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
14959_1.pdf
|
-
IS 14959 (Part 1) :2001
i
W?a%Wl m
m
m Fid-vT-@kTT
mla-m-l+kk~a
Indian Standard
DETERMINATION OF WATER SOLUBLE AND
ACID SOLUBLE CHLORIDES IN MORTAR AND
CONCRETE — METHOD OF TEST
PART 1 FRESH MORTAR AND CONCRETE
ICS 91.100.10; 91.100.30
-
.
@ BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 2001 Price Group 3‘-
Cement and Concrete Sectional Committee, CED 2
FOREWORD
i
This Indian Standard (Part 1) was adopted by the Bureau of Indian Standards, after the draft finalized by the ,~. !’!
Cement and Concrete Sectional Committee had been approved by the Civil Engineering Division Council. ;
i,
Chlorides in the concrete could be drawn from different sources like aggregates, mix water, admixtures and
cement and could lead to durability problems namely, corrosion of reinforcing steel in concrete if present in
‘b
sufficient quantity. Chlorides could be present in different degrees of binding in the concrete matrix and could
be determined as water soluble and as acid soluble chlorides. In some cases of corrosion of carbonated concrete,
the combined chlorides (water soluble and acid soluble) will be let free in pore water and these chlorides are
harmful to concrete. To minimize the chances of deterioration of concrete due to harmful chlorides, the level of
these chlorides has been limited in various design codes. Therefore, this standard has been formulated to provide
necessary guidance for determination of water soluble and acid soluble chlorides in concrete. This Part 1of the
standard covers volumetric method of test for determination of chlorides in fresh mortar and concrete, and
Part 2 of this standard covers the method of test for hardened mortar and concrete.
The composition of the committee responsible for the formulation of this standard is given in Annex A.
Lnreporting the results of atest or analysis made in accordance with this standard, if the final value, observed
or calculated, is to be rounded off, it shall be done in accordance with IS 2: 1960 ‘Rules for rounding off
numerical values (revised)’.IS 14959 (Part 1) :2001 d
Indian Standard
DETERMINATION OF WATER SOLUBLE AND
ACID SOLUBLE CHLORIDES IN MORTAR AND
CONCRETE — METHOD OF TEST
PART 1 FRESH MORTAR AND CONCRETE
1 SCOPE the sample retained is not segregated. A flat surface
without retaining sides will not fulfill this purpose.
This standard (Part 1) covers volumetric method of
Where three sample increments are taken they shall
test for determination of water soluble and acid soluble
be taken at about the time when one quarter, one half
chlorides in fresh mortar and concrete.
and three quarters ofthe concrete have been discharged
NOTE—Thesourceofsamplesfortestinaccordancewiththis from the mixer, and if more than three are taken they
standardmaybeeithertiestationarysamplesobtainedtiomproject
shall be at correspondingly shorter, but of equal
sitesorready-mixedconcreteplants.
intervals.
2 REFERENCES
4 METHOD OF TEST
The Indian Standards listed below contain provisions
4.1 Reagents
which through reference in this text, constitute
provisions of this standard. Atthe time of publication, 4.1.1 QuaIi@ of Reagent
the editions indicated were valid. All standards are
Unless otherwise specified, pure chemicals of
subject to revision and parties to agreements based on
analytical reagent grade and distilled water (see
this standard are encouraged to investigate the
IS 1070) shall be used in the test.
possibility of applying the most recent editions of the
standards indicated below: 4.1.2 Nitric Acid (HN03) Concentrated (Specific
Gravity 1.42)
1SNo. Title
1070:1992 Reagent grade water — Specifica- Prepare the solution, 6N (approximately), by diluting
tion (third revision) 38 ml of concentrated nitric acid to 100 ml with
3025 Methods of sampling and test distilled water.
(Part 32) :1988 (physical and chemical) for water
4.1.3 Ferric Alum [FeNHg (SO,)Z 12 H2O]
and wastewater: Part 32 Chloride
first revision) Dissolve 10 g of ferric alum in 100 ml of distilled
water and add 1ml of nitric acid.
3 SAMPLING
4.1.4 Potassium Chromate (K2 CrOJ, 5 Percent
Asample of fresh concrete or mortar shall be collected
Solution
within aperiod of two hours from the time of addition
of water to the ingredients that is, cement, coarse and D4issolve.5 g o1f potassi.um chr5omate in 100 ml of
fine aggregates and admixtures, etc. However, every distilled water. oNO,
effort shall be made tocollect the samples immediately
after mixing. Samples shall be obtained by taking Nitrobenzene ( O )
uniformly distributed increments (preferably without
stopping the mixing operations, provided sampling 4.1.6 Silver Nitrate (AgNO,) Solution, 0.02 N
can be safely carried out), and mixed thoroughly to
Weigh 1.7 g, of silver nitrate, dissolve in distilled
form a combined buik sample. The number of
water and dilute to 500 ml in a volumetric flask.
increments and size of bulk sample necessarily
Standardize the silver nitrate solution against 0.02 N
depends on the quantity of the material, its variability
sodium chloride solution using potassium chromate
and the accuracy required of the test results.
solution as indicator (5 percent m/v) in accordance
At least three approximately equal sample increments with the procedure given in IS 3025 (Part 32).
totalling 0.02 m3 shall be taken in a clean and dry
4.1.7 Ammonium Thiocyanate (NHQ SCN) Solution,
receptacle across the stream ofmortar orconcrete. This
0.02N
receptacle shall be constructed of non-absorbent
material, preferably of metal and shall be such that Weigh 1.7 g of ammonium thiocyanate and dissolve
11S 14959 (Part 1) :2001
in one litre of distilled water in a volumetric flask. down the volume (Y)of ammonium thiocyanate used. :+
.m
Shake well andstandardize by titrating with O.02N
4.3.2 Acid Soluble Chloride
silver nitrate solution using ferric alum solution as an “i
indicator. Adjust thenormality exactly to O.02N. 4.3.2.1 Weigh about 1000* 5 g of the fresh mortar
or concrete sample in a 2 Iitre capacity beaker and
4.1.8 SodiwnC/r/cv-ide( NaCl),O.02N
add 50 ml of 6N nitric acid and 450 ml of distilled
Weigh 1.1692 g of sodium chloride dried at water (chloride free) atler stirring for few minutes.
105 + 2“C, dissolve in distilled water and makeup to Stir the mixture vigorously for 15 minutes. After
1000 ml in a volumetric flask. allowing the mixture to stand for 10 to15 minutes for
settling, decant about 200 ml of the supernatant
4.2 Use of Filter Paper
solution into a clean dry 250 ml capacity beaker.
In the methods prescribed in this standard, relative Immediately, filter the solution through Whatman
numbers of Whatman filter paper only have been filter paper No. 1and collect the filtrate.
prescribed since these are commonly used. However,
4.3.2.2 Pipette 50 ml of filtrate in a 250 ml capacity
any other suitable brand of filter papers with equivalent
conical flask. Add 5ml of 6N nitric acid. Add aknown
porosity may be used. volume (X), preferably 25 ml of standard silver nitrate
solution. Add 1 ml ferric alum and 5 ml of
4.3 Procedure
nitrobenzene. Shake vigorously to coagulate the
4.3.1 Water Soluble Chloride precipitate. Titrate the excess silver nitrate with 0.02 N
ammonium thiocyanate solution until a permanent
4.3.1.1 Weigh 1000+ 5g of fresh mortar or concrete
faint reddish brown colour appears. Note down the
sample in a 2 Iitre capacity beaker and add 500 ml of
volume (Y)of ammonium thiocyanate used.
distilled water (chloride free). Stir the mixture
vigorously for 15minutes. After allowing the mixture 4.4 Calculation
to stand for 10to 15minutes for settling, decant about
Calculate the percentage of chloride (acid soluble/
200 ml of the supernatant solution into a clean dry
water soluble) by mass ofmortar orconcrete asfollows:
250 ml capacity beaker. Immediately, filter the
solution through Whatman filter paper No. 1 and Chloride, percent = 0.00071 (A’- Y),
collect the filtrate.
where
4.3.1.2 Pipette 50 ml of filtrate in a 250 ml capacity
X = volume of silver nitrate added, in ml; and
conical flask. Add 5 ml of 6 N nitric acid. Add a
Y = volume of 0.02 N ammonium thiocyanate
known volume (X), preferably 25 ml of 0.2 N silver
consumed.
nitrate solution. Add 1 ml ferric alum and 5 ml of
nitrobenzene. Shake vigorously to coagulate the NOTE—Interferenceofsilverchlorideparticles(whicharegen-
eratedin-situ) intitration byreacting with thiocyanate canbe
precipitate. Titrate the excess silver nitrate with
avoidedbytheadditionofnitrobenzene whichformsafilmon
0.02 N ammonium thiocyanate solution until a silverchlorideparticles.
permanent faint reddish brown CO1OWappears. Note
2IS 14959 (Part 1) :2001
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman
PAOMASWODRH.C.VISVESVARAYA
‘Chandrika’,at15”Cross6344 EastParkRoad,Malleawaram,Bangalore560003
Members Representing
DRs.c.AHLUWALL4 OCLIndiaLtd,NewDelhi
DRS.S.Arneta GeologicalSurveyoflndia,Kolkata
SHRID.K.RM(Alrernare)
SmtV.B~zm DirectorateGeneralofSuppliesandDisposals,NewDelhi
SHRRI.P.SINGH(Alternate)
SHRGI.R.BHAIUTKAR B.G.ShkkeConstructionTechnologyLtd,Pune
WIGC.C.BHATCACHARYA MinistryofSurfaceTransport,DepartmentofSurtkceTransport(RoadsWig),
SHruLK.P.mmEv(Akrnde) NW Delhi
MO A.K.CHADHA H]ndustanPrefabLtd,NewDelhi
SHRIJ.R.SJL(Alternate)
CHEFb.TINEER@ESIGN) CentralPublicWorksDepartment,NewDelhi
SUPmr.-WmDrKGErwmwat(S&S)(Alterrrare)
CHIEFEIiGm%FR(NAVW DAM) SardarSarovarNarmadaNigamLtd,Gandhinagar
SUPERmTENDEmNGGINEER(QCC) (Altemafe)
Cm+ErwmZER(RFsUwcH)—cur.4—DnuXmR IrrigationandPowerResearchInstitute,Anuitsar
RESEARCOHmrcER(CorwrumTeChnOlOgy()Alfema/e)
SrmrJ.P.DESN GujamtArnbujaCcmentsLtd,Ahmedabad
SHIUB.K.JAGETIA(Akrnate)
DIRECTOR StmcturalEngineeringResearchCentrc(CSIR),Ghaziabad
DllcXToR A.P.EngirwenngReaearchLaboratories,Hyderabad
Jom~DtREGTO(ARlternate)
DIRECTOR CentrslSoilandMaterialsResearchStation,NewDelhi
SHRPI.L.KASHVA(APlternate)
DISELTO(RCMDD)(N&W) CentralWaterCormniasion,NewDelhi
DEPUTYDIRSCTOR(CMDD(N)W&S)(Alremafe)
SHRIK H.GANGWAL HyderabadIndrratrieaLtd,Hydembad
SHruV.PATrAarn(Alternate)
GEKERAMLANAGER GamonDunkedeyandCoLtd,Mumbai
.%h’10RMA~AGER(E~GmZE~(AGl)ternate)
DRASHOKKUMARGHOSH Indii Instituteoffeebnology, Kbaragpur
SHRSI.GOPmATH TheIndiaCementaL@ Cbennai
SHRRI.AR~ACHALAM(A/femate)
SHIUC.JAYARAMAK GraaimIndustriesLtd,Mumbai
%ruA.K.JArN(Ahemafe)
Sun S.S.GOYALNA CementCorporationofIndiaLtd,NewDelhi
SHruV.K.GOEL(Akrnufe)
JomTDIRECTOR(STANOARDS()B&S)(CB-1) Research,Designs&StandardsOrganization(MinistryofRailways),Lucknow
JOINTDIRELTOR(STANDARDS(B)&S) (CB-11)(Alternate)
SHIOD.K.KANUNGO NationalTestHouse,Kolkata
SHRIB.R.MEENA(Alternate)
MEMa13SEcWTArrY CentralBoardofIrrigationandPower,NewDelhi
Drrt!zcToIr(CrvIL) (Altemafe)
SHIUP.R.C.NAIR TheIndianHurncPipeCompanyLtd,Mumbai
SW P.D.KELKAR(Ahemafe)
DRRNARAYANAN StNctumlEngineeringResearchCerme(CSIR),Chcnnsi
SHRJS.GOPALKIUSHNA(NA/femare)
DRC.RNKw NationalCouncilforCementandBuildingMaterials,Ballabgarh
DRK.h40HAx(Alternafe)
SHIUS.A.REDD1 GammonIndiaLtd,Mrrmbai
SHRJI.SARUP HospitalServicesConsrdtancyCorporation(India)Ltd,NewDelhi
SHIUP.K.JAIPURLA(RAlternate )
SECRErARY Builder’sAssociationofIndi~Mumbai
3-
....
1S 14959 (Part 1) :2001
(Comimfedjiom page 3)
Representing
SHRIS.S.SHXRA CentralRoadResearchInstitute(CSIR),NewDelhi
SHRISATAXDH?KUMAR(Ahemate)
SHRJS.S.S13HRA IndianRoadsCongress,NewDelhi
SHIUA.K.SHARMA(Ahemafe)
BRIGK R.SWGH Engineer-in-ChiefsBranch,ArmyHeadquarters,NewDelhi
SwoM.AHE~DRAPRASAtI(Alfema/e)
SUPEJUNTENTENNMGtNSS(RDwms) PublicWorkaDepartment,GovernmentofTamilNadu,Chennai
ExEcu_nYEEXCTiXEE(RAhemate)
SHRIC.R.V.SUBRAMAXIUM Lamar&TubroLtd,Mumbai
SFIRIS.Ct{o\tmHmY(A//enlu/e)
%0 V.SURESH HousingmdUrbanDevelopmenCt orporationLtdNewDelhi
SHRIS.K.TAKEIA(Ahemaze )
SHFOT.N.TIWARI TheAssociatedCementCompaniesL@Mumbai
DRD.GHOSH(Allemrrfe)
DRC.L.VERMA CentralBuiMingResearchlnatitute (CSIR),Roorkee
DRB.K.RAO(A/temale)
SWVmrJUKUMAR FlyAshMission,DepartmentofScienceandTechnology,NewDelhi
DRH.C.VLSV~SVASAYA TheInstitutionofEngineers(India),Kolkata
SHRtD.C.CHATURVED([A[rernafe)
DRC.S.VISWAXATHA IndianConcreteInstitute,Chennai
SHtUD.SRIiiNASAX(Alfema/e)
SHRtS.K.JAW. DkectorGeneral,BIS(Ex-oflcio Member)
Director& Head (Civ Engg)
Menrber -Secretaty
SsrruS.ANJAYP.mr
DeputyDircctor(CivEngg). BIS
Concrete Subcommittee, CED 2:2
Convener
DRA.K.MULLKX SaurashtraCemenlkLtd,Ahmedabad
SHIOC.R.ALIMCHAKDAN STUPConsultantsLtd,Mumbai
SHIOT.B.BAWERJSE MinistryofSurfaceTransport(RoadsWing),NewDelhi
SHRILK.PANDEY(Ahermte)
DRD.BH~TTACWWUEE IndianInstituteofTechnology,NewDelhi
CHIEFENGIriE~R&.lomT.%CIWTARY PublicWorksDepartment,GovernmentofMaharashtra.Mumbai
SUPERINTENDINEGtiGNFiR[Alternate)
DRP.C.CHOWDHURY TorSteelResearchFoundationinIndia,Kolkata
DRC.S.Vlsw.4r+lmA(Alternate)
SHRKImCow lndianReady-MixedConcreteAssociation,Bangalo~
SHKMI .SAXJABYAHADuR(/t{femate)
SHRJT.P.DEW GujaratAmbujaCementsLtd,Abmedabad
SHRfB.K.JAGETIA(A/temate)
DIILW-TOR CentralsoilandMaterialsResearchStation,NewDelhi
SHRIN.CHAiim.ASHCARAX(Akemafe)
DrRECTOR A.P.EngineeringResearchLaboratories,Hyderabad
JOMTDIRECTOR(Ahemate)
DIRECTOR(C&MDD) CenttalWaterComrnission.NewDelhi
DEPUTYDMHXJR(C&MDD)(Alfemafe)
GENJLALMANAGER GannonDunkerleyandCoLtd,Mumbai
SENORMAriAGES(ENGttiEEJUNG(A)lfemale)
DRASHOKKUMAGRHC6H IndianInstituteof’fechrtology,Kharagpur
SHRIJ.S.HINGOIGW AsacciatedConsultingServices,Mumbai
PROFASHOKKUMARJAM’ UniversityofRoorkee,Roorkee
SHRIL.K. JAW 1sspersonalcapacity(36OldSnehNagar, Wardha Road, Nagpur)
SHIUM.P.JAISfNGH CentralBuildingResearchInstitute(CSIR),Roorkee
DRB.K.RAO(A/femate)
(Continued onpage 5)IS 14959 (Part 1) :2001
(Colltiftltedjiom page 4)
Members Representing
JOINTDIRECWRSTAKDAROS(B8LS)ICB-I Reaeamh,DesignsandStandardsOrganization(Ministryof Railways),Lucknow
JOINTDIIWTORSTATWMRD(SB&S)/CB-11(Alternate)
DKS.C.MArIT NationalCouncilforCementandBuildingMaterials,Ballabgarb
DRSUDHIRMISHRA IndianIrsstitureOf-fecbnology,Kanpur
SHRRI NARAY.AAAN StructuralEngineeringResearchCentre(CSIR),Chennai
SHIUK.MAM(Alternate)
SHRIA.B.PHADKE TheHinduatanConstructionCoLtd,Mumbai
SHRID.M.SAVUR(Alternate)
SHRIR/w KUMAR StructuralEngineeringResearchCentre(CSIR),Ghaziabad
SHRIRAYEEVGOEL(Alternate)
SHRIv. v. GO~DA RAO NationalBuildlngandConstructionCorporationLtd,NewDelhi
SHIUR P.GOEL(Ahernate)
SW S.A.REDDI GammonIndiaLtd,Murnbai
DRN.K.NAYAK(Alfemute)
SHIUSUDDHODARXOY HlndustanPrefabLimited,NewDelhi
SHRIM.Krmm.I(Ahernale)
SHRIS.C.SAWHNEY EngineersIndiaLtd,NewDelhi
SHRIR.P.MSHROTR(AAkemufe)
L%USU.S.%EHRA CentralRoadResearchInstitute(CSIR),NewDelhi
SHRISATAKOERKUMAR(Alternate)
PROFM.S.SHE’ITY IndianConcreteInstitute,Chennai
SHIUS.N.SKGH Engineer-in-Chief’sBranch,ArmyHeadquarters,NewDelhi
SHIUSURINDERMOHATi(Alfemufe)
SHR[P.SRINIVASAN The*iatcd CementCompaniesLtd,Mumbai
SHSOP.BAKOOPADHVA(YAhemafe)
SUPIZWNTESDIN~cGm= (DS.SIGIW) CentralPublicWorkaDepatient, NewDelhi
EX~CVTIVEKEGIIW.(SDREsIG~s-11(1A)kmnate)
SHIUB.T.URWALLA Inpersonalcapacity(15/9Rustam Baug, Victoria Road, Mumbai)
SHRIU.S.P.VERMA NuclearPowerCorporation ofIndiaLtd,NewDelhi
SHRIVIMALKUMAR FlyAahMksion,DepartmentofScienceandTechnology,NewDelhi
.
5,
-
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preelude the free use, in the course of .*
implementing the standard, of neeessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
i
Review of Indian Standards
&
Amendments are issued to standards as the need arises on the basis of comments. Standards are also i
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that
no changes are needed, if the review indicates that changes are needed, it is taken up for revision. Users
I
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards: Monthly Additions’.
}
This Indian Standard has been developed from Doc : No. CED 2 (5722).
Amendments Issued Shine Publication !
,
Amend No. Date of Issue Text Affected
{
,.
BUREAU OF INDIAN STANDARDS ,.
Headquarters: \
,!.
,&
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131,3233375,3239402 (Common to all offices)
Regional Offices : Telephone ,.
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14 C. I.T. Scheme VII M, V. I. P. Road, Kankurgachl 3378499,3378561
CALCUTTA 700054 3378626,3379120
{
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
2351519,2352315
{
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 8327891,8327892
{
Branches :AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM,
Rinted at :Prabhat OKsetRess, New Delhi-2
|
13291.pdf
|
‘_ “4
IS 13291 : 1992
ir
‘+TTTdk
qTTT
Indian Standard
’
CONCRETEBLOCKMAKINGMACHINES-
GENERALREQUIREMENTS
UDC 69-05 : 666’972-41
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1992
Price Group 2Construction Plant and Machinery Sectional Committee, HMD 18
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Construction Plant and Machinery Sectional Committee had been approved by the Heavy
Mechanical Engineering Division Council.
Concrete blocks are commonly used in walls, partitions, roof, etc. This standard, covering
requirements for size, operation speed and construction of concrete block making machines, has
been prepared with a view to provide guidance both in the manufacture and purchase of this type
of machines.
For the purpose of deciding whether a particular requirement of this standard is complied with
the final value, observed or calculated, expressing the result of a test or analysis, shall be rounded
off in accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The
number of significant places retained in the rounded off value should be the same as that of the
specified value in this standard.IS 13291 : 1992
Indian Standard
CONCRETEBLOCKMAKINGMACHINES-
GENERALREQUIREMENTS
1 SCOPE 2.2 Stationary Type
1.1 This standard lays down requirements for A concrete block making michin: with frame
concrete solid and cavity block making machines fixed on ground or on an el:vatezl structure.
of stationery and travelling type, having The blocks are laid on wooden or m:tal plllets
electrical motor driven vibration and ( for to be tran<pDrted eith:r minullly or
mechanically.
travelling type ) travel mechanism -for manu-
facturing concrete block according to IS 2185
2.3 Travelling Type/Engineering Laying Type
( Part 1 ) : 1979 ‘Specification for concrete
msisonary units : Part 1 Hollow and solid A concrete block making mobile machine which
concrete blocks ( second revision )‘. lays blocks on a level plateform on which it
moves. The machine lays a particular number
1.2 This standard does not cover completely
of blocks over the platform and moves further
manually operated hand moulding sets.
to lay another set of blocks, so as to cover
the casting platform, in a continuous casting
2 TERMINOLOGY
process.
2.1 For the purpose of this standard, the
2.4 Moulds
following definitions shall apply. Nomenclature
of the parts of the concrete block making A mild steel fabricated m:mber for moulding
machine is explained in Fig. 1. concrete blocks of required shapes and sizes.
FIG, 1 A TYPICAL SKETCEIO F CONCRETEB LOCK MAKING MACHINBIS 13291 : 1992
2.5 Ram mould of concrete block making machines of the
same size manufactured or supplied under a
A mild steel fabricatrd mtmber of comple- specific contract shall be physically and
mcntary shape to the moulds with requisite mechanically identical.
tolerances for compaction of block concrete and
for cast blocks from the moulds. 5.2 All parts and components of the concrete
block making machines shall be properly cleaned
2.6 Machine Assembly and treated. All parts shall be painted in accor-
dance with the relevant Indian Standards.
Structural assembly of the machine consisting
Of: 5.3 Generally frame shall be made from not less
a) Main fupport:ng frame to support the than 6 mm thick plate and partition from 3 to
machine on platform and provide mobility 4 mm thick plates.
mechanism for mobile machines;
b) Ram fixing frame; and 5.4 Ram frame shall be made from not less than
6 mm thick plates. The pockets for cavity shall
c) Mould fixing frame.
be made from 3 to 4 mm plates. Fabrications
is done by welding. The edges and welds are
2.7 Vibrator Assembly
dressed to remove burrs and irregularities so
Electrically operated vibrating mechanism fixed that the block contact surfaces are left cleaned
to the mould frame to provide to produce dense and smooth.
blocks.
5.5 Block machine should have normal
2.8 Tamping Arrangement provision for fitment and use of different
moulds. The machine should have versatility
A folm fitting arrangement to obtain
for production of different types of concrete
camp,-ction through raming action and to
blocks and allied products. The removal of one
provic’e rcquirrd height to the concrete in the
ram mould pair and fitment of another ram
moulds after compaction.
mould pair shall be easy and require minimum
time.
3 DESIGNATION OF SIZES
3.1 The sizes of concrete block making machines 5.6 The machines shall have provision for
shall be designated by the number representing making adjustment to the fitment of ram and
the standard sizes of the machine expressing mould assembly so as to have proper level and
in mm. alignment.
Designation Casting Area in mm%
5.7 The frame of machines shall be
860 800 X 600 manufactured from suitable sections and plates
1 600 100x600 with normal cares for welding and cleaning for
all machine parts like girders, bushes, suitable
3.2 The intermediate and other sizes shall not raw materials shall be used. The machine shall
be considered as standard sizes, although these be capable of incorporating ram and mould
may be supplied by mutual agreement between assembly for blocks sizes which shall be as
the purchaser and the supplier. specified in the relevant Indian Standards.
4 OPERATION SPEEDS
5.8 The vibrations shall be approximately 6 000
4.1 The machine travelling speed shall not be vibrations per minute. Amplitude of vibrations
less than I5 m/min along the casting platform. shall be as required for proper compactions of
the blocks as per the mix used. Vibration
4.2 Casting Speed arrangement shall have scope for adjusting
amplitude of vibration by adjusting the counter
Number of casting operations of the machine weights. The vibration spindles shall be rested
shall be between 40 to 55 numbers of casting of on proper ball bearing to obtain smooth
block operations per hour. The number of operation and belt vibrator with an electric
operations per hour shall be specified for each motor as prime mover fixed to the main frame
machil:e. The specilications for the motor shall shall be used.
be clearly identified.
5 GENERAL CONSTRUCTION 5.9 The travel of the ram shall be controlled so
as to exert pressure on the concrete due to its
5.1 Besides vehicle chssis and the operating/ travel till the correct height for the block is
driven mechanism, other main components of achieved. The height of the block shall be
the col;crete block making machines shall be the obtained by the ram assembly with the help of
frame structures for mounting the moulds and limit switches which shall out off the power to
the mould assembly. The charging hopper and the vibrator motor at appropriate time.IS 1329-I : 1992
6 Ifi;EPECTION OF ‘IHE MACHINE 6.1.3 The concrete is fed to the machine by
spreader as in the actual use and one or two
6.0 On completion of the machine it should be sets of blocks are cast to ascertain the concrete
checked for the following points: shape and dimensions. Any correction required
is made immediately and more sets of blocks are
a) Workmanship;
cast till satisfactory results are obtained.
b) Welding and cleaning of welds;
c) dry run of machine; and 7 INSPECTION RECORD
d) Sample moulding of blocks.
7.1 A proper inspection record of the machine
6.1 Sample Moolding of Blocks at the time of final testing is maintained as given
in Annex A.
The test is dcne to ensure that the blocks are
cast without damage and with correct size. 8 MARKING
6.1.1 The mould and ram are fixed to the
respective frames and by trying movements the 8.1 Each concrete block making machine shall
aligment is checked and adjusted, if necessary. have firmly attached to it a plate giving the
following particulars:
6.1.2 Platform for Trial
a) Indication of the source of manufacture;
The trial is conducted on a concrete platform b) Type; and
(o; lfvaJyt ) with good strength, surface finish
c) Size.
ANNEX A
( Clause 7.1 )
INSPECTION REPORT
Block Making Machine Type:
SI No. Particulars of Inspection Remarks
1. General Inspection
a>
Welding and cleaning
b) Nuts, bolts and washer fitting
c>
Adjustments for trough and height of block
4 General lubrication and Gearing
4 Painting
2. Ram and Mould
a) Welding
b) Dimensional accuracy
c) Fixing arrangement and adjustment
3. Assembled Unit
a) Various clearances required for ~operation
b) Smooth operation and correct alignment in dry run
c) Motors details and currentsIS tandard Mark
I
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, I986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Irdian Standards.
cBureau of Indian Standards
.
BIS is a statutory institution established under the Bureau of Indian Standmds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publication ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
.Doc : No. HMD 18 ( 4336 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
(:Common to all Offices )
Regional_Offices : Telephones
Central : Manak‘Bhavan, 9 Bahadur Shah Zafar Ma;g, 331 01 31
NEW Delhi-l 10002 331 13 75
Eastern : 1114 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA;700054 37;861:62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 412916
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR,
COIMBATORE, FARIDABAD, GHAZIABAD, GUWAGATI,
HYDERABAD, JAIPUR, KANPUR, PATNA, THIRUVANANTHAPURAM.
Printed at Swatantra Bharat Press, Delhi, India
|
2720_35.pdf
|
IS : 4720 ( Part XXXV ) - 1974
Indian Standard
’ RcaflGrmcd lgaa ’
METHODS OF TEST FOR SOILS
PART XXXV MEASUREMENT OF NEGATIVE
PORE WATER PRESSURE
( Third Rcprht MARCH 199-I)
UDC 624.131.387
@ Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAF.4R MARC
NEW DELHI 110002
air October 1974fS:WZO(PartXXXV)-1974
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXV MEASUREMENT OF NEGATIVE
PORE WATER PRESSURE
Soil Engineering Sectional Committee, BDC 23
Chairman Rcprestmting
PROP Drxas~ MOHAN Central Building Research Institute (CSIR),
Roorkee
Members
SHRI G. R. S. JAIN ( Altcrnatc to
Prof Dinesh Mohan )
PROP A- .%NC%I University of Jodhpur, Jodhpur
DR A. BANBRJEE Cementation Co Ltd, Bombay
SHRI S. GUPTA ( Altewzate j
SHRI K. N. DADINA ' In personal capacity ( P-820, New A&ore,
Calcutta 53)
SHRI A. G. DASTIDAR Hindustan Cons+uction Co, Bombay
SHRX R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR Indian Institute of Technology, New Delhi
PROP S. K. GULHATI ( Altcrnatc )
DIRECTOR Irrigation & Power Research Institute, Amritsar
SHRI B. B. L. BHATNA~AR ( Ahnate 1
DIRECTOR ( CS & MRS) . Central Water St Power Commission, New Delhi
DEPUTY DIRECTOR, (CS &
MRS ) ( Alternate )
SHRI A. H. DIVANJI Radio Foundation Engineering Ltd; and Hazarat &
Co, Bombay
SHRI A. N. JANGLE ( Alternate )
SHRI V. G. HEGDE National Buildings Organization, New Delhi
SHRI J. P. SHARMA ( Alternate )
DR IQBAL ALI Engineering Research Laboratory, Hyderabad
SHRI K. R. SAXENA ( Alternate)
J~~~~Daaoro~ RESEARCH ( FE ), Railway Board ( Ministry of Railways )
DEPUTY DIRECTOR RESEARCH,
SOIL MECHANICS, RDSO ( Alternate)
( Continued on page 2 )
@I Co&iighi 1974
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS :,2720 ( Part XXXV ) - 1974
( Confinuedfrom paga 1 )
Members
SHRI 0. P. MALHOTRA Publgatz;ks Department, Government of Punjab,
SHRI J. S. MARYA Roads Wing (Ministry of Shipping & Transport )
SHRX A. S. BISHNOI ( Alternate )
SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRI T. M. MENON ( &&mate )
SHRI T.K. NATARAJAN Cent;~rah~~ad Research Institute ( CSIR ), New
RESEARCH OFFICER Buildings & Roads Research Laboratory, Public
Works Department, Government of Punjab,
Chandigarh
MAJ K.XI.S. SAHASI E\ ngineering-in-Chief’s Branch, Army Headquarters
SHRI P. PUTHISIGAMANI ( Alternare 1
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
DR SHAMsHEa PaAKAsH University of Roorkee, Roorkee
SHRI H. D. SHARMA Irrigation Research Institute, Roorkee
S~IP~RINTENDINC E N c I N E E R Concrete & Soil Research Laboratory, Public Works
( PLANNING & DESIGN CIRCLE ) Department, Government of Tamil Nadu,
Madras
EXECUTIVE ENGINEER
( INCHARGE SOIL MECHANICS
& RESEARCH DIVISION ) ( Alternate )
SHR1C.C. SWAMINATHAN Institution ofEngineers ( India), Calcutta
SARI M. C. \'ERMA All India Instrument Manufacturers & Dealers
Association, Bombay
SHRI V. I;. L'ASUDEVAN ( Alternate)
SIIMI II. G. VEKMA Public Works Deppytment, Government of Uttar
Pradesh, Lucknow
SHRI D. C. CHATURYEDI (Alternate)
SIIRII_). AJITHA SIMHA, Director General, ISI ( Ex-o@io Member )
l)irector ( Civ Engg )
Secretary
SARI G. RAMAN
Deputy Director (Civ Engg), ISI
Soil ‘Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Ccmwetler
PROF i\Li\hl SisGli University of,Jodhpur,.Jodhpur
Mmbers
SIIRIi \r.I ;. RERRv Iseas Dams Project, Talwara Township
SHRI N. K. AIIU,J(~A lternate )
1)R R. I<. RIIANDARI Cent;jhFoad Research Institute ( CSIR ), New
SHKl ‘I’. N. I%IIARCAwA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. s. !.bSIINOI(A lternote)
( Conlimed on fqc I3 )
2YY: 2720( Part XXXV ) - 1974
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXV MEASUREMENT OF NEGATIVE
PORE WATER PRESSURE
0. FOREWORD
0.1 This Indian Standard ( Part XXXV ) was adopted by the Indian
Stand.trds Institution on 21 February 1974, after the draft finalized by the
Soil Eugineermg Sectional Commutee had been approved by the Civil
Engineering Division Council.
0.2 With a view to establish uniform procedures for the determination of
different characteristics of soils and also for facilitating a comparative
study of the results, the Indian Standards Institution is bringing out the
Indian Standards methods of test for soils ( IS : 2720) which wit1 be pub-
lished in parts. This part ( Part XXXV) deals with the measurement of
negative pore water pressure. In partially saturated s$o all the three
phases, namely, solid, liquid and gas exist; the liquid phase is usually
water and the gaseous phase usually air. At the interfAces: of air and
water, the surfke tension of water is operative, the interfaces are curved,
and water exists at a pressure loiver than the pressure in the air. When
air pressure is atmospheric water pressure is, consequently, less than
atmospheric, or negative, that is, water is in a state of tension. This
negative pore water pressure tends to hold soil particles together, it thus
imparts rigidity and strength to soil.
0.3 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : Z-1960*.
1. SCOPE
1.1 This standard ( Part XXXV) lays down the method for determining
the negative pore water pressure in partially saturated soils. For pressures
in the range of 0 to - 0.75 kg/cm2 the measurement can be obtained
directly. For this range as well as for greater negative pressures, measure-
ment is possible in soils in which air continuity exists and themeasurement
*R&s for rounding off numerical values (raised).IS : 2726 ( Part XXXV ) - 1974
is achieved indirectly by the axis translation technique by artificially
increasing pore air pressure and ambient pressure until pore water
pressure is in the positive range. The maximum magnitude of the
measurement thus possible is limited to the air entry value of the fine
ceramic porous stone used.
2. TERMINOLOGY
2.1 For the purpose of this standard the terminoloc;y given in IS : P809-
1972’ shall apply.
3. APPARATUS
3.1 The set up of the apparatus as shown in Fig. 1 is sufficient for both
direct measurement of negative pore water pressure as well as measurz-
ment of pore water pressure using the axis translation technique.
3.2 For direct measurement of negative pore water pressure it is not
necessary to apply cell pressure or air pressure. Valves A, and C, are
thus kept closed durin, v the measurement and the apparatus tonne.. +i to
them is redendant. For the same reason, the polyester fabric discs
(13); the coarse porous stone (12), and the top cap (6) with the air lead
are unnecessary and should be replaced by just an ordinary top cap.
3.3 For indirect measurement of negative pore water pressure the balanc-
ing manometer (1) is unnecessary; valves D, and Us can thus be left
closed.
3.4 The apparatus consists of the following:
3.4.1 Balancing Manometer - A polythene U-tube half filled with
mercury ( 1 in Fig. 1 ).
3.4.2 Null Inn’icator - A perspex block having a U-tube with a bore dia
ofl*5mm(3inFig. 1).
3.4.3 Water Bottle - ( 5 in Fig. 1 ).
3.4.4 To@ Cap - Two caps, one with and one without an air lead
connection ( 6 in Fig. 1 ).
3.4.5 Rubber Ritlgs - of circular cross section to suit the diameter of the
end caps ( 7 in Fig. 1 ).
3.4.6 Seamless Rubber Membrane -in the form of a tube, open at both
ends of internal diameter equal to the specimen diameter and of length
50 mm greater than the height of the specimen. The membrane thickness
should be selected having regard to the size, strength and nature of the
soil. A thickness of 0.2 to 0.3 mm is normally satisfactory ( 8 in Fig. 1 ).
lG l~rsary of terms and symbds dating to soil cngineertig (jut reuirbn ).
4IS : 2720( Part XXXV ) - 1974
3.4.7 Fine Ceramic Porous Stone - A ceramic stone 32 mm in dia and
10 mm thick with an an entry value higher than the absolute value of the
negative pore water pressure that has to be measured ( 10 in Fig. 1 ).
3.4.8 Air Lead ;-- A flexible, high pressure polythene tube of 1 mm
internal diameter ( 11 in Fig. 1 ).
3.4.9 Coarse Porous Stone - diameter 38 mm; G to 10 mm thick ( 12 in
Fig. 1 ).
3.4.10 Polyester Fabric Discs - Two discs of polyester fabric 38 mm dia ’
( 13 in Fig. 1 ).
3.4.11 Triaxiat Cell -with a pedestal about 3% mm in dia. The cell
should have two pore water lines through the pedestal and two line
through the base; one line to apply cell pressure and one line to connect
air pressure load. Each line shall be fitted with a valve whose operation
produces no volume change in the line. The pedestal should have a recess
of dia 35 mm and depth 10 mm so that a fine ceramic porous stone can be
placed and sealed in the recess ( 14 in Fig. I ).
3.4.12 Pressure Gauge-for measuring air pressure with a least count
of 0.1 kg/cm2 and a capacity of least 1 kg/cm” greater than the air entry
value of the fine ceramic porous stone ( 15 in Fig. 1 ).
3.4.13 Air Pressure Regulator -which can supply air at a constant
pressure with a precision of 0.05 kg/cm2 ( 16 in Fig. 1 ).
3.4.14 Air Filter - capable of intercepting fine dust particles and the
moisture in the air supply ( 17 in Fig. 1 ).
3.4.15 Burette-Least count 0.1 ml and capacity 100 ml ( 18 in
Fig. 1 ).
3.4.16 Calibrated pressure mercury manometer, pressure gauge, screw
control cylinder, and self-compensating mercury pot system properly
connected to each other as in triaxial testing equipment ( X in Fig. 1 ).
3.4.17 Pressure gauge, screw control cylinder, and self compensating
mercury pot system properly connected to each other, and a reservoir of
de-aired water as in triaxial testing equipment ( Tin Fig. 1 ).
3.4.18 Air Compressor- or alternately any source of compressed air
( 5 in Fig. 1 ).
3.4.19 Tubing and Valves - high pressure polythene tubing and no-
volume-change valves.
3.4.20 Accessories - For preparation of soil specimens, extrusion, trimm-
ing and for measurement of size, weight, water content, etc.IS t 2720 ( Part XXXV ) - 1974
3.5 Use of the balancing manometer during direct measurement of
negative pore water pressure enables positive pressure to be maintained in
almost the entire pore water pressure measuring system. The zone in
which water is subjected to negative pressure is confined to the null
indicator and the pore water line between the level of mercury in the
balancing manometer near valve Da to valve B,. The volume of water in
this zone is susceptible to cavitation and therefore shall be kept to a
minimum. It is necessary, thclefore, to locate valve B, as near the cell as
possible,’ to locate the null indicator as near the cell as possible and to
locate the balancing manometer as near the null indicator as possible. It
shall be ensured that the water in this zone is as thoroughly de-aired as
possible.
3.6 As far as possible, the measurements should be made in an environ-
ment in which the ambient temperature is kept constant.
4. PROCEDURES FOR COMMISSIONING APPARATUS
4.1 Placement and Sealing of Fine Ceramic Porous Stone
4.1.1 Ensure that the flat surfaces of the stone have zero curvature.
4.1.2 Place stone centrally in the recess in the pedestal of the triaxial
cell.
4.1.3 Fill annular groove between stone and recess walls with epoxy
resin seal ensuring that no air gets trapped in the groove.
4.1.4 Let epoxy resin seal set for 24 hours.
4.2 Saturation of Fine Ceramic Porous Stone and De-airing of
Pore Water Pressure Lines - Measurement of negative pore water
pressure is not possible unless the fine ceramic porous stone is saturated
with de-aired water and the pore pressure lines are thoroughly de-aired
and filled with de-aired water. The saturation and de-airing process is
thus the most important step in commissioning the apparatus. The
process is described below and the description assumes that all valves are
initially closed.
4.2.1 De-air water by boiling and subjecting it to vacuum. Quantity
of water to be de-aired should be sufficient to fill about four triaxial cells.
The mercury pot system and the screw controlled cylinder in X and Y
should be filled up with this water ( for explanation regarding X and Y
(see Fig. I ).
4.2.2 Open valve C, and fill the empty cell ( no top cap assembly and
no soil sample ) with de-aired water when the water is still warm from
having been boiled. Apply cell pressure of about 6 kg/cm*.
6X- Pressure manometer, pressure gauge, screw controlled cylinder and
self-compensating mekury potsysiem.
Y- Pressure gauge, screw .controlled cylinder and self-compensating
mercury pot system and reservoir of de-aired water.
<-Compressed air source.
A, B, C, D - Valves
Balancing manometer Coarse porous stone
: Mercury ::* Polyester fabric discs
3: Null indicator 14: Triaxial cell
4. Mercury 15. Pressure gauge
Water bottle 16. Air pressure regulator
2: Top cap 17. Air filter
Rubber ‘0’ ring 18. Burette
ii. Rubber membrane Epoxy resin seal
9: Soil sample ::: Pedestal on base of triaxial cell
Fine ceramic porous stone 21. Pore water lines
:7: Air lead
FIG. 1 A TVPICAL ASSEMBLY OF APPARATUS FOR MEASUREMENT
OF NEGATIVE PORE WATER PRESSUREIs : 2720 ( Part XXXV ) - 1974
4.2.3 Open valves B, and B, and let the water flow through the
ceramic stone, the pore water line into the burette. Flush water
equivalent to about half the volume of the cell then close valves B, and B,.
4.2.4 Open valves D1 and Dz and tilt the null indicator so that
mercury is out of the flow circuit and let the water flow through the
ceramic stone, the pore water line, the null indicator into the water bottle
through valve D,. Flush water equivalent to about half the volume of the
cell then close valves D, and D,.
4.2.5 Set pressure beyond valve B3 in 2” equal to 5 kg/cm2, open valves
B1 and Bs and let the water flow through the ceramic stone the pore
water line into the mercury pot system in Y. Flush water equivalent to
about half the volume of the cell then close valves B1 and BB.
4.2.6 Set pressure beyond valves D, and D5 in X equal to 5 kg/ems,
open valves D, and D4 and with the null indicator tilted so that mercury
is out of the flow circuit let the water flow through the ceramic stone, the
pore water line, the null indicator into the mercury pot system in X.
Flush water equivalent to about half the volume of the cell then close
valves D1 and D,.
4.2.7 Open valves B, and B, ( see Note ), reduce pressure in cell to zero,
empty the cell of water, let water seep slowly from burette through valves
Bs and B1 to ceramic stone. The surface of ceramic stone should always
have water standing on it. The burette should always have de-aired
water in it at an elevation little higher than that of the ceramic stone.
NOTE- At this stage by measuring flow of water per unit time into the burette, and
by knowing the cell pressure, the cross-section area and the thickness of the ceramic
stone, the pbrmeability of the ceramic stone should be determined. If the permeability
so determined is markedly higher than that specified by the manufacturer it may be on
account of a leak in the araldite seal. The leak should be plugged and the seal
perfected before proceeding.
4.3 Measurement of air entry value of fine ceramic porous stone.
4.3.1 After the ceramic stone is saturated and pore water lines de-aired
as indicated in 4.2 with valves B1 and B, open and all other valves closed,
wipe off excess water from surface of ceramic stone and assemble empty
cell ( no top cap assembly and no soil sample ).
4.3.2 Record level of water in burette which should be a little higher
than the elevation of the ceramic stone.
4.3.3 Open valves A, and Al and apply air pressure of O-5 kg/cm2
through cell on top of ceramic. stone. After half an hour record reading
in burette which may be little higher than initial reading as air under
pressure pushes any little excess water on top of ceramic stoae into burette.
8IS : 2720 ( Part XXXV ) - 1974
4.3.4 Raise air pressure in increments of O-5 kg/cm2 reducing the
increment to O*1 kg/cm”- as the air pressure approaches thz expected air
entry value of the ceramic stone. Let each successive value of the air
pressure act on the ceramic stone for half an hour and before applying the
nest increment of air pressure record the level of water in burette.
4.3.5 The reading in the burette will remain constant for all air
pressures less than the air entry value of the ceramic stone unless the epoxy
resin seal has a leak ( see Note ). When the air pressure equals the air
entry value of the ceramic stone air will enter the stone and push the
water in the pore water line into the burette raising the level of the water
in the burette. The pressure at Which one observes the level of the water
in the burette rising is thus the air entry value of the ceramic stone.
NOTE- If the measured air entry value as given in 4.3 is very much lower than that
specified by the manufacturer it may be on account of a leak in the epoxy resin seal.
The leak should be plugged and the seal perfected before proceeding.
4.3.6 During determination of the air entry value of the ceramic stone,
air enters the ceramic stone and the pore water lines. The system has
therefore to be saturated and de-aired again as indicated in 4.2 before
using it for measuring negative pore water pressure in soil samples.
NOTE- The air entry value of a ceramic stone needs to be measured only once to
determine the range of utility of that stone.
5. SOIL SAMPLE FOR TEST
5.1 Negative pore water pressure can be measured by this method both
for soil samp!es obtained by sampling from the field as well as for soil
samples prepared in the laboratory by compaction, remoulding, or any
other process. The sample should be trimmed to a diameter equal to the
diameter of the pedestal of the triaxial cell. Any height of the sample
that is convenient is admissible.
6. PROCEDURE FOR DIRECT MEASUREMENT OF NEGATIVE
PORE WATER PRESSURE
6.1 Prepare apparatus as shown in Fig. 1 and as indicated in 3.2.
6.2 Saturate ceramic stone and de-air pore water lines as indicated in 4.2.
6.3 Ensure that there are no leaks in valves B,, II,, D,, D, and D,,
or in any connection on the pore water lines or in the system indicated as
Xin Fig. 1.
6.4 Initially it is as assumed that all valves are closed except B, and B,
and water is gradually flowing’ from burette to the surface of the ceramic
stone.
9Is : 2720 ( Part XXXV ) - 1974
6.5 Open valves D4 and D, and using the screw control cylinder in X
bring mercury to desired level in the limb of the U-tube closer to valve D,
in the null indicdtor. Mark the position of the mercury as null position,
close valves B1: D, and B,. Ensure that some water is standing on top of
ceramic stone.
6.6 With water level in the water bottle a little above the ceramic stone,
open valves D,, D, and D, and using the screw control cylinder in X push
the mercury up in the limb of the U-tube closer to valve D3 in the balanc-
ing manometer until the pressure measuring systems in X, that is, the
pressure gauge and the mercury manometer record a pressure of
1.0 kg/cm2. Close valve D,.
6.7 Wipe off excess water on the top of the ceramic stone. Put a pinch
of wet soil ( same soil as in soil sample whose negative pore water pressure
is to be measured ) on the top of the ceramic stone and spread it on the
top of the ceramic stone, then immediately place the soil sample on the
ceramic stone (the pinch of wet soil assists in proper seating of the soil
sample on the ceramic stone ). Place the top cap on the soil sample and
envelop it with a rubber membrane sealing the rubber membrane with
rubber rings at the rop cap and at the pedestal to prevent nloisture loss
from the sample by evaporation. Assemble the cell and fill it with just
enough water so that the sample is under water.
6.8 Open Valve D, - As soon as valve D, is opened the sampIe will
begin to suck water from the porous stone which will show up as an
upward movement of the mercury in the limb of the ‘U-tube closer to
valve II1 in the null indicator. This movement of mercury in the null
indicator should be prevented and null position maintained by reducing
the pressure in X by operating the screw controlled cylinder in X.
6.9 Adjust pressure in X until equlibrium is achieved and there is no
tendency of the Amercury in the null indicator to shift from the null posi-
tion. Record this pressure in X as equlibrium pressure in kg/ems.
6.10 The absolute value of the negative pore water pressure in the soil
sample is ( 1.0 - equilibrium pressure ) kg/cm2.
6.11 Open valves B, and D,, dis-assemble the soil sample, reduce pressure
in X to zero, close valves D,, D,, D3, D, and D,. Let water flow from
burette to top of ceramic stone, clean top of stone. Equipment is now
ready for next measurement, unless there is an indication to suggest that
air has come out of solution in the pore water line, if so, the system must
first be again de-aired as indicated in 4.2 before making the next
measurement.
10IS : 2720 ( Part XXXV ) - 1974
7. PROCEDURE FOR INDIRECT MEASUREMENT OF
NEGATIVE PORE WATER PRESSURE USING THE
AXIS-TRANSLATION TECHNIQUE
7.1 Prepare apparatus as shown in Fig. 1 and as indicated in 3.3.
7.2 Saturate ceramic stone and de-air pore water lines as indicated in 4.2.
7.3 Ensure that there are no leaks in the various valves, connections, etc.
7.4 Initially it is assumed that all valves are closed except B, and B, and
water is gradually flowing from burette to the surface of the ceramic stone.
7.5 Open valves D, and D, and using the screw control cylinder in X
bring mercury to desired level in the limb of the U-tube closer to valve D,
in the null indicator, mark the position of the mercury as null position;
close valve D, and partially close valve Bl such that the rate of flow of
water from the burette to the surface of the ceramic stone is barely
perceptible.
7.6 Wipe off excess water on the top of the ceramic stone. Observe the
reading of the water level in the burette. Put a pinch of wet soil ( same
soil as in soil sample whose negative pore water pressure is to be measur-
ed ) on top of ceramic stone and spread it on top of ceramic stone then
immediately place soil sample on ceramic stone ( the pinch of wet soil
assists in proper seating of soil sample on the ceramic stone ).
7.7 As soon as sample is placed on the ceramic stone it will begin to suck
water from it which will show up as a downward movement of water in
burette since valve B, is partially open. The volume of water so sucked
up by the soil sample must be minimized by rapidly proceeding with
steps as described in 7.8 and 7.9 which elevate the pore water pressure in
the sample to the positive range.
7.8 Place two discs of polyester fabric on top of soil sample followed by the
coarse porous stone which in turn is followed by the top cap. Envelope
the sample with rubber membrane and seal it with rubber ‘ 0 ’ rings.
Connect the air lead to the base of the cell and assemble the cell. Cpcn
valve C, and fill the cell with water.
7.9 Open valves A, and A, and simultnneously apply pore air pressure
through valve A, to the soil sample and cell pressure through valve C,.
The cell pressure and pore air pressure applied should bc of equal magni-
tude and may be applied in increments of 0.5 kg/cm2. In a soil in which
pore air exists as a continuous medium, that is, the air phase in difl’erent
pores is interconnected, increase in cell pressure and pore air pressure by
a certain magnitude will induce an increase in pore water pressure of the
11IS : 2720 ( Part XXXV ) - 1974
same magnitude. Hold each applied increment of cell pressure and pore
air pressure long enough to ascertain whether soil is sucking water from
burette or not. Once the cell pressure and pore air pressure are raised
sufficiently to have neutralized the negative pressure in the pore water of the
soil sample, water will be seen to rise in burette. When this is observed
to occur, close valve Bl and record the level of the water in the burette.
The di.fference in this reading and the initial reading ( as in 7.6 ) in the
burette represents the water absorbed by the soil in the process of setting
up the sample. The negative pore water pressure of the sample as set up
is thus different from that of the sample prior to being set up, This
deviation is reduced by minimizing the water absorbed by the sample
during set up as noted in 7.7,
7.10 With valve B, closed the positive pore water pressure produced in
the sample will tend to push mercury down from the null position in the,*”
null indicator. This is to be prevented and null position maintained by w
increasing pressure in X. The null position should be maintained until
equilibrium is achieved. During the process of achieving equilibrium it
may be. necessary to further increase the cell pressure and the pore air
pressure, so as to keep the pore water pressure in the positive range.
7.11 The absolute value of the negative pore water pressure in the soil
sample is equal to the applied pore air pressure minus the measured posi-
tive pore water pressure at equilibrium.
7.12 Having determined the negative pore water pressure in the soil
sample as in 7.11 it is necessary to check that air continuity did indeed
exist in the soil sample. This is accomplished by once again increasing the
cell pressure and the pore air pressure by the same amount and observing
the increase in pore water pressure as null condition is maintained. If
the pore water pressure increases by an amount equal to the increase in
cell pressure and air pressure, then air continuity exists and the determina-
tion of negative pore water pressure in 7.11 is valid.
7.13 Close valve D,, partially open valve Bl, reduce cell pressure and pore
air pressure to zero, drain watrr from cell, close valve C,, A, and A,, and
d&assemble cell and soil sample. Open valve B1 completely and let
water flow from burette to top of ceramic stone, Clean top of stone.
Equipment is now ready for the next measurement, unless there is an
indica.tion to suggest that air has come out of solution in the pore water
line; if so, the system should first be again de-aired as given in 4.2 before
making the next measurement.
12IS I 2720 ( Part XXXV ) - 1974
( Confinucd from fingc 2 )
Members RePresenting
DR A. K. CIlATTERJaa Public Work8 Department, Government of Uttar
I’radcsh, Lucknow
DR J3. L. DIIAWAN ( Aflemufc)
SHRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DIRECXOR ( CS & MRS ) Central Water & Power Commission, New Delhi
DEPIJTY DIRECTOR (CS &
MRS ) ( Alfcrnats)
SII~I II. K. G~IIIA Gcoloaistg Syndicnte Pvt Ltd. Calcut~n
SHRI N. N. hAT’rAarlARA.uA f Alf~rnals‘j
SHRI S. K. Gu~rran Indian Institute of Technology, New Delhi
SHRI G. R. S. JAIN Central building Research Inatitutc ( CSIR),
Roorkee
SHRI AMAR SZNOH( Altsrnofr )
RI 0. P. MALI~OTRA Buildings & Roada Rcacarch Laboratory, Chandigarh
Dn I. S. UPPAL ( AlferaaJu )
. V. V. S. Rao United Technical Consultants Pvt Ltd, New Delhi
SHRI K. K. GUPTA ( Allcrnafc )
MAJ K. M. S. SA~IASI Engineer-in-Chief’s Prnnch, Army Headquarters
SIIRI H. C. VnnMA Asrociotcd Jnatrumrnt Manufacturers ( India ) Pvt
J,td, NCW Delhi
SIIRI M. N. J~ALIOA ( Allernule)
13BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1376
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola. CALCUTTA 700054
Nortnern : SC0 445-446, Sector 35-C 21643
CHANDIGARH 160036 i 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 4126 19
( 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
+,Peenya Industrial Area 1 st Stage, Bangalore Tumkur Road. 38 49 55
BANGALORE 560058 38 49 56
Ganaotri Complex, 5th Floor, 8hadbhada Road, T. T. Nagar, 6 6i 16
@HOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751002 5 36 27
63j6. Ward No. 29, R.G. Barua Road, 5th By8h8, 3 31 77
GUWAHATI 781003
S-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HY DERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
{ 21 82 92
Patliputra Industrial Estate, PATNA 600013 6 23 05
T.C. No. 1411421. University P.O.. Palayam 16 21 04
TRlVANdRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 6 24 36
PUNE 411005
- ~~
*Sales Office in Calcutta is at 6 ChowringheeA pproach,P . 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is et Novelty rhambrra, Grant Road, 89 6628
Bombay 400007
SSales Office in Bangalore is at,Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BE, New Delhi, India
|
Subsets and Splits
No community queries yet
The top public SQL queries from the community will appear here once available.