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IS 228( Part 23 ) :2003
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 23 DETERMINATION OF TOTAL NITROGEN IN STEEL BY OPTICAL
EMISSION SPECTROMETER ( NITROGEN 0.002 TO 1.0 PERC,ENT )
ICS 77.080.20
0 BIS 2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI I10002
Mq 2003 Price Group 1Methods of Chemical Analysis of Ferrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 23 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Methods of Chemical Analysis of Ferrous Metals Sectional Committee had been approved by the Metallurgical
Engineering Division Council.
1S228, 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 were being covered in separate standards.
During its second revision the standard has been split up in several parts.
Determination of nitrogen in steel by steam distillation, has been covered inIS 228 (Part 19) and Determination of
nitrogen in steel by inert gas fusion — Thermal conductivity method is under preparation and will be covered in
a separate standard which will form a part of the above series.
This part covers the method for determination of total nitrogen ( 0.002- 1.0 percent ) in steel by optical emission
spectrometer. The other parts of this series are:
(Part l): 1987 Determination of carbon by volumetric method ( for carbon 50 percent ) ( third
revision )
(Part 2): 1987 Determination of manganese in plain carbon and low alloy steels by arsenite method
( third revision)
(Part 3):1987 Determination of phosphorus by alkali-metric method (third revision)
(Part 4): 1987 Determination of total carbon by gravimetric method ( for carbon greater than or equal
to 0.1 percent )( third revision )
(Part 5): 1987 Determination of nickel by dimethyl glyoxime (gravimetric )method (for nickel greater
than or equal to 0.1 percent ) ( third revision )
(Part 6):1987 Determination of chromium by persulphate oxidation method (for chromium greater than
or equal to 0.1 percent )( third revision )
(Part 7): 1990 Determination of molybdenum by alphabenzoinoxime method (for molybdenum greater
than 1percent ) ( third revision )
(Part 8):1989 Determination of silicon by gravimetric method (for silicon 0.05 to 0.50 percent )(third
revision )
(Part 9): 1989 Determination of sulphur in plain carbon steels by evolution method ( for sulphur 0.01
to 0.25 percent )( third revision )
(Part 10):1989 Determination of molybdenum by thiocyanate ( photometric ) method in low and high
alloy steels ( for molybdenum 0.01 to 1.5 percent )(third revision )
(Part n): 1990 Determination of total silicon by reduced molybdosilicate spectrophotometric method
in carbon steels and low alloy steels ( for silicon 0.01 to 0.05 percent) (third revision )
(Part 12):1988 Determination of manganese by periodate spectrophotometric method in low and high
alloy steels ( for manganese 0.01 to 2.0 percent )( third revision )
(Part 13):1982 Determination of arsenic
(Part 14):1988 Determination of carbon by thermal conductivity method ( for carbon 0.005
to 2.000 percent)
(Part 15):1992 Determination of copper by thiosulphate iodide method ( for copper 0.05 to 5percent )
( Continued on third cover)IS 228( Part 23 ): 2003
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 23 DETERMINATION OF TOTAL NITROGEN IN STEEL BY OPTICAL
EMISSION SPECTROMETER ( NITROGEN 0.002 TO 1.0 PERCENT )
1 SCOPE the impuritieslikenitrogen, oxygen, hydrocarbons, etc.
4.3 UV Optics
This standard (Part 23 )covers the determination of
nitrogen ( 0.002 - 1.0 percent ) in steel by optical
The UV optic, situated in achamber located directly
emission spectrometer.
behind the spark stand, is filled with nitrogen at
atmospheric pressure. The nitrogen is circulated
2 SAMPLING
through the tank and the gas purifier by amembrane
2.1 The sample is collected in a mould cavity that pump. The isolated gas system provides an
provides a quickly chilled surface through rapid atmosphere capable oftransmitting wave lengths down
solidification. It should be homogeneous and free to 140 nm. Alternatively, any optics inaspectrometer
from tlactures and voids. Alternatively sampling probes capable for measuring the nitrogen emission intensity
may be used to collect the sample. may be used.
2.2 Typical sample sizes are as follows: NOTE — The most sensitive line ofnitrogen having
wavelength 149nmliesinthevacuum ultraviolet region.
a) Diameter :20-50 mm, and Any typical iron line is used as the internal standard.
b) Thickness : 10-20mm.
4.4 Exposure Conditions
2.3 The sample is prepared on an abrasive belt or
The preflush, preburn and integration period during
disc grinder, taking extreme care that the sample does
the spark may be followed as per the instructions in
not become too hot. It is desirable to use automatic
the operation manual of the manufacturer of the
polishing machine to ensure consistency of polish.
instrument.
The most commonly used abrasives are alumina, silicon
carbide or zirconia of 60 grit. 4.5 Environment Control
3 PRINCIPLE OF THE TEST METHOD The optical emission spectrometer should be housed
inan air conditioned room maintained atatemperature
Acapacitor discharge is produced between polished
specified bythe manufacturer with arelative humidity
surface of the sample and aconical shaped electrode.
of 50 + 5 percent. The temperature should be kept
The discharge isterminated at apredetermined time.
within +2°C ofthenominal, toreduce the drift inspectral
The radiant energy of the nitrogen line and an internal
lines due to temperature variation. The room should
standard line are converted into electrical energy by
be free from vibrations, dust and oil vapours.
means of photomultiplier tubes. The concentration
ofnitrogen insteel isobtained byreference to standard. 4.6 Counter Electrode
4 APPARATUS The pointed thoriated tungsten electrode used as
counter electrode may be reshaped, when necessary.
4.1 Spectrometer
The electrode tip is cleaned with abrush after every
Any commercially available optical emission spark.
spectrometer with a facility to measure the nitrogen
NOTE— Thespark stand, lensorquartz windows are
emission intensity can be used. to be cleaned regularly to minimize the transmission
losses. Frequency of cleaning is to be established by
4.2 Argon Flushing System
individual laboratories depending upon the volume of
work and the deposits.
The system consists of high purity argon cylinders,
with argon content above 99.995 percent, atwo stage 5 CALIBRATION
leak proof regulator, agas flow meter and connecting
5.1 Optimize the position of the entrance window by
copper/stainless steel tubing of4-6 mm diameter and
carrying out profiling with a high nitrogen bearing
rare gas purifier to provide inert gas atmosphere during
steel sample,
sparking.
NOTE — The argon gas purifier system uses heated 5.2 Select 5to 10reference steel standards that cover
titanium, copper oxide and molecular sieves to absorb the required concentration range of nitrogen. Spark
11S 228( Part 23 ) :2003
these samples and construct the analytical curve as 7 ANALYSIS OF THE SAMPLE
per instructions in the operation manual of the
7.1 Place the prepared sample on the spark stand.
manufacturer of the instrument.
Spark the sample at two different spots. If the two
6 STANDARDIZATION values differ more than 3 standard deviations
established for procedure, then give a third spark.
6.1 Standardize the instrument as per the operation
Repolish and repeat the sparking at2or 3spots. Take
manual of the manufacturer of the instrument. The
average of nearly matching values.
frequency of standardization will depend on the long
term stability of the instrument. 7.2 Spark astandard sample of known concentration
and make correction inthe unknown sample result, if
6.2 Confirm that the standardization is correct by
necessary.
analyzing a standard sample. The value should be
within the allowable limits ofthe certified value ofthe NOTE — Itissuggested that the standard sample used
standards. If not, repeat the standardization. for verification should have similar matrix and nearly
the same nitrogen content asthe sample tobeanalyzed.
NOTE — The standardization should berepeated ifthe
argon cylinder has been changed, the spectrometer is 8 PRECISION
not in use for very long time or when an unusual drift
The precision ofanalysis should be within *10 percent.
isnoticed whenastandard hasbeensparked forchecking.( (’ontinuedfrorn second cover)
(Part 16):1992 Determination of tungsten by spectrophotometric method ( for tungsten O.1
to 2 percent)
(Part 17):1998 Determination of nitrogen by thermal conductivity method
(Part 18):1998 Determination of oxygen by instrumental method
(Part 19):1998 Determination of nitrogen by steam distillation
(Part20): 1987 Determination of carbon and sulphur by infra-red absorption method
(Part 21):1987 Determination of copper by spectrometric method ( for copper 0.02 to 0.5 percent )
( third revision)
(Part 22 ): 2003 Determination of total hydrogen in steel by thermal conductivity method
(hydrogen 0.1 ppm to 50 ppm )
(Part 24 ): 2003 Determination of nitrogen in steel by inert gas fusion — Thermal conductivity method
(nitrogen 0.001 to 0.2 percent)
In reporting the result of a test or analysis made in accordance with this standard, if the final value, observed or
calculated, isto be rounded off, itshall be done in accordance with IS 2: 1960 ‘Rules for rounding off numerical
values (revised )’.Bureau oflndian 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
13[Shas the copyright ofall itspublications. No part ofthese publications maybe reproduced inanyform without
the prior permission in writing 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 as the 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; ifthe review indicates that changes are needed, it istaken 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. MTD 2(4271 )
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
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Eiistern : l/14 C. 1.T. Scheme VII M, V. 1.P.Road, Kankurgachi 23378499,23378561
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{ 609285
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{ 22542519,22542315
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Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISAKHAPATNAM.
Printed at New [ndla Printing Press, Khurp, India
|
10421.pdf
|
IS : 10421 - 1983
( Reafiinned 1995)
Indian Standard
PROF ORMAF OR ANALYSIS OF
UNIT RATE OF SHUTTERING/FORMWORK
FOR CONCRETE ITEMS
(
First Reprint OCTOBER 1996 )
UDC 69.057.5 : 69.003.12
0 Copyright 1983
BUREAU OF INDIAN STANDARDS
MANAEC BHAVAN, 9 BAHALNR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2
April 1983IS :10421 - 1983
( Reaflirmrd 1995 )
Indian Standard
PRO FORMA FOR ANALYSIS OF
UNIT RATE OF SHUTTERING/FORMWORK
FOR CONCRETE ITEMS
Cost Analysis and Cost Estimates Sectional Committee, HDC 63
Chairman
SKRI S. N. AGNIHOTRI
7 10, Sector 1 I-B, Chandigarh
Members Representing
SRRI J. .P. AWASTHY Continental Construction ( P ) Ltd, New Delhi
CHIEF ENCIN~EI~ ( DRAINAGE ) Irrigation Works, Government of Punjab,
Chandigarh
DIRECTOR CENTRAL DESIGNS ( Alternate )
CHIEF ENQINEER ( MEDIUM Irrigation & Power Department, Government of
IRRIGATION & DESIGNS ) Andhra Pradesh, Byderabad-,
SUPERINTENI~NG ENQINEER ( Alternate ) . .
CHIEF ENGINEER ( SPECIFIEU Irrigation Department, Government of Maharashtra,
PROJECT ) -P une _
CHIEF ENQINEER ( WORKS J Beas Sutlai Link Proi_cc t, Sundernaear
SU~ERINTEND;NG EN(:I&YTL ( Alternate ) ”
DIRF,CT?R ( CMC ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CMC ) ( Alternate )
DIRIXTOR ( R & C ) Central \Vater Commission, New Delhi
DV:PTWYD IRIWTOR ( R & C ) ( Alternate )
SHRT J. DUXAIRAJ In personal capacity ( D-Z/141, Satya Marg, New
Zklhi 110021 )
EXIZCUTIVE EI-?GINEER ( CIVIL ) Kerala State Electricity Board, Trivandrum
GENERAL M A~CAGER S. B. Joshi 81 Co Ltd, Bombay
SHRI R. M. GUPTA Roads Wing ( Ministry of Shipping & Transport ),
New Delhi
SHRI M. L. M.~NDAL ( Alternate)
SHRI S. S. IYENCaR M. N. Dastur & Co ( P ) Ltd, Calcutta
SHRI N. G. TOSHI Karnataka Power Coruoration Ltd. Bangalore
SHRI A. S. ~ISHNASWAMY Directorate General Bbrder Roads,Newbelhi
SRRI H. B. U~ASI ( Alternate )
SHRI T. S. MURTHY National Project Construction Corporation Ltd,
New Delhi
SHRI P. D. DUBHASHI ( Alternate )
( Continued on page 2 )
@ Copyrighf 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyri@ 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 : 10421- 1983
hlembers Repesentin.~
Sunr .I. N,AC..\IIJII:SIIAN.K+A U Hindustan Construction Corporation Ltd, Bombay
SJXRI D. M. S.\vux ( Allernnle )
SJJRI Y. G. PATI% Pate1 Engineering Co Ltd, Uombay
SJrl<I ‘i. A. 1<.,0 Hinduztan Steel Works Construction Ltd, Cakutta
SIIIlJ :\. s. SPXNclN Institution of Engineers, Pathankot
SI~I~I G. D. l’.\s~.\it Construction Consultation Services, Bombay
SHRI D. A. I<oTJ~.\RI ( Mernnle In) d ian Institute of Public &ministration, New Delhi
SJsIlI hf.'I'l3YAGAlMJAiV
SHRI G. R \MAN, Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SICRI HEMANT KGMAR
Assistant Director ( Civ Engg ), IS1
,
2IS : 10421- 1983
Indian Standard
PRO FORMA FOR ANALYSIS OF
UNIT RATE OF SHUTTERINGlFORMWORK
FOR CONCRETE ITEMS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 27 January 1983, after the draft finalized by the Cost
Analysis and Cost Estimates Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 Shuttering/formwork for concrete works for river valley projects are
boardly of following types:
a) Panel forms,
b) Built-in-place forms,
c) Mobile forms, and
d) Special forms.
0.2.1 The material for shuttering in all the above cases may either be
of steel or timber. Shuttering provided for concrete works may be plain
formwork or shuttering of special shapes such as circular, horse-shoe,
conic and other shapes required for the structure.
0.3 Struts, braces and ties are required for single or multi-stage
depending upon the requirements. The following information will be
helpful for a full appreciation of the type and nature of the shuttering
work involved:
a) Name of project,
b) Name of work,
c) Layout plan of project,
d) Location of work,
e) Purpose of work,
f) Longitudinal and cross-section,
g) Construction agency,
1) Departmental or contract
3IS : 10421- 1983
2) Name of department/contractor
h) VoIume of concrete work,
j) Approximate area for shuttering,
k) Average lead and lift for the formwork,
m) Type.of shuttering,
n) Normal size of shuttering units used, and
p) Detailed dimension sketches of special shapes.
NOTP: - Detailed plan, elevation and sections of the work and full dimension
sketches of the formworks for the whole work as well .as for individual units should
‘be provided.
0.4 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 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 pro forma for analysis of unit rate of
shutteting/formwork for concrete items in river valley projects.
2. PRO. FORMA
2.1 The pro forma recommended for analysis of unit rate of shuttering/
formwork for concrete items is as given in Table 1.
TABLE 1 CR0 FORMA FOR ANALYSIS OF UNlT RATE OF
:SHUTTERING/F~RMWORK
Details of Shuttering:
i) Name of work fqr which shuttering is required
ii) Q.uantity of concrete
iii) Type and shape of shuttering
( Continued )
*Rules for rounding- off numerical values ( revised ),
4IS :10421-1983
TABLE 1 PRO FORM/i FOR ANALYSIS OF UNIT RATE OF
SHUTTERING/FORMWORK - Contd
Item Unit Quantity Rate Amount Remarks
(1) (2) (3) (4) (5) (6)
(A) STEEL SHKTERING
a) Materials
i) Steel plates
ii) Steel sections
iii) Pipes
iv) Miscellaneous materials
including that required for
welding, rivetting, etc
b) Labour charges for fabrication
i) Foremen/supervisors
ii) Welders
iii) Fitters
iv) Helpers
v) Skilled/ordinary labour
vi) Others
C) Charges for machinery and equipment
including chargesf or power/gas/diesel
i) Cutting machine
ii) Welding/rivetting machine
iii) Rolling machine
iv) Air compressors
v) Others
d) Maintenance charges of
items under (c)
e) Ancillaries and incidentals
Proportional cost of the
following job facilities:
i) Labour and staff quarters
ii) Service roads and trans-
portation arrangements for
staff and labourers
iii) Electric supply
iv) Water supply
( Continued )
5X5:10421- 1983
TABLE 1 PRO FORMA FOR ANALYSIS OF UNIT’RATE OF
SHUTTERING/FORMWORK - Conk’
Item Unit Quantity Rate Amount Remarks
(1) (2) (3) (4) (5) (6)
.
v) Sanitary facilities
vi) Drainage facilities
vii) Medical facilities
viii) Other amenities
f ) Maintenance cost of
items under clause (c)
g) Proportional cost of su@G3r-
work establishmezt
h) Coaliagcacies
j) Ooerhead ( exctuding projt )’
Total cost of shuttering
Area of shuttering
Numher of reuse
Cost of shuttering/unit/use
L) Erection cost
i) Transportation charges
ii) Labour charges with details
iii) Materials including oiling,
sealing, etc
iv) Scaffoldings
v) Machinery charges, if any
m) Dismanding/stri&& cost
i) Transportation charges
ii) Lahour charges with details
iii) Machinery charges, if aiy
n) -Total charges ( a to m ) of
formwork/sq.m chargeable to work
*This sh+l include establishment, office stationery, general tools and plantc staff
.cars, their runnmg and maintenance, insurance, workman’s compensation” tele_
phone and telecommunication facilities, consultation services, entertainme&, etc
( Continued 1
6IS:10421-1983
TABLE I PRO FORMA FOR ANALYSIS OF UNIT RATE OF
SHUTTERING/FORMWORK - Contd
Item Unit Quantity Rate Amount Remarks
(‘1) (2) (3) (4) (5) (6) ’
(B) WOODEN SHUTTERINGY
a) Materials
i) Type of timber
ii) Wooden joists
iii) Jigs and joists
iv) Miscellaneous material
b) Labour charges
i) Foremen/supervisors
ii) Carpenters
iii) Labour for creating in
position
iv) Helpers
v) Other labour, if any.
c) Charees for machinerv and
e&&nent includi& chargesf or
power/gas/diesel
i) Band/circular/trolley saw
ii) Planer
iii) Shaper
iv) Others.
4 Ancillaries and incidentals
Proportional cost of the
following job facilities:
i) Labour and staff quarters
ii) Service road and trans-
portation arrangements for
staff and labourers
iii) Electric supply
iv) Water supply
v). Sanitary facilities
vi) Drainage facilities
vii) Medical facilities
viii) Other amenities
( Continued
7TABLE 1 FRO FORMA FOR ANALYSIS OF UNI? RATE OF
SHUTTERING/FORMWORK - Co&d
Item Unit Quantity Rate Amount Replark
(I) (4 (3) (4) (5) (6)
e) A4aintenance of items znder (d)
f ) FYoportional cost of
superuisorp work establishment
g) Conlingencies
lh) Overhends ( ex&iing pro& ) *
Total cost of shuttering
Area of shuttering
Number of reuse
Cost of shuttering/unit/use
j) Erestion cwt
i) Transportation charges
ii) Labour charges with deta;;ls
iii) Materials including oiling
sealing, etc
iv) Scaffoldings
v) Machinery charges, if any
k) Disnlanllinglstrip~i~g cost
i) Transportation charges
ii) Labour charges with deta2.s
iii) Machinery charges, if any
m) Totar chqes of ( a to k ) form-
wwklsq, nt chargeable to work
*Overhead shal1 include establishment, office stationery, general tools and plants,
staff cars, their running and maintenance, insurance, workman’s compensation,
telephone and telecommunication facili,ties, consultation service, entertainments,
etc.
sBUREAU OF INDIAN STANDARDS
Headquarters:’
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 8375,323 9402
Fax : 91 11 3234062,91 11 3239399
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 0-77 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 30 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 23 15
tWestern : Manakafaya. E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 40
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 554021
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 0141
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 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 09 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T.C. No. 14/1421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
inspection 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 Shivaji Nagar, PUNE 411005 32 36 35
*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
Printed at Printograph, New Delhi (INDIA).
|
4851.pdf
|
IS:4851-1987
Indian Standard
PROFORMA FOR ESTIMATING UNIT RATE OF
CONCRETE USED IN MECHANIZED
CONSTRUCTION OF RIVER VALLEY PROJECTS
( Second Rev&i&)
Cost Analysis and Cost Estimates Sectional Committee, BDC 63
Chairman
SHRI S. N. A~NIHOTRI
7 10 Sector 1 l-B,
Chandigarh
MmrbClS RsprsJenfing
SHRI S. N. ADHIKARI Hind;;c;ttaSteel Works Construction Ltd,
SH~I N. K. MAZUMDAR ( Alternate )
CHIES ENGINEER (MEDIUM JRBI- Irrigation & Power Department, Government
QATION & DESIGNS ) of Andhra Pradesh, Hyderabad
ADDITIONAL CBIEP ENQINEEB ( Altcrnntc )
CHIEF ENOINEER ( SPEOIAL PB~JEOT ) Irrigation Department, Government of
Maharashtra, Pune
SUPERINTENDINQE NGINEER ( Alternate )
CHIEF ENGINEER ( TDC ) Irrigation Works, Government of Punjab,
Chandigarh
DIREOTOB ( PD ) ( Altarnatr )
D~REOTO~ Karnataka Power Corporation Ltd, Bangalore
DIREOTOR ( CMC ) Central Water Commission, New Delhi
DEPUTY DIREOTOR ( CMC ) Alternate )
DIRECTOR ( R&C ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( R&C ) Altcrnatc 1
SHRI J. DURAIRAJ In personal capacity (DIIl4I, Satya Marg,
New Delhi )
EXECUTIVE ENQINEER ( CIVIL ) Kerala State Electricitv Board. Trivandrum
SHRI P. C. GANDHI Bhakra Beas Managemknt Boaid, Sunder Nagar
SHRI H. S. NARULA ( Ab-natc ,1
SHRI R. M. GUPTA Roads Wing, Ministry of Shipping &
Transport, New Delhi
SHRI R. S. MAHALAHA ( Altcrnata )
( Continued bn #age 2 )
Q CrpVright 1987
BUREAU OF INDIAN STANDARDS
Thii 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 : 4851- 1987
( Continuedfrom page 1)
Members Representing
SHRI S. S. IYENGAR M. N. Dastur & Co (P) Ltd, Calcutta
SHRI S. B. JOSKI S. B. Joshi & Co Ltd, Bombay
SHRI C. B. DHOPATE ( Alternuts)
SERI A. V. KEANDEJXAR The Hindustan Construction Co Ltd, Bombay
SEXI A. B. AHERKAR (Alternate )
SERI A. B. L. KULSHRSHETHA Bureau of Public Enterprises, New Delhi
SHRI S. R. NIGAM ( Altcrnatc )
SEIRIS AMIR LAHIRI Continental Construction Ltd, New Delhi
SHRI SUJIT SEN ( Alternate )
SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay
SHRI A. S. SEKHON Institution of Engineers, Chandigarh
SHRI K. SRINIVASAN Directorate General Border Roads, New Delhi
SHRI KAMAL NAYAN TANEJA National Project Construction Ltd, New Delhi
SHRI B. CHOUD~UBY (Alternate )
SHRI S. G. TASKAR Construction Consultation Service, Bombay
SHEU D. A. KOTHARI (Alternate )
SHRI M. THYA~ARAJAN Indian Institute of Public Administration,
New Delhi
SHRI G. RAXA~N, Director General, BIS ( Ex-o#tie Member)
Director ( Civ Engg )
Secretary
SHRI M. SADASIVAM
Assistant Director ( Civ Engg ), BIS
2IS :4851-1987
Indian Standard
PROFORMA FOR ESTIMATING UNIT RATE OF
CONCRETE USED IN MECHANIZED
CONSTRUCTION OF RIVER VALLEY PROJECTS
( Second Revision )
0. FOREWORD
0.1T his Indian Standard ( Second Revision ) was adopted by the
Indian Standards Institution on 25 February 1987, after the draft
finalized by the Cost Analysis and Cost Estimates Sectional Committee
had been approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1968 and was revised in 1978 to
incorporate certain modifications in Table 1 with a view to
rationalizing the major operational characteristics and in this second
revision Appendices A and B have been excluded. The method of
calculation of depreciation and the estimated life of plant and
machinery used in concrete is covered in IS : 11590 (Part I)-1986*.
0.3 Unit rates of concrete available from various river valley projects
in the country differ so widely in their structure that comparision of
rates becomes impracticable. The variation in the unit rate of particular
type of concrete occurs due to several factors, such as situation of work,
wages of labourers, specifications of materials, cost of machinery and
their repair charges, productivity, etc. It is, therefore, felt necessary
to prepare a proforma for the estimation of the unit rate of concrete
in such a manner as would take into account all the elements of costs
that are expected to go into the item rate and present them in a
unifrom pattern so that the rates obtained in different projects can be
compared and the item/items of operation showing differences is/are
identified and understood.
0.4 The proforma has been drawn up operation-wise, and, as such, the
depreciation of machinery, wages of labour including supervisory
labour, etc, have all been taken into account in the costs of various
operations indicated in the proforma.
*Guidelines for workingo ut unit rate of the construction equipment used for river
valley projects: Part 1 General.
3IS : 4851 - 1987
0.5 The proforma presents the costs of different operations in their
final shape. It does not show the details of the break-up of the cost of
each operation. Besides this final proforma, a number of other proformae
would be required to analyse and work out the costs of the different
operation and elements that are indicated here in the final proforma.
These supporting proformae have to be drawn up by the concerned
project authorities or construction agencies according to their
requirements and necessities.
0.6 Separate rates will, howerer, be worked out for each type of
concrete which should be specified in the beginning of the proforma.
0.7 There are different practices followed in the country in regard to
inclusion of costs of shuttering and reinforcement in the computation
of unit rate of concrete. The genera1 consensus was that since
shuttering is a very improtant item a separate proforma should be
brought out. Accordingly a separate standard IS: 10421-1983; has
been prepared for computing the unit rate of shuttering.
1. SCOPE
1.1 This standard lays down the proforma for estimating unit-rate of
concrete used in mechanized construction of river valley projects.
2. PROFORMA FOR UNIT RATE OF CONCRETE
2.1 The proforma recommended for use in estimating unit rate of
concrete for river valley project is as given in Table 1.
TABLE 1 PROFORMA FOR ESTIMATING UNIT RATE OF CONCRETE
( Clauses 0.2 and 2.1)
ITEM UNIT QUANTITY RATE AMOUNT R~ABKS
IE.
(1) (2) (3) (4) (5) (6) (7)
i) Coarse aggregates:
a) Royalty and other fees
for quarrying
b) Removal of overburden
C) Quarrying:
1) Drilling
2) Blasting
( Continued)
*Proforma for analysis of unit rate of shuttering, form work for concrete items.
4IS : 4851 - 1987
TABLE 1 PROFORMA FOR ESTIMATING UNIT RATE
OF CONCRETE - Co&
ITEM UNIT QUANTITY RATE AMOUNT REMARKS
I%
(11 (?I (3) (4) (5) (6) (7)
3) Mucking
4) Dewateting ( if required )
d) Transport to crushers
e) Crushing and processing and
conveyance to stockpiles
f) Transport from stockpiles to
batching plant
g) Losses in transit, storage,
handling, etc ( percent )
ii) Sand ( jne aggregates ) :
4 Royalty and other fees for
quarrying
b) Removal of overburden
4 Quarrying or crushing and
processing
4 Grading and washing
4 Transport to site
f) Transport from stockpiles
to batching plant
Ed Losses in transit, storage,
handling, etc ( percent )
iii) Cement:
4 Cost ex-factory
b) Rail or road transport and
handling to site of work
cl Storage and handling up to
batching plant
4 Losses in transit, storage,
handling, etc ( percent )
iv) Admixture:
a) Cost ex-factory
b) Rail or road transport and
handling to site of work
c) Storage and handling up to
batching plant
d) Losses in transit, storage,
handling, etc ( percent )
( Continued 1
5IS:4851- 1987
TABLE 1 PROFORMA FOR ESTIMATING UNIT RATE
OF CONCRETE - Contd
SL ITEM UNIT QUANTITY RATE AMOUNT RFXARKS
NO.
(1) (2) (3) (4) (5) (6) (7)
vj Batching, mixing, laying and curing:
a) Cleaning and preparation of
construction joints
b) Batching and mixing
c) Placing:
1) Transport from batching
plant
2) Placing
3) Vibrating and
4) Green cutting/finishing
d) Curing
e) Water
f) Wastage ( percent )
vi) Other items:
a) Cooling system:
1) Pre-cooling plant:
i) Cost of plant
ii) Operation cost
2) Embedded system:
i) Cost of the system
ii) Operation cost
vii) Overhepds:
Proportional cost of the following
overheads should be added to the
item of unit rate concrete:
a) Field set up:
1) Buildings
2) Water supply, lighting,
sanitary and drainage
3) Service road
4) Temporary constructions
b) Field charges:
1) Establishment expenditure
( salary and office-
expenditure, inspection,
vehicles, etc )
( Cmtinwd )
6IS : 4851 - 1987
TABLE 1 PROFORMA FOR ESTIMATING UNIT RATE
OF CONCRETE - Contd
SL ITEM UNIT QUANTITY RATE AMOUNT REMABKS
No.
(1) (2) (3) (4) (5) (6) (7)
2) Compensation, retrench-
ment compensation, bonus,
etc
3) Worksite amenities
( medical, education,
recreation, etc )
4) Survey
5) Testing
6) Small T&P
7) Maintenance
8) Carriage and freight of
machinery
9) Contingencies
c) Head office and financial
expenses
1) Dividend/return on capital
2) Interest charges
3) Head office changes
including subordinate
controlling offices
4) Profit envisaged
Total all - in rate
NOTE 1 - The overhead expenses may be included as percentage of prime cost
[ Items (i to vi) ]
NOTE 2 -All the items mentioned above shall include depreciation, erection,
operation and repairs, maintenance and dismantling of machinery where used. Unit
rates of these can be estimated as per IS : 11590 ( Part I)-1986..
‘Guidelinesa for working out rate of the construction equipment used for river valley
project: Part 1 General.
7INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UNIT SYMBOL
Plane Angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton 1N = 1 kg.m/s*
Energy joule J” 1J - 1 N.m
Power watt W 1 w = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/m*
Frequency hertz HZ 1 Ha = 1 c/s (s-l)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m*
|
1200_23.pdf
|
IS:l2OO(Part23)-1988
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART 23 PILING
Fourth Revision )
(
Second Reprint DECEMBER 1996
UDC 69.003.12:624.155
@ Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr3
March 1989
*_ISr12oO(Part23)-1908
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART 23 PILING
Fourth Revision )
(
0. FOREWORD
0.1 This Indian Standard (Part 23 ) ( Fourth one another, the Sectional Committee during
Revision) was adopted by the Bureau of Indian its second revision decided that each trade as
Standards on 16 November 1988, after the given in IS : 1200-1964* shall be issued separa-
draft finalized by the Method of Measurement tely as a different part as it would be helpful
of Works of Civil Engineering ( Excluding River to users in using the specific standard. This
Valley Projects ) Sectional Committee had part covers the method of measurement of
been approved by the Civil Engineering Division piling work applicable to buildings as well as
Council. to civil engineering works was published sepa-
rately in the year 1971 and further revised in
0.2 Measurement occupies a very important 1977. In view of the large number of comments
place in the planning and execution of any civil received on this part, the Sectional Committee
engineering work from the time of first estimates decided to issue a fourth revision incorporating
to the final completion and settlement of pay- the changes to keep the latest method as being
ments of project. Methods followed for measure- followed by most of the organizations. The
ment are not uniform and considerable differ- principal modifications are in respect of rein-
ences exist between practices followed by forced cement concrete sheet, timber sheet, and
different construction agencies and also between bored piles.
various Central and State Government Depart-
ments. While it is recognized that each system 0.4 For the purpose of deciding whether a
of measurement has to be specifically related to particular requirement. of this standard is
administrative and financial organizations complied with,’ the final value, observed or
within a department responsible for the work, a calculated, expressing the result of a measure-
unification of the various systems at technical ment, shall be rounded off in accordance with
level has been accepted as very desirable IS : 2-1960*. The number of significant places
specially as it permits a wider range of operation retained in the rounded off value should be the
for civil engineering contractors and eliminates same as that of the specified valud in this
ambiguities and misunderstandings arising out standard.
of inadequate understanding of the various
systems followed. *Method of measurement of building and civil
engineering works (jrst revision 1.
0.3 Since different trades are not related to iRules for rounding off numerical values ( rcvisad ).
1. SCOPE generally in the sequence of length, width and
height or depth of thickness.
1.1 This standard (Part 23 ) covers the method
of measurement of piling.
2.3 Description of Items - The description
of each item shall unless otherwise stated, be
2. GENERAL RULES
held to include where necessary, conveyance
2.1 Clubbing of Items _ Items may be clubb- and delivery, handling, unloading. storing,
fabrication, hoisting, all labour for finishing to
ed together and that the break-up of the
required shape and size, settin!;, fitting and
clubbed items is agreed to be on the basis of
fixing in position, straight cutting and waste,
&tailed description of the items stated in this
return of packings, etc.
standard.
2.2 Booking of Dimelnsions - In booking 2.4 Measwements - All work shall be
dimensions, the order shall be consistent and measured net in decimal system as fixed in its
1place as given below: 3.2 The cement concrete in piles shall be
measured in cubic metres, arrived at by multi-
a) Linear dimensions shall be measured to plying the cross-sectional area of the pile by the
the nearest 0’01 m, length of the pile as cast from the head of the
pile to the tip of shoes.
b) Areas shall be worked out to the nearest
0’01 ms, and
3.3 NO deduction shall be made for chamfers,
tapered points or the volume of reinforcement
C) Cubic contents shall be worked to the
or holes for lifting piles.
nearest 0’01 ms.
3.4 The formwork, links and sleeves shall be
2.5 Work to be Measured Separately - The
included in the description of the item.
situations, such as, in/under water, liquid mud,
marshy land, tidal condition, etc, in which work
3.5 The reinforcement shall be measured sepa-
is to be executed shall be stated.
rately [see IS : 1200 (Part 8)-1975* 1.
2.5.1 The level of high and low water tides
where occurring, shall be stated. 3.6 The sho:ts for each size shall be enumerated
separately, stating the approximate weight.
2.6 Bills of Quantities - The bills of quan-
tities shall fully describe the materials and 3.7 Driving piles to a given level and redriving
workmanship, and accurately represent the of lengthened piles shall be measured in running
work to be executed. metres, separate measurements being made for
piles of 5 m length and less and subsequently
2.7 A general description of the nature of site for every 1 m length range. The driving of
shall be stated. piles shall be measured from the tip of the
shoes up to the level as shown in the drawings.
2.8, The available information as to the strata The raker piles shall be measured along the
through which the piles are to be driven shall axis of the pile.
be stated or reference showing records of bores
be given. 3.8 The measurement of handling, transporta-
tion and pitching of piles shall be enumerated
2.9 If piles are to be provided from any level for each occasion.
other than the ground level, it shall be stated.
If the piling frame is to be lowered or raised, 3.9 For stripping the heads of the piles, the
the exact height and nature of working shall length to be stripped shall be stated and
be described, separate items shall be provided measured per linear metre.
for driving raker/in groups/isolated/lengthened/
trial piles. 3.10 Stripping off the head of the piles for bond
length shall be enumerated.
2.10 Items shall include any extra excavation
filling and/or ramming required at the time of
3.11 When concrete piles are lengthened in
construction for the movement of piling frame
position, after they have been lowered, the
for executing piling work.
cement concrete when used for lengthening
shall be measured as a separate item. This
2.11 Bringing plant to the site and erecting it
item shall include the extra labour involved in
and dismantling and taking it back, shall be
stripping the exposed end to form connection
measured separately as lump sum items.
of new with old work and any excavation,
if required.
NOTE-Shifting of plant at site of work shall be
included in the item of piles.
4. METHOD OF MEASUREMENT OF
2.12 If load testing is to be done, the provision
TIMBER PILES
for such, test shall be specified and measured
separately.
4.1 Timber piles shall be described and
measured in running metre stating the species
3. METHOD OF MEASUREMENT OF of timber [see IS : 2911 (Part 2 )-198071 and
PRECAST REINFORCED CONCRETE size of the pile. If over 5’0 m in length, the
PILES length extra over 5 m shall be measured in
stages of one metre.
3.1 The precast reinforced concrete piles shall
be described accordmg to the grade of concrete,
*Method of measurement of building and civil
section and length, the extra strength of the
engineering works: Part 8 Steel-work and ironwork
heads being stated. Any requisite mould shall ( third revision ) .
be included in the description as also the iCode of practice for design and construction of pile
necessary strapping, bolts and lifting holes. foundations: Part 2 Timber piles ( Jrst revision ).
2IS : 1’200 ( Part 23 ) - 1988
4.1.1 The diameter of the pile shall be arrived 5.4 Lifting, handling, pitching, engaging
at by measuring girth at two metres below the through interlocks or clutches of an adjacent
large end of the pile. Any tolerance on the sheet piles and driving shall be measured
cross-sectional dimensions of timber in permit- separately for each type in square metres
ting above or below those shown in drawings obtained by multiplying the length of the
shall be specified. embedded portion of the pile in soil and half
of the perimeter as defined in IS : 2314-1986*.
4.1.2 Shaping and shoeing of pile shall be The length of the embedded portion shall be
enumerated, stating the approximate weight of obtained by measuring from the level of the
the shoe and size of the pile. ground where the tip of the sheet pile first
touches before driving, to the ultimate level of
4.2 Handling, transportation and pitching of the tip of the piles after driving.
piles shall be enumerated for each occasion.
5.5 Wherever sheet piles are to be driven under/
4.3 Driving timber piles shall be measured from in water necessitating the use of special hammers
the tip of the shoe to the ground level as shown and/or loader frames, such piles shall be des-
in the drawings or as found at site at the time cribed and measured separately.
of driving. The method of measurement of
5.6 Driving corner piles and junction piles shall
driving pile shall be the same as given in 3.7.
be measured in running metres representing
This item shall also include cutting the top of
the length of embedment.
the pile and dressing it for fixing mild steel ring
against splitting during driving.
5.7 Cutting or burning through steel piles shall
be measured in running metres as extra over
4.4 The supply and fixing of iron rings to the
the pile. The disposal of cut length shall be
pile head before driving and also the labour
described.
involved in cutting off the ringed portion or
any portion damaged in driving shall be in- 5.8 Extraction of piles other than those describ-
cluded in the description of the item. ed in 5.6 shall be measured separately in
square metres obtained by multiplying the
4.5 Joints in piles shall be described and enu- embedded length in soil by the nominal width
merated. of piles from the centre of the clutches.
Operations such as lifting, handling and remov-
5. METHOD OF MEASUREMENT OF ing from the site shall be described and included
STEEL SHEET PILES ( PERMANENT) in the item.
5.1 Supply only of sheet piles shall be measured 6. METHOD OF MEASUREMENT OF
by weight [see IS : 1200 ( Part 8)-1975*]. The CAST ZNSZTU DRIVEN CONCRETE
description of the item shall include the PILES
cross-sectional shape, nomenclature .of manu-
facture, specification of material, deta.ils of 6.1 The description of the pile shall state the
fabrication, such as, lengthening by means of nominal diameter, grade of concrete, size of
welding; riveting, drilling or burning holes, aggregate reinforcing bars, length of the cage
joining or fixing of structural rolled steel and the pile.
sections, handling and transportation to the
6.2 Forming pile shafts including concrete, and
site, etc. Piles exceeding 12 m in length shall
driving casings to a given level shall be measured
be described separately stating the lengths in
as one item in running metres.
further stages of 3 m.
6.3 Reinforcement including bars to be left in
5.2 All struts, anchor bolts, anchor plates, turn the pile cap for embedding shall be measured
buckles, walling, etc, shall be measured separa- separately [see IS : 1200 ( Part 8 )-19757 1.
tely in accordance with IS : 1200 ( Part 8)-
1975*. 6.4 The length of the cast in situ piles shall be
measured from the toe of the pile to the pile
5.3 When sheet piles are to be painted prior to cut off level. The description of the pile shall
driving, such painting shall be measured in state the diameter land the type of casing, the
square metres obtained by multiplying the grade of concrete, and details of reinforcement
, length by the perimeter of the fabricated sheet of the core.
pile measured along the profile. Description
6.5 The provision of pile shoes shall be included
of the item shall include the method of pre-
in the item.
paration of surface, number of coats, mode of
painting and the like.
*Specification for steel sheet pilling sections (Jirst
revision ) .
‘Method of measurement of building and civil TMethod of measurement of building ; and civil
engineering works: Part 8 Steelwork and ironwork (t&d engineering works: Part 8 Steelwork and ironwork ( third
revision ) . revision ).
3ISr126o(Part23)-1988
6.6 Empty boring shall be measured separately touches before driving to the ultimate level of
in running metres and the length shall be from the tip of the piles after driving.
working ground level to the cut off level of the
pile. The type of filling shall be stated. 8.4 Wherever sheet piles are to be driven
under/in water necessitating the use of special
7. METHOb OF MEASUREMENT OF hammers and,‘or loader frames, such piles shall
CAST IN SITU BORED REINFORCED be described by measuring separately.
CONCRETE PILES
8.5 Driving corner piles and junction piles shall
7.1 Empty boring shall be measured separately be measured separately.
in running metres and the length shall be from
working level to the cut off level of the pile. 8.6 Cutting piles shall be measured in running
The type of filling shall be stated. metres as extra over. The disposal of cut length
shall be described.
7.2 The boring through boulders and rock
strata shall be measured extra over. 8.7 The extraction of piles other than due to
defective driving shall be measured separately
7.3 Reinforcement .in pile including bars to be in square metres as mentioned in 8.3.
left in the pile cap for embedment shall be
measured separately. 9. METHOD QF MEASUREMENT OF
TIMBER SHEET PILES
7.4 The description of the pile shall state the
nominal diameter, grade of concrete, size of 9.1 The timber sheet piles shall be described
aggregate, the reinforcing bars, the length of and measured in running metres stating the
cage, and the provision of liners, if any. species of timber and cross-section.
7.5 Permanent mild steel liners, if provided, 9.2 Handling, transportation and pitching of
shall be measured separately in weight in piles shall be enumerated for each occasion.
accordance with IS : 1200 ( Part 8)-1975* from
working level to foundation level. 9.3 Driving timber sheet piles shall be measured
in square metres obtained by multiplying the
7.6 In case of under-reamed or bulb based length of the embedded portion of the pile in
piles, the bulbs shall be measured and enume- soil and half the perimeter of the construction.
rated. The description of piles shall state the
diameter of the bulb. 9.4 Whenever sheet piles are to be driven
under/in water necessitating the use of special
8. METHOD OF MEASUREMENT OF hammers and/or loader frames, such piles shall
REINFORCED CEMENT CONCRETE be described and measured separately.
SHEET PILES
9.5 The corner and junction piles shall be
8.1 The reinforced cement concrete sheet piles measured separately.
shall be measured in cubic metres arrived at by
multiplying the cross-sectional area of the pile 9.6 Cutting pile shall be measured in running
by the length of the pile as cast from the head metres as extra over. The disposal of cut length
of the pile to the tip of the shoes. shall be described.
8.2 The description of the item shall include 9.7 The extraction of piles other than due to
the cross-sectional shape, grade of concrete, defective driving shall be measured separately
size of aggregate and extra strength of the head. as in 9.3.
Any requisite mould shall be included in the
description as also necessary strapping, bolts 10. METHOD OF MEASUREMENT OF
and lifting holes. BORED PRECAST CONCRETE PILES
8.3 Lifting, handling, pitching engaging through 10.1 The precast reinforced concrete bored
adjacent piles and driving shall be measured piles shall be described according to grade of
separately for each type in square metres obtain- concrete, and size of aggregate section and
ed by mu!tiplying the length of the embedded length, the extra strength of the heads being
portion of the pile and half the parameter of stated. Any requisite mould shall be included
the section. The length of the embeded portion in the description as also the necessary
shall be obtained by measuring from the level strapping, bolts and lifting holes.
of the ground where the tip of the pile first
10.2 The cement concrete shall be measured
separately in cubic metres arrived at by multi-
*Method of measurement of building and civil
plying the cross-sectional area of the pile by the
engineering works: Part 8 Steelwork and ironwork (U&-d
rcoision ) . length of pije as cast from the head of the pile
4lsrl2oo(Part23)-I986
to the tip. No deduction shall be made for working ground level to the cut off level of the
chamfers, tapered points or the volume of rein- pile. The boring through boulders and rock
forcement or holes for lifting piles. strata except in respect of isolated boulders not
exceeding the diameter of the pile shaft shall be
10.3 The formwork, links and sleeves shall be made measured as extra over.
included in the description of the item.
10.7 The measurement of handling, transF
10.4 The reinforcement shall be measured portation and pitching of piles shall be enume-
separately [see IS : 1200 (Part 8)-1975*]. rated for each occasion.
10.3 Placing pile shaft shall be measured in 10.8 For strapping the heads of the pile, the
running metres from founding level to working length to be stripped shall be stated and
level of the pile. measured in running metres.
10.6 Empty boring shall be measured separately 10.9 Stripping off the heads of the pile for bond
in running metres and the length shall be from length shall be enumerated.
10.10 Grouting shall be measured in cubic
*Method of measurement of building and civil engineer-
ing works: Part 8 Steelwork and ironwork ( third revision ). metres describing fully the type of method.
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stundurds 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*.
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 &far Marg 323 76 17,323 38 41
NEW DELHI 110002
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{ 60 20 25
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PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at P%ograph, New Delhi (INDIA).
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11485.pdf
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IS : 11485- 1985
Indian Standard
CRITERIA FOR
HYDRAULIC DESIGN OF SLUICES IN
CONCRETE AND MASONRY DAMS
Spillways Including Energy Dissipators Sectional Committee, BDC 54
Chairman Rcpresen t ing
SRRI J. F. MISTRY Irrigation Department, Government of Gujarat,
~Gandhinagar
Members
DR A. S. CRAWLA University of Roorkee ( WRDTC ), Roorkee
CHIEF ENGINEER ( DAM DESIGN ) Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI LAX~I NARAYAN ( Alternate )
CAIEF ENGINEER, CD0 Irrigation Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDINGE NGINEER
( DAMS ) ( Alternate )
CHIEF ENGINEER AND DII~EGTOR Maharashtra EngineeringResearch Institute, Nasik
SHRI K. A. GRAMPUROHIT ( Alternate )
CHIEZ ENGINEER ( PWD ) Irrigation Department, Government of Karnataka,
Mysore
SWERINTENDIN~ ENGINEER
ESIGNS) ( Alternate )
CHIiFD ENGINEER/R-• UM- Irrigation & Power Research Institute, Punjab,
DIRECTOR Amritsar
CHIEF ENGINEER, THEIN DAM Irrigation Department, Government of Punjab,
DESIGN Chandigarh
DII~ECTOR ( SPILLWAYS &
POWER PLANT ) ( Alternate )
CHIEF ENQIN~ER & DIRECTOR, Irrigation Department, Government of Tamil Nadu,
INSTITUTE OF HYDRAULICS & Madras
HYDROLOOY POONDI
DEPUTY DIRECTOR ( HYDRAULICS ) ( Alternate)
SHRI M. L. Dns Irrigation and Power Department, Government of
Orissa. Bhubaneswar
SHRI B. DASS Irrigation and Waterways Directorate, Government
of West Bengal, Calcutta
DIRECTOR Central Water and Power Research Station, Pune
SHRI R. M. K~ATSURIA ( Alternate )
( Continued on page 2
@ Cqyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indiun Copyright Act ( XIV of 1957 j and
reproduction in whole or in part by any means except with written permission of the
I publisher shall be deemed to be an infringement of copyright under the said Act.IS:11485-1985
( Continues from page 1 )
Members Representing
DIRECTOR(CMDD-I) Central Water Commission, New Delhi
KUMARI E. DIVATIA National Hydroelectric Power Corporation Ltd,
New Delhi j
SRRI K. K. FRAMJI Consulting Engineering Services ( India ) Pvt Ltd,
New Delhi
PROF HARI KRISHNA ( Alternate )
DR JAQDISH NARAIN Institution of Engineers ( India ), Calcutta
SHRI S. P. JAIN Bhakra Beas Management Board, Nangal Township
SRRI J. C. BASUR ( Alternate )
Snnr D. G. KADKADE Jaiprakash Associated Pvt Ltd, New Delhi
SHRI A. B. ODAK ( Alternate )
SRRI H. K. KHOSLA Irrigation Department, Government of Haryana,
-Chandigarh
SRRI M. L. GUPTA ( Alternate )
SHRI M. U. PURO~IT Irrigation Department, Government of Gujarat,
Gandhinagar
SHRI N. B. DESAI ( Alternate )
SHRI M. S. RAMA RAO Karnataka Power Corporation Ltd, Bangalore
SHRI D. M. SAVU~~ The Hindustan Construction Co Ltd, Bombay
SHRI M. V. S. IYENGAR ( Alternate )
SUPERINTENDINO ENO~NEER Irrigation Department, Government of Maharashtra,
(MD) Bombay
SHRI V. N. PENDSE ( Alternate )
KUMARI PRATIMA NAIDU ( Alternate )
SHRI C. D. TRATTE Gujarat Engineering Research Institute, Vadodara
SHIZI B. K. RAO ( Alternate )
DR R. S. VARSHNEY Irrigation Department, Government of Uttar Pradesh,
Lucknow
SHRI G. RAMAN, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
Secretary
SHRI K. K. SHARMA
Joint Director ( Civ Engg ), IS1IS:11485- 1985
Indian Standard
CRITERIA FOR
HYDRAULIC DESIGN OF SLUICES IN
CONCRETE AND MASONRY DAMS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 20 November 1985, after the draft finalized by the
Spillways Including Energy Dissipators Sectional Committee had been
~approved by the Civil Engineering Division Council.
0.2 Sluices are provided in the body of the dam to release regulated
supplies of water for a variety of purposes which are briefly listed below:
4 River diverson;
b) Irrigation;
c>
Generation of hydro-electric power;
4 Water supply for municipal or industrial uses;
4 To pass the flood discharge in conjunction with the spillway;
f) Flood control regulation to release water temporarily stored in
flood control storage space or to evacuate the storage in anticipa-
tion of flood inflows;
d Depletion of the reservoir in order to facilitate inspection of the
reservoir rim and the upstream face of the dam for carrying out
remedial measures, if necessary;
h) To furnish necessary flows for satisfying prior right uses down-
stream; and
j> For maintenance of a live stream for abatement of stream
polation, preservation of aquatic life, etc.
0.3 The flow through a sluice may be either pressure flow or free flow
along its entire length or a combination of pressure flow in part length
and free flow in the remainder part.
0.4 In the formulation of this standard due weightage has been given to
International co-ordination among standards and practices prevailing inIS:11485-1985
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 publication:
EM-1 110-2-1602 Hydraulic design of reservoir outlet works, U.S.
Army ,Corps of Engineers.
1. SCOPE
1.1 This standard lays down the criteria for hydraulic design of sluices
in concrete and masonry dams.
1.2 It does not cover the hydraulic design of openings for penstocks.
2. TYPES OF SLUICES
2.1 Sluices may be classified depending upon their purpose, their
hydraulic operation or their alignment. The first two types have been
described in 0.2 and 0.3. Based upon their alignment, sluices may be
classified as under.
2.1.1 Straight Barrel Sluice - The barrel of this sluice is kept nearly
horizontal between the entry and exit transitions ( see Fig. la). This
sluice has the advantage of having minimum length due to which lesser
friction losses take place.
2.1.1.1 Horizontal sluices are generally used under the following
conditions:
a) When the sluices are drowned at the exit; and
b) When they have to be located at or near the river bed level, for
example, in construction sluices for river diversion.
2.1.1.2 The width of the sluice barrel is generally kept uniform
throughout the length except in the entry transaction.
2.1.1.3 If the sluice is designed for pressure flow conditions then the
top profile of the sluice may be given a slight constriction in accordance
with 3.4.1. On the other hand, if free flow conditions prevail then no
such constriction is required.
2.1.2 Trajectory Type Sluice - The barrel of this sluice is generally
kept horizontal downstream of the entry transition up to the service gate
to facilitate resting of the latter. Beyond the service gate the bottom of
the sluice conforms to the parabolic path of the trajectory and meets the
downstream face of the dam section tangentially ( see Fig. 1 ).
4IS : 11485- 1985
OoWNSrREAM FACE
OF SPILLWAY/NON-OVERFLOW
RGENCV GATE
IA Straight Barrel Sluice
UPSTREAM FACE
OF DAM
1 B Trajectory Type Sluice
FIG. 1 TYPE OF SLUICE
2.1.2.1 The equation of the bottom profile after the service gate
shall be:.
x2 = k.H.y
where
k= coefficient ( A value of about 4 is generally used depend-
ing on the distance avaiIable to accommodate this curve
in the reach between the service gate and the downstream
face of the spillway/non-overflow section ).
H= head at the centre line of the gate opening.
x,y = co-ordinates of any point on the profik ( see Fig. lb ).
5IS : 11485 - 1985
In case the trajectory profile defined by the above ~equation would
not permit meeting the downstream face tangentially, the adjustment of
pro& may be effected alternatively by introducing a small tilt in the
co-ordinate axes through a small transition zone just downstream of
service gate.
2.1.2.2 The width of the sluice is kept uniform throughout the length
except in the entry transition.
2.1.2.3 The height of the sluice is gradually reduced from down-
stream of the service gate to the exit in order to ensure pressure flow in
the sluce. The constriction shall be in accordance with 3.4.1.
3. DESIGN CONSIDERATIONS
3.1 Fixation of Size and Number of Sluices - The size and number
of sluices required to pass the desired discharge at a predetermined
reservoir elevation may be found based on the type of flow required to
be maintained in the sluice, that is, either pressure flow or free flow or a
combination of both. The sluice dimensions shall be so proportioned as
to provide a minimum of two number of sluices but simultaneously to
permit inspection and repair of the same.
3.1.1 Pressure Flow in the Sluice - For pressure flow conditions, the
following basic relation may be used:
HT = hL + hv
where
HT = total head needed to overcome various head losses to
produce discharge;
hL = the cumulative losses of the system in terms of velocity
head; and
hv == velocity head at the sluice exit.
For a free discharging sluice Hr shall be measured from the reservoir
water surface to the centre of the sluice at the exit. I~f the outflowing
jet is supported on a downstream floor the head shall be measured to the
point of greatest contraction and if the sluice is submerged at the exit
then the head shall be measured to the tail water level. The losses shall
consist of trashrock losses, entrance losses, friction losses, gate or valve
losses, bend losses, expansion and contraction losses. They may be ex-
pressed in terms of velocity head. The above equation may be re-written
in a simplified form as follows:
LIZ
HT = XL.---
2gIS : 11485- 1985
2g HT
Then Q = al 7
J L
where
KL = constant, which is obtained after considering all the
losses in the system;
V - velocity in the portion of the sluice where the cross
sectional area is al;
al = cross sectional area of the sluice, where the velocity is V;
g = acceleration due to gravity; and
Q = ~i~~~,g,essa~v~~rpe~~v~~i~~gh the sluice at a predeter-
.
3.1.2 Frte Flow ( Open Channel Flow > in the Sluice
3.1.2.1 When open channel flow is controlled by regulating gates,
the following relation shall be used.
Q = --&/G C.L. ( HI 312 - Hi 313 )
where
Q= discharge to be passed through the sluice;
g= acceleration due to gravity;
L= width of the sluice;
&Hz = heads ( including the velocity of approach ) up to the
bottom and top of the gate, respectively; and
C= coefficient of discharge ( see Table 1 ).
TABLE 1 COEFFICIENT OF DISCHARGE, C, FOR CONDUIT ENTRANCES
( Chzuu 3.1.2.1 )
PARTICULARS COEBFICIENT OF DISCHARGE, C
c___--__--_*.--_-_-_--_-1-‘-7
Maximum Minimum Average
Gate in thin wall-unsuppressed Il.70 0.60 O-63
contraction
Gate in thin wall-bottom and 0.81 0.68 0.70
sides suppressed
Gate in thin wall-corners 0’95 0.71 0.82
rounded
7IS:11485 - 1985
3.1.2.2 When there is high rail water either due to canal water
supply level or downstream ituences in the streambed, the regulating
gate~opening may be either partly or entirely submerged. For the
unsubmerged part of the gate opening the discharge shall be calculated
according to 3.1.2.1. However, for the submerged part of the gate open-
ing discharge shall be calculated by the following relation:
Q= C.A. 1/ 2gH
where
Q = discharge through submerged portion of the gate open-
ing,
A = area of the submerged portion of the sluice,
H = difference between upstream and downstrem water levels,
and
C = coefficient of discharge for submerged orifice or tube
flow. ( Its value generally varies between 0.62 to 0.81).
3.1.3 For calculating the size of the sluice and plotting the water
surface profile maximum losses should be considered. However,
minimum losses shall be considered for the design of the energy dissipa-
tion arrangements for the flow through sluices.
3.2 Shape of Sluices - Generally rectangular gates are preferred.
Therefore, the shape of sluices is also normally kept rectangular. Generally
the height of the sluice is kept as 1.5 times the width. However, circular
shapes may also be provided when small diameter openings ( less than
one metre ) are required to be regulated by valves.
3.3 Entry Transitions - The efficient functioning of a sluice depends
to a great extent on the design of its entry transitions. TO obtain the
best inlet efficiency, the shape of the entrance should simulate that of a
jet discharging into air. A bell mouth entrance which conforms to or
slightly encroaches upon the free jet profile will provide the best entrance
shape. Elliptical entrances have been found to be suitable.
3.3.1 For a rectangular or square sluice the entrance transition may
be defined by the following equation
X2
_I __
02 + ( o.&q5 = l
where D is the vertical height of the sluice ( downstream of the entrance
curve ) for top and bottom curves and the horizontal width of the sluice
( downstream of the entrance curve ) for the side curves.
81s : 11485- 1985
3.3.2 For _a rectangular entrance with bottom placed even with
upstream floor, the side curves at the entrance may be defined by the
above equation. However, the top contraction curve may be given by
the following equation:
X2 YZ
02 + (0.67 D )2 = '
where D is the vertical height of the sluice downstream of the entrance
transition.
3.3.3 For a circular entrance the entry transition is given by the
following equation:
YZ
( O*5x; )Z + (0’15D)z = 1
where D is the diameter of the sluice downstream of the entrance transi-
tion.
3.4 Exit of the Sluice - The exit of the sluice shall be tangential to
either the downstream face of the spillway/non-overflow section or the
bucket or it may be upturned ( see Fig. 2 ).
3.4.1 In order to ensure the pressure flow conditions throughout the
length of the sluice and to avoid negative pressures the section of the
sluice should be constricted at the exit so as to give reduced cross-
sectional area commensurate with the increase in the velocity of flow. A
constriction of 10 to 15 percent in ilow area is generally found adequate
by effecting constriction in the roof profile only.
3.4.2 When the exit of the sluices is not drowned, the top profile of the
sluices is given a small turn of about 1.0 to 1.5 metres normal to the
downstream face of the spillway/non-overflow section. This helps in the
aeration of the sluice ( see Fig. 2 ).
3.4.3 In case of an upturned exit, the shape and dimensions of the
profile may be best worked out on the basis of the model studies. It has
to be used with caution in spillway/non-overflow sections because the
flow from the sluice may damage the energy dissipation arrangements of
the spillway or the downstream face of the spillway/non-overflow section,
if it falls over them. Alternatively, a jet disperser of suitable shape,
based on model studies may be provided.
3.4.4 In case the sluices are located in a spillway section, then no
separate energy dissipation arrangements are necessary. However, if
they are provided in a non-overflow section, then separate energy
dissrpation arrangements may have to be provided.
9IS : 11485- 1985
TANGENTIAL TO
SPILLWAY PROFILE
i7
SLUlCE ___f
UPTURNED
S__L~U ICE _
-\
\
FIG. 2 TYPESO F SLUICE EXIT
10IS : 11485 - 1985
3.4.5 In case the spillway and sluice run together then either sluice
eyebrow deflectors Mary be provided on the exit of the sluice or aeration
be provided at the exit end.
3.5 Control Devices - The flow through sluices is controlled by either
gates or valves. Generally, two sets ~of gates, that is, emergency and
service gates are provided. In case of construction sluices, the flow is
generally uncontrolled and only stoplogs are provided for the eventual
plugging of the sluices. Where the construction sluices are required to
be closed under flowing water, provision of emergency gates may be
considered.
3.5.1 The control ( service ) gates shall be located as far upstream as
possible. The operation and servicing may be done from operation
galleries/chambers in the dam (see Fig. 3 ). In order to repair the
gates without emptying the reservoir should they become inoperative, the
usual practice is to install a guard or emergency gate further upstream in
the sluices. These emergency gates may be placed either at the entrance
or inside the sluice and operated from galleries.
-
1
UPSTREAM / -AIR VENT
FACE OF SLUICE
OAM -., OPERATION
CHAMBER
GATE
NOTE - The above dimensions are suggestive only. These may be changed to
meet local requirements.
FIG. 3 A TYPICAL ARRANGEMENT WITH GATES OPERATION FROM
OPERATION CHAMBER ( DETAILS OF GATES AND HOBTS NOT SHOWN )
11IS : 11485- 1985
3.5.2 Sometimes when the sluice have to be located at high levels near
the crest in the spillway section, where it is not possible to provide a
gallery for gates operation, the sluices may also be located in thick
spillway piers in which the gates are operated from the top of pier ( see
Fig. 4 ).
~SPILCWAPYE R
SiEC-flGklAL PLAN AA
FIG. 4 TYPICAL DETAILS OF SLUICE LOCATED IN THICK SPILLWAY PIER
3.5.3 In case of high heads ( more than 30 m ) gate controls may also
be located near the downstream end of the sluice to minimize possibilities
of cavitation.
3.5.4 For better slot hydraulics, the gate slots should be as small as
practicable and adequately streamlined.
12IS : 11485- 1985
3.6 Air Vents - Air vents of suitable size should be provided down-
stream of the control gates to supply air and thereby avoid or minimize
cavitation damages. The air demand for calculating the size of air vent
may be calculated from the following formulae:
i) For hydraulic jump formation in the conduit
fi = 0.006 6 ( FI, - 1 )l*J
ii) For spray flow
p = 0.20 F,,
iii) For free flow
p = 0.09 Fl,
where
volume flow rate of air
p = air-demand ratio
- volume flow rate of water
Fl, = Froude number at Vena contracta
= cc 1/ g he
VlC - Velocity of flow at the vena contracta
dl, = Depth of flow at the vena contracta
g = Acceleration due to gravity.
The size of air vents as determined above assume that the maximum
air demand occurs at a gate opening of 80 percent fully open and the
maximum air velocity in the vent does not exceed 50 m/s. Air vent
passages should use generous bend radi and gradual transitions to avoid
losses and particularly excessive noise. The air vent intakes should be
so located that they are inaccessible to the public and should be protected
by grills. The intake entrance average velocity should not exceed 10 m/s.
The air vent exit portal should be designed to ensure spread of air across
the full width of the conduit. The air vent should terminate into a
plenum located in the conduit roof and immediately downstream of the
gate. The plenum should extend across the full width of the conduit and
should be vaned so that the air flow is evenly distributed.
3.6.1 The size of the air vent should be such that the pressure drop
downstream of the gate does not normally exceed 2 m.
3.6.2 Hydraulic jump formation in the sluice should normally be
avoided. When unavoidable, sufficient clearance shall be provided
above the jump profile to avoid choked jump conditions.
3.6.3 Normally a sluice located in a spillway section should not
operate simultaneously with the spillway. However, if it is obligatory
13IS : 11485 - 1985
to run the sluice in conjunction with the spillway, proper aeration should
be ensured at the exit either by running the sluice partially full or by
providing a suitable air-vent at the exit of the sluice.
3.6.4 Sometimes a steel liner may also be provided in the sluices near
the gates to avoid cavitation damages. In case of control being located
at the exit end, the entire length of sluice shall be provided with steel
liner.
3.7 Made1 Studies - Hydraulic model studies are desirable to test the
efficacy of the hydraulic design of the sluice and to verify the air-
demand. They should be done for the pre-determined minimum
reservoir elevation at which the sluice is designed to pass the required
discharge and also for higher reservoir elevations under the gate open-
ing necessary to pass the same discharge.
14
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2720_41.pdf
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IS : 2720 ( Part XL1 \- 1977
( Reaffirmed 1987 )
Indian Standard
METHODS OF TEST FOR SOILS
PART XLI MEASUREMENT OF SWELLING
PRESSURE OF SOILS
(Third Reprint hlARCH 1994)
UDC 624,131..414.3
@ Copyright1 978
BUREAU i)F INDIAN STANDARDS
MANAK UHAVAN, 9 RAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
--._.IS : 2720 ( Part XL1 ) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XLI MEASUREMENT OF SWELLING
PRESSURE OF SOILS
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
PR~F DINESH MOHAN Cent;raorkBct$lding Research Institute ( CSIR ),
Members
ADDITIONALC lfrEr ENGINEER Public Works Department, Government of
Uttar Pradesh
Snnr D. C. CHATURVEDI ( Altematc )
ADDITIONAL DIRECTOR RESEAI~CR Railway Board ( Ministry of Railways )
( RDSO )
DEPUTY DIRECTOR RESEARcIf
( RDSO ) ( Alternate )
PROF ALAS SlXoit University of Jodhpur, Jodhpur
LT-COL AVTAU SINQII Engineer-in-Chief’s Branch, Army Headquarters
MAJ V.K. RANITKAR( Alternate)
DE A. BANERJKT.: Cementation Co Ltd, Calcutta
SRRI S. GUPTA ( Altrmate )
CHIEF ENGINEER ( D & R ) Irrigation Department, Government of Punjab
DIRECTOR ( IPRI ) ( Alternote )
SHRI K. N. DADINA In personal capacity ( P-820, ‘P’ .New A&ore,
Calcutta 700053 )
SHRI A. G. DASTIDAR In personal capacity ( 5, Hungnford Street, 12/l
Hungerford Court, Calcutta 700017 )
SHRI l7. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DH G. S. DHILLON Indian Geotechnical Society, New Delhi
SHRI A. H. DIVANJI Asia Foundations & Construction ( g) Ltd, Bombay
SIIRI A. N. JANQLE ( Alternate )
DR SHASHI K. GKLHATI Indian Institute of Technology, New Delhi
DIG G. V. RIO ( Alternate)
SBRI v. G. l-I1201,15 National Buildings Organization, New Delhi
Snnr S. H. BALCHANDANI ( Alternhte )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SIIKI J. S. MAI~YA Roads Wing ( Ministry of Shippibg & Transport ),
New Delhi
SHRI N. SEN ( Alternate )
SHRI R.S. h~ELPO;TE Central Water Commission, New Delhi
D~F+C’TYD IHECTO~ ( CSMRS ) ( Al&mutt )
( Continued on pugs 2 )
@ Copyright 1978
BUREAU OF INDIAN STANDARDS
This publication is protected under the IndiM CopFig@ Act_{ XIV of. 1957 ) and
reproduction in whole or in part by any mean) utcept wrth wrttten permtsston of the
publisher shall be deemed to be an infringement of copyrlght under the said Act.IS : 2720 ( Part XL1 ) - 1977
( Confinuedfrom page 1 )
Members Representing
SRRI T. K. NATARAJAN Central Road Research Institute ( CSIR ),
New Delhi
REPRESENTATIVE Hindustan Construction Co Ltd, Bombay
RES~ARCII OFFICER Building & Roads Research Laboratory, Chandigarh
SIIRI K. R. %XENA Engineering Research Laboratories, Hyderahad
SEcRETAlly Central Board of Irrigation & Power, New Delhi
DICPC.TY SECRETARY (rlllernnte)
*DR S~rn~~sr~ElP~I L4IcAsM University of Roorkcc, Roorkee
DR GOPAL RANJAN (‘&fern&)
SHRIILD. SHARMA Irrigation Research Institute, Roorkee
SUPERINTENDINGE NGINEER Public Works Department, Government of
Tamil Nadu
.4
EXECUTIVE ENGINEER ( Alternate )
SHRI U. T. UNWALLA Concrete Association of India, Bombay
SHIU T. M. MENON ( Alternafc )
SRILI H. C. VEK.\ZA All India Instruments Manufacturers & Dealers
Association, Bombay 0.1
SHRI V. K. VASUDEVAN ( Alternate ) Sta
&RI I>. AJ~THA SIMHA, Director General, IS1 ( Ex-o&cio Member ) the
Dirrctor ( Civ Engg )
Cit
Secretary
0.2
SHRI G. RAMAN
Deputy Director ( Civ Engg ), IS1 OfI
I
stu
thi
Soi1 Testing Procedures 8.~ Equipment Subcommittee, BDC 23 : 3
PU’
Convener so
PWF ALAM SINQH University of Jodhpur, Jodhpur tes
SW
Members
exi
SHRI AMAR SINGX~ Central Building Research Institute ( CSIR ), Wf
Roorkee
the
LT-COL AVTAR SINGH Engineer-in-Chief’s Branch, Army Headquarters
MA,J V. K. KANITXAR ( Alfernnte)
SAXI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna z:
DEPUTY DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
( SOIL MECHANICS-I ) ( RDSO ) Pr’
da
ASSISTANT DIRECTOR
RESEARCH ( SOIL MECHA-
NICS I ) ( RDSO ) ( Alternate ) 0”. .
DIRECTOR ( I & (2 ) Beas Project, Talwara Township (a:
SHRI K. S. PRE~I ( Alternate) mi
SERI H. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SRR1 N. N. BHATTAC~ARAYA ( Alternate ) PO
SHRISKASHI K.GULRATI Indian Institute of Technology, New Delhi Pr
SHRI R. K. JAIN United Technical Consultants ( P) Ltd, New Delhi SUI
DR P. K. DE ( Alternnte ) ch
( Continrrcdo n page 15 )
O.!
*Also represents Institution of Engineers ( India ), ins
in
2 fieIS : 2720 ( Part XL1 ) - 1977
Indian Standard
METHODS OF TEST FOR SOILS
PART XLI MEASUREMENT OF SWELLING
PRESSURE OF SOILS
0. FOREWORD
0.1 This Indian Standard ( Part XL1 ) was adopted by the Indian
Standards Institution on 30 December 1977, 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 characteiistics of soils and also for facilitating comparative
studies of the results, the Indian Standards Institution has brought out
this Indian Standard methods of test for soils ( IS : 2720 ) which is
published in parts. Fortvone parts of this standard have been published
so far. This part IS : 2720 ( Part XLI ) deals with the method of
test for determination of swelling pressure of soils. The main purpose of
swelling pressure test is to determine the intrinsic swelling pressure of the
expansive soil tested. The expansive clays increase in their volume
when they come in contact with water owing to surface properties of
these clay types. Light structures founded on these type of clays -
popularly known in India as black cotton soil, experience severe structural
damage due to the swelling of the subsoil. Since the intrinsic swelling
pressure is to be associated with the design of structures against such
damages, measurement of swelling pressure assumes importance.
0.3 The swelling pressure is dependent upon several factors namely
(a) the type and amount of clay in the soil and the nature of the clay
mineral, (b) the initial water content and dry density, (c) the nature of
pore fluid, (d) the stress history of the soil including the confining
pressure and (e) drying and wetting cycles to which the soils have been
subjected to. Besides, the dependence of swelling pressure on volume
change makes a precise measurement of swelling pressure difficult.
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.
3IS : 2720 ( Part XL1 ) - 1977
0.5 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 covers the laboratory method of conducting one-
dimensional swelling pressure test using either fixed or the floating rings
on both undisturbed or remoulded soils in the partially saturated
condition to determine thbLswelling pressure of the soil. Two methods,
namely, consolidometer method in which the volume change of the soil
is permitted and the corresponding pressure required to bring back the
soil to its original volume is measured and the constant volume method
in which the volume change is prevented and the con/sequent pressure is
measured are covered.
2. TERMINOLOGY
a
2.0 For the pupose of this standard, the following definition shall apply.
C
2.1 Swelling Pressure - The pressure which the expansive soil exerts, S
if the soil is not allowed to swell or the volume change of the soil tl
is arrested. b
n
Pa
SECTION I CONSOLIDOMETER METHOD 3
2
3. APPARATUS AND EQUIPMENT
3
3.1 Coqsolidometer - A device to hold the sample in a ring either
fixed or floating with porous stones ( or ceramic discs ) on each face of 3s
the sample. A consolidometer shall also provide means for submerging ir
the sample, for applying a vertical load and for measuring the change
P
in the thickness of the specimen.. The provision for fixing of the dial
gauge shall be rigid; in no case shall the dial gauge be fixed to a 3
cantilevered arm. Suitable provision shall be made to enable the dial tr.
gauge to be fixed in such a way that the dial gauge records accurately the ri*
vertical expansion of the specimen.
3.
3.1.1 Specimen Dicimctw -The specimen shall be 60 mm in diameter cc
( specimens of diameters 50, 70 and 100 mm may also be used in special
case ). 3.
*Rules for rounding off numerical values ( w&d ).
4IS : 2720 ( Part XL1 ) - 1977
3.1.2 Specimen Thickness - The specimen shall be at least 20 mm thick
in all cases. However, the thickness shall not be less than 10 times the
maximum diameter of the grain in the soil specimen. The diameter to
thickness ratio shall be a minimum of 3.
3 1.3 Ring - The ring shall be made of a material which is non-
corrosive in relation to tht? soil tested. The inner surface shall be highly
polished or coated with a thin coating of silicon grease or with a low-
friction material. The thickness of the ring shall be such that under
assumed hydrostatic stress conditions in the sample the change in
diameter of the ring will not exceed 003 percent under the maximum
load applied during the test. The ring shall have one edge bevelled
suitably so that the sample is pressed into the ring with least disturbance.
The ring shall be placed with its cutting edge upwards in the consoli-
dometer and clamped with a special clamp which should in no way
damage the sharp edge. The clamp should be made circular with
central hole equal in diameter of the porous’ stone and should be
perfectly concentric with the sample. The ring shall be provided with
a collar of internal diameter same as that of the ring and of effective
height 20 mm. The collar shall rest securely on the specimen ring.
3.1.4 Porous Stones - The stones shall be of silicon carbide or
aluminium oxide and of medium grade. It shall have a high permeability
compared to that of the soil being tested. The diameter of the top stone
shall be 0.2 to 0.5 mm less than the internal diameter of the ring. The
thickness of the stone shall be a minium of 15 mm. The top stone shall
be loaded through a corrosion-resistant plate of sufficient rigidity and of
minimum thickness 10 mm to prevent breakage of the stone. The loading
plate &all have suitable holes for free drainage of water.
3.2 Dial Gauge - accurate to 0’01 mm with a traverse of at least
20 mm.
3.3 Water Reservoir - To keep the soil sample submerged.
3.4 Moisture Room - For storing samples and for preparing samples
in climates where there is. likelihood of excessive moisture loss during
preparation ( optional ).
3.5 Soil Trimming Tools - Fine wire-saw, knife, spatula, etc for
trimming sample to fit into the inside diameter of the consolidometer
ring with minimum disturbances.
3.6 Oven - thermostatically controlled oven with interior of non-
corroding material to maintain the temperature between 105 and 110°C.
3.7 Desiccator - With any desiccating agent other than sulphuric acid.
5IS : 2720 ( Part XL1 ) - 1977
3.8 Balance - sensitive to 0.01 g. 5
3.9 Containers - for water content determination. 5
4. PREPARATION OF TEST SPECIMEN
c
4.1 Preparation of Specimen from Undisturbed Soil Samples - S
* 1
The container ring shall be cleaned and weighed empty. From one end of
the undisturbed soil sample about 30 mm, or more if desired, of the soil S
sample, if desired shall be cut off and rejected. The specimen shall be cut S
off either from the undisturbed tube sample or from block sample the latter
generally being more representative of the field conditions. In either 4 ;:
case the consolidation ring should be gradually inserted in the sample
by pressing with hands and carefully removing the material around the
t
ring. The soil specimen so cut shall project as far as 10 mm on either
t
side of the ring. The specimen shall then be trimmed smooth and flush
i
with the top and bottom of the ring. Any voids in the specimen caused
due to removal of gravel or limestone pieces, shall be filled back by
pressing lightly the loose soil in the voids, care being taken to see that I
the specimen is not affected. The container ring shall be wiped clear s
of any soil sticking to the outside and weighed again with the soil.
C
The whole process should be quick to ensure minimum loss of moisture
and if possible shall be carried cut in the moisture room. Three
I
representative specimens from the soil trimming shall be taken in
(
moisture content cans and their moisture content determined in
(
acc:ordance with IS : 2720 ( Part XI )-1973*.
4.2 Preparation of Specimen from Disturbed Soil Sample? - In 1
case where it is necessary td use disturbed soil samples the soil sample
shall b& compacted to the desired (field ) density and water content it1 a I
standard compaction proctor mould. Samples of suitable sizes are cut
from it as given in 4.11.
NI)TE 1 - Since thr >wcllinq pr(~ssure of tllr: so11 is very much influtnccd by its i
initial water content and dr).density it shall be ensured that in the case of
undisturbed soil samp!es, the sprcmx-n shall be coil&ted from the field for trst dttriog
the driest season of the yrar, ,namely, April, May and June, so that the swelling 1
pressure wcordrd shall iw rnaxlmtrm.
S
ho the case of remoulded soil samples, the initial water content shall be at the t
shrinkage limit or field water content. SO that the swelling pressure recorded shall be
maximum.
E
~o,r~;: 2 - The desiccated soil ohtained from the field rouplcd with smaller thick-
n~ss of consr~lidation ring make the undisturbed soil specimen always in danger of
bt-ing disturbed durinfi trimming: hence great care shall be taken to handle the
S
specbmen delicately with the least pressure applied to the soil.
1
I
*Methods of test for soils: Part 11 Determination of water content ( second rcuision ).
s
6IS:2720 ( Part XL1 ) - 1977
5. PROCEDURE
5.1 Assembly
5.1.1 The porous stones shall be saturated. All surfaces of the
consolidometer which are to be enclosed shall be moistened. The porous
stones shall be saturated by boiling in distilled water for at least
15 minutes. The consolidometer shall be assembled with the soil
specimen (in the ring) and porous stones at top and bottom of the
specimen, providing a filter paper rendered wet ( Whatman No. 1 or
equivalent) between the soil specimen and the porous stone. The
loading block shall then be positioned centrally on the top porous stone.
5.1.2 This assembly shall then be mounted on the loading frame such
that, the.load when applied is transmitted to the soil specimen through
the loading cap. The assembly shall be so centred that the load applied
is axial.
5.1.3 In the case of the lever loading system, the apparatus shall be
properly counterbalanced. If a jack with load measurements by platform
scales is used as the loading systems the tare weight with the empty
consolidation apparatus, excluding those parts which will be on top of
the soil specimen, which rest on the platfortn shall be determined before
filling the ring with the soil and this tare weight shall be added to the
computed scale loads required to give the desired pressures at the time
of loading the soil specimen.
5.1.4 The holder with the dial gauge to record the progressive vertical
heave of the specimen under no load, shall then be screwed in place and
adjusted in such a way that the dial gauge is near the end of its
release run, allowing small margin for the compression of the soil, if any.
5.1.5 An initial setting load of 50 gf/cms ( this includes the weight of
the porous stone and the loading pad ) shall be placed on the loading
hanger and the initial reading of the dial gauge shall be noted.
5.1.6 The system shall be connected to a water reservoir with the
level of water in the reservoir being at about the same level as the soil
specimen and water allowed to flow in the sample. The soil shall then
be allowed to swell.
5.2 Procedure
5.2.1 The free swell readings shown by the dial gauge under the
seating load of 5 kN/ms ( 0.05 kgf/ cm% ) shall be recorded at different
time intervals. For the purpose of record form 1 given in Appendix A
shall be used and the total readings noted at total elapsed time since
starting shown therein.
7IS I 2720 ( Part XL1 ) - 1977
5.2.2 The dial gauge readings shall be taken till equilibrium is reached.
This is ensured by making a plot of swelling dial reading UCMUtSi me in
hours, which plot becomes asymptotic with abscissa ( time scale ). The
equilibrium swelling is normally reached over a period of 6 to 7 days in
general for all expansive soils.
5.2.3 The swollen sample shall then be subjected to consolidation
under different pressures as given in form 2 irl Appendix A. The
compression dial readings shall be recorded till the dial readings attain
a steady state for each load applied over the specimen. The consolidation
loads shall be applied till the specimen attains its original volume.
6. CALCULATIONS AND REPORT
&I The observations shall be recorded suitably. Two forms recommended
for recording are given in Appendix A.
6.2 Calculations - The observed swelling dial reading recorded in
form 1 of Appendix A sh@l be plotted with elapsed time as abscissa and
shelling dial reading as .ordinates on natural scale. A smooth c!lrve
shall be drawn joining these points. If the curve so drawn becomes
asymptotic with the abscissa, the swelling has reached its maximum and
hence the swelling phase shall be stopped, and the consolidation phase
shall be started. The compression readings shall be tabulated as in form ‘2
of Appendix A and a plot of change in thickness of expanded specimen
as ordinates and consolidation pressure applied as abscissa in semi-
logarithmic scale shall be made. The swelling pressure exerted by the
soil specimen under zero swelling condition shall be obtained by inter-
polation and expressed in kN/ms (kgf/cms).
SECTION 2 CONSTANT VOLUME METHOD
7. APPARATUS AND EQUIPMENT
7.1 Consolidometer - The consolidometer shall conform to the
requirements given in 3.1.
7.2 Dial Gauge - accurate to 0.002 mm with a traverse of at least
10 mm.
7.3 Moisture Room
7.4 Soil Trimming Tools -shall be in conformity with 3.5.
7.5 Balance - sensitive to 0.01 g.
7.6 Oven - thermostatically controlled oven with interior if non-
corroding material to maintain temperature between 105 to 110°C.
8IS : 2720 ( Part XL1 ) - 1977
7.7 Desiccator - CVith any desiccating agent other than suiphuric acid.
7.8 Moisture Content Cans
7.9 Loading Unit of 5 000 kg Capacity - Strain controlled type.
7.10 High Sensitive Proving Ring of 200 kg Capacity
8. PREPARATION OF SOIL SPECIMEN
8.1 Preparation of Specimen from Undisturbed Soil Samples -
as specified in 4.1.
8.2 Preparation of Specimen from Disturbed Soil Samples - as
specified in 4.2.
9. PROCEDURE
9.1 Assembly
9.1.1 The consolidation specimen ring with the specimen shall be kept
in between two porous stones saturated in boiling water providing ;L
filter paper ( Whatman No. 1 or equivalent ) between the soil specimel\
and the porous stone. The loading block shall then bc positiorlr*(l
centrally on the top of the porous stone.
9.1.2 This assembly shall then be placed on the platen of the loading
unit as shown in Fig. 1. The load measuring proving ring tip attached
to the load frame shall be placed in contact with the consolidation cell
without any eccentricity. A direct strain measuring dial gauge shall be
fitted to the cell. The specimen shall be inundated with distilled water
and allowed to swell.
8.2 Detailed Procedure for the Test - The initial reading of the
proving ring shall be noted. The swelling of the specimen with increasing
volume shall be obtained in the strain measuring load gauge. To keep
the specimen at constant volume, the platen shall be so adjusted that the
dial gauge always show the original reading. This adjustment shall be
done at every 0’1 mm of swell or earlier. The duration of test shall
conform to the requirements given in 5.2.2. The assembly shall then be
dismantled and the soil specimen extracted from the consolidation ring
to determine final moisture content in accordance with IS : 2720
( Part IX )-1973*.
10.C ALCULATIONS AND REPORT
10.1 The observations shall be recorded suitably in the form given in
Appendix B.
*Determination of water content ( second reuision).
9IS : 2720 ( Part XLL ) - 1977
,/-GUlDE ROD
REACTION BEAM
PROVING RING
DIRECT STRAIN
MEASURING
PISTON ROD
DIAL GAUGE
BRASS CAP ~CONSOLIOOMEtER
{PERFORATELY CELL
MAGNETIC BASE
SOlL SAMPLE
ANVIL
NOTE -- The above is only an illustrative set up. Any suitable apparatus which
minimises volume changes may be preferred.
FIG. 1 SET-UP FOR MEASURINGS WELLINGP RESSUREI N THE
CONSTANTV OLUME METHOD
10.2 Calculations - The difference between the final and initial dial
readings of the proving ring gives total load in terms of division which
when multiplied by the calibration factor gives the total load. This when
divided by the cross-sectional area of the soil specimen gives the swell
pressure expressed in kN/m2 ( kgf/cm2 ).
Final dial reading -
Calibration factor
Swelling pressure in Initial dial reading x
of proving
kN/m2 ( kgf/cm2 ) = Area of the specimen
ring
10IS : 2720 ( Part XLI ) - 1977
APPENDIX A
( Clauses 5.2.1, 5.2.3, 6.1 and 6.2 )
SWELLING PRESSUREMy;;$; CONSOLIDOMETER
FORM 1
Project: Dated:
Tested by:
1. Details of soils sample
i) Location
ii) Boring No.
iii) Depth
iv) \‘isual description of soil
v) Liquid limit
Plasticity index
vi) Percentage of soil fraction
below 0’002 mm
2. Details of soil specimen
i) Undisturbed or remoulded
ii) Specific gravity of the soil
-_ --
NATURAL%KSITY MOISTURE CONTENT
__--
Description Test I ‘l’est II Description 1 Before1 After
____ I I -/T _e st 1 Test -
Weight ofcontainer- Weight of container / I
ring + wet speci- + wet soil
men
LVright of contain-
Weight of container or -\- dry soil
Diameter of con-
tainer \Vcight of container I
/
Initial thickness of Weight of water ! I
soil sample
Wet density in g/ml Weight of dry soil / IIS I 2720 ( Part XL1 ) - 1977
Dry density in g/ml Moisture content in
percent
Date
Time of starting
Elapsed time Swelling dial
in hours leading
0
0’5
1
2
4
8
12
16
20
24
36
48
60
72
96
120
144
12IS : 2720 ( Part XL1 ) - 1977
FORM 2
DATA SHEET FOR SWELL - COMPRESSION TEST
-
Pressure Increment Compression Change in Thick-
less of Expanded
~_in _ _k _g _f _/c . m* I in kN/mP Specimen
( O*O-O~05) O-5
( o-05-0* 10 ) 5-10
(O-10-0*25 ) 10-25
( O-25-0-50.) 25-50
( o-50- 1 *oo ) 50-100
( 1 .oo-2.00 ) 100-200
( 2*00-4.00 ) 200-400
( 4*00-8.00 ) 400-800
( 8~00-16~00) 800-l 600
APPENDIX B
( Clause 10.1 )
SWELL PRESSURE TEST BY CONSTANT VOLUME METHOD
Project: Dated:
Tested by:
1. Details of soil samples
9 Location
ii) Boring No.
iii) Depth
iv) Visual description of soil
v) Liquid limit
Plasticity index
vi) Percentage of soil fraction
below 0.002 mm18 I 2720 ( Part XL1 ) - 1977
2. Details of the soil specimen
i) Undisturbed of remoulded
ii) Specific gravity of the soil
NATURAL DENSITY i MOISTURE CONTENT
L
Description Test I Test II Description Before 1 After
I Test Test
----\ __._-
Weight of con- Weight of container
tainer ring + wet soil
+ wet speci-
Weight of container
men
+ dry soil
Weight of con.
tainer Weight of container
Diameter of
Weight of water
container
Initial thick- Weight of dry soil
ness of
sample Moisture content in
Wet density percent
in g/ml
Dry density
in g/ml
SWELL PRESSURE DATA
Strain
Date Time Dial Pro+ing Differences Load
Gauge Ring
Reading Reading ?g in kg/
Before cm’
Adjust- 1
ment
-- --_ --
-. --
14IS : 2720 ( Part XL1 ) - 1917
( Continued from pIIge 2 )
Members Replcsrnting
SRI&I 0. P. MALEOTRA Building & Roads Research Laboratory, Chandigarh
RESEAIWR OFFICER ( BLDG &
ROADS ) ( Alternate )
SHRI R. S. MELKOTE Central Water Commission, New Delhi
DEPUTY DIRECTOZ ( CSMRS ) deib$e )
SHRI P. JAQANNATBA RAO Road Research Institute ( CSIR ),
New Delhi
SRRI N. SEN Ministry of Shipping & Transport ( Roads Wing ),
New Delhi
SHRI P. K. THOMAS ( Albnaie )
SHRI M. M. D. SETH Public Works Department, Government of
Uttar Pradesh
DR B. L. DHAWAN ( ANemare )
SHRI V. V. S. RAO In personal capacity ( F-24, Green Park, New Delhi)
SHRI H. C. VERMA Associated Instruments Manufacturers (I ) Pvt Ltd,
New Delhi
Panel for the Preparation of Draft on Methods of Test for Soils:
Part XL1 Measurement of Swelling Pressure of Soils,
BDC‘23:3:Pl
DR V. DAKSHNAIUURTKY Indian Institute of Technology, 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 Offices)
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
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
c 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 138 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHCPAL 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
5-8-566 L. N. Gupta Marg ! Nampallv 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 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Universitv P.O.. Palayam /6 21 04
TRIVANDRUM 695035 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, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
--
*Sales CFse in Calcutta is a? 5 Chowringhse Approach, P. 0. Princep 27 68 00
Street. Calcut[r 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400n07
ZSales Otflce’in Bangslorz is at Unity Building, Naresimharaja Squa!e, 22 36 71
Bangaloru 560002
keprography Unit, MS, New Delhi ) Indl;l
|
723.pdf
|
Third Reprint DECEMBER 1983
‘UDC 621’806’2 : 669*141’24 ( incoroorating Amendments No. l., 2 and 3 I IS:7230 1972
m
Indian Standard
SPECIFICATION FOR
STEEL COUNTERSUNK HEAD WIRE NAILS
1 I
( Second Revision )
I. scope - Requr,.r ements of steel countersunk head wire nails.
2. Material - Nails shall be manufactured from mild steel wire conforming to IS : 280-l 962 * Speci-
fication for mild steel wire for general engineering purposes ( revised) ’ having a minimum ultimate
tensile strength of 550 MPa and satisfying bend test as in 7.1.
3. Dimensions and Tolerances -The dimensions and tolerances of the countersunk head type wire
nails shall be according to Tables 1 to 4.
3.1 The bend of shank as shown in Fig. 1 shall not exceed 1-O percent of total length.
3.2 Eccentricity and ovality of the centre of the nail head from axis of shank shall be as below:
For nails with shank diameter > 2.00 mm; maximum 12 percent of shank diameter, Max
For nails with shank diameter c 2.00 mm; maximum 14 percent of shank diameter, Max
TABLE 1 DIMENSIONS AND TOLERANCES OF STEEL COUNTERSUNK HEAD WIRE NAILS
(SIZE 1% TO 1’40 mm )
( c/ausl?s3 sod 5)
Ail dimensions in miilimetres.
B=lTO1*5d .
Sized Hoed Dirmotr A proximate
(Shank Dia ) D LonLSth Numg or of NaiiJkB
Basic Tolerance Basic Tolerance Basic Tolerance
195 f0’04 5’4 f0’17 20 fl’0 5069
1’40 *go4 a’8 f0’17 20 Stl’O 3049
1
Note --The number of nails per kilogram 1s likely to vary to a considerabie extent, The
flguro given in the table is intended only for guidance to the purchaser.
Adopbd 8 Docember 1972 Q June 1982 ISI Or 3
I I
INDIAN STANDARDS INSTITUTIO’Nv
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARS
NEW DELHI 110992IS : 723 - 1972
TABLE 2 DIMENSIONS AND TOLERANCES OF STEEL COUNTERSUNK HEAD WIRE NAILS
(SIZE 1’80 TO 1’80 mm )
( Clauses 3 and 5 )
All dimensions in millimetres.
L J
--I
_-_
D= 2.5 d
B = t TO 1.5 d
Sidm d Head Diameter Approximate
( Shank Dia) 0 LeZeth Number of Nails/kg
Basic Tolerance Basic Tolerance Basic Tolerance
15 f1’0 3940
1’30 fO’O4 4’0 f0’2 20 il.0 2710
25 fl’2 2 110
I
25 fl’2 1 720
1’84 f0.04 4’5 f0’23
30 fl’2 1 4io
Note-The number of nails per’ kilogram is likely to vary to 8 considerable extent. The
figure given in the table is Intended only for guidance to the purchaser.
-
$ t*o PERCENT OF L
FIG. 1 BEND OF SHANK
4. Designation - The countersunk head nails shall be designated by the sire, leogth and the ~mbctr
of this standard.
Example:
&countersunk head nail of size 4.00 mm and length 100 nm shall ke desjgnoted es:
Nail 4 x 100 IS : 723
aIS: 723- I972
TABLE 3 DIMENSIONS AND TOLERANCES FOR STEEL COUNTERSUNK WEAD WIRE NAILS
(SIZE 2.09 TO 2@ mm )
(Clauses 3 and 5 )
All dlmenrlonr In mlllimetres.
II= 2d
e = 1 TO 1*5 d
$1~. d Length Approximate
( Shank Dla ) I Number of N8ildkg
Basic Tolerance Basic Tolerance Basic Tolerance
2s f1’2 1410
30 f1’2 1 170
2’00 f0.04 4’00 f0’2
40 fl.5 840
---
30 zt2.1 650
2’24 f0’04 4.5 fO’23 40 h.1’5 700
2’50 fO’O5 s-0 fO’2S 50 M-1 550
2-60 f0’00 s-6 fO’28 30 f2’1 350
Not. -The number of nails per kilogram Is likely to vary to a considerable extent. The floure
given In the table is intended only for guidance to the purchaser.
5. General Requirements - The nails shall be machine made and may have die marks and feeding
knife marks on the shank. Thev shall be uniformlv circular in section, straight, free from wasters and
the ends shall be pointedto conform to the dimensions given in Tables 1 to 4. The heads shall be
properly tormea, chequered and concentric with the shank.
6. Finish - Unless otherwise speclfled by the purchaser countersunk head wire nails shall be
supplied bright flnlshed.
7. Test
7.1 Bend Test - Steel counterstnk head wire nails, selected according to 8.2, when cold shall not
break or develop cracks, when doubled over either by pressure or by blow from a hammer until1 the
internal radius is eaual to the diameter of the test piece and the sides are parallel.IS:7230 1972
TABLE 4 DIMENSIONS AND TOLERANCES FOR STEEL COUNTERSUNK HEAD WIRE NAILS
( SIZE P15 TO IO mm )
( Clauses B and 6 )
All dimensions In mlllimetres.
.D= 1*8d
e=l TO 1*5d
Size d Head Diamotor Approxim8to
(Shank Dia ) D Lenpth Number of Nalls/ke
Basic Tolerance Basic Tolerance Basic Tolerance
8% f01)0 5’7 *wns 60 ip’l 238
3’55 f0’06 6’4 rto’32 80 f2’6 140
.-
4’00 f0’06 7’2 f0.36 100 f3.4 90
-
90 13’1 90
4’50 ztO’O6 8’1 f0’41 100 13.4 80
12s f3’6 65
-
100 f3.4 60
PO0 fO’O6 0’0 10’45 125 &S’S 50
150 13’8 40
-___-
6’30 ~I&*06 11’3 f0’57 150 f3’8 30
200 14’4 12
8’00 &to’06 14.4 f0’72 - ~
22s 14’4 10
._ -.-
1o’og fO’O6 18’0 fO’90 250 f&4 7
Note-The number of nails per kilogram Is likely to vary to a conslderable extent. The fl’girre
given In the table Is Intended only for guidance to the purchaser.
4IS : 723 - I972
8. Packing - Nails of different sizes and types shall be packed in separate containers.
2.1 Nails including 25 mm in length and below shall be packed in cardboard boxes and the net weight
of each box shall be 0’5 kg. The nails may also be supplied in gunny bags, and the net weight of each
bag shall be 60 kg.
9.2 Nails above 25 mm and below 80 mm in length shall be packed in cardboard boxes and the net
weight of each box shall be 2.5 kg. The nails may also be supplied in gunny bags, and the net weight
of each bag shall be 50 kg.
8.3 Nails 80 mm and sbove in length shall be packed in wrappings of double’ gunny bags, the weight
of the each package being 15 kg. The nails may also be supplied in $ases of bituminized canvas or
hessian bags; the net weight of each package shall be 50 ka.
9. Scale of Sampling and Criteria for Conformity
9.1 fof -.ln aBy consignment all the packages of nails of the same type and size manufactured under
essentially similar conditions shall be grouped together to constitute a lot.
9.2 Selection of Samples -The number of nails to be selected at random from the lot shall depend on
the size of the lot and shall be in accordance with col 1 and 2 of Table 5. The nails shall be selected
from at least 25 percent of the packages.
9.3 Visual and Dimensional Characferistics
9.3.1 Number of tests and criteria for conformity - All the nails selected as in 9.2 shall be examined
for manufacturing defects, dimensions and finish.
9.3.2 The lot shall be considered as conforming to the requirements of these characterstics if the
number of nails examined for characteristics mentioned in 9.3.1 and found defective does not exceed the
corresponding acceptance number given in col 3 of Table 5.
TABLE 5 SCALE OF SAMPLING AND CRITERIA FOR CONFORMITY
( Clauses 9.2,9,3.2 and 9.4.1)
Approximate For Visual and Dimensional For Bend Test
Number of Nailr Characteristic c--_-_
in the Lot r_-__L--_-~ Sub--z;mpie Permissible
Number of Nails Permissible Number of
to be Selected Number of Defective Nails
Defective Nails
(1) (2) (3) (4) (5)
up to 1000 32
1 001 to 3000
3 001 ,, 10000 2
1OOOl ,, 35000 125
35001 and above 200
Note - The sampling plan accepts the lots containing 7 percent or less defectives fn
respect of visual and dimensional characteristics more than 95 percent of the times. In the case
of bend test the lot containing 1’5 percent or less defectives will be accepted more than 95 per-
cent of the times.
9.4 Bend Test
9.4.1 Number of tests and criteria for conformity - The number of nails to be selected for carrying out
bend test shall be according to col 4 of Table 5. These nails shall be selected from those already
inspected according to 9.3.1 and found satisfactory.
The lot shall be considered as conforming to the requirements of bend test if the number of
-nails.failing to pass this test does not exceed the corresponding acceptance number in col 5 of Table 5.
9.td;h; pt shall be considered as conforming to’ the requirements of the specification if it satisfies 9.3.1
, . .
5IS : 723 - 1972
10. Marking - All packages of’nails shall be marked with the following information:
a) Manufacturer’s name or trade-mark,
b) Type of nail,
c) Size ( shank diameter ) and length of nail, and
d) Net weight of the package.
10.1 ISI Certijicafion Marking - Details available with the Indian Standards Institution..
EXPLANAT.ORY NOTE
The specification for mild steel wire nails was first revised in 1961, In the present revision the
following changes have been made:
a) The angle of countersunk has been increased from 90” to 120”.
b) Nail head diameter has been changed to 2d for shank diameters ranging between 20 to
2.8 mm and to 1.8d for shank diameters above 2.8 mm.
cl Tolerances for eccentricity and ovality of nail heads has been specified.
d) Provision for galvanized finish nails has been deleted and plain finish has been specified.
d The sampling plan has been suitably modified to permit allowable percentage of defective
nails from 4 percent to 7 percent.
f) The present revision covers only countersunk head wire nails.’ *The other types are being
covered by separate standards, as follows:
IS : 6730-l 972 Felt nails
IS : 6732-l 972 Double point nails
IS : 6733-1972 Wall and roofing nails
IS : 6734-l 972 Cut lath and lath nails
IS : 6738-1972 Panel pins and lost head nails
6
Prlntcd et Slmco Pflntlna Prere, Delhi, lndle
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2210.pdf
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I!3:2210-1988
Indian St&mhrd
CRITERIA FOR
DESIGN OF REINFORCED CONCRETE SHELL
STRUCTURES AND FOLDED PLATES
( First Revision )
First Reprint JANUARY 1992
-UDC 624’012’45 - 04 : 624’07’4/‘42
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110 002
November 1989
Gr 7.I
IS :2210 - 1988
Indian Standard
CRITERIA FOR
DESIGN OF REINFORCED CONCRETE SHELL
STRUCTURES AND FOLDED PLATES
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision) was more resistant to buckling than cylindrical sheTls
adopted by the Bureau of Indian Standards on I5 and in general, require less thickness. This saving
November 1988, after the draft finalized by the in materials is, however, often offset by the datively
Criteria for Design of Special Structures Sectional expensive shuttering required for casting them.
Committee had been approved by the Civil Engineer- Among the doubly-curved shells, ’ the hyperbolic
ing Division Council. paraboloid and the conoid have, however, the
advantage of less expensive shuttering because their
0.2 Shells and folded plates belong to the class of ruled surfaces can be formed by straight plank
stressed-skin structures which, because of their shuttering.
geometry and small flexural rigidity of the skin,
tend to carry loads primarily by direct stresses acting 0.5 Folded plates are often competitive with shells
in their plane. Wherever shell is referred to in this for covering large column-free areas. They usually
standar$ it refers to thin shell. On account of consume relatively more materials compared to
multiphclty of the types of reinforced concrete shell shell but this disadvantage is often offset by the
and folded plate structures used in present day simpler framework required for their construction.
building practice for a variety of applications demand-
0.6 This standard was first published. in 1962. The
ing roofing of large column-free area, it is not
present revision is based on the developments in the
practicable to lay down a rigid code of practice to
design of shell and folded plate structures subsequent-
cover all situations. Therefore, this standard lays
ly and to include more rigorous methods of analysis
down certain general recommendations for the
which have become available to enforce more
guidance of the designers. .*
rational criteria of design.
0.3 Cylindrical shells have been in use in building
0.7 For the purpose of deciding whether a particular
construction for the past six decades. Well developed
requirement of this standard is complied with, the
theories exist for their analysis. Labour-saving
final value, observed or calculated, expressing the
short cuts, such as, charts and tables for their
result of a test or analysis, shall be rounded off in
design, are also available.
accordance with IS : 2-1960*. The number of
0.4 Although shells of double curvature, with the significant places retained in the rounded off value
exception of domes, have been introduced on a large should be the same as that of the specified value in
scale comparatively recently into building construc- this standard.
tion, these are likely to be used more and more in
future. Being non-developable surfaces, they are *Rules for rounding off numerical values (revised ).
1. SCOPE 2.2 Barrel Shells - Cylindrical shells which are
symmetrical about the crown (see Fig. 1 ).
1.1 This standard lays down recommendations for
the classification, dimensional proportioning, analysis
2.3 Butterfly Shells - Butterfly shells are those
and design of cast in situ, reinforced concrete thin
which consist of two parts of a cylindrical shell
shells and folded plates. This standard does not
joined together at their lower edges (see Fig. 2).
deal with construction practices relating to these
structures which have been separately dealt in
2.4 Chord Width - The chord width is the horizon-
IS : 2204-1962*.
tal projection of the arc of the cylindrical shell.
2. TERMINOLOGY
2.5 Continuous Cylindrical Shells - Cylindrical shells
2.0 For the purpose of this standard, the following which are longitudinally continuous over the
definitions shall apply. traverses (see Fig. 3 ).
2.1 Asymmetrical Cylindrical Shells - Cylindrical NOTE - Doubly-curved shells continuous in one or both
directions may be termed as continuous shells.
shells which are asymmetrical about the crown.
2.6 Cylindrical Shells - Shells in which either the
*Code of practice for construction of reinforced concrete
shell roof. directrix or generatrix is a straight line.
1FIG.1 SINGLEB ARREL SHELL
FIG.2 B ~ITERFLYS HELL
FIG.3 MULTIPLEB ARREL SHELL
2IS : 2210- 1988
2.7 Edge Member - A member provided at the of the tangent to the curve at that point. The parabola,
value ofn is 1, -2 and -3 for cycloid, catenary and para-
edge of a shell.
bola, respectively. For an ellipse:
. a2P
NOTE - Edge members increase the rigidity of the shell R-
edge and h&p in accommodating the reinforcement. (a’ sin*+ + b* c&d )*I*
where a and b are the semi-major and semi-minor axes,
2.8 End Frames or Traverses - End frames or respectively, and d is the slope of the tangent at the point.
traverses are structures provided to support and
preserve the geometry of the shell. 2.16 Rise - The vertical distance between the apex
of the curve representing the centre line of the shell
NOTE - They may be solid diaphragms, arch ribs, portal and the lower most springing.
frames or bowstring girders. Where a clear soffit is
required, specially for the use of movable formwork, the 2.17 Ruled Surfaces - Surfaces which can be
end frames may consist of upstand ribs.
generated entirely by straight lines. The surface is
said to be ‘singly ruled’ if at every point, a single
2.9 Folded Plates - Folded plates consist of a series straight line only can be ruled and ‘doubly ruled’ if
of thin plates, usually rectangul c, joined monolithi- at every point, two straiglt lines can be ruled.
cally along their common e 2 ges and supported on Cylindrical shells, conical shells and conoids are
diaphragms. They are also known as hipped plates. examples of singly ruled surfaces; hyperbolic para-
bol jids and hyperboloids of revolution of one sheet
NOTE- Shapes of Folded Plates and Their Applications - are examples of doubly ruled surface ( see Fig. 6 ).
A few of the commonly used shapes of folded plates are
shown in Fig. 4. The simplest is V-shaped unit (Fig.
4A) but this may not provide enough area of concrete at 2.18 Semi-Central Angle - Half the angle subtend-
the top and bottom to resist the compressive forces due ed by the arc of a symmetrical circular shell at the
to bending and to accommodate the reinforcement. The centre.
trough-shaPed or the trapezoidal unit (Fig. 4B and 4E)
eliminates _ these disadvantages. Asy&meirical section;
of the ‘2’ shape (Fig. 4C) provided with window glazing 2.19 Shells - Thin shells are those in which the
between two adjacent units serve as north-light roofs for radius to thickness ratio should not be more than 20.
factory buildings. The shape shown in Fig. 4D is
obtained by replacing the curved cross-se&x of a
cylindrical shell by a series of straight plates. This has 2.20 Shells of Revolation - Shells which are obtain-
the advantage of greater structural depth compared to ed when a plane curve is rotated about the axis of
other shapes. Buttetiy type of folded plates shown in symmetry. Examples are segmental domes, cones,
Fig. 4F are also employed to cover factory roofs as there
parab Jloids of revolution, hyperboloids OI revolu-
are provisions for window glazing. Tapering plates are
also used as roofs mainly for aesthetic reasons. I-lipped tion, etc ( see Fig. 7 ).
plate structures of the pyramidal types are used for tent-
shaped roofs, cooling towers, etc. 2.21 Shells of Translation - Shells which are
obtained when the plane of the generatrix and the
2.10 Gauss Curvature - The product of the two directrix are at right angles. Examples are cylindri-
principal curvatures, ~/RIa nd l/R1 at any point on cal shells, elliptic paraboloids, hyperbolic paraboloids,
the surface of the shell. etc ( see Fig. 8 ) ,
2.11 Generatrix, Directrix - A curve which moves 2.22 span - The span of a cylindrical shell is the
parallel to itself over a stationary curve generates a distance between the centre lines of two adjacent
surface. The moving curve is called the generatrix end frames of traverses (see Fig. 1 ).
and the stationary curve the directrix. One of them
may be a straight line. 3. NOTATIONS
NOTE- The common curves used for cylindrical shells 3.1 For the purpose of this standard, unless other-
are, arc of a circle, semi-ellipse, parabola, catenary and
wise defined in the text, the following notations
cycloid.
shall have the meaning indicated against each:
2.12 Junction Member - The common edge mem-
a = semi-major axis of an elliptical shell;
ber at the junction of two adjacent shells.
B ZZ chord width;
2.13 Multiple Cylindrical Shells - A series of b = semi-minor axis of an elliptical shell;
parallel cylindrical shells w.lich are transversely D s flexural rigidity;
continuous.
d = thickness of shell;
2.14 North-Light Shells - Cylindrical shells with two Ec = Modulus of elasticity of concrete (long
springings at different levels and having provisions term );
for north-light glazing (see Fig. 5). Es = Modulus of elasticity of steel;
F = stress function which gives the in-plane
2.15 Radius - Radius at any point of the. shell- in stress in doubly-curved shells when
one of the two principal directions. bending is also considered;
NOTE- If cylindrical shell of a circular arc is used, the fr ’o= = l characteristic strength of concrete;
radius of the arc is the radius of the shell. In other cases, = critical buckling stress;
the radius R at any point is related to the radius &, at thd
crown by R = R, cos n#, where 4 is the angle of inclination h rise of shell;
3-
f cc = permissible compressive stress from 4. CLASSIFICATION OF SHELLS
buckling consideration;
4.1 General - Shells may be broadly classified as
H = total depth of shell, measured from the ‘singly-curved’ and ‘doubly-curved’. This is based
crown of the shell to the bottom of the on Gauss curvature. The gauss curvature of singly-
edge member; curved shells is zero because one of their principal
curvatures is zero. They are, therefore, developable.
L = span; Doubly-curved shells are non-developable and are
Mx = bending moment in the shell in the classified as synclastic or anticlastic according as
x-direction; their Gauss curvature is positive or negative.
My = bending moment in the shell in the
4.1.1 The governing equations of membrane
y-direction;
theory of singly curved shells are parabolic. It is
iuxy= twisting moment in the shell; -elliptic for synclastic shells and hyperbolic for
anticlastic shells. If z = f (x, y) is the equation
2x2 I
to the surface of a shell, the surface will be synclas-
k = real membrane stresses in the shell;
tic, developable or anticlastic according as s2-rf 4
NJW J 0 where t, s and t are as defined in 3.1.
NXP,N VP 4.1.2 There are other special types of doubly
and = projected membrane forces;
curved shells, such as, funicular shells, which are
N XYP 1 synclastic and anticlastic in parts and corrugated
P = permissible buckling load per unit area shells which are alternately synclastic and anticlastic.
of the surface of doubly-curved shells; The gauss curvature for such shells is positive
where they are synclastic and negative where they
& .
n =. -- are anticlastic.
6x ’
SZ 4.2 The detailed classification of shell structures is
4 =Sy; given in Appendix A.
S"Z
r = 62; 5. MATERIALS
5.1 Con&&e - Controlled concrete shall be used
S'Z
s =6x.6yi for all shell. and folded plate structures. The
concrete is of minimum grade M20. The quality
8’z . of materials used in concrete, the methods of pro-
t =w
portioning and mixing the concrete shall be done
R = radius; in accordance with the relevant provisions of
IS : 456-1978*.
& = radius at crown;
NOTE-High cement content mixes are generally
R, and Rx = principal radii of curvature at any
undesirable as they shrink excessively giving rise to
point on the surface of shell; cracks.
s = shear stress;
5.2 Steel - The steel for the reinforcement shall be:
Tx = normal stress in the x-direction;
TV = normal stress in the y-direction; a) mild steel and medium tensile steel bars and
hard-drawn steel wire conforming to IS : 432
Wx, WV and Wx = real forces on unit area of
(Part I)-1982 and IS : 432 (Part 2)-1982t;
the shell in the x, y and z-
direction; b) hard-drawn steel. wire fabric for concrete
IV = de&&on in the direction of z-axis; Ti$forcement conforming to IS : 1566-19821;
X, YandZ = fictitious forces on unit projected
area of the shell in the X, y and z- c) high strength deformed bars conforming to
directions; IS : 1786-1985s.
X, y and z = axes of co-ordinates;
5.2.1 Welding may be used in .reinforccment in
Q, = stress function used in the membrane
accordance with IS : 456-1978*.
analysis of doubly-curved shell;
9 = angle of inclination of tangent to the *Code of practice for plain and reinforced concrete
curve at any point; ( third revision ).
+c = semi-central angle of a symmetrical tSpecification for mild steel and medium tensile steel bars
circular cylindrical shell; and hard-drawn steel wire for concrete reinforcement:
Part 1 Mild steel and medium tensile steel bars (third
P and K = Aas Jakobsen’s varameters for
r cvisfon ) .
cylindrical shells; _
Part 2 Hard-drawn steel wire (third revision).
V = Poisson’s ratio; and SSpecification for hard-drawn steel wire fabric for
concrete reinforcement (second revision ).
V’ = #Specification for high strength deformed steel bars and
wires for concrete reinforcement ( rhfrdrevlsfon).
4Non + Diaphragms
4F
u
‘IG- 4 FOLDED e P LnAoYi S bOWO,6A CONbID
68 HYPERBOLIC PARABOLOID
6C HYPERBOLOID OF REVOLUTION OF ONE SHEET
FIG. 6 RULED SURFACES
6Is : 2210- 1988
7A SEGMENTAL DOME
78 PARABOLOID OF REVOLUTION
Fro. 7 !fhLU OF REVOLUTION
8A ELLIPTIC PARABOLOID
88 HYPERBOLIC PARABOLOID
FIG. 8 SHELLS OF TRANSLATION
7IS : 2210 - 1988
6. LOADS transverse bending moment. For doubly-curved
shells, this distance will depend upon the geometry
6.1 Unless otherwise specified, shells and folded of the shell and the boundary conditions as the ex-
plates shall be designed to resist the following load tent of bending penetration is governed by these
combinations: factors.
a) Dead load, 7.1.3 Thickness of Folded Plates - The thickness
b) Dead load + appropriate live load or snow of folded plates shall not normally be less than
load, 75 mm.
c) Dead load + appropriate live load -I- wind
load, and 7.2 Other Dimensions
d) Dead load + appropriate live load + seismic
7.2.1 CyIindrical Shells
load.
7.2.1.1 The span should preferably be less
6.2 Dead loads shall be calculated on the basis of
than 30 m. Shells longer than 30 m will involve
the unit weights taken in accordance with IS : 875
special design considerations, such as the application
(Part I)-1987*.
of prestressing techniques.
6.3 Live loads, wind loads and snow loads shall be
7.2.1.2 The width of the edge member shall
taken as specified in IS : 875 (Parts 2 to 4)-1987*.
generally be limited to’ three times the thickness of
the shell.
6.4 Seismic loads shall be taken in accordance with
IS : 1893-1984t. 7.2.1.3 The radius of shell structures shall be
selected keeping acoustic requirements in view.
6.5 Where concentrated loads occur, special consi- Coincidence of the centre of curvature with the
derations should be given in analysis and design. working level should be avoided unless suitable
acoustic correction is made. It is, however, impor-
tant to note that even where coincidence of centre of
7. SELECTION OF DIMENSIONS
curvature with the working level is avoided, acoustic
treatment may be necessary iu certain cases.
7.1 Thickness
7.2.1.4 A single cylindrical shell whose span is
7.1.1 Thickness of Shells - Thickness of shells larger than three times the chord width shall have a
shall not normally be less than 50 mm if singly-
total depth, H, between l/6 and l/l2 of its span
curved and 40 mm if doubly-curved. This require- (the former value being applicable to smaller spans).
ment does not, however, apply to small precast con- The rise in the case of a shell without edge members
crete shell units in which the thickness may be less
shall not be less than l/l0 of its span.
than that specified above but it shall in no case be
less than 25 mm (see IS : 6332-19842). 7.2.1.5 For a shell with chord width larger than
three times the span, the rise of the shell shall not
7.1.1.1 The reinforcement shall have a minimum be less than l/8 of its chord width.
clear cover of 15 mm or its nominal size whichever
is greater. 7.2.1.6 The chord width of shells shall pre-
ferably be restricted to six times the span as other-
7.1.2 Shells are usually thickened for some dis- wise arch action is likely to predominate.
tance from their junction with edge members and
traverses. The thickening is usually of the order 7.2.1.7 The semi-central angle shall preferably
of 30 percent of the shell thickness. It is, however, be between 30 and 40”.
important to note that undue thickening is undesir-
able. In the case ‘of singly-curved shells, the dis- NOTE - Keeping the semi-central angle between these
tance over which the thickening at the junction of limits is advisable for the following reasons:
the shell and traverse is made should be between a) If the angle is below 40°, the effect of wind load
0’38 4R.d and 0’76 1/rd, where R and d are the on the shell produces only suction; and
radius and the thickness, respectively. The thicken- b) With slopes steeper than 40”. backforms may
ing of shell at straight edges shall depend on the become necessary.
Within these limits the semi-central angle shall
*Code of practice for design loads (other than earth-
be as high as possible consistent with the functional
quake) for building and structures:
requirements.
Part 1 Dead loads (second revision ).
Part 2 Imposed loads (second revision ).
Part 3 Wind loads (second revision ). 7.2.2 Folded Plates - For folded plates of type
Part 4 Snow loads (secotlri revision ). shown in Fig. 4D, the selection of depth may be
based on the rules applicable to cylindrical shells.
tCriteria for earthquake resistant design of structures
(fourth revision ) . With other shapes, such as, the ‘V’ or the trough,
*Code of practice for construction of floors and roofs the depth may be taken as about l/l5 of the span
using Precast doubly-curved shell units (first revislon ). for preliminary designs.
8IS : 2210 - 1988
7.2.2.1 The angle of inclination of the plates to handled by FSM since these shells can be discretized
horizontal shall be limited to about 40 for in-situ into long strip elements. Shells of revolution can
construction in order to facilitate placing of concrete also be efficiently analyzed by this method, after
without the use of the backforms. discretization of such shells into finite ring elements.
Since FSM can be used even when the loads are not
uniform, it may be advisable to use the method even
8. ANALYSIS
for simple shells that are amenable to analysis by
common classical methods.
8.0 General - Shells may be analyzed either by
linear elastic analysis based on theory of elasticity or
yield line theory. Methods based on yield line The common classical methods of analysis of
theory for shells are still the subject of research and shells are mentioned in the following clauses for
experimentation and, therefore, for the present, it use for the analysis of common types of shells that
is recommended that they may be used along with are without any of the complexities.
model tests to check the load carrying capacity.
The finite element method has become a practi- 8.1 Cylindrical Shells
cal and popular method of analysis for all types of
structures. Many common and important features 8.1.1 Analytical Methodr - The analytical methods
of shell and folded plate structures that cannot be consist of two parts, membrane analysis and edge
considered by classical methods can now be analyzed disturbance analysis.
satisfactorily by the finite element method. For
example : 8.1.1.1 Membrane analysis - In the membrane
analysis, the shell is regarded as a perfectly flexible
4 Complex support or boundary conditions;
membrane which is infinite in extent and is assumed
b) Openings large enough to disturb global to carry loads by means of forces in its plane only.
stress distribution; This analysis gives the two normal stress resultants
Nx and NY in the longitudinal and the transverse
4 Irregular surface geometry;
directions and the shear stress resultant Nxv.
4 Highly variable or localized loads;
e) Tapering folded plates or boxes or silo and 8.1.1.2 Edge disturbance analysis - Shells, in
bunker bottoms; practice, are always limited by finite boundaries
where the boundary conditions demanded by the
f) Branching shells; membrane theory are not obtained with the result
that a pure membrane state would seldom exist.
d Large deformations;
Edge disturbances emanate from the boundaries,
h) Heavy and eccentric stiffners; altering the membrane state and causing bending
stresses in the shell. These are accounted for bye,
3 Thermoelastic strains;
carrying out the edge disturbance analysis. Usually
W Elastoplastic, viscoelastic or any inelastic edge disturbance analysis is confined to disturbance
behaviour; emanating from straight edge as any disturbance
emanating from curved edges is damped quite fast.
ml Material non-homogeneity;
Even in the case of disturbance from straight edges,
d Irregular surface geometry; the bending stresses would get damped out more
rapidly in shells having chord width larger than the
PI Sudden changes in curvature; span and would seldom travel beyond the crown,
with the result that the effect of the further edge
9) Shells under dynamic wind action; and
may be ignored without appreciable error.
r) Possible effect of settlement.
The superposition of the membrane and the edge
When one or more of these complexities occur in disturbance stresses gives the final stress pattern in
shell structures, it is advisable to use finite element the shell.
method, at least for a final acceptance of the design.
Even normal shell structures of spans larger than
30 m should be analyzed by finite element method 8.1.1.3 Tables for the analysis of circular cylin-
if it is expected that there would be serious and drical shells - Simplifications in the analysis -of
significant structural participation in the shell be- shells are possible by systematizing the calculations 4
haviour by the supporting units, such as, edge and making use of tables compiled for this purpose
intermediate beams, stiffners, and or intermediate (see Appendix B ).
traverses ( specially flexible traverses ) cable supports,
columns, etc.
8.1.2 Applicability of the Methods of Analysis
For many shells, finite strip method ( FSM) ( a
particular form of finite element method ) of analysis 8.1.2.1 Cylindrical shells with k ratio less than
is easier to apply and also more economical to use
than the finite element method. All types of rr shall be analyzed using any of the accepted
prismatic folded plates and cylindrical shells can be analytical methods (see Appendix B ).
9IS : 2210- 1988
In such shells, if P exceeds 10 and exceeds 0’15, NATE - Based on the same consideration of ignoring
the effect at any point on the sheK l l of the dis- p’. q’ and P q being very small, it is sometimes suggested
that the shells may be treated as shallow if the surface
turbances emanating from the farther edge may be is such that the values ofp and q do not exceed l/8 at
ignored, where any point on it. However, in normal cases, for practical
purposes, higher values ofp and q up to half may be
12 -’ R" w’ R’ considered as shallow provided the span to rise ratio does
P-8 and K = -
L- d’ L” P’ not exceed 5.
For shells with P less than 7 and K less than 0’12, 8.2.3 Boundary Conditions for Doubly-Curved
the effect of the disturbances from both the edges Shells - In general, in the membrane analysis of
shall be considered. Shells with P values between 7 synclastic shells, only one boundary condition is
and 10 and K between 0’12 and 0’15 are relatively admissible on each boundary. For an anticlastic
infrequent. However, should such cases arise, the shell, the boundary conditions have to be specified
effects of both the edges shall be considered. in a special manner as the characteristic lines of
such surfaces play a significant role in the membrane
8.1.2.2 Cylindrical shells with L/R greater than theory. The type of boundary conditions that can
or equal to n may be treated as beams of curved be specified depend on whether or not the boundaries
cross section spanning between the traverses and the of the shell are characteristic lines.
analysis carried out using an approximate method
known as the beam method (see Appendix B) Further, a membrane state of stress can be
which consists of the following two parts: maintained in a shell only if the boundaries are such
a) The beam calculation which gives the that the reactions exerted by the boundary members
on the shells correspond to stresses in the shell at
longitudinal stress resultant N, and the shear
the boundaries given by the membrane theory. It
stress resultant NXY,a nd
is seldom possible to provide boundary conditions
b) The arch calculation which gives the transverse
which would lead to a pure membrane state of stress
stress resultant NY and the transverse moment
in the shell. In most practical cases, a resort to
MY. bending theory becomes necessary.
8.1.3 Continuous Cylindrical Shells
8.2.3.1 Only deep doubly-curved shells behave
like membranes and it is only for such shells that
8.1.3.1 Analytical methods - In the analytical
a membrane analysis is generally adequate for design
methods, the problem of continuous shells is solved
(see also 8.0). Bending analysis is necessary for
in two stages. In the first, the shell is assumed
all singly-curved shells and shallow doubly-curved
to be ‘simply supported over one span and shells. The governing equation for bending analysis
all the stress resultants worked out. In the second
of shallow shells are given in AppendixC.
stage, correcg;ns for continuity are worked out and
are superimposed on the values corresponding to the
8.2.4 Bending Theory of Doubly-Curved Shells -
simply supported span. Long cylindrical shells can The governing equations for bending analysis of
be analyzed by approximating the cylindrical profile
shallow doubly-curved shells are given in
by a folded plate shape and applying well known
Appendix C.
analysis methods for continuous folded plates (see
Appendix B). 8.2.5 Bending ?heory of Shells of Revolution,
Symmetrically Loaded - In synclastic shells of
8.1.3.2 Beam method - Solution of continuous revolution, such as, domes which are symmetrically
loaded, a more or less membrane state of stress
shell with -$ 2 ?r is simpler by the beam method.
exists. The bending stresses are confined to a very
The bending moment factors are obtained by solving narrow strip close to edge members and get rapidly
the corresponding continuous beam. Thereafter, damped out. The bending stresses in domes can be
analysis can be continued as in 8.1.2.2. calculated with sufficient accuracy by approximate
methods like Geckler’s approximation.
8.2 Donhly-Curved SheIIs
0.2.6 Funicular Shells - The shapes of these shells
8.2.1 Membrane Analysis - In the membrane are so choosen that, under uniformly distributed
analysis, it is assumed that the shell carry loads by vertical loads, in a membrane state of stress, they
in-plane stress resultants and usually only deep develop only pure compression unaccompanied by
doubly-curved shells behave like membranes. The shear stresses. Thus theoretically no reinforcement
governing equations for membrane analysis of doubly- will be necessary except in the edge members. Small
curved are usually solved by using stress functions precast funicular shells without any reinforcement
( see Appendix C ). except in edge beams are suitable for roofs and
floors of residential, industrial, and institutional
8.2.2 Shallow Shells - Shells may be considered buildings (see IS : 6332’1984* ). For roofs of larger
shallow if the rise to span ratio is less than or equal size, in situ construction may be resorted to; in such
to l/5 and p2 and q’ may be ignored in all the ex- shells, provision of reinforcement is necessary to take
pressions. The shorter side shall be considered as care of the effects of shrinkage, temperature and
the span for this purpose for shells of rectangular bending.
g*ound plan. A shell with a circular ground plan
may beconsidered shallow if the rise does not exceed *Code of practice for construction of floors and roofs
l/5 of the diameter. using precast doubly-curved shell units (fist revision ).
10IS : 2210 - 1988
8.4 Folded Plates - The structural action of folded 4 instability caused by the combined effect of
plates may be thought of as consisting of two parts. bending and torsion in the shell as a whole.
the ‘slab action’ and the ‘plate action’. By the slab This occurs particularly in asymmetrical
action, the loads are transmitted to the joints by the shells.
transverse bending of the slabs. The slabs, because of
their large depth and relatively small thickness, offer 9.3 Buckling in Cylindrical Shells
considerable resistance to bending in their own planes
and are flexible out of their planes. The loads are, 9.3.1 The permissible buckling stress fat in cylind-
therefore, carried to the end diaphragms by the rical shells shall be calculated as follows:
longitudinal bending of the slabs in their own planes.
This is known as ‘plate action’. The analysis of 0’25 .fck
f ac =
folded slabs is carried out in two stages.
83.1 Transverse Slabs Action Analysis - The
where
transverse section of the slab, of unit length, is
analyzed as a continuous beam on rigid supports. characteristic strength of concrete at 28
fck =
The joint loads obtained from this analysis are days; and
replaced by their components in the planes of the
fcr= critical buckling stress determined in
slabs and these are known as plate loads.
accordance with ( a ), ( b ) and ( c ) below:
a>
8.3.2 In Plane Plate Action Analysis - Under the Shells with P < 7 and K < O’I2 - In such shells,
action of ‘plate loads’ obtained above, each slab is buckling is caused by excessive longitudinal
assumed to bend independently between the dia- compression near the crown of the shell and the
phragms, and the longitudinal stresses at the edges critical buckling stress fcrs hall be calculated as
are calculated. Continuity demands that the follows:
longitudinal stresses at the common edges of the
adjacent slabs be equal. The corrected stresses are
fcr = 0.20%
obtained by introducing edge shear forces.
8.4 Expansion Joints - The expansion joint shall b) Shells with P > IO and K > 0’15 - In such
conform to provisions laid down in IS : 456-1978*. shells, the transverse stresses tend to be critical
In the case of folded plates, it is recommended that from the point of view of buckling and the
the joint may be located in the ridge slab. In the critical buckling stress fcr shall be determined as
cases of large spans where it is not feasible to pro- follows:
vide expansion joints, effects of shrinkage shall be
1) For shells with L < 2’3qdF
taken care of in the design.
fcr = EC [ 3’4 (+ )’ + 0’025 ( +) ]
8.5 Openings in Shells - Openings in shells shall
preferably be avoided in zones of critical stresses.
Small openings of size not exceeding five times the 2) For shells with L > 2’31/dy
.- --
thickness in shells may be treated in the same way J$
as in the case of reinforced concrete structures. For 0’89 +
larger openings, detailed analysis should be carried fcrzz EC
out to arrive at stresses due to the openings.
l- 1’18 d$
J
9. ELASTIC STABILITY where
EC = modulus of elasticity of concrete, which
9.1 Permissible Stresses
may be taken as = 2 x 3fck;
9.1.1 Permissible stresses in steel reinforcement,
and concrete for shells and folded plates shall E, = modulus of elasticity of steel;
be in accordance with the provisions given in
d = thickness of the shell; and
1s : 456-1978*.
R = radius of curvature.
9.2 Causes of Instability - Instability in a cylindri-
4 Shells with P values between 7 and 10 and
cal shell may be caused by:
K between 0’ 12 and 0’ 15 are relatively infre-
a) local buckling in zones submitted to com- quent. For such shells, formulae given in
pressive stresses; (a) or (b) shall apply depending upon whether
longitudinal or transverse stresses are critical
b) flattening of shells, known as the ‘Brazier from Considerations of elastic stability.
Effect’, which occurs particularly in shells
without edge members; and The value of modulus of elasticity of concrete
to be used in the above formulae for calculating the
*Code of practice for plain and reinforced concrete buckling stresses should be the value for long term
(third revision ). modulus including the effect of creep also.
11IS : 2210 - 1988
9.4 Buckling in Doubly-Carved Shells - For infinitely rigid rib that can prevent the shell from
spherical shells, the permissible buckling load per rotating and the lower value to a flexible rib. Where
unit area of surface, P,,,,, from considerations of solid diaphragm traverses are used, adequate
elastic stability, is given by: reinforcement to distribute shrinkage cracking shall
be provided throughout the area of the traverses.
10.3.1 In the design of tied arches, it may be
where necessary to determine the elastic extension of the tie
member due to tension and the consequent effect
EC d and R are as defined in 3.1.
on the horizontal thrust on the arch.
For other types of doubly-curved shells, the
permissible buckling load per unit area of surface, 10.3.2 The bottom member of a bowstring girder,
Pperm shall be calculated from the formula: or the tie in the case of a tied arch, is usually
subjected to heavy tension. Welding or the provision
Ecda
Pw m= “‘R,R, of threaded sleeve couplings (see 25.252 of
IS : 456-1978* ) or laps may be used for joints in the
where reinforcement rods. Where lapping is done, the
length of the overlap shall be as specified in the
R, and R, are principal radii of curvature at
relevant clause of IS : 456-1978* and the composite
any point, and EC and d are as defined
tension shall be restricted to 0’1 fck, where&k is the
in 3.1.
characteristics cube strength of concrete at 28 days.
Where the composite tension exceeds 0’1 fck,t he
9.5 Bwkhg in Folded Plates - The folded plate entire length of the lap shall be bound by a helical
may be replaced by the corresponding cylindrical binder of 6 mm’ diameter at a pitch not exceeding
shell where possible and the appropriate formula 75 mm. The joints in the bars shall always be
used to check for elastic stability. staggered. Prestressing the tension member offers
a simple and satisfactory solution. The detailing of
10. DESIGN OF TRAVERSES inclined or vertical members of trusses or bowstring
girders and suspenders of tied arches should be done
10.1 Types of Traverses - Traverses may be solid with great care. The reinforcements in the tie of
diaphragms, arches, portal frames, trusses or tied-arches shall be securely anchored at their ends.
bowstring girders. For shells with large chord widths,
it is advantageous to have trusses in the form of 10.4 The traverses may be hinged to the columns,
arches, trusses or bowsting girder. except where the traverses and columns are designed
as one unit, such as in a portal frame. Provision
10.1.1 Traverses may be placed below or above shall be made in the design of columns to allow for
the shells. Where a clear soffit is required, specially the expansion or contraction of traverses due to
to facilitate the use of movable formwork, they may temperature changes.
be in the form of upstand ribs.
11. DESIGN OF EDGE BEAMS
10.1.2 The simplest diaphragms for folded plates
are rectangular beams with depth equal to the 11.1 Edge beams stiffen the shell edges and act
height of the plate. The diaphragms are subject to together with the shell in carrying the load of the
the action of the plate loads on one-half of the span supporting system. They can either be vertical or
of the folded plate. horizontal. Vertical beams are usually employed in
long cylindrical shells wherein the cylindrical action
10.2 Load on Traverses - Traverses shall be design- is predominant. Horizontal beams are employed in
ed to carry, in addition to their own weight, short cylindrical shells where transverse arch action
reactions transferred from the shell in the form of is predominant. It is preferable to completely isolate
shear forces, and the loads directly acting on them. the structural system of the shell structure without
For preliminary trial designs, however, the total load adding any other structure to it.
on half the span of the structure may be considered
as a uniformly distributed vertical load on the In most of the shell forms, edge beams form part
diaphragm. of the shell structure itself. An analysis of the shell
structure is carried out along with the edge beam.
10.3 Design - The shear forces transferred on to Analysis and design of edge beams should ensure
the end frames from the shell shall be resolved into compatibility of boundary conditions at the shell
vertical and horizontal components and the analysis edge. Analysis should take into account the
made by the usual methods. Owing to the monoli- eccentricities, if any, between the central line of the
thic connection between the traverse and the shell, shell and the edge beam. Analysis should also take
the latter participates in the bending action of the into account the type of edge beam, interior or
traverse. The effective width of a cylindrical shell exterior, as well as supporting arrangement of the
that acts aL1lg with the traverse may he assumed edge beam.
as G’X! *./m to 0’76 1/a, on either side in the case
of intermediate traverses and on one side in the case
‘Code of practice for plain and reinforced concrete
of end ones; the higher value being applicable to au ( third revision ).
12IS:2210-1988
11.1.1 Thickness - A width of two to three times 12.2 Folded Plates
the thickness of the shell subject to a minimum of
15 cm is usually necessary for the edge beams.
12.2.1 Transverse Reinforcement - Transverse
reinforcement shall follow the cross section of the
11.1.2 Reinforcements - Edge beams carry most folded plate and shall be designed to resist the trans-
of the longitudinal tensile forces due to in the
NX verse moment.
shell and hence main reinforcements have to be
provided for carrying these forces, It may be
necessary to provide many layers of reinforcement 12.2.2 Longitudinal Reinforcement - Longitudinal
reinforcement, in general. may be provided to take
in the edge beam. Design of reinforcements should
up the longitudinal tensile stresses, in individual
ensure that the stresses in the farthermost layer does
slabs.
not exceed the permissible stresses. Edge beams
should also be designed for carrying its self-weight,
live load on the part of the shell, wind load and 12.2.3 Diagonal reinforcement may be provided
horizontal forces due to earthquakes. for shear.
12. DESIGN OF REINFORCEMENT
12.2.4 The section of the plate at its junction with
the traverse shall be checked for shear stress caused
12.1 Shells - The ideal arrangement would be to
by edge shear forces.
lay the reinforcement in the shell to follow the
isostatics, that is, directions of the principal stresses.
However, for practical purposes, one of the 12.2.5 Reinforcement bars shall preferably be
following methods may be used: placed, as closely as possible, so that the steel is
well distributed in the body of the plate. Nominal
One is the diagonal grid at 45” to the &is c+f the reinforcement consisting of minimum 8 mm dia-
shell, and the other the rectangular grid in which meter bars may be provided in the compression zones
the reinforcing bars run parallel to the edges of at about 200 mm centre-to-centre.
the shell. The rectangular grid needs additional
reinforcement at 45’ near the supports to take up 12.3 General - The minimum reinforcement shall
the tension due to shear. conform to the requirements of IS : 456-1978*.
12.1.1 In the design of the rectangular grid for
cylindrical shells, the reinforcement shall usually be 12.3.1 Diameters of Reinforcement Bars - The
following diameters of bars may be provided in the
divided into the following three groups:
body of the shell. Larger diameters may be provided
in the thickened portions, transverse and beams:
a) Longitudinal reinforcement to take up the
longitudinal stress Nx or Ny as the case may
a) Minimum diameter : 8 mm, and
be,
b) Shear reinforcement to take up the principal b) Maximum diameter : 4 of shell thickness or
tension caused by shear Nxy, and 16 mm whichever is
smaller.
c) Transverse reinforcement to resist NY and My.
12.1.2 Longitudinal reinforcement shall be pro- 12.3.2 Spacing of Reinforcement - The maximum
spacing of reinforcement in any direction in the body
vided at the junction of the shell and the traverse to
of the shell shall be limited to five times the thick-
resist the longitudinal moment M, . Where MX is
ness of the shell and the area of unreinforced panel
ignored in the analysis, nominal reinforcement shall
shall in no case exceed 15 times the square of
be provided.
thickness.
12.1.3 To ensure monolithic connection between
the shell and the edge members, the shell reinforce- NOTE - These limitations do not apply to edge mem-
bers which are governed by IS : 456-1978+.
ment shall be adequately anchored into the edge
members and traverses or vice versa by providing
suitable bond bars from the edge members and *Code of practice for plain and reinforced concrete
traverses to lap with the shell reinforcement. ( r/rid revision ).
13APPENDIX A
( Clause 4.2 )
DETAILED CLASSIFICATION OF STRESSED SKIN SURFACES
Stressed Skin Surfaces
I
?
Polded+Pla*es
1
b
Singly-Curved Doubly-Curved
Developable Non-developable
I
1
I
I !
Gauss CuAature Zero SyncLtic Anticiastic Other Special Types
Membrane Gauss Curvature Positive Gauss Curvature Negative
Equation Membrane Equation Membrane
Parabolic Elliptic Equation I
Hyperbolic +I I I
I J j.
Alternately Partly Syn- Miscellane-
Synclastic. & clastt;;d ous Types
i 1 i i i i i Antic/astrc
5 J, Antielastic
YFs %‘ls Rskd Sl&lS Shells Sh&s Ruled
of of Surfaces
Revo- Trans- faces Revo- Trans- Re%u- Transla- I
lution lation lution lation tion tion I
4 & I , + 4 4 + .I
C&i;drical Conical Circular Elliptic f-gf$@ Hywr- Hyperbo- F”;iaTu-
I
Cal? and Domes, $‘6’so- bolic loids of Re-
Including rSW?sdrical Parabo- $ev$ition Esbo- volution of Shells
Examples North- loids, Ellip- Circular One Sheet,
light 8~ soids of Yoyd;bo- Sheet Hyperbolic
;;;;;;“Y Revolution, Paraboloids,
etc ConoidsIS : 2210 - 1988
APPENDIX B
( Clauses 8.1.1.3, 8.1.2.1, 8.1.2.2 and 8.1.3.1 )
TABLES AND THE METHODS OF- ANALYSIS OF CIRCULAR CYLINDRICAL SHELLS
AND FOLDED PLATES
El. TABLES FOR THE ANALYSIS OF B-2. BEAM METHOD
CIRCULAR CYLINDRICAL SHELLS
El.1 Tables given in the ASCE Manual of B-2.1 This method,.due to Lundgren, consists of two
Engineering Practice No. 31 entitled ‘Design of parts. In the first, known as the ‘beam calculation’,
Cylindrical Concrete Shell Roofs’ are based on a the shell is treated as a beam of curved cross section
rigorous analytical method and are accurate enough
spanning between the traverses and the longitudinal
for design of shells of all proportions. However, as
stress Tx and the shear stress S are determined. In
values corresponding only to two ratios of R/d are
the second, known as the ‘arch calculation’, a unit
given, interpolation involved for ratios does not give
length of the shell is treated as an arch subject to the
accurate results. A subsequent publication by the
action of applied loads and specific shear which is
Portland Cement Association, Chicago, entitled
‘Coefficients for Design of Cylindrical Concrete
defined as the rate of change of shear or F. This
Shell Roofs’, gives the coefficients for 4 values of
R/d making interpolation easier. _ calculation yields the transverse stress T ‘and the
transverse moment My. For a detailed treatment,
B-l.2 Tables given in ‘Circular Cylindrical Shells’
referenoe may be made to ‘Cylindrical Shells’ Vol I,
by Rudiger and Urban ( Published by E.G. Teubner
Verlagsgesellachaft, Leipzig, 1955 ) are based on the by H. Lundgren published by the Danish Technical
Donnel-Barman-Jenkins Method. These are parfi- Press, the Institution of Danish Civil Engineers,
Copenhagen, 1949.
cularly accurate for shells with* <a.
APPENDIX C
( Clauses 8.2.1, 8.2.3.1 and 8.2.4 )
GOVERNING EQUATIONS FOR ANALYSIS OF DOUBLY-CURVED SHELLS
C-l. MEMBRANE ANALYSIS Equilibrium Equations
The three equations of equilibrium can now be
C-l.1 Real and Projected Forces ml Stress written using the projected stress resultants and
Resultant - For membrane analysis of doubly- fictitious forces as follows:
curved shells, it is usual to deal with projected stress
resultants Nxp, NY,, and NxYp instead of real stress _a Nx, + aa&y, +x
-0
resultants Nx, NY and Nxy. The real and projected ax
stress resultants are related as follows:
aNyp+aNxyp+y
,=o
a,
Nx =Nx,&$ a,
and r Nxp+2s Nxvp-i-tNyp = px i- qY -Z
Jl +qa
NY =NYP I+pz Analysis Using Stress Function
Analysis of the equations of equilibrium is
and NW =NWp simplified by using a stress function + which reduces
the three equations to one. The stress function @ is
Similarly, the real forces WX, WY and WZ cm shell related to the projected stress resultants as follows:
per unit area on its surface with x, y and z-directions
are replaced by the fictitious forces x, y and z and
the relationships between them are as follows:
aw
x = Wx dl+p*+qa NYP =3 - YBY
I
Y = wy 2/l +p+qs
- a20
and Nxvp = -
and 2 = w, 41 +p’+q2 ax.ay (4)
15IS : 2210- 1988
On introducing the stress function, the third where
equilibrium equation reduce to the following:
F = stress function which gives in-plane stresses,
when bending is also considered;
r[$]--2s[g]+t[g] =
w = deflection along z-axis;
D = flexural rigidity = EcdJ/12( 1 -Y*);
pX+qY--z+rJxdx+tJ ~dy (5)
2 = vertical load per unit area of shell surface,
assumed positive in the positive direction of
The homogeneous part of the partial differential
Z-axis;
equation given above will be of the elliptic, parabola
or hyperbolic type depending upon whether sa-rt= Y = Poisson ratio; and
0 which is also the test for classifying shells as
synclastic, developable or anticlastic. r,s,t = curvature as defined in 3.1.
The equations given above are based on the
C-2. BENDItiG ANALYSIS
co-ordinate system in Fig. 9.
C-2.1 Bending analysis is necessary for shallow
doubly-curved shells. For sha]]ow shells under Bending Stress Resultants
vertical loading, this would involve the solution,
of two partial simultaneous equations given below: From the values of F and w satisfying equations
(6) or (7), the stress resultants may be obtained from
a) for shells of variable curvature: the following relations:
-l TX +
~&F+($t$-2sa’+=- w=o,
axay aY aY
and
DVaw _ _&&.-2s e a2 +a ?; aay )F-_z=(J Ty -e,
ax ax
b) For shells of constant curvature, that is, for
shells for which r, s and t are constant, above
equations simplify to:
c 1 ! a21w
Et V4F +[t $$ - 2sazy+$$ = 0 “ax”
3 (7)
-z= 0 Mxy = -0(1-v) s
FIG. 9 SIGN CONVENTIONF OR STRESSFBA ND MOMENTSI N A SHELL ELEMENT
16Bmrma of IBdiu St8mdard8
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Revbiom of Idian Standards
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4925.pdf
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(Rcd%med~!m)
Indian Standard
SPECIFICATION FOR
CONCRETE BATCHING AND MIXING PLANT
( Fifth Reprint OCTOBER 1993 )
UDC 666.97.031.3
@ Cofiyrighr 1969
BUREAU OF INDIAN STANDARD S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC2
NEW DELHI 110002
Gl-4 March 1969IS : 4925 - 1968
Indian Standard
SPECIFICATION FOR
CONCRETE BATCHING AND MIXING PLANT
Construction Plant and Machiner)t Sectional Committee, RDC 28
Choirman Rqbesenting
LT-GEN R. A. LOOMBA Engineer-in-Chief’s Branch, Army Headquarters
MmbcS
SHR~B . D. AHUJA National Buildings Organization
SHRZA . V. JAIN ( Alternate )
SHR~A RDAMAN Sl~on Beas Project
SHRX N. S. GILL ( Aitcmate )
SHRI R. S. BHALLA Roads Wing ( IMinistry of Transport & Aviation )
SHRI G. V. CHELLAM ( Alternate )
SHRl CHANDRA MonAn Central Mechanical Engineering Research Institute
( CSIR >, Durgapur
SHRI R. K. MUKHERJEE ( Alternate )
SHRI A. B. CHAUDHURI Jessop & Co Ltd, Calcutta
SHRX.J . D. DAROCA Itlab Engineering Private Ltd, Bombay
SHRI.J . DATI. The Concrete Association of Indra, Bombay
SHRI Y. K. MEHTA ( Alkmate )
DIRECTOR, CIVIL ENOINEERING Railway Board ( Ministry of Railways )
JOINT DIRECTOR ( WORKS) ( Altrmate )
DIRECTOR ( P & M 1 Central Water & Power Commission
SHR~H . C. GHULATI DireEct;tGelhcneral of Supplies & Disposals,
1
BRIG N. B. GRANT Engineer-in-Chief’s Branch, Army Headquarters
SHRI H. V. MIR~HANDANX( Altcr~tc)
SHRI P. N. GULATI Tata Engineering & Locomotive Co Ltd, Bombay
SHR~ K. G. K. RAO ( Altmmtc )
SHRI S. Y. KHAN Killick, Nixon & Co Ltd, Bombay
SHRI A. T. KOTHAVALA ( Altematc )
SHRI RAMESXK HANDELWAL Khandelwal Udyog Ltd, Bombay
SHRI K. M. K~AR Linkers Private Ltd, Patna
SHRI R. K. VARMA ( Altemak )
SHRXN . KUMAR Heatly and Gresham Ltd, Calcutta
Stmr V. GULATI ( Altematc)
MAJ-GEN P. R. KL~AR Bharat Earth Movers Ltd, Bangalore
SHR~ M. M. PARTHA~ARATHY( Alterno&)
Cot S. C. L. MALIK Research & Development Organization ( Ministry of
Defence )
LT.@L N. C. GUPTA( Alkmatc)
SHR~M . R. MALYA Burtnah Shell Oil Storage & Distributing Co of
. India Ltd, Bombay
DR B. S. BASSI ( Alternate) ‘
( Contind on page 2 )
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 4925 - 1968
( Continucdfrom page 1 )
Members Representiflg
SHRIS. C. MAZVMDAR Cannon Dunkerley & Co Ltd, Bombay
SHR~ N. H. PAI ( Alternate)
SHRI Y. G. PATEL Builders Association of India, Bombay
SHRI H. J. SHAH ( Altcrnafe )
SHRI D. M. PRASAD William Jacks & Co Ltd, Calcutta
SHRI G. K. SETHr ( Altcmate )
SHRI G. S. ROV~HEN Armstrong Smith Private Ltd, Bombay
SHRI U. G. KALYANPUR ( Alfemafe )
SENIOR ENGINEER Hindustan Construction Co Ltd, Bombay
SHRI S. K. SINHA Directorate General of Technical Development,
New Delhi
SHRI B. C. SRIVASTAVA Central Building Research Institute ( CSIR ),
Roorkee
SHUJ. P. KAUSHIK (Alfcrnol~)
SUPERINTENDING ENGINEER, DELHI Central Public Works Department, New Delhi
CENTRAL ELECZRICAL CIRCLE
No. III
EXECUTIVEE NGINEER( ELECTRX-
CAL ), MECI~ANICAL& WORK-
SHOPD IVISION( Alhmft )
PROP C. G. SWAMINATHAN Central Road Research Institute ( CSIR )>
New Delhi
SHRI N. H. TAYLOR Recondo Private Ltd, Bombay
SHRI T. H. P~~SHOR(I Altemafe )
SHRI N. S. VI~WANATWAN Marshall Sons & Co Mfg Ltd, Bombay
SHRI R. NAGARAJAN, Director General, IS1 ( &-o&o Member )
Director ( Civ Engg )
sm&y
SHRI Y. R. TANE~A
Drputy Director ( Civ Engg ), IS1
Panel for Concrete Batching and Mixing Plants, BDC 28/P 5
Convener
Smu C. L. N. IYIZNGAR The Concrete Association of India, Bombay
Membm
SHRI ARDA)IIANS mon Beas Project
SWRXN . s; GILL ( Al&mo& )
SHRI CHANDRA MOHAN Central Mechanical Engineering Research Institute
( CSIR ), Durgapur
SHRIA. K. CHATTERJEE Road Machines ( India ) Private Ltd, Calcutta
SHRI S. P. CWUGH Central Water & Power Commission
DR R. K. GHO~H Central Road Research Institute (CSIR),
New Delhi
SHRI V. GULATI Heatly & Gresham Ltd, Calcutta
SXRI G. K. SETH! William Jac+ & Co Ltd, Calcutta
SH~ZB.C. SRIV~AVA CenpmrfMing Research Institute ( CSIR ),
SHRI J. P. KAcsarn ( Alkm& )
SHRI S. M. WAZIR Khandelwal Udyog Ltd, Bombay
SERI B. D. I&ANDELWAL ( Alknalr )
2Indian Standard
SPECIFICATION FOR
CONCRETE BATCHING AND MIXING PLANT
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards i Institution
on 14 December 1968, after the draft. finalized by the Construcl itr17 Plit:~ I
and Machinery Sectional Committee had been approved by- l.hc Cl:;ii
Engineering Division Council.
0.2 On large works where considerable quantity of concrete is !.rquir<::d.
central batching plants or batching and mixing plants arc ~cneraii)
used. The plant is erected in a suitable central position and either the
mixed concrete is directly transported from it to the working sites, or the
dry aggregates or dry mix of concrete is delivered to site mixers.
0.2.1 These plants are usually specially designed to suit the local condi-
tions and the output required. Small plants may have an output of as
low as 30 m3 of mixed concrete per hour, medium plants may have the
output in the range of 100 to 300 m3 of mixed concrete per hour and large
plants may have an output of over 300 m3 of mixed concrete per hour.,
The plants may be manually controlled, semi-automatic or fully auto-
matic ( see 5.1 ). The composition of the plant may also vary depending
upon the type and composition of aggregates, cement, admixtures for
concrete, and various other requirements, such as temperatmc control of
aggregates, mixing water and concrete and above all t11c quality of
concrete expected from the plant.
0.2.2 This performance oriented specification lays down general require-
ments and guide lines for medium and large size centralized bnlching plants
with the object of providing guidance to prospective users and manufac-
turers and for guiding the purchaser in covering all the requisite technical
points in the enquiry or tender notice, and to define the same more
precisely while placing the order on the manufacturer. With suitable
modifications, the specification may also be used for small plants.
0.3 In view of intricate nature of’ such plants and of the variety of
combination of ancillary equipment that may be required under different
conditions, information on many aspects may have to be supplied both by
the user for the guidance of the manufacturer and by the tnanufacturer to
the prospective user, to obtain a true comparative assessment of different
plants available and to ensure that the plant selected is suited to the
conditions prevailing. For this reason, the specification contains clauses
3which call for agreement between the purchaser and the supplier and
which permit the purchaser to use ,his option for selection to suit his
requirements. These clauses are 3.1, 3.1.1, 3.2, 4.2, 5.4, 5.6, 6.5, 7.2, 6.2
and 9.1.
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
should be the same as that of the specified value in this standard.
off valu:
1. SCOPE
1.1 This standard covers the requirements of manual, semfcautomatic or
fully automatic central mix, batching and mixing plant capable of produc-
ing not less than 100 ma/h of mixed concrete. 3
.
2. CAPACITY
2.1 The maximum capacity of the plant shall be LIdsed on the minimum
mixing time cycle, after all materials are put in the mixer ( see 6.1.1).
3. COMPOSITION OF THE PLANT
3.1 The plant shall be capable of accurate batching and mixing of the
following materials, the provision regarding material ( e ) depending upon
prior agreement between the supplier and the purchaser:
a) Cement;
b) Fine aggregate;
c) Coarse aggregate in proportions and size as specified by the
purchaser;
d) Water; and
e) Dis,Deasing arrangements for admixtures, such as, air entraining
agents or water reducing and :et retarding agent or both as
specified by the purchaser.
3.1.1 If so desired by the purchaser, the plant shall also have suitable
arrangements for cooling or heating of concrete. The actual details of the
cooling or heating arrangements shall be as agreed to between the pur-
chaser and the supplier.
*Ruler for rounding off numerical v&e8 (raid).
4IS : 4925- 1968
3.2 Unless otherwise agreed to between the purchaser and the supplier,
the plant shall consist of the following components of suitable size related
to the capacity of the plant:
a) Storage bins for different sizes of aggregates and cement;
b) Batching equipment;
c) Mixers;
d) Control panels;
e) Concrete cooling or heating arrangements ( see 3.1.1 ) ;
f ) Mixing water re-cooling or heating system, or both; and
g) Material feeding and elevating arrangements, when required.
3.2.1 The various components shall conform to the requirements
specified in 4 to 10.
4. STORAGE
4.1 Storage bins shall be provided for different sizes of fine and coarse
aggregates, and cement in a way that the compartments for each type
of material are approximately equal or of sizes to suit the requirements as
defined by the purchaser for specific job applications. Unless otherwise
specified, the cement storage bin shall be centrahy located. The cement
compartment shall be watertight and provided with necessary air vent;
aeration fittings for proper flow of cement and emergency cement cut off
gate. The aggregate storage capacity of bins shall be based on a weight
of 1 800 kg/m3 of the material. Rock ladder shall be provided in 40, 75
and 175 mm compartments, limiting the fall to 1.2 m.
NOTE - The processed aggregate of the grading required by the user will be convey-
ed into the bins of the plant by a suitable means, such as belt conveyor or elevator, or
both belt conveyor from the aggregate plant.
4.1.1 The aggregate and sand as conveyed to the top of the bins shall
be charged by a power-operated ( or manually operated in the case of
smaller plants ), centrally revolving heavy duty chute mounted on central
pivot and capable of operation from the top of bins. The bin tops shall
have necessary provision for locating the drive and truss end of the prescrib-
ed width of inclined belt conveyor or other material feeding and elevating
arrangements.
4.2 Unless otherwise agreed to between the purchaser and the supplier,
the entire plant from mixer floor upward shall be enclosed. If desired by
the purchaser, the plant from mixer floor upwards shall be provided with
insulation. Batch bins shall be constructed so as to be self-cleaning during
draw down. Materials shall be deposited in the batch bins directly over
the discharge gates.
5IS : 4925- 1968
5. BATCHING EQUIPMENT
5.1 Batchers shall be manual or semi-automatic or automatic in accordance
with the requirements given below,,:
a) Mnnz& Batch -- Manual hatcher shall be charged by devices
which arc actuated manually, with the accuracy of the weighing
operation being dependent upon the operator’s visual obser-
vation of the scale. The charging devices may be actuated by
hand or by pneumatic, hydra&c, or electrical power assists.
1~) Semi-Automatic Batch - Semi-automatic hatcher shall be charged
by devices which are separately actuated manually to allow the
material to be weighed but which are actuated automatically
when the designated weight of each material has been reached.
The weighing accuracy shall be lvithin the tolerances specified
in 5.1 (c) (iv).
c) Automatic Butcher - Automatic hatcher shall be charged by devices
which, when actuated by a single starter switch, \%ill automatically
start the weighing operation of each material and stop automati-
cally when the designated weight of each material has been
reached, interlocked in such a manner that:
i) the charging device cannot be actuated until the scale has
returned to zero balance within -& O-3 of 1 percent of the scale
capacity;
ii) the charging device cannot be actuated if the discharge device
is open;
iii) the discharge device cannot be actuated if the charging device
is open; and
iv) the discharge device cannot be actuated until the indicated
material is within the applicable tolerances.
5.11.1 For individual hatchers the following tolerances shall apply, based
on the required weight of the material being weighed:
Percent
Cement and other cementitious t1
materials
Aggregates 52
Water if
Admixture 63
5.1.2 For cumulative hatchers interlocked sequential controls shall be
provided and the above tolerances shall apply to the required cumulative
weight of material as batched.
6IS : 4925- 1968
5.1.3 The minimum weight of any material weighed to which the above
tolerances shall apply is determined by the following formula:
Oe3x sca1ec apac(it iyn k g j = minimum M,eight in kg
Weigh tolerance
( in percent from above )
5.2 The batching equipment shall be such so as to accurately determine
and control the prescribed amounts of various constituent materials for
concrete, that is, water, cement, admixtures, sand and individual size of
coarse aggregate. The amounts of cement and water shall be determined
by separate weighing and that of each size of aggregate shall be determined
by separate weighing. In case of small plants, the amount of each size of
aggregate shall be determined by cumulative weighing. The amounts of each
admixture shall be determined by volumetric measurement for each batch.
5.2.1 Equipment for conveying batched materials from the batch
hoppers to and into the mixer shall be such that there will be no spillage
of the batched materials or overlap of batches. Equipment for handling
cement in the batching plant shall be such as to prevent noticeable increase
of dust in the plant during the measuring and discharging of each batch of
material, If the batching and mixing plant is enclosed, exhaust fans or
other suitable equipment for removing dust shall be installed.
5.3 Batching system shall have rated capacity ( in terms of concrete in a
single batch ) to match the maximum rated size of the mixer that could
be adopted for use with the plant. All the hatchers shall be semi-
automatic or automatic. Semi-automatic or automatic hatchers shall be
operated from the central control panel. To achieve greater accuracy,
the weighing ‘ cut off’ shall be in two stages, that is, ‘ initial ’
and ‘ final ’ ,with necessary jogging action, fox dribble feed as the
final weight is approached. All the weights shall be indicated on respec-
tive dials of the central control panel. Respective scales, hatchers and
dials shall be provided for each of the aggregates, cement, water,
air entraining agent, water reducing agent as required. Cement
hatcher shall be complete with dust preventive arrangements. Emergency
gates shall be included for various hatchers. The scales shall be calibrated
in kilograms. The weighing hoppers shall permit obtaining representative
samples of each material. The weighing and measuring equipment shall
conform to the requirements given in 5.3.1 to 5.3.5. Scale system shall
have provision for necessary adjustments, levelling, aligning, balancing and
calibration from time to time.
5.3.1 Notwithstanding the requirements given in 5.1, the construction
and accuracy of the equipment shall conform to the applicable recluire-
ments of IS : 2722-1964*, except that an accuracy of 0.4 percent over the
entire range of equipment will be required.
*Specification for portable swing weighbatchers for concrete ( single and double bucket
we 1.
7IS : 4925 - 1968
5.3.2 Each weighing unit shall be equipped with a visible springless dial
which will register the scale load at any stage of the weighing operation
from zero to full capacity. The weighing hoppers shall permit the
convenient removal of overweight materials in excess of the prescribed
tolerances. The scales shall be interlocked so that a new batch cannot be
started until the weighing hoppers have been completely emptied of the
last batch and the scales are in balance.
5.3.3 The batching equipment for large size plants shall preferably
include an accurate recorder for making a continuous visible combined
record on a single chart of the separate measurement of each concrete
ingredient including all mixing water, air-entraining agent, and water-
reducing and set-retarding agent. A portion of the recorder chart equiva-
lent to at least 30 minutes of plant operation shall be visible after
recording. The recording equipment shall include facilities for automati-
cally registering on the chart the time of day at intervals of not more than
15 minutes.
5.3.4 The equipment shall be capable of ready adjustment by operator
for compensating for the varying weight of any moisture contained in the
aggregate and for changing the mix proportions.
5.3.5 The equipment shall be capable of controlling the delivery of
material for weighing or volumetric measurement so that the combined
inaccuracies in feeding and measuring during normal operation will not
exceed 1 percent for water; 1 percent for cement; 3 percent for admixtures;
2 percent for sand, 20 mm and 38 mm coarse aggregate; and 3 percent for
75 mm coarse aggregate.
5.4 Batching of water shall be by weight but may be by volume in case of
small plants and the scale shall be suitably calibrated. Reservoir tank for
storage of water and of capacity as agreed to between the purchaser and
the supplier shall be provided above the hatcher and shall be complete
with water piping, float valves and other fittings for direct delivery to
mixers without coming in contact with cement or the aggregate prior to
the mixing operations. Water hatcher shall be such that it can measure
and discharge full batch of specified quantity of water simultaneously and
within the same time as set for the rest of the batch.
5.4.1 In case of small plants where water batching is provided by
volume, water metering arrangement shall be so constructed that the flow
may be cut off automatically after a predetermined volume of water has
gone in or can be stopped manually at any time. Suitable arrangements
shall be included in water meter system so that variations in the water
supply pressure do not effect the rate of delivery and accuracy of the
meter.
5.4.2 The operating mechanism in the water-measuring device shall be
such that leakage will not occur when the valves are closed. The water-
measuring device shall be constructed so that the water will be discharged
8IS: 4925-1968
quickly and freely into the mixer without objectionable dribble from the end
of the discharge pipe. In addition to the water-measuring device, there
shall be supplemental means for measuring and introducing small incre-
ments of water into each mixer when required for final tempering of the
concrete.
5.5 Dispensers, if provided, for air-entraining, water-reducing, set-retard-
ing agents shall have sufficient capacity to measure at one time the full
quantity of the properly diluted solution required for each batch, and
shall be maintained in a clean and freely operating condition. Equipment
for measuring shall be designed for convenient confirmation of the accuracy
of the measurement for each batch and shall be so constructed that the
required quantity can be added only once to each batch.
5.5.1 Batching system for admixtures ( see 3.1) shall be volumetric and
shall be such that the admixture is automatically added to the mixing
water. The quantity may vary up to 400 ml/m3 of concrete. This system
shall include a storage tank of adequate capacity for air-entraining solution
at the hatcher floor for gravity feed, delivery pump from the ground
storage, float switch with automatic start and stop control of the pump to
maintain fixed levels. The feeding of air entraining agent shall be inter-
locked with the mixing water-feeding arrangements.
5.53 The water-reducing, set-retarding agent shall be measured for
each batch by means of a reliable mechanical dispenser. The agent, in a
suitably diluted form, may be added to water containing air-entraining
agent for the batch provided the agents are compatible with each other.
The agent may also be introduced separately to the batch in a portion of
the mixing water.
5.6 The range of each scale shall be as ‘required by the purchaser to suit
the capacity of the batching plant ( see 5.3 ). The purchaser shall indicate
this range in the order or enquiry.
5.7 The materials from the hatchers shall be discharged into an inter-
mediate collecting cone hopper which in turn shall feed the material into
each of the mixers, in turn, by a power-operated, central charging chute
in case the number of mixers is more than 2 and by a 2-way chute in case
number of mixers is limited to 2. The controls of the power-operated
chute shall be located on the central control panel. The, charging chute
operation shall be provided with necessary interlocks to fit into automatic
operation of the plant.
6. MIXERS
6.1 The mixers shall be free fall tilting type, fitted with abrasion resistant
replacable linears and blades conforming to the performance requirements
of IS : 1791-1968”. The number and sizes of the mixer shall commensurate
*Specification for batch type concrete mixers (jirrt revision) .
9IS:4925-1968
with the rated output of the plant based on the mixing time indicated
in 6.1.1.
6.1.1 The mixing time for each batch after all materials, except the full
amount of water, are in the mixer, provided that all the mixing water
shall be introduced before one-fourth the mixing time has elapsed, shall be
as follows:
Capacity of Mixer Time of Mixing
m3 min
up to 2 1s
>> 9, 3 2
,, 7, 4 26
6.1.2 The minimum mixing periods specified are based on standard
speed of rotation of the mixer and of the introduction of the materials,
including water into the mixer. Mixing time shall be increased if and
when the charging and mixing operations fail to produce a concrete batch
which conforms throughout with the foregoing requirements with respect
to adequacy of mixing.
6.2 The concrete as discharged from the mixer shall be uniform in com-
position and consistency throughout the mixed batch and from batch to
batch, except where changes in composition or consistency arc required.
6.3 Mixers in centralized batching and mixing plants shall be so arranged
that mixing action in the mixers can be observed from a location convenient
to the mixing plant operator’s station. In such plants the consistency
of concrete during the mixing process shall also be recorded on the chart
as mentioned in 5.3.3.
6.4 Each mixer shall be equipped with a mechanically or electrically
operated timing and signalling ( or locking ) and metering device which will
indicate and assure the completion of the required mixing period.
6.5 Each mixer shall be complete with electric drive motor and starter, air
or hydraulic operated tilting rams, controls, consistency indicators, etc.
The operation of the mixer shall be controlled from the central control
panel of the plant having necessary indication lights for the entire opera-
tion and adjustable mixing timers for each mixer. The arrangement for
feeding the mixers shall not have any spillage or leaka;:e of water or
cement. Each mixer shall hold a full capacity batch concrete of the
required consistency without undue spilling during rotation. The mixed
concrete shall be discharged into concrete hopper. From the hopper, it
shall be dumped into customer’s concrete trucks or cars mounted on rails
under-neath the plant. For that purpose, clearance of about 3.5 m height
or as required by the purchaser shall be provided under-neath from the
ground for the traffic of concrete carriers.
10IS : 4925 - 1968
6.6 The concrete hopper shall also be provided with concrete sampling
device for taking samples of wet concrete for laboratory tests.
7. CONTROL PANEL
7.1 In case of fully automatic plant, it shall have automatic desk type,
single operator, push-button control panel completely inter-wired and
having the following provisions:
a) Front Located Weight Dials - for each material, or as required.
b) Comblete Ranee of Push Buttons and Indication Lkhts for Batchinp -
thai is, mast& batch and discharge switches, automanual seleitor
switch, manual batch and discharge push buttons, etc. The opera-
tion of batching will be so designed that with a single master
batch switch, all the constituents of the batch, that is, aggregates,
cement, water admixtures ice, etc, shall be automatically batched
and shall be discharged into the mixer in the desired sequence
with a master discharge push button.
Necessary individual switches for manual batching and
discharge of each material shall also be provided. Batching time
for the completed batch for automatic operation shall be clearly
indicated.
c) Quick Mix Selector - unit comprising at least 6 pre-set selections.
Pre-setting of various mix formulae shall be simple and easy.
4 Admixtures Batch Controls
e) Automatic and Individual Counters-for each mix and also the
Totalizer Counter.
f) Trrtlck ,Dump Light - The light shall be turned on from ground
when a truck is in position and yill automatically go off when the
mixer has been dumped. The discharge of the mixer shall be
interlocked with the dump light for this arrangement.
g) Partial Batch Selector Switch - to batch proportioned materials
between 0 to 4 m3 ( may be quoted as an extra optional, if not
provided as standard arrangement on the control panel ).
h) Complete Range of Push Buttons and Indicator Lights for the .\lixers --
The mixer shall automatically stop and give a ready light, when
it has taken the pre-set mixing time. Indicator likhts s!lail
include sucl~ ‘ tilt ‘, ‘right ‘, ‘ ready ’ and start and stop, dump
buttons, etc, for the mixing system.
j) Separate ,Uixing Time - timers having a range of 0 to 10 minutes
minimum for each mixer.
k) Batch and Consistency Recorders
m) Current Meter for Each Mixer
11ISr4925-1968
4 Mixer Charging Chute Opration and Control Push Buttons and Position
Indicator Light - for each mixer charge.
P> Moisture Indicator for Sand
q> Necessary Interlochx for Automatic and Safe Ojeration of the Plant - All
relays used be of heavy duty construction. The panel shall be
made of dust-proof cabinet. All the weighing scales and linkages
shall have strong vibration free connection at the panel. The
control panel and other controls shall be centralized in one
control room for the plant.
r) Any Other Controls - or fittings as per latest design and practice for
mass concrete plants.
7.2 In case of manual or semi-automatic plants, the purchaser shall
specifically indicate as to which of the items given in 7.1 would be required
for the plant.
8. WATER RE-COOLING SYSTEM (OPTIONAL )
8.1 When it is proposed to use chilled water during mixing, necessary
refrigeration equipment shall be quoted capable of cooling water for
mixing . of concrete as required. The chilled, water storage tank shall
be suitably located so as to keep on automatically feeding interim water
storage tank of the water hatcher. The capacity of the chilled water plant
shall commensurate with the rated out-turn of concrete of the batching
and mixing plant. The refrigeration equipment shall be a complete unit
in all respects and shall include compressor using liquid ammonia as
refrigerant, driving gear, motor and starter for the compressor, water
cooler, condenser, purger, necessary safety controls and automatic cut
outs
temperature and pressure, gauges, thermometers, etc. The motor shall
for
be slip ring induction totally enclosed fan cooled type. Consideration shall
be given to the ambient temperatures occuring at site and the insulation
shall be suitable to withstand the tropical conditions.
Narr -The customer shall supply in advance complete information in respect of
climatology of the site, generally in the following form:
a) Height above sea level,
b) Maximum ambient tcmpaature,
c) Minimum ambient temperature,
d) Average rainfall, and
Q Maximum temperature of water for the condenscn and cooling of
compra8on.
8.2 Under critically cold conditions and, if so required by the purchaser,
suitable arrangements for heating of mixing water or other arrangements
for controlling the temperature of concrete shall be provided.
12IS : 4925 - 1968
9. MATERIAL FEEDING AND ELEVATING ARRANGEMENTS
9.1 Suitable arrangements may be provided for elevating cement and
aggregates to the respective compartment bins of the batching plant. This
may be by means of bucket elevator or by pumping of cement from the
storage silos, and belt conveyor system for the aggregates, or any other
equally efficient arrangement. When these arrangements are to be made
by the customer, it should be stated in the enquiry or order.
10. GENERAL REQmMENTS
10.1I rrespective of the foregoing specifications for the plant, which are
broad-based and generalized, the manufacturer or supplier shall ensure
that whole of the equipment shall be complete with all the fixtures, fittings,
accessories and any. other erection material though not specifically detailed in
the specifications. The manufacturer or supplier shall not be liable for any
extra amount in respect of such accessories required for the efficient
operation of the plant, even though these may not have been included
in the specifications.
10.2 The electrical equipment shall be complete with starters for various
motors and all internal wiring and cables and shall conform to the require-
ments of relevant Indian Standards. All motors shall be totally-enclosed
fan-cooled, squirrel-cage slip ring induction type, and entire equipment
capable of satisfactory operation in tropica conditions. All solenoid and
air valves of the plant shall be provided with automatic oiler unit in the
air lines.
10.3 In case the steel structure for the plant is to be fabricated by the
customer locally with his own materials, necessary drawings based on
customer’s materials, for structure shall be furnished by the manufacturer
of the plant in duplicate, at least 3 months before the stipulated date of
delivery of the plant, so that the structure is fabricated for erection before
the delivery of the plant. Such structures shall generally comprise of all
or some of the following:
a) Complete bin structure of the plant with the supporting columns
and supporting structure for the mixers,
b) Concrete dump hopper,
c) Sheeting steel and insulation of the entir&plant,
d) All stairs, ladders and railings,
e) Structure for cooling or heating arrangements for concrete or
mixing water arrangements or both, and
f) Any other items the manufacturer may propose to complete.
10.3.1 Notwithstanding the requirements of 10.2, the manufacturer shall
be responsible that the plant forms a complete working unit of desired
13IS : 4925 - 1968
efficiency, using the items supplied by the manufacturer as well as those
items agreed for manufacture and supply by the customer.
10.3.2 Erection bolts for the bins and supporting structures and
foundation bolts shall be provided by the customer, but the sizes and type
thereof shall be intimated in advance by the manufacturer.
10.4 At the time of offering the equipment, the manufacturer shall furnish
a complete set in triplicate of operation and maintenance manuals, spare
parts catalogue and any other relevant literature required for the plant.
The manufacturer shall also supply duplicate set of drawings of all
installation and erection details, foundation plans, control wiring diagrams,
etc.
10.5 The manufacturer shall give complete specifications of the plant and
equipment offered, and enclose complete illustrations and technical literature
thereof.
10.6 The manufacturer or supplier shall furnish price list of recommended
spare parts for normal 2 year operation ( 5 000 working hours ).
10.7 The price of the following items shall be indicated separately as
optional items:
a) Concrete cooling or heating system,
b) Water re-cooling or heating system or both, and
c) Aggregate belt conveyor drive system.
10.8 When erection of the plant and all civil engineering works including
foundations in connection with the erection and working of the plant are
to be done by the purchaser, the manufacturer shall provide technical
guidance for the same. The manufacturer shall also provide to the user,
technical advice during commissioning and trial runs of the plant.
10.9 The customer shall indicate in advance to the manufacturer or
supplier, the characteristics of the available electric supply at the project.
The customer shall also indicate the pressure at which air would be
available at the mains at the project.
11. GUARANTEE AND WORKMANSHIP
11.1 Notwithstanding any qualification by the customer, the ultimate
responsibiiity for the supply of complete plant and its satisfactory perfor-
mance and out-turn shall rest with the supplier and he shall guarantee
against any defect in the plant, either in design, material or workmanship.
The plant and equipment supplied shall be a complete unit and shall
conform to high standards of engineering design and workmanship.
14BUREAU o,P\‘INDIAN LANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansthe
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg 331 01 37
NEW DELHI 110002 I
’ Eastern : 1114 C.I.T. Scheme VII M. 333: ;6” 325
V.I.P. Road, Maniktola. CALCUTTA 700054
Northern :S C0 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 MIX. Marol, Andherr (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur. AHMADABAO 380001 2 63 48
t 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 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
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
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, 3 31 77
GUWAHATI 781003
5856C L. N. Gupta Marg, ( Nampally Station Road ) 231083
HY DERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 78
Plot No. A-9, House No. 561163. Sindhu Nagar, Kanpur Roao. 5 55 07
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 6 23 05
District Industries Centre Complex, Bagh-e-Ah fvlaidan.
SRINAGAR 190011
T. C. No. 14/1421, University P. 0.. Palayam, g21 04
THIRUVANANTHAPURAM 695034
fnspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51,7t
/
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nag&. 6 24 35
PUNE 411005
-
‘Sales Office Calcutta is at 5 Chowringhea Approach, 27 66 00
P. 0. Princep Street, CALCUTTA
-t Sales Office is at Novelty Chambers, Grant Road’, BOMBAY 89 65 28
$ Sales Office is at Unitv Building, Narasimharajs Square, 22.39 71
BANGALORE
ReprographyU nit, BIS, New Delhi, India
|
2250.pdf
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IS :2260-1981
( Reaffirmed 1990 )
Indian Standard
CODE OF PRACTICE FOR
PREPARATION AND USE OF
MASONRY MORTARS
( First Revision )
Third Reprint FEBRUARY 1993
UDC 691-53 : 694KIl-3
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 7 Jub 1981IS : 2250 - 1981
Indian Standard
CODE OF PRACTICE FOR
PREPARATION AND USE OF
MASONRY MORTARS
( First Revision )
Building Construction Practices Sectional Committee, BDC 13
Chairman
SllR1C.P. MALII<
C-4/38, Safdarjung Development Area,
Npw Delhi
Members Reprcscntittg
S~nr SURAJ S. J. BABADUR Housing & Urban Development Corporation
Limited, New Delhi
SHRI A. N. BAJAJ Forest Research Institute & Colleges, Dehra Dun
SRRI D. R. BATLIVALA Bhabha Atomic Research Centre, Bombay
SHRI J. R. BHALLA Indian Institute of Architects, New Delhi
SHRI M. C. BHARQAVA Public Works Department, Government of Uttar
Pradesh, Lucknow
SERI R. K. MATHUR ( Alternate )
CH;;~E~;INEER ( BLD~S ), PWD, Public Works Department, Government of Tamil
Nadu
SUPERINTENDING ENGINEER,
( SPECIAL BUILDING CIRCLE ),
PWD, MADURA~ ( Alternate )
CEIEF ENQINEER-CUM-ADDITIONAL Public Works Department, Government of
SECRETARY TO TEE GOVERN- Rajasthan
MENT (B&R)
EXECUTIVE ENGINEER
( DESIQN & SPECIFICATION ) ( Alternate )
CHIEF ENGINEER ( NDZ ) Central Public Works Department, New Delhi
SUPERINTENDINGI SURVEYOR
OF WORKS ( NDZ ) ( Alternate )
D 1 R E c T o R ( ARCHITECTURE ), Railway Board ( Ministry of Railways )
RDSO, LUCKNOW
JOINT DIRECTOR ( ARCHITEC-
TURE ), RDSO, LU~ENOW ( Aftemalc )
( Continued on’ page 2 )
0 Copyright 1981
BUREAU OF INDIAN STANDARDS
This Bublication 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:22!.50-'1981
( Conrinucdfrom page 1 )
Members Representing
SHXI H. S. DUQAL Builders’ Association of India, New Delhi
BRIG HARISH CHANDRA ( -4ltcrnote)
San1 B. S. GREWAL Public Works Departmenr, Government of
Punjab, Chandigarh
&KRI R. L. KUMAR Institution of Surveyors, New Delhi
SRRI K. S. KHARB (Alternate )
SHRI M. 2. KURIEN Tata Consulting Engineers, Bombay
SRI G. K. MAJUMDAR Hindustan Prefab Limited, New Delhi
SHRI H. S. PASRICHA ( Alternate )
SHRI R. C. MANGAL Centr$orziding Research Institute ( CSIR ),
SRRI J. P. JAIBINQH ( Altern& )
SRRI R. K. PANDARE Life Insurance Corporation of India, Bombay
DEPUTY CIXIEF ENQINEER
SHRI & N;RTR@o& )
. Public Works & Housing Department, Bombay
SHRI T: K. SARAN Bureau of Public Enterprises ( Ministry of
Finance ), New Delhi
SHRI S. S. KAIMAL ( Alfcrnatc )
SHRI R. D. SINC?H Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI M. G. VIR~ANI ( Alternutc )
SHRI S. R. SIVASWAMY Gammon India Ltd, Bombay
SH~I H. D. MATANQE ( Altcrnafc )
SERI K. S. SRINIVASAN National Buildings Organization, New Delhi
DEPUTY DZ~E~TOR ( Altern& )
SHRI SUSHIL KUMAR National Buildings Construction Corporation Ltd,
New Delhi
SRRI B. T. UNWALLA Concrete Association of India, Bombay
SHXI Y. K. MERTA ( Alternate)
SHRI B. T. UNWALLA Institution of Engineers ( India), Calcutta
SERI JIVAN DATT ( Ailcrnate )
Soar G. RYAN, Director General&$ ( Ex-ojicio Member )
Director ( Civ Engg )
Secretary
SHRI S. SFX GIJPTA
Assistant Director ( Civ Engg ), ~1s
Masonry Construction Subcommittee, BDC 13 : 7
Convcncr
DR R. K. GHOSH Centgraload Research Institute ( CSIR ), New
Members
Cnrss EN~INER~ National Buildings Construction Corporation Ltd,
New Delhi
SIIRI DALJIV SINGH (Altrrmtc)
( Continued on page 31)
2IS:2250-1981
Indian Standard
CODE OF PRACTICE FOR
PREPARATION AND USE OF
MASONRY MORTARS
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
Building Construction Practices Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Choice of masonry mortar is governed by several considerations, such
as type of masonry, situation of use, degree of exposure to weather,
strength re*quirements, besides special considerations like fire resistance,
insulation, rate of setting and hardening, etc. The ingredients for mortar
have also a wide variety. Cementitious ingredients may be cement or
lime or combinations of these and with or without addition of pozzolanas,
plasticizers, etc. The aggregates may be sand, burnt-clay aggregate or
cinder. As many of these ingredients have a wide variation in charac-
teristics, the proportions in which they are to be mixed depend largely on
practical experience with local materials. However, with the development
of standard specifications to govern the quality of cement, lime, sand and
other pozzolanic materials, it is possible to apply some of the basic
principles for selection and use of masonry mortars, which have accrued
as a result of research work in this field in the country and abroad. This
standard is intended to provide such guidance regarding properties and
use of masonry mortars.
0.3 This standard, published in 1965, was intended to bring out a long
felt uniformity in the variety of practices being followed by various
organizations in the country in the preparation of cement mortars, cement
lime mortars and their use is masonry works. A separate standard,
namely IS : 1625, was published in 1962 and revised in 197 1 covering
information regarding properties and preparation of lime mortars and
their use in masonrv works. The Sectional Committee resoonsible for
the preparation of ihis standard, while taking- up this revision, felt that
the requirements for both cement mortars and lime mortars should be
3IS : 2250 - 1981
brought together in one standard. Thus, this revision is prepared
incorporating the provision of IS: 1625-1971” and to incorporate
improvements found necessary in the light of the usage of the standard,
and the suggestions made by various organizations implementing it.
IS : 1625-1971” will be withdrawn with the printing of this revision.
0.3.1 In this revision, number of changes have been incorporated. The
most significant being the gradation of masonry mortars only in terms of.
their minimum compressive strength ( at the age of 28 days), since
proportioning of mortars by loose volume would not allow adjustment to
take care of variations in the quality of the ingredients (see Table 1).
However, volumetric proportioning ( by loose volume ) being the only
practice being followed in the country, mortars in terms of different
nominal mix proportions and which would give the range of above
compressive strengths ( at the age of 28 days ) have also been included in
this revision as a guidance to the users. The technical committee
responsible for the preparation of this revision feels that where facilities
for determining the actual mix proportion corresponding to the specified
grade are not available, the nominal mixes as specified in this revision
may be used. The committee in this respect recognises the existence
of additional mixes other than what has been included in this revision,
which might provide greater flexibility of choice to the users, But it is
f+ that inclusion of all possible combinations might not only burden the
code but also might not be needed for the construction of great majority
of masonry. The committee also appreciates the necessity o[ reflecting
the expected increase in strength of lime based mortars after 28 days,
which is otherwise the basis of gradation of masonry mortars, and feels
the necessity of including a provision for taking advantage of this
expected increased strength. But in the absence of definite technical
data, the concept of substantial growth in strength of lime based mortars
after 28 days is being excluded from the present version. Investigations
are in progress and the information will be added in the standard as
and when available. Further, the method of mixing the ingredients for
various types of mortars has been dealt in detail in this revision and the
method of determining the compressive strength of mortars has been
modified. Only SI units have been used in this revision.
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: 2-19607. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
*Code of practice for preparation of lime mortar for use in buildings (Jirsl reaision )
tRules for rounding off numerical values ( rwirerll.
4IS : 2250 - 1981
1. SCOPE
1.1 This standard covers the preparation of masonry mortars and their
use in masonry works.
NOTE-Use of mud mortars, gypsum mortars and bituminous mortars is not
covered in this standard.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions in addition
to those given in IS : 6508-1972* and IS : 4305-1967t shall apply.
2.1 Mortar - Mortar is a homogeneous mixture, produced by intimately
mixing cementitious materials, water and inert materials, such as sand,
to the required consistency for use in building together with masonry
units.
2.2 Lime Mortar - A mortar containing lime and sand.
2.3 Composite Mortar-A mortar containing cement and lime in
addition to other ingredients.
‘)1
2.4 Grade of Masonry Mortar -The ‘grade’ of a masonry mortar
will be defined by its compressive strength in N/mm2 at the age
of 28 days, as determined by the standard procedure detailed in
Appendix A.
2.5 Consistency -The working consistency of a mortar or plastering
mix as judged by the worker from its behaviour during application. Its
assessment includes characteristics, such as initial fluidity, water
retentivity, etc.
2.6 Hardening -The physio-chemical changes observed in a mortar
due to the effect of one or more of the following phenomena:
a) Absorption of carbon dioxide,
b) Recrystallization, and
c) Chemical reaction.
2.7 Setting - The physical and chemical changes observed in a mortar
mainly due to the hydration of hydraulic constituents of the mortar or
due to the interaction of some of the constituents or a combination of both
the types of reactions.
*Glossary of terms relating to building lime.
tGlossary of terms relating to potizolana.
5IS : 2250 - 1981
2.8 Water Retentivity - The ability of mortars to retain water against
suction and evaporation in general. It is indirectly a measure of the
workability of mortars. It is measured by the flow of mortar when
tested on a standard Aow table before and after application of a specified
suction ( see Appendix C ).
2.9 Workability -That property of freshly mixed mortar which
determines the ease and homogeneity with which it can be mixed, placed,
compacted and finished. It is the amount of energy to overcome
friction and cause full consolidation.
3. NECESSARY INFORMATION
3.1 Proper selection of mortars for various uses depends upon the
following factors:
4 Type of masonry, namely brick work, stone work, concrete
block work, etc, and strength of individual masonry unit;
b) Situation of use of the masonry, namely, whether in foundation,
superstructure, etc. Conditions of surrounding soil in the case
of foundation work;
c) Load which the masonry will have to bear;
4 Conditions of exposure to weather or soil conditions in the case
of masonry buried below ground level;
e) Type and grading of fine aggregates to be used in the mortar,
namely, whether sand, burnt-clay aggregate or cinder aggregate;
f 1 In the case of hydraulic structures weathering conditions under
water contact and under water head action; and
9) In case of use in storage of acidic or alkaline substances like
fertilizers.
4. MATERIALS
4.1 Cement - Cement used in the preparation of masonry mortar shall
conform to either IS : 269-I 976* or 4551976t or IS : 1489-1976: or
*Specification for ordinary and low heat Portland cement ( third revision).
tSpecification for Portland slag cement f third r&ion ).
$Specification for Portland-pozzolana cement ( second rcuirion i..IS : 2250 - 1981
IS : 3466-1967* or IS : 8041-1978t or IS : 8043-1978: and IS : 8112-19769.
4.2 Fine Aggregate
4.2.1 Sand - shall conform to IS : 2116-l 98Ojl.
4.2.2 Burnt-clay, fly ash and cinder aggregate shall conform to
IS: 3182-19751, IS : 3812 ( Part III)-1966** and IS : 2686-1977tf.
4.3 Lime - shall conform to IS : 712-1973$$.
4.3.1 Hydraulic and semihydraulic limes corresponding to class A, B
and E of IS : 712-1973:: are eminently suitable for use in masonry
mortars, whereas fat limes corresponding to class C and D will require
mixing of burnt clay pozzolana or other pozzolanic materials. Class
C and D limes may also be used with addition of cement and pozzolanic
materials.
4.3.2 Class A lime of IS : 712-1973:: shall be supplied as hydrated lime
alone. Class B, C, D and E lime as specified in IS : 712-1973:: shall be
supplied both as quick lime and hydrated lime. Quick lime shall never
be used for structural purpose. It must be slacked first. Slaking at
site of work shall be done in accordance with IS : 1635-1975&
NOTE - The quality and characteristics of lime are considerably influenced by
the method of slaking in addition to the chemical composition. Also, inadequately
slaked particles of lime will continue to hydrate after the lime is used in the mortar
and consequently lead to defects, such as popping, blowing, crack development,
etc.
4.4 Lime Pozzolaha Mixture - shall conform to IS : 4098-19671111.
*Specification for masonry cement (/;rst r&&n ).
tSpecification for rapid hardening Portland cement (jirst reuision).
$Specification for hydrophobic Portland cement (jr& revision) .
§Specification for high strength ordinary Portland cement.
l/Specification for sand for masonry mortars (Jirst reviFLm) .
7JSpecification for broken brick ( burnt clay) fine aggregate for use in lime mortar
( jirst r &ion ) .
**Specification for fly ash: ‘Part III For use as fine aggregate for mortar and
concrete.
ttSpecification for cinder aggregates for use in lime concrete (JirJt revision).
$tSpecification for building limes ( second reuision) .
$$Code of practice for field slacking of building lime and preparation of putty
(first revision) .
l!JSpecification for lime-pozzolana mixture.
7IS : 2250 - 1981
4.5 Pozzolana
4.5.1 Burnt Clay Pozzolana - shall conform to IS: 1344-1968*.
4.5.2 & Ash - shall conform to IS : 3812 ( Part I )-19667.
4.6 Water - Water used for making masonry mortars shall be clean
and free from injurious quantities of deleterious materials. Potable water
is generally considered satisfactory for use in masonry mortar. For
further requirements regarding limits of deleterious materials permitted
reference may be made to IS : 456-1978:.
4.7 Storage of Materials - Storage of materials shall Be in accordance
with IS : 4082-19779.
5. DESIGN CONSIDERATIONS
5.1 Durability
5.1.1 The durability of masonry mortars depends upon the following
factors:
a) Volumetric changes during the process of setting, hardening, and
later due to temperature variations or due to moisture move-
ments in the surroundings, and the extent to which the mortar
will internally accommodate the stresses induced by these
volumetric changes before yielding;
b) The nature and distribution of the resulting cracks, whether as
fine cracks well-distributed throughout or large localized
cracks;
c) The extent to which the bond between the mortar and the
masonry units is ruptured by volumetric changes and structural
movements resulting not only in reduction in strength of masonry
but also in provision of channels of seepage for water and other
solution into the masonry which would further the process of
deterioration; and
d) Resistance to chemical attack in aggressive environment.
“Specification for burnt clay pozzolana (jrst re:~irion ).
@pecification for fly ash: Part I For use as pozzolana.
SCode of practice for plain and reinforced concrete ( third rmision) .
SRecommendations on stacking and storage of construction materials at site
( /id reoision) .
8IS:2250 -1981
5.1.2 All mortars are likely to deteriorate to a greater or lesser extent
under prolonged exposure to the environment. The rate of deterioration
depends not only upon the composition of the mar-tar, but also upon
thorough, uniform and intimate mixing and the workmanship in laying
the masonry.
5.1.3 E$ect of Volume Change
5.1.3.1 In the early stages, when mortar is green, temperature
fluctuations and variations in moisture content cause volume changes
that are detrimental to a masonry mortar in course of time. Generally,
the effect of temperature fluctuations is negligible compared to that of
moisture variation. If there is excessive volume change due to alternate
wetting and drying, the bond between the mortar and the masonry is
liable to be destroyed, causing cracks to appear in the hard set mortar.
5.1.3.2 Since lime mortars undergo only negligible volume change
after setting and initial shrinkage and the hardening of the mortar is
also a slow process, the mortar is able to retain its bond with the masonry
unit and be free from cracks.
5.1.3.3 Lime mortars are also able to take normal movements in
masonry mortar caused by volume changes by virtue of internal
accommodation; in this process it will undergo elastic or creep deformations
and may recover fully or partly. The extensibility of masonry mortar,
which indicates its capacity for internal accommodation, ranges from 2
to 3 x 10-4. This is generally larger than the volume change
( maximum shrinkage) that normally occurs in lime mortars on
hardening. Because of the accommodation of the mortar, the stresses
that develop due to various deformations, such as expansion, contraction
and deflection, will get distributed in the mortar and their intensities
will be low.
5.1.4 Resistance to Sulphate Attack - The sources of sulphate giving rise
to this trouble will be:
a) in exceptional circumstances, sulphate derived from the brick
constituting the masonry unit;
b) sulphate contained in the sand or fine aggregate use-l in the
mortar where sulphate content in these has to be allowed high
from economic consideration; and
c) sulphate from soil in the case of masonry in contact with soil.
5.1.4.1 The cement in the mortar will undergo expansive reaction
in the presence of sulphate, which will lead to cracks in the mortar.
Where serious sulphate attack is expected, Portland slag cement, or
9---.-..__
r
IS:2250 - 1981
Portland pozzolana cement may preferably be used instead of ordinary
Portland cement. Other general precautions to be taken against sulphate
attack in masonry design as well as workmanship are covered in
IS: 2212-1962*.
5.2 Hardening of Mortar-A masonry mortar should harden at
such a rate that it causes no delay in the progress of work, but at the
same time it is able to retain its plastic properties for a sufficient interval
till the initial shrinkage of the mortor is complete. This will minimize
the danger of cracks and opening of joints in masonry. The rate of
hardening of lime mortars is slower than that of cement mortars, but is
satisfactory for most of the normal building works, except where high
strength is required.
5.3 Strength Development
5.3.1 Strength development is an, important requirement before
masonry is loaded to the full extent, and the rate of construction should
synchronize&th the development of the strength on masonry, particularly
in the case of masonry with weak mortars, Extra time shall be allowed
for hardening of mortar when the atmospheric temperature during
construction is very low ( minimum 5% in 24 h ). The period will have
to be increased by 100 percent for the time during which the temperature
remains below 5°C and by 50 percent for the time when temperature is
between 5 and 10°C.
5.3.2 The strength of lime mortars is dependent on the class of lime
(see IS: 712-1973t) and other constituents used in the mortar
(see Table 1 ). Incorporation of cement and/or pozzolana in lime mortar
mixes made with Class B and Class E lime will increase the strength and
rate of hardening of the mortars without appreciably reducing
workability.
5.4 Qpantity of Water-The quantity of water to be added to the
mortar shall be such that the working consistency (see 2.1 ) is obtained.
Excess water shall be avoided.
6. GRADE OF MORTAR
6.1 Masonry mortars shall preferably be specified by the grade in terms
of their minimum compressive strength as given in Table 1. Masonry
mortars in terms of mix proportion which gives the range of compressive
strength ( at the age of 28 days ) values are also given in Table 1 for
guidance.
NOTE - The compressive strength of mortar shall be determined in accordance
with the procedure given in Appendix A.
*Code of practice for brickwork.
+Specification for building limes (second r&ion j.
10IS:2250 - 1981
TABLE 1 GRADE OF MASONRY MORTARS
(Clauses 0.3.1, 5.3.2 and 6.1 )
SL GRADE MORTAR MIX ( BY LOOSE VOLU~ME) C~MPRESJIVE
No ~-__-_._--__-_- h-_----_-_--7 STRENGTHAT
kkment Lime Pozzolana Lime Sand 28 DAYS
Pozzolana
Mixture
(1) (2) (3) (4) (5) (6) (7) (8)
N/mm’
1 MM 0.5 0 1RorE 0 0 3
2 0 0 0 1.25 I 0’5 to 0.7
( .;-7 )
3 0 lC0rD 1 2 J
4 MM 0.7 0 0 0 1.5 1
( LG-20 )
5 0 0 0 2.25 ;
(LF$)
6 1 3CorD 0 12 0.7 to 1’5
I
7 1 0 0 0
8 1 0 0.4’ 0 81 0 J
9 MM 1.5 0 0 0 1.25 1
( ,.;-20 )
10 0 0 0 2 1
11 1 0 0 ( Lpd40 ) I
7 : 1’5 to2
12 1 0 0.4” 0 8.75 1
13 0 1A 0 0 3 J
14 MM2 0 1A 0 0 1
2
15 0 1CorD 3’ 0 0 i
16 1 2C or D 0 0 9 ) 2to3
17 0 0 0 1
( LPI-20 )
18 0 0 0 l-75 J
( Llh )
( Continued)1s :2250 - 1981
TABLE 1 GRADE OF MASONRY MORTARS -. Contd
GRAPE MQRTAR MIX (BY LOOSE Vo~unm) COIRPRESSI~E
No -- h__________~ STRENGTH AT
‘Cement Lime Pozzolana Lime Sand 28 DAYS
Pozzolana ’
Mixture
(1) (2) (3) (4) (5) (6) (7; (8)
N/mm2
19 MM3 0 1CorD ‘” 0 *O
20 1 1CorD 0 0 ’ 0 1
21 1 0 rl 0 6 I
22 0 If1 0 0 1 i
23 1t 0 0.21’ 0 .4.2 i 3 to j
24 0 0 0 I.5 1
( +o ‘I /
25 1 0 0.4’ ’ 7.5 /
26 MM3 1 0 0 a 12 j
CL?-20 1 I J
27 MM5 1 0 to f E, c, 0 0 4 -j
D or E
28 1 0 0 0
29 0 0 0 : i 5t07.5
( 1.$4” )
30 1 0 0’4 6’25
31 1 0 0.4 0 5 J
32 MM 7.5 1 &Cor D .O 0 3 1
33 1 ;tC0rD 0 0 4.5 1
34 1 0 0 0 4 ’
35 1t 0’ o-2* 0 i” 1 7.5 and abdvc~
36 1 0 0 0
37 I 0 0.4 0 3.75 I
.38 MM 7.5 1 0 0 8 I
( Lp1-20 ) J
NOTE 1 - A, B, C, D and E denote the classses of limes to be used [see
IS : 712-1973 Specification for building lime ( revised) 1.
NOTE 2-The strength values of lime mortars given in the table are after wet
grinding of the mortar ingredients.
NATE 3 - The cofnpressive strength shall be determined in accordance with the
procedure given in Appendix A.
*Pozzolana ofminimum lime reactivity of 4 N/mm*.
tThis ratio by voltime corrospondes approximately to cement pozzolana ratio
of 0.8 : 0.2. bv weight. In this case, only ordinary Portland cement is to be used
[see IS,: 269-1976 Specification for ordinary rapid hardening and low heat Portland
cement ( third r&ion ) 1.
12IS :~2250 - 1981
7. CRITERIA FOR SELECTION OF MASONRY MORTARS
7.1 The selection of masonry mortars from durability considerations
will have to cover both the loading and exposure conditions of the
masonry. The requirements for masonry mortar shall generally be as
specified in 7.1.1 to 7.1.6 (see also Table 1 ). .
7.1.1 In the case of masonry exp’osed frequently to rains and where
there is further protection by way of plastering or rendering or other
finishes, the grade of mortar shall not be less than MM 0.7 but shall
preferably be of grade MM 2. Where no protection is provided, the
grade of mortar for external walls shall riot be less than MM 2.
7.1.2 In the case of load bearing internal walls, the grade of mortar
shall preferably be MM 0.7 or more for high durability but in no case
less than MM O-5.
7.1.3 In the case of masonry in foundations laid below damp-proof
course, the grades of morter for use in masonry shall be as specified
below:
a) Where soil has little moisture, masonry mortar of grade not
less than MM 0.7 shall be used;
b) Where soil is very damp, masonry mortar of grade preferably
MM 2 or more shall be used. But in no case shall the grade
of mortar be less than MM 0’7; and
c) Where soil is saturated with water, masonry mortar of grade
MM 3 shall be used but in no case shall the grade of mortar
be less than MM 2.
7.1.4 For masonry in buildings’ subject to vibration of machinery, the
grade of mortar shall not be less than MM 3.
7.1.5 For parapets, where the height is greater than thrice the
thickness, the grade of masonry mortar used shall not be less than MM 3.
In the case of low parapets, the grade of mortar shall be the same as
used in the wall masonry below..
7.1.6 The grade of mortar for bedding joints in masonry with large
concrete blocks shall not be less than MM 3.
8. PREPARATION OF MASONRY MORTARS
8.1 Proportioning - Cement shall be proportioned only by full bags.
Hydrated lime, pozzolana and, aggregates shall be measured by volume
using gauge boxes of suitable capacity.
13IS : 2250 - 1981
8.1.1 The quantities of some of the ingredients for measurement may
also be taken on the basis of the unit weight. The unit weight of some
of the materials in loosely placed condition are given in Table 2 for
conversion from weight to volume.
TABLE 2 UNIT WEIGHT OF MATERIALS IN LOOSELY PLACED
CONDITION
SL MATERIAL UNIT WEIGHT
No. g/m?
9 Sand ( dry ) Variable
( seeN ote )
ii) Lime-pozzolana
mixture 700 to 840 ,
iii) Pozzolana:
a) Burnt-clay
pozzolana 775 to 945
b) Fly ash 570 to 600
iv) Dry hydrated
lime 630 to 770
NOTE 1 -Loosely placed condition is achieved by pouring or filling the material
in the container loosely, that is, without giving any jerk to the container.
NOTE 2 -The unit weight of dry and loose sand shall be found by actual field
measurement.
8.2 Preparation of Cement Mortar - Mixing shall be done
preferably in a mechanical mixer. If done by hand, the operation shall be
carried out on a clean watertight platform. Cement and sand shall be
mixed dry in the required proportions to obtain a uniform colour. The
required quantity of water shall then be added and the mortar mixed to
produce a workable consistency. In the case of mechanical mixing, the
mortar shall be mixed for at least three minutes after addition of water;
in the case of hand mixing, the mortar shall be hold back and forth for
5 to 10 minutes with addition of water.
8.2.1 Generally, only as much quantity of cement mortar as would be
sufficient for 30 minutes, work shall be mixed at a time.
14IS : 2250 - 1981
8.3 Preparation of Lime Mortar
8.3.1 Slaking of Lime - If lime is supplied in the form of quick lime,
it shall be slaked and run into putty, if necessary, in accordance with
IS : 1635-1975*.
8.3.2 Mixing of Lime Mortars
8.3.2.1 Putty and sand in the specified proportions shall be mixed
with or without addition of water on a dry waterproof platform or in a
mixer. The mix shall then be fed into a mortar mill with the required
addition of water. The mortar shall be raked continuously during
grinding, particularly in the angular edges of the mortar mill. Water
may be added during grinding as required, but care shall be takennot
to add more water than to bring the material to the working consistency.
The mixing shall be done till every particle of the aggregate is coated
uniformly with the cementitious material.
NOTE - Grinding of lime mortars shall be done, if necessary.
8.3.2.2 Dry hydrated lime and sand in specified proportions shall be
mixed dry first and shall then be fed into a mortar mill with required
additions of water. The mixing shall be done in accordance
with 8.3.2.1.
NOTE- When factory made dry hydrated lime conforming fo IS : 712-19731 is
used, grinding of the lime and sand in the mortar mill is not necessary.
8.3.3 Generally, only as much quantity of lime mortar ( except
made with Class A lime ) as would be sufficient for day’s work shall be
mixed at a time. If eminently hydraulic lime ( Class A ) is present as an
ingredient, the ‘mortar shall be used within 4 hours after grinding.
8.4 Preparation of Composite Mortar
8.4.1 Where coarse sand is used, the lime putty and sand in the
required proportions shall, after preliminary mixing tin a watertight
platform, with necessary addition of water, be ground in a mortar mill
taking care to rake up continuously the mortar particularly at the corners,
and also adding water as and when required during grinding. This mix
shall then be transferred to a mechanical mixer to which the required
quantity of cement is added and the content mixed for at least three
minutes.
*Code of practice for field slaking of building lime and preparation of putty
(Jirst revision) .
tspecificatinn for building limes ( second reuision ).
15IS:2250-1981
8.4.2W here fine sand is used, the mixing operations shall be done in
the same manner as in 8.4.1, except that grinding may be omitted for the
preliminary mixing of lime putty and sand.
NOTE- When factory made dry hydrated lime conforming to IS : 712-1973* is
used, grinding of lime and sand in the mortar mill is not necessary.
8.4.3I f the mixture of lime putty and sand is not used immediately
for mixing with cement, it shall be kept protected from drying out till the
time of use.
8.4.4 When adding water in the mortar during mixing operations, it
shall be ensured that it is added only to the extent necessary for obtaining
working consistency for the mortar and not more.
8.4.5 Where pozzolana is used in the mortar, the pozzolana shall first
be mixed with the lime in the specified proportions and ground in a
mortar mill with the addition of required quantity of water. Sand
shall then be added to the mix and mixing and grinding repeated till
every aggregate particle gets coated uniformly with the cementitious
material. Mixing after addition of cement shall be done in the same
manner as described in 8.4.1 in a mechanical mixer.
8.4.6 Generally, only as much quantity of composite mortar as would
be sufficient for 4 hours, work shall be mixed at a time.
8.5 Preparation of Mortars Using Lime-PoLzolana Mixtures -
Mortars using lime-pozzolana mixtures shall be prepared in the same
manner as described in 8.2.
8.5.1M ortars with lime-pozzolana mixture of type LP 20 and LP 40
as binder shall be used within 4 hours from the time of mixing of the
mortar, whereas mortars which have hydraulic lime ( Class B ) or fatlime
( Class C ) and pozzolana or lime-pozzola.na mixture of type LP 7 as
ingredients, but do not have either Portland cement or eminently
hydraulic lime ( Class A ) shall be used within 12 to 24 hours from the
time of mixing of the mortar.
8.6 Retempering of Mortars
8.6.1 In the case of mortar using cement, the mortar that has stiffened
because of evaporation of water from the mortar may be re-tempered by
adding water as frequently as needed to restore the requirements of
consistency. But this re-tempering shall be permitted only within tj0
minutes from the time of addition of cement.
*Specification for huilding limes ( second reoision ).
16IS : 2250 - 1981
9. CONSISTENCY OF MASONRY MORTARS
9.1 The working consistency of the mortar is usually judged by the worker
during application. The water should be enough to maintain the
fluidity of the mortar during application, but at the same time it shall
not be excessive leading to segregation of aggregates from the cementi-
tious material. ‘The quantity of water needed for maintaining
consistency or fluidity will also depend upon the masonry to which the
mortar is used; for example, thinner joints will require greater fluidity;
bed joints subject to heavy pressure may require stiffer mortar. Also, the
mortar should be able to hold the water against suction by the masonry
unit, particularly in the case of burnt clay and concrete products.
9.1.1 The consistency of mortars shall be measured in accordance with
the procedure given in Appendix B and the following values of depth of
penetration are recommended.
For laying walls with solid bricks 90 to 130 mm
For laying perforated bricks 70 to 80 mm
For filling cavities 130 to 150 mm
9.2 Water Retentivity --Measurement of water retentivity may be
necessary only in the case where mortar is to be used with masonry unit
which has got high suction characteristics. Water retentivity shall be
determined as described in Appendix C and the flow after suction in the
test shall not be less than 70 percent of the flow before suction.
10. SAMPLING OF FRESHLY MIXED MASONRY MORTARS
10.1 Apparatus - The following apparatus is required:
a) According to the method being used, either a metal receptacle
ofnot less than 1 litre capacity or a scoop; and
b) Airtight containers.
10.2 Procedure - Samples shall be obtained by taking uniformly
distributed increments ( preferably from material in motion, provided
this can be carried out in safety ), and mixed to form a thoroughly
combined bulk sample. The number of increments and the size of bulk
sample necessary will depend upon the quality of the material and its
variability and the accuracy of the test results required.
10.2.1 Batch Mixes -The mortar shall be sampled at the discharge
point of a batch from the mixer. Not less than three increments shall
be taken at about the times when one-quarter, one-half and three-
quarters of the batch have been discharged. The increments shall be
17IS :2250 - 1981
taken by passing the dry, clean, metal receptacle across the stream of
mortar in such a manner as to coliect a thoroughly representative sample
of mortar.
18.2.2 Hand Mixes - The mortar shall be turned over with clean, dry
shovel and samples taken by means of the scoop at regular spacings
throughout the mass.
10.2.3 Heaps - In the case of heaps, the increments shall be taken from
material well below the surface in at least twelve different places in the
mass, distributed in a regular manner, so as to ensure, when mixed,
a thoroughly representative combined sample.
10.2.4 Reduction of Bulk Sample - The increments or sub-samples taken
in accordance with any of the methods described above shall immediately
be combined and thoroughly mixed and reduced to a sample of not less
than 10 kg and placed in one or more airtight containers.
NOTE- If consistency test is to be made on a sample, arrangements shall be
made to carry out the tests at the point of sampling.
10.3 Particulars of Sample - The following particulars shall be
recorded and the sample container marked accordingly:
a) The date,
b) Place and method of sampling, and
c) The date of preparation and the quantity of the batch or
consignment.
APPENDIX A
( Clauses 2.4, 6.1, and Table 1 )
DETERMINATION OF COMPRESSIVE STRENGTH OF
MASONRY MORTAR
A-l. OBJECT
A-l.1 To determine the compressive strength of the masonry mortars.
A-2. APPARATUS
A-2.1 Scales - The scales used in weighing materials for mortar mixes
shall conform to the following requirements:
On scales in use, the permissible variation at a load of 2 000 g
shall be & 2.0 g. The permissible variation on new scales shall be
one-half of this value. The sensibility reciprocal shall be not
greater than twice the permissible variation.
18IS t 2250 - 1981
A-2.2 Specimen and Moulds - The test specimens shall be cubes of
size 50 mm and shall conform to the requirements given in A-2.2.1.
A-2.2.1 Cube Moulds - The moulds for the 50 mm cube specimen shall
be metal not attacked by cement, cement-pozzolana mixture or lime-
pozzolana mixture and there shall be sufficient strength and stiffness to
prevent spreading and warping. The moulds shall be rigidly constructed
in such a manner as to facilitate the removal of the moulded specimen
without damage. The moulds shall be machined so that when assembled
ready for use, the dimensions and internal faces shall be accurate to the
following limits:
The height of the mould and the distance between the opposite
faces shall be 50 f O-1 mm. The angle between adjacent interior
faces and between interior faces and top and bottom planes of the
mould shall be 90 f 0.5 degrees. The interior faces of the moulds
shall be plane surfaces with a permissible variation of 0.03 mm.
Each mould shall be provided with a base plate having a plane
surface machined to a tolerance O-10 mm and made of non-
absorbent, non-corridible and non-reactive material. The base
plate shall be of such dimensions as to support the mould during
the filling without leakage.
The parts of the mould when assembled shall be positively held
together, and suitable methods of ensuring this, both during the
filling and on subsequent removal of the filled mould, shall be
provided in order to prevent the moulded specimen from damage.
A-2.3 Mixing Apparatus - The mixing apparatus shall conform to the
requirements specified in A-2.3.1 and A-2.3.2.
A-2.3.1, Mixer - The mixer shall be an electrically driven mechanical
mixer which shall consist essentially of the following:
a) A stainless steel mixing bowl with a nominal capacity of 5 litres
of the shape and dimensions as shown in Fig. 1 and provided
with rneans by which it can be securely fixed to the mixing frame
during mixing, and
b) A mixer blade of the form and dimensions shown in Fig. 2
revolving about its axis as it is driven in a planetary movement
around the bowl by an electric motor.
A-2.3.1.1 The two directions of rotation shall be opposite. The
speed of rotation during mixing shall be as follows:
a) Blade revolving about its own axis 140 f 5 rev/min
b) Planetary movement 62 f. 5 rev/min
NOTE - The above bowl and blade shall be used when the mass of the solid
material including putty is between 3 and 4.5 kg.
19IS : 2250 - 1981
--200 DIA
3 R- I
1
__ ____
f3 -_---_-_--e-m _______________________
r +-. -- -_ -r_ _= -=_:‘==_=3 c,
==r-pf
,
,&
4 1 1 SIDE HANDLE
1
\ :
‘t= -
k -BACK BOWL z_-;
PIN ASSY
All dimensions in millimetres.
FIG. 1 MIXING BOWL
20IS : 2250 - 1981
All dimensions in millimetres.
FIG. 2 PADDLE
21IS : 2250 - 1981
A-2.3.2 A plastic scraper.
A-2.4T amping Rod- A metal bar 25 mm square and 200 mm long.
A-2.5 Trowel -This shall have a steel blade 100 to 150 mm in length
with straight edges.
A-2.6 Flow Table - The flow table shall be as given in IS : 5512-1969*.
A-3. PREPARATION OF MOULDS
A-3.1 The interior faces of the specimen moulds shall be thinly covered
with mineral oil or light cup grease. After the moulds are assembled,
excessive oil or grease shall be removed from the interior faces and the
top and bottom surfaces of each mould. Moulds shall then be set on
plane, non-absorbent non-corrodible and non-reactive base plates that
have been thinly coated with mineral oil, petralatum, or light cup
grease.
A-4. PREPARATION OF MORTAR
A-4.1 The mortar shall be of the materials and proportions intended for
use in the construction mixed to give a flow of 110 to 115. The mixing
procedure for sample made in the laboratory shall be as given
in A-4.2.1.
A-4.1.1 Trial Mixing - Trial mortars shall be made with specified
proportion of dry ingredients and adding different percentages of water
wtil the specified flow is obtained. Each trial shall be made with fresh
mortars, The mixing shall be done mechanically as described
in A-4.1.1.1 to’ A-4.1.1.5.
A-4.1.1.1 The mixing of the ingredients shall be carried out at a
temperature of 27 & 2°C and all ingredients before mixing shall be
brought to the same temperature.
A-4.1.1.2 The dry ingredients shall then be placed in the mixing
bowl and mixed for 30 seconds. Over the next 30 seconds, while mixing,
water shall be poured at a uniform rate into the bowl and the mixing
shall be continued for 60 seconds.
A-4.1.1.3 The mixer shall then be stopped and the paddle and sides
of the bowl shall be cleaned down in about 15 seconds with the plastic
scraper. The bowl shall be covered with a damp cloth and the mortar
be allowed to stand for a period of 10 minutes.
*Specification for flow table for use in tests of hydraulic cements and pozzolanic
materials.
22IS:2250 - 1981
A-4.1.1.4 The mortar shall then be remixed for 60 seconds.
A-4.1.1.5 When using lime putty, the procedure shall be as described
above, except that the sand and lime putty shall be premixed by hand
or in the mixer until the lime appears to be uniformly distributed.
A-4.2 Remixing of Mortars in the Laboratory - Samples of mortar
received in the laboratory for testing shall be examined for any leakage or
evaporation and segregation or bleeding of the liquid. The whole of the
sample, with any liquid which has separated or has condensed inside the
container, shall be transferred as completely as possible to an
impermeable working surface and remixed, using a trowel, until it
appears homogeneous.
A-4.2.1 The top of the flow table shall be carefully wiped clean,
dried and the flow mould shall be placed at the centre. A layer of
mortar about 25 mm in thickness and mixed in accordance with A-4.1.1
shall be placed in the mould and tamped 20 times with the tamping rod.
The tamping pressure shall be just sufficient to ensure uniform filling of
the mould. The mould shall then be filled to overflow with mortar
and tamped, as specified for the first layer. The mortar shall be cut off
plane and level with the top of the mould by drawing the straight edge
of a trowel ( held perpendicular to the mould) with a sawing motion
across the top of the mould. The top of the table shall be wiped clean
and dried, taking care to remove any water from around the edge of the
flow mould. The mould shall then be lifted away from the mortar and
the flow table shall be immediately dropped through a height of 12.5 mm,
25 times in 15 seconds. The flow is the resulting increase in average
base diameter of the mortar mass, measured on at least four diameters
at approximately equispaced intervals expressed as a percentage of the
original base diameter.
A-5. TEST SPECIMENS
A-5.1 Cubes -The mould as prepared under A-3.1 shall be filled with
the mortar to about half height and the layer compacted by tamping it
with the tamping rod ( see A-2.4 ) in a uniform manner over the mortar
surface in such a way as to produce full compaction of the mortar with
neither segregation nor excessive laitance. The mould shall then be
completely filled and the upper layer of the mortar compacted in a
similar manner, after which the surface of the mortar shall be struck off
plane and level with the top of the mould, using a trowel ( see A-2.5 ).
A-5.2 Curing and Storage of Test Specimens - The specimens shall
be stored at a place free from vibration, either in moist air at a temperature
of 27 f 2°C and relative humidity of not less than 90 percent or under
damp sacks, matting or other suitable damp material covered
23IS : 2250 - 1981
completely with polyethylene or other similar imprevious sheeting, at a
temperature of 27 f 2°C for 1 to 3 days, depending on the early
strength of the mortar, from the time of adding the water to the other
ingredients. The specimen shall then be marked for later identifications,
removed from the moulds and stored in clean water until the time of test.
The temperature of the storage water shall be 27 f 2°C.
NOTE - Lime mortar cubes may, however, be stored in the laboratory air at a
temperature of 27 & 2°C for the entire curing period.
A-5.2.1 When cubes are made at site, records of the maximum and
minimum air and water storage temperature shall be kept during the
period, using maximum and minimum thermometers or continuous
recording instruments. The cubes shall be sent to the testing laboratory
when they are not less than 3 days nor more than 7 days old, well
packed in damp sand or in wet sacks, and when necessary enclosed in
polyethylene bag or sealed container, SO that they arrive at the laboratory
in a damp condition not less than 24 h before the time of test. On
arrival at the testing laboratory, the cubes shall be stored in clean water
maintained at a temperature of 27 f 2°C until the time of test.
A-5.3 Number of Specimens - Three or more specimens shall be
made for each period of test specified.
A-6. PROCEDURE
A-6.1 The specimen shall be tested immediately on removal from the
curing water in which it has been stored and while it is still in a wet
condition. Any loose material shall be removed from the sides of the
specimen. The dimensions of the specimen shall be noted before testing.
The bearing surfaces of the testing machine shall be wiped clean and the
specimen shall be placed in the machine in such a manner that the load
shall be applied to opposite sides of the cube as cast, that is, not to the
top and bottom.
A-6.2 The axis of the cube shall be carefully aligned with the centre of
thrust of steel plates bearing the testing machine. No packing other than
auxiliary steel plates shall be used between the faces of the specimen and
steel platens of the testing machine.
A-6.3 The load on the specimen shall be applied without shock and at a
uniform rate of 2N/mm2 to 6N/mm* per minute until failure occurs.
A-6.4 The maximum load at failure shall be noted.
24IS: 2250 -1981
A-7. CALCULATION
A-7.1 The compressive strength shall be calculated as follows:
Maximum load at failure (N)
ComPressive strength (N/mm”) = Cross-sectional area ( mm2 )
A-7.1.1 The individual results shall be calculated to the nearest
0.05 N/mm2.
A-8. REPORT
A-8.1 The average of all the determinations shall be reported.
APPENDIX B
(Clause 9.1.1 )
DETERMINATION OF CONSISTENCY OF MASONRY
MORTAR
B-l. OBJECT
B-l.1 To determine the consistency of masonry mortar.
B-2. APPARATUS
B-2.1 This shall consist of a standard cone weighing 300 f 2 g, 150 mm
in height, and a diameter at a base of 75 mm. The cone is mounted on
a vertical shaft fastened to an adjustable holder. The holder has a
mechanism which releases the shaft. The apparatus has also an
instrument dial which records the depth of penetration of the cone into
the mortar mix kept in a conical container below.
B-2.1.1 The conical container for mortar shall be 180 mm deep with a
diameter at top of 150 mm.
B-2.2 Flow Table - This shall be as given in IS : 5512-1969*.
B-3. PROCEDURE
B-3.1 The conical container shall be filled with mortar mix -to a level
that is 1 cm below its rim. Mortar mix shall be placed in a conical
mould in one continuous operation and shall be compacted by tamping
*Specification for flow table for use in tests of hydraulic cements and pozzolanic
materials.
25IS : 2250 - 1981
rod as given in A-2.4. The mould filled with mortar mix is bumped 5
or 6 times over a flow table so as to level the surface of the mortar. The
container shall be placed over the base below the penetration cone of the
apparatus, as shown in Fig. 3. The apex of the penetrating cone shall
be brought first in contact with the surface of the mortar and the cone
clamped in position. The instrument dial is set to be in contact with a
cone at this position. The cone is then released and allowed to sink into
the mortar mix. After the cone has stopped penetrating into the mortar,
the dial is once more set to record the position of the cone and the
difference between dial readings before and after penetration gives the
depth of penetration of the cone into the mortar.
B-3.1.1 The test shall be repeated on another sample of the mortar.
B-4. REPORT
B-4.1 The average of the two determinations shall be reported as the
consistency of the mortar.
B-5. FIELD TEST
B-5.1 For quick field determination, the procedure may be further
simplified. The shaft of the cone shall be held by hand in a
perpendicular position so as to be in contact with the surface of the mortar
and gently released to sink into the mortar taking care that the shaft
remains vertical during penetration. The depth of penetration may be
computed from the measurement of the wetted depth along the surface
of the cone.
APPENDIX C
( Clnuses 2.8 and 9.3 )
DETERMINATION OF WATER RETENTIVITY OF
MASONRY MORTAR
C-l. OBJECT
C-L.1 TO determine the water retentivity characteristics of masonry
mortar.
C-2. APPARATUS
C-2.1 Apparatus Asseebly for the Water Retention Test - For
the retention test, an apparatus essentially the same as that shown in Fig. 4
shall be used. This apparatus consists of a water aspirator or other
26IS :2250 - 1981
DIAL GAUGE ROD
INSTRUMENT DIAL
ADJUSTABLE HOLDER
PENETRATING
CONICAL
CONTAINER
FIG. 3 STANDARD C.ONE APPARATUS
27p- --- .l_l.__ _._.
IS :2250 - 1981
1.1 TO 1.6 ‘$ HOLES
--LB HOLES
-42 HOLES
-36 HOLES
FILTER PAPER
All dimensions in millimetres.
FIG. 4 APPARATUS ASSEMBLY FORW ATERR ETENTIONTE ST
2%IS : 2250- 1981
source of vacuum controlled by a mercury column relief and connected
by way of a three-way stopcock to a funnel upon which rests a perforated
dish. The perforated dish shall be made of metal not attacked by
masonry mortars. The metal in the base of the dish shall have a
thickness of 1.7 to 1.9 mm and shall conform to the outline shown
Fig. 4. The bore of the stopcock shall have 4 mm diameter, and the
connecting glass tubing shall have a minimum inside diameter of 4 mm.
A mercury manometer, connected as shown in Fig. 4, indicates the
vaccum. A synthetic rubber gasket shall be permanently sealed to the
top ,of the funnel and shall be lightly coated with petrolatum or light cup
grease during the test to ensure a seal between the funnel and the dish.
Care shall be taken to ensure that none of the holes in the perforated
dish is clogged from the grease used on the rubber gasket. Hardened
filter paper of a grade equivalent to Carl Schieicher & Schuell filter paper
No. 576 or to Whatman No. 50 filter paper shall be used. It shall be of
such diameter that is will lie flat and completely cover the bottom of
the dish.
C-2.2 Straight Edge - Steel straight edge should be not less than
200 mm long, and not less than 1.5 mm nor more than 3 mm in thickness.
C-2.3 Other, ,Apparatus - Other apparatus required for the water
retention test shall conform to the requirements specified in Appendix A.
C-3. PROCEDURE
C-3.1 Adjust the mercury relief column so as to maintain a vacuum of
5 cm as measured on the manometer. Seat the perforated dish on the
greased gasket of the funnel. Place a wetted filter paper in the bottom
of the dish. ,Turn the stopcock to apply the vacuum to the funnel and
check the apparatus for leaks and to determine that the required suction
is obtained. Then turn the stopcock to shut off the vacuum from the
funnel.
C-3.2 Mix the mortar to a consistency to give a flow of 110 to 115 (see
3,l ). Immediately after makin, m the flow test return the mortar on
the flow table to the mixing bowl and remix the entire batch for 15
seconds at medium speed. Immediately after remixing of the mortar, fill
the perforated dish with the mortar to slightly above the rim. Tamp the
mortar 15 times with the tamper. Ten of the temping strokes shad1 be
applied at approximately uniform spacing adjacent to the rim of the dish
an d with the long axis of the tamping face held at right angles to the
radius of the dish. The remaining five tamping strokes shall be applied
at random points distributed over the central area of the dish. The
tamping pressure shall be just sufficient to ensure filling of the dish. On
completion of tamping, the top of the mortar should extend slightly above
29IS:2250 - 1981
the rim of the dish. Smooth off the mortar by drawing the flat side of
the straight edge ( with the leading edge slightly raised ) across the top of
the dish. Then cut off the mortar to a plane surface flush with the rim
of the dish by drawing the straight edge with a sawing motion across the
top of the dish in two cutting strokes, starting each cut from near the
centre of the dish. If the mortar is pulled away from the side of the
dish during the process of drawing the straight edge across the dish,
gently press the mortar back into contact with the side of the dish using
the tamper.
C-3.3 Turn the stopcock to apply the vacuum to the funnel. The time
elapsed from the start of mixing the cement and water to the time of
applying the vaccum shall not exceed 8 minutes. After suction for 60
seconds quickly turn the stopcock to expose the funnel to atmospheric
pressure. ’ Immediately slide the perforated dish off from the funnel,
touch it momentarily on a damp cloth to remove droplets of water and
set the dish on the table. Then, using the bowl scraper, flow and mix
the mortar in the dish for 15 seconds. Upon campletion of mixing,
place the mortar in the flow mould and determine the flow. The entire
operation shall be carried out without interruption and as quickly as
possible, and shall be completed within an elapsed time of 11 minutes
after the start of mixing the cement and water for the first flow
determination.
C-4. CALCULATION
C-4.1 Calculate the water retention value for the mortar as follows:
A
Water retention value =7X 100
where
A = flow after suction, and
B = flow immediately after mixing.
30IS:2250- 1981
( Continucdfrpoamg e2 )
Members Rcpresmting
SHRI I.% CHOPRA Tirath Ram Ahuja Pvt Ltd, New Delhi
SHRI K.S. KHARB Institution of Surveyors, New Delhi
Sam JJZETM ALHOTRA Indian Institute of Architects, Punjab
SHRI Y. K. MEHTA Concrete Association of India, Bombay
SERI V. D. LONDHE ( Alternate )
DR S. S. REHSI Cent;~or~u~lding Research Institute ( CSIR ),
SRRI B. K. JINDAL (Alternate)
SENIORC IVIL ENQINEER( DESIC+NS/ Railway Board, New Delhi
SPECIAL) NORTHERNR AILWAY
SRRI K. S. SRINIVASAN National Buildings Organization, New Delhi
ASSISTANTD IRECTOR( Afternah)
SUPERINTENDINNO E N o I N E E R Public Works Department, Government of Tamil
( PLANNING& DESIC+N)S Nadu, Madras
EXECUTIVE ENQINEER,
( BUILDINQC ENTRE) ( AItem& )
SUPER~NTENDINQE N~INEE.U AND Public Works & Housing Department, Bombay
DEPUTY SECRETARY( B)
SUPEBINTENDINQ SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( FOOD)
SURVEYORBo x WORKS ( FOOD) ( Altcrwte )
SRRI K. M. TANDON Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI B. S. GOPALAN ( Altarnate )
31BUREAU OF INDIAN STANDARDS
Heedquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksaneths
331 13 75 (Common to all Offices)
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Central : Manak Bhavan, 9. Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 i 331 13 75
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Printed at Dee Kay Prmters. New Delhi, India
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3079.pdf
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CODE OF PRACTICE FOR
FIRE SAFETY OF INDUSTRIAL BOILDINGS:
COTTON TEXTILE MILLS
( First Revision )
UDC 699.81:725*42:677*21*05
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Octobsr 1990 Price Group 3Fire Safety Sectional Committee, CED 36
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the
Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council.
Fire is fairly frequent in textile mills because textiles fibres are highly combustible. Processes preparatory
to spinning have a particularly high fire frequency on account of the presence of iibres in loose form and
probability of ignition by rapidly moving machinery. The main causes of fire in textile mills can be attribu-
ted to failure of electrical equipment, sparks from foreign matter in cotton stock, friction, faulty bearings,
presence of excessive quantity of fly in the departments, use of flammable liquids and presence of high
temperatures in the processing sections. This standard has therefore been formulated with a view to provid-
ing reliable and adequate g&l- with regard to fire safety of cotton textile mills. This standard was
first published in 1965. The revision has been prepared so as to keep in line with latest TAC rules besides
updating other requirements.
Additional information for the 6re prevention in textile mills reference may be made to ‘Prevention Fires
in Textile Industry’ issued by the Loss Prevention Association of India Limited, Bombay.
Provisions of this code are supplimentary to the relevant Statutory requirements as laid down in Indian
Factory Act, Petroleum Rules, Gas Cylinder Rules, etc.Il33079,1930
h&n Standard
CODE OF PRACTICE FOR
FIRE SAFETY OF INDUSTRIAL BUILDINGS:
COTTON TEXTILE MILLS
( First Revision)
other natural or man-made fibres ) wastes pro-
1 SCOPE
duced during carding and spinning processes.
1.1 This standard covers the essential require-
ments for the fire safety of textile mills using 3.3 Manufacturing
cotton, cotton waste, regenerated cellulose, man Physical operations and plant for manufacturing
made fibres or any grouping of these as raw yarn and or cloth covering the processes com-
materials. monly termed as carding, spinning, weaving, etc.
2 REFERENCES 3.4 Processing
Physical and/or chemical operations for impart-
2.1 The Indian Standards given in Annex A are
ing finish to cloth ( or yarn ) covering the pro-
necessary adjuncts to this Standard.
cesses commonly termed as bleaching, singeing,
3 TERMINOLOGY mercerizing, dyeing, printing, raising, finishing,
etc, and the bleaching and dyeing of cotton.
3.0 For the purpose of this standard the defini-
tions given in 3.1 to 3.7 in addition to those given 3.5 Working Blocks
in SP 45 : 1988 shall apply.
Blocks where either manufacturing or processing
3.1 Cotton Textile Mills is carried on.
Any of the following types of textile mills manu- 3.6 Transformer Room
facturing and processing yarn and/or cloth from
Building or enclosure housing power transformers.
cotton or from a mixture of cotton and other
natural or man-made fibres. 3.7 Static Tank
@inning Mill A pucca lined reservoir containing water for fire
fighting purposes.
A separate unit manufacturing only yarn.
4 LOCATION
Weaving Mill
A separate unit manufacturing cloth f&n yarn 4.1 Textile mills should be located preferably
obtained from outside. within 20 km of the nearest town’s fire brigade.
Access to the mills should be by way of well-
Processing Mill
paved roads at least 6 m in width.
A separate unit ( commonly termed as ‘Dye and
4.2 When a textile mill is located near a railway
Bleach House’ ) for processing of manufactured
line, the working blocks and storage areas ‘of all
cloth ( or yarn ).
combustible, flammable liquids the gases includ-
Spinning and Weaving Mill ing packing and disposal materials’ should be
A unit manufacturing yarn as well as cloth. more than 30 m away from the railway line to
eliminate the possibility of sparks from passing
Weaving and Processing Mill steam engines falling thereon.
A unit manufacturing cloth from yarn obtained
5 COMPONENTS
from outside and processing it before marketing.
5.1 The compound should be of sufficient area to
Spinning, Weaving and Processing Mills house the manufacturing, processing, storage,
A composite unit manufacturing yarn, cloth and and utility buildings at distance not less than
processed cloth. those specified hereunder.
5.2 Paved or pucca roads not less than 6 m
3.2 Cotton Waste Textile Mill or Waste
wide should be constructed all round and to
Plant
different buildings within the compound to faci-
A unit manufacturing certain types of coarse litate the passage of fire engines and particularly
fabrics from soft cotton ( or cotton mixed< with to give easy access to the static tank,1s 3079 : 1990
5.3 The main gate for entry or to exit from the 7 SEPARATING WALLS
mill’s compound should he such that clear width
of 6 m and head room of five metres is available. 7.1 Separating walls should be constructed in
At least one additional gate of similar dimensions order to segregate the following sections of the
and at suitable locations should also be provided mill from one another:
for use in the event of the main gate getting
blocked during an emergency. Also turning circle 4 Cotton storage area;
of not less than 9 m shall be provided in front of W Rooms housing willowing, waste opening
the main gate for easy withdrawal of fire and thread extracting operation;
appliances.
4 Mixing and blow rooms;
d) Card room;
6 BUILDING CONSTRUCTION
e>
Combing, drawing and fly frames and
6.1 The constructional features of all the build- spinning rooms;
ings within the compound should comply with f 1 Doubling, reeling,. bundling, conditioning,
the requirements of IS 1642 : 1988.
winding, wraping, sizing, weaving and/or
other. processes subsequent to spinning but
6.2 Buildings, housing spinning and processes
excludhg the processes referred hereafter;
preparatory thereto, raising and singeing should
have fire resistance of not less than that of Type g) Bleaching, mercerizing, dyeing, finishing,
I specified in IS 1642 : 1988. printing, cloth examining, folding, baling
and storage preparatory to baling;
6.3 Buildings used as godowns should also be of h) Raising department;
Type I structure as specified in 1s 1642 : 1988.
i) Singeing department;
6.4 Buildings, housing weaving, process prepara- j) Gas generating room; and
tory thereto but subsequent to spinning, folding W Waste plant using waste exclusively from
and processing ( except raising and singeing ) the mill to which it is attached.
should of at least Type II asspecifled in IS 1642 :
1988.
7.2 Separating walls should also be provided bet-
6.5 Utility buildings should be of Type II speci- ween the following godowns:
fied in IS 1642 : 1988.
a) Cotton ( in fully pressed bales ) godown;
6.6 Buildings housing manufacturing and process- b) Loose cotton or clean waste godown;
ing sections should preferably be single storey c) Oily waste godown;
structures; but if they are required to be more
d) Oil godown ( shall not be a part of any
than single storeyed should be in any case not
building but always as isolated building );
more than 15 m measured from the average
surrounding ground level to the. highest point of e) Stores for non-hazardous goods; and
the roof. Wooden flooring should be prohibited f) Stores for hazardous good ( including,
except where laid on a concrete or masonry floor cobun and chemicals other than those
without any intervening space. For such multi- specified in 9.4 ).
storied structurea, adequate means of escape from
upper floors shall be provided in conforming to 7.3 Separating walls should also be provided bet-
IS 1644 : 1988. ween the following sections:
6.7 Godowns should be essentially single stony a) Fire pump house,
structures.
b) Boiler house,
6.8 As smoke logging, which is a common feature c) Transformer house, and
with cotton fires, . considerably hampers fire
d) Electric generating station.
fighting operations, adequate venting arrange-
ments shall be provided for the working and
storage blocks. Such venting arrangements shall 7.3.1 Fire pump house shall be preferably in
comply with the requirements of IS 1642 : 1988. isolated building at least 6 m away from any work
shed/storage building and ‘over-head water tank
6.9 The plinth area of each building ( or the to avoid any damage to this building either due
plinth area of each compartment where a build- to spread of fire or due to falling debris from
ing is divided into compartments by separating adjoining tall structures/overhead tanks. How-
walls ) and departments preparatory thereto ever, the fire pump house can form part of a
should not exeed 2 500 ms. The spinning depart- masonry building provided it is separated from
ment should be divided into two or more smaller such building by a complete party wall as per
compartments by separating walls. IS 1642 : 1988.
2IS 3079 : 1990
7.3.2 The location of the boiler house and its 9.5 A clear distance of at least 2 m should be
construction shall conform to relevant statutory provided between any two blow room lines.
regulations.
9.6 The cards front and back alleys should be of
7.3.3 If the transformer house and substation are 1.5 m clear width. After every four cards a side
within the same building, that is, in case of in- alley of 1 m clear width shall be provided. A
door transformers there shall be a 4 hour rating clear space of 1.5 m should also be kept between
wall as per IS 1642 : 1988, between the transfor- the cards and department walls.
mer rooms and the substation. Any door in bet-
9.7 It is advisable to install continuous stripping
ween shall also be a fire check door of at least
arrangement on cards so as to tiinimize the fre-
2 hours’ resistance. Such door shall be of top-hung
quency of hand stripping operation which pro-
sliding type with automatic closing device
duces a large amount of cotton fly and dust.
through a fusible element and shall cover the
opening fully with at least 150 mm overlap on
9.8 The spacing of fly frames and ring frames
both sides of opening and top. If the access to
should be such as to provide a clear distance of
the substation is from side opposite to the trans-
at least 2 m between the rows of frames ( that is,
formers, no such door is re uired. Additional
betwetn the ends of any two frames ) and also
requirements as laid down un8 er IS 1642 : 1988
between the frames and the walls. The working
are to be followed.
space between two frames should be not less than
750 mm and after every sixteen frames an alley
t? DISTAlWE!
of 2 m width shall be provided.
8.1 A minimum distance of 30 m should be 9.9 The spacing of other machinery should be as
maintained between cotton ( in fully pressed given in the provisions of the Factories Act, 1948
bales or otherwise ) godowns or cotton waste and the rules and regulations made thereunder.
( oily or clean ) godowns and the manufacturing
and processing sections of the mills. 9.10 Broken end collection systems of the pneu-
mafil or equivalent type should be provided on
8.2 A minimum distance of 15 m should be ring frames.
maintained between other godowns and manu-
facturing and processing sections except that such 9.11 Dust extraction systems ‘make possible
distance may be reduced to 6 m in case of better cleanliness and greatly improve housekeep-
engineering and hardware stores. ing. Hence blow lines, barber Colman spoolers,
raising, shearing and cropping machines should
8.3 Waste plant should be spaced not less than be provided with such systems.
15 m from the mills’ working and storage blocks
unless separated therefrom by separating wall. 9.12 Cotton yarn drying chambers should be
constructed in incombustible materials and should
8.4 Godowns for storage of extra hazardous
be fitted with thermostatic controls in order to
chemicals should be located at a minimum dis-
cut off the supply at predetermined temperature.
tance of 15 m from all surrounding structures.
8.5 Fire pump house, boiler house, transformer 10 ELECTRICAL INSTALLATION
house and electric generating station should be
spaced not less than 15 m from the manufactur- 10.1 The electrical installation should be in
ing processing and storage sections. accordance with IS 1646 : 1982.
10.2 All motors should be of the totally enclosed
9 MACHINERY
type.
9.1 The speed of horizontal and vertical openers 10.3 All equipment should be of metal clad
should under no circumstances exceed as construction throughout, dust tight and of ade-
designed. quate capacity.
9.2 Cotton should not be fed directly into a verti- 10.4 Fitting for lamps in places where consider-
cal opener but should be first broken in a bale able dust of fluff is present, such as willowing, lap
breaker or blender. breaking, waste opening, mixing, blow and rais-
ing rooms or in wet area should be of dust-tight
9.3 The amount of cotton handled per opener
line should not exceed that specified by the type.
manufacturers and under normal circumstances
10.5 In case of godowns and other storage areas
should be limited to 500 kg/h.
the lighting fittings should be industrial dust-proof
9.4 Magnetic separators which may be either type Fittings for lamps should be fixed at suffici-
electro magnets or permanent magnet units ent height above the highest level of goods
should be provided in the bale break and blow stored. A cutout should be placed outside the
room lines. godown or storage area in a convenient position.
3IS3079tl990
In case of tube lights with/without plastic diffusers, Automatic high velocity water spray system should
wire netting shall be placed at both ends of the be provided for transformers and oil godowns with
tube light immediately below the chokes, so that aggregate oil capacity exceeding 2 000 litres.
burning chokes may not fall down to start a fire
11.3 While in rest of areas single headed hydrant
involving cotton fluffs/loose cotton, etc.
and landing valve conforming to IS 908 : 1975 and
10.6 Machines having excessive vibration should IS 5290 : 1983 shall be provided double headed
not have the electrical and switchgear mounted hydrants should be provided near blow and
thereon. mixing rooms, singeing and raising rooms and
godowns for storage of cotton or cloth bales, oil or
10.7 All electrical equipment in gas singeing other hazardous goods.
rooms should be of the flame proof type.
11.4 Fire fighting operations in textile mills
10.8I n case of machines for singeing of yarn by assume a peculiar importance because of presence
electricity, interlocking arrangement to ensure of dense smoke, the naturally high temperature of
that heating elements cannot be switched on while
the room, slippery floor surfaces, inadequate
yarn is stationary in machines should be provided. accessibility between machines; all of which create
a need for specialized knowledge and training. For
10.3 Similarly for infrared or similar heating
these a trained fire fighting squad should be main-
devices inter-locking arrangements should be
tained round the clock within the mill premises.
provided to ensure that the heating elements can-
Within the mill premises and regular practice
not be switched on while the machine is stationary
drills be conducted with mills fire fighting system.
but separate arrangement may be made for pre-
heating at the start of the day. 11.5 On account of the excessive noise set up by
NOTE - Electrical circuits for devices should be taken the machinery in the fly frames and weaving
from a separate distribution board and the wiring to compartments, clearly audible fire alarms and
these devices should of a permanent nature. warning lights visible throughout the compart-
ments are essential.
10.10 Drawing frame transformers should comply
with IS 1646 : 1982. 11.6 The procedure to be followed by the opera-
tors working in the plant and those comprising the
10.11 Stop-motion devices on frames should be
fire fighting squad in the event of a fire should be
totally dustlight.
strictIy laid down and observed.
10.12 The cooling air for variable speed motors
of the ring frames should not be taken from inside 12 ILLUMINATI0N
the department but from the outside of the
12.1 For effective fire fighting purpose the mini-
building.
mum illumination required for the various sections
10.13 Mainteaance of Eqmipment of the mills is indicated below:
10.13.1 All motors should be completely over- Lux
hauled every 2 years. Working blocks 150
10.13.2 Line shaft bearing should be checked and Godowns 50
overhauled every year. Open compound 20
10.13.3 All switchgear contact should be thorou- 12.2 Emergency lighting system should be
ghly checked every six months. provided.
10.13.4 The electric wiring should be regularly
13 GENERAL SAFETY PROVISIONS
inspected.
13.1 Compounds
10.13.5 Heavy cables shall be protected in accor-
dance with the provisions of IS 12459 : 1988. 13.1.1 All roads within the compound should be
kept clear and in good motorable condition.
11 FIRE FIGHTING ARRANGEMENTS
Further, a clear head room in each room if at least
11.1 The first aid fire fighting arrangemets should 6 m should be available on the roads for passage
be in accordance with IS 2190 : 1979. The internal of fire engines.
and external hydrant should be accordingly to
13.1.2 Stacking of materials in the open should be-
IS 3844 : 1989 and IS 9668 : 1980.
15 m clear from all process blocks and godowns.
11.2 It is desirable to have as much area possible
13.1.3 All internal and external fire fighting
protected by automatic sprinklers. In any case,
equipment/hydrants, hose boxes, etc, should be-
sprinklers should be installed in bale breakers,
kept easily accessible at all times.
hopper feeders, blenders and similar machines
having spiked lattices or rollers, in blow room 13.1.4 Car and truck parking should be confined
tellers, cotton godowns and dust collectors. to parking lots only.
4IS 3079 : 199@
13.1.5 Steam locomotives without spark arrestors cotton storage. In case of yarn drying this dis-
should be prohibited within the compound. tance may be reduced to three metres.
13.2 &&wB~ 13i3.6 No cotton drying should be permitted on
13.2.1 Storage of materials/chemicals, etc, in god- roofs of working or storage blocks or within 15 m
owns should comply with the provisions of relevant thereof. Drying of cotton should also be prohibited
inside boiler house.
Indian Standards/Safety Codes/Statutory Rules,
etc, as applicable. Where no such standard or code 13.3.7 Sliver waste obtained from cards, combers,
is laid down ( in case of new chemicals ) manu- drawing frames and slubbers should be opened
facturer’s instructions/safety guidelines shall be before reuse.
followed.
13.3.8 Separate space should be provided for sto-
13.2.2 The floor levels of the godowns should be
rage of laps in carding department.
at least 750 mm above the surrounding ground
level and the floor shall be made sloping towards 13.3.9 Dust collectors of the blow lines, barber
the door sills, a slope of 1 in 100 being considered Colman spooler, raising, shearing and cropping
adequate. machines should be cleaned after every shift.
13a2.3 The maximum height of storage of cotton 13.3.10 Blow room cellars and all roof and struc-
BORAS or cotton or cloth bales should not exceed tural members of manufacturing buildings be clea-
six meters or up to a ievel which is one metre ned at least twice in a month.
below the roof, whichever is less.
13.3.11 In order to minimize fluff accumulation
13.2.4 C&ton or cloth bales should pseferably it is advisable to install dust extraction system in
be stacked or wooden sleepers instead of directly departments housing spinning and processes
on the floor, and in no case should combustible preparatory to spinning.
dunnage, such as rice husk, be used in the
333.12 Magnetic separator units should be clea-
godowns.
ned after each shift.
13.2.5 Passageways should be provided between
13.3.13 Loose cotton from under and around
stacks of bales or goods. These passageways shall
machinery should be cleaned constantly and stored
be not less thpn two metres wide and not more
in self-closing waste bins provided near machinery
than ten metres apart. The passages should be
which should be periodically cleaned preferably
always kept clear of bales by night fall.
by vacuum cleaned.
13.2.6 A minimum clear distance of one meter
should be maintained between stacks of fully 13.3.14 All light fittings and structural members
pressed bales and the godowns walls. should be cleaned of flnff once in a fortnight.
13.2.7 The roofs of cotton godowns should be
13.3.15 Use of polythene canopies over the
made thoroughly watertight to prevent leakage of
machines and jute/hessian/curtains on window/
rain water.
door and north lights should be prohibited.
13.3 Working Blocks 13.3.16 In order to keep machinery in good
condition, a definite cleaning and maintenance
13.3.1 Smoking should be prohibited. However,
schedule should be set up and observed.
where so desired, smoking may be permitted in a
specified area, provided such areas are separately
13.3.17 All fire check doors should be kept closed
enclosed and made dust proof. Smoking should be
during non-working hours and should be cleaned
prohibited in locker rooms.
and oiled regularly.
13.3.2 Loos? rivets and short ends of bale iron of
13.3.18 When lubricating machinery parts and
each bale should be carefully collected and
bearings, care should be taken to see that the
accounted for before the next bale is opened as
bearings or the parts being lubricated are not
otherwise they are likely to find their way into the
usually hot.
blow lines.
13.3.19 Lubricating oil in excess of daily require-
13.3.3 Bales should not be opened in a cotton
ments should not be stored in working places.
godown.
13.3.4 Cotton bales storage in mixing and blow 13.3.20 Storage of colours and chemicals in the
room should be restricted to the requirement of processing house should be restricted to a day’s
one shift only and the bales shall be stored at a supply only.
distance of not less than three meters from the
13.3.21 The use of welding sets and blow lamps
blow lines.
inside working or storage blocks should be carried
13.3.5 A minimum distance of six metres should out in the presence of the fire or safety officer
be maintained between the drying chamber and after all precautions are taken.
5IS 3079 : 1990
13.3.22 Care should be taken to see that hessian 13.323 Materials handling appliances should be
canopies which are normally tied at the time of of battery operated type.
Painting or repairs Of the roofs Of the working 13.3.24 Fire safety requirements and orders should
blocks, do not come within 500 mm of a bearing
be prominently displayed at conspicuous places in
or line shaft.
the factory.
ANNEX
A
( Clause2 .1 )
LIST OF REFERRED INDIAN STANDARDS
IS No* Titlr
908 : 1975 Fire hydrant, stand post type ( second revision )
1642 : 1988 Code of practice for fire safety of buildings ( general ): Details of construction
(jirst revision)
1644 : 1988 Code of practice for fire safety of buildings ( general ): Exit requirements and
personal hazard (first revision )
1646 : 1982 Code of practice for fire safety of buildings ( general ) : Electrical installations
( jnt feviion )
2190 : 1979 Code of practice for selection , installation and maintenance of portable first-aid
fire extinguisher ( second mision )
3844 : 1966 Code of practice for installation and maintenance of internal hydrants and hose-
reel on premises (&St
fc0ision )
5290 : 1983 Lading valves ( second rsoisisn )
9668 : 1980 me of practice for provision and maintenance of water supplies and fire
fighting
12459 : 1988 Code of practice for fire potection in cable runs
SP 45 : 1988 Handbook on Glossary of textile terms
6stmd8ldMark
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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.BIS is a statutory institution established under the Burmu of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
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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.
Rovi8iou 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 : CED 36 ( 4506 )
Am8Qdmaats Ir8Qed s&se8 PQhlic8tion
Amend No. Date of Issue Text Affected
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Headquarters :
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Telephones : 331 01 31,331 13 75 (CommontoallOfllces)
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13826_1.pdf
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IS 13826 (Part 1) : 1993
(Reaffirmed1998)
Edition1.1
(1999-08)
Indian Standard
BITUMEN BASED FELT — METHODS
OF TEST
PART 1 BREAKING STRENGTH TEST
(Incorporating Amendment No. 1)
UDC 691.165 : 620-172-24
© 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 1Water-Proofing and Damp-Proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard (Part 1) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Water-Proofing and Damp-Proofing Sectional Committee had been approved by
the Civil Engineering Division Council.
Bitumen felts may be of different types depending upon the raw material used and their
construction. IS 1322 : 1993 ‘Specification for bitumen felts for water-proofing and damp-proofing
(fourth revision)’, and IS 7193 : I993 ‘Specification for glass fibre base coal tar pitch and bitumen
felts (first revision)’, cover bitumen felts of hessian base and glass fibre base respectively. The
above standards require amongst other requirements, detailed testing of each of these products.
Various methods of test relating to each product for determination of physical properties have
been included in the separate standards. All types of felts have to satisfy some common essential
physical requirements for which methods of tests are same. A series of standards covering
methods of test have therefore been formulated to cover the determination of various physical
requirements of bitumen felt. This standard covers breaking strength test. Other parts of the
standard are as follows:
Part 2 Pliability Test
Part 3 Storage Sticking Test
Part 4 Pressure Head Test
Part 5 Heat Resistance Test
Part 6 Water Absorption Test
Part 7 Determination of Binder Content
The Composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
This edition 1.1 incorporates Amendment No. 1 (August1999). 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 13826 (Part 1) : 1993
Indian Standard
BITUMEN BASED FELT — METHODS
OF TEST
PART 1 BREAKING STRENGTH TEST
1 SCOPE and 180 mm long between the grips shall be cut
in both longitudinal and transverse direction
This standard (Part 1) covers method for the
(see Fig 1 ).
determination of breaking strength of bitumen
based felts.
5.1.1Conditioning
2 REFERENCE
The test pieces shall be conditioned for 48
The Indian Standard IS 4911 : 1980 ‘Glossary
hours at 27 ± 2°C and 65 ± 5 percent relative
of terms relating to bituminous water-proofing
humidity.
and damp-proofing of building’ is a necessary
adjunct to this standard.
5.2 Testing
3 TERMINOLOGY
Each of the test pieces shall be fixed between
3.0For the purpose of this standard, following the jaws of the testing machine fixed at a
definition shall apply. distance of 180 mm and the breaking point to
3.1 Breaking Strength be noted from the dial gauge. The force shall be
read from the dial gauge. All the five samples
Breaking strength is the force which is required
cut from both the directions shall be tested.
for breaking the test piece.
NOTE—The test shall be carried out not earlier than
4 APPARATUS
3days from the date of manufacture.
4.1A standard constant-rate-of transverse type
cloth testing machine having the rate of 6 REPORTING OF THE RESULT
transverse of the moving jaw as 450 mm/min.
6.1Record the breaking strength for each of the
4.2Cutting tools for preparation of the samples.
test piece.
5 PROCEDURE
6.2The value of breaking strength in warp and
5.1 Preparation of Test Sample
weft shall be average of the five test pieces in
From the sample of felts, 5 test pieces 75 mm wide both the directions.
FIG. 1 TYPICAL LAYOUT FOR CUTTING TEST PIECE FROM THE ROLL FOR BREAKING STRENGTH
FOR WARPWAY AND WEFTWAY
1IS 13826 (Part 1) : 1993
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Composition of Water-Proofing and Damp-Proofing Sectional Committee, CED 41
Chairman Representing
PROF M. S. SHETTY In Personal Capacity (No. 4 Sapan Baug, Near Empress Garden, Pune411001)
Members
CAPT ASHOK SHASTRY Osnar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE (Alternate)
SHRI T. CHAUDHURY National Test House (ER), Calcutta
SHRI B. MANDAL (Alternate)
DIRECTOR (DESIGN) National Building Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SHRI D. MOUDGIL (Alternate)
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAJGOPALAN (Alternate)
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAGDI Polyseal India Engineering Centre, Bombay
SHRI SUREN M. THAKKER (Alternate)
SHRI M. K. KANCHAN Central Public Works Department, CDO
SHRI K. D. NARULA (Alternate)
BRIG V. K. KANITKAR Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SHRI C. S. S. RAO (Alternate)
SHRI M. H. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay
SHRI A. BOSE (Alternate)
SHRI Y. P. KAPOOR Fosroc India Ltd, Bangalore
SHRI V. NATARAJAN (Alternate)
SHRI H. C. MATAI Building Materials & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA (Alternate)
COL D. V. PADSALGIKAR (Retd) B. G. Shirke & Co, Pune
SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SHRI A. K. SEN (Alternate)
SHRI RAVI WIG MES Builders Association of India, New Delhi
SHRI K. K. MADHOK (Alternate)
SHRI T. K. ROY STP Ltd, Calcutta
SHRI B. B. BANERJEE (Alternate)
SHRI SAMIR SURLAKER MC-Bauchemic (India) Ltd, Bombay
SHRI JAYANT DEOGAONKAR (Alternate)
SHRI R. SARABESWAR Integrated Water-Proofing Ltd, Madras
SR DEPUTY CHIEF ENGINEER Public Works Department, Govt of Tamil Nadu
SUPTDG ENGINEER (MADRAS CIRCLE)
(Alternate)
SHRI A. SHARIFF FGP Ltd, Bombay
SHRI D. KUSHWAHA (Alternate)
SHRI J. S. SHARMA Central Building Research Institute, (CSIR), Roorkee
SHRI R. S. RAWAT (Alternate)
SHRI SRAMAL SENGUPTA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA (Alternate)
SHRI Y. R. TANEJA Director General, BIS (Ex-officio member)
Director-in-Charge (Civil Engg)
Secretary
SHRI J. K. PRASAD
Joint Director (Civil Engg), BIS
2Standard 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 41 (5138)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 August 1999
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.
|
ISO14011.pdf
|
ISilS014011 :I996
mm
Indian Standard
GUIDELINES FOR ENVIRONMENTAL AUDITING -
AUDIT PROCEDURES -AUDITING OF
ENVIRONMENTAL MANAGEMENT SYSTEMS
(
First Reprint OCTOBER 1997 )
KS 13.020
0 BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1997 Price Group 3Water Environm,ental Protection Sectional Committee, CHD 12
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 14011 : 1996 ‘Guidelines for environmental auditing-Audit
procedures-Auditing of environmental management systems’, issued by the International Organization for
Standardization (ISO), was adopted by the Bureau of Indian Standards on the recommendations of Water
Environmental Protection Sectional Committee (CHD 12) and approved by the Chemical Division Council.
This International Standard has been prepared by Technical Committee lSO/TC 207 Environmental Management.
The text of the IS0 Standard has been approved as suitable for publication as Indian Standard without
deviation. However, attention is particularly drawn that wherever the words ‘International Standard’ appear
referring to this standard they should be read as‘lndian Standard’.IS/IS0 14011:1996
Indian Standard
GUIDELINES FOR ENVIRONMENTAL AUDITING -
AUDIT PROCEDURES -AUDITING OF
ENVIRONMENTAL MANAGEMENT SYSTEMS
1 Scope 3.1
environmental management system
that part of the overall management system that in-
This International Standard establishes audit pro-
cludes organizational structure, planning activities, re-
cedures that provide for the planning and conduct of
sponsibilities, practices, procedures, processes and
an audit of an EMS to determine conformance with
resources for developing, implementing, achieving,
EMS audit criteria.
reviewing and maintaining the environmental policy
[ISO 14001:1996]
3.2
2 Normative reference
environmental management system audit
systematic and documented verification process of
The following standards contain provisions which, objectively obtaining and evaluating audit evidence to
through reference in this text, constitute provisions of determine whether an organization’s environmental
this International Standard. At the time of publication, management system conforms to the environmental
the editions indicated were valid. All standards are management system audit criteria, and communicating
subject to revision, and parties to agreements based the results of this process to the client
on this International Standard are encouraged to in-
vestigate the possibility of applying the most recent 3.3
editions of the standards indicated below. Members of environmental management system audit criteria
IEC and IS0 maintain registers of currently valid Inter- policies, practices, procedures or requirements, such
national Standards. as those covered by IS0 14001 and, if applicable, any
additional EMS requirements against which the auditor
IS0 14001: 1996, Environmental Management Sys- compares collected audit evidence about the organi-
tems - Specification with guidance for use. zation’s environmental management system
IS0 14010: 1996, Guidelines for environmental audit-
ing - General principles.
4 Environmental management system
IS0 14012:1996, Guidelines for environmental audit-
audit objectives, roles and
ing - Qualification criteria for environmental auditors.
responsibilities
4.1 Audit objectives
3 Definitions
An EMS audit should have defined objectives; exam-
ples of typical objectives are as follows:
For the purposes of this International Standard, the
definitions given in IS0 14010 and IS0 14001 apply,
a) to determine conformance of an auditee’s EMS
together with the following.
with the EMS audit criteria;
N3TE - Terms and definitions in the field of environmental b) to determine whether the auditee’s EMS has been
management are given in IS0 14050. properly implemented and maintained;
1IS/IS0 14011 : 1996
cl to identify areas of potential improvement in the 1) notifying the auditee without delay, of audit find-
auditee’s EMS; ings of critical nonconformities;
4 to assess the ability of the internal management m) reporting to the client on the audit clearly and
review process to ensure the continuing suitability conclusively within the time agreed with_ in the
and effectiveness of the EMS; audit plan;
4 to evaluate the EMS of an organization where 4 making recommendations for improvements to the
there is a desire to establish a contractual re- EMS, if agreed in the scope of the audit.
lationship, such as with a potential supplier or a
joint-venture partner.
4.2.2 Auditor
4.2 Roles, responsibilities and activities _ Auditor responsibilities and activities should cover
4 following the directions of and supporting the lead
4.2.1 Lead auditor
auditor;
The lead auditor is responsible for ensuring the ef- b) planning and carrying out the assigned task ob-
ficient and effective conduct and completion of the
jectively, effectively and efficiently within the
audit within the audit scope and plan approved by the
scope of the audit;
client.
cl collecting and analysing relevant and sufficient
In addition, responsibilities and activities of the lead audit evidence to determine audit findings and
auditor should cover reach audit conclusions regarding the EMS;
d) preparing working documents under the direction
4 consulting with the client and the auditee, if ap-
of the lead auditor;
propriate, in determining the criteria and scope of
the audit; e) documenting individual audit findings;
b) obtaining relevant background information f) safeguarding documents pertaining to the audit
necessary to meet the objectives of the audit, and returning such documents as required;
such as details of the auditee’s activities, prod-
9) assisting in writing the audit report.
ucts, services, site and immediate surroundings,
and details of previous audits;
4.2.3 Audit team
cl determining whether the requirements for an en-
vironmental audit as given in IS0 14010 have
The process for selecting audit-team members should
been met;
ensure that the audit team possesses the overall ex-
d) forming the audit team giving consideration to perience and expertise needed to conduct the audit.
potential conflicts of interest, and agreeing on its Consideration should be given to
composition with the client;
a) qualifications as given, for example, in IS0 14012;
6 directing the activities of the audit team in accord-
ance with the guidelines of IS0 14010 and this b) the type of organization, processes, activities or
International Standard; functions being audited;
f) preparing the audit plan with appropriate consul- d the number, language skills and expertise of the
tation with the client, auditee and audit-team individual audit-team members;
members;
d) any potential conflict of interest between the audit-
9) communicating the final audit plan to the audit team members and the auditee;
team, auditee and client;
e) requirements of clients, and certification and ac-
h) coordinating the preparation of working docu- creditation bodies.
ments and detailed procedures, and briefing the
audit team; The audit team may also include technical experts and
0 seeking to resolve any problems that arise during auditors-in-training that are acceptable to the client,
the audit; auditee and lead auditor.
0 recognizing when audit objectives become un-
4.2.4 Client
attainable and reporting the reasons to the client
and the auditee;
Client responsibilities and activities should cover
k) representing the audit team in discussions with
the auditee, prior to, during and after the audit; a) determining the need for the audit;
3IS/IS0 14011 : 1996
W contacting the auditee to obtain its full cooperation The resources committed to the audit should be suffi-
and initiating the process; cient to meet its intended scope.
c) defining the objectives of the audit;
5.1.2 Preliminary document review
d) selecting the lead auditor or auditing organization
and, if appropriate, approving the composition of
At the beginning of the audit process, the lead auditor
the audit team;
should review the organization’s documentation such
e) providing appropriate authority and resources to as environmental policy statements, programmes,
enable the audit to be conducted; records or manuals for meeting its EMS requirements.
In doing so, use should be made of all appropriate
consulting with the lead auditor to determine the
background information on the auditee’s organization.
scope of the audit;
If the documentation is judged to be inadequate to
9) approving the EMS audit criteria; conduct the audit, the client should be informed. Addi-
tional resources should not be expended until further
t-0 approving the audit plan;
instructions have been received from the client.
0 receiving the audit report and determining its dis-
tribution.
5.2 Preparing the audit
4.2.5 Auditee
5.2.1 Audit plan
The responsibilities and activities of the auditee should
cover The audit plan should be designed to be flexible in or-
der to permit changes in emphasis based on infor-
a) informing employees about the objectives and mation gathered during the audit, and to permit
scope of the audit as necessary; effective use of resources.
b) providing the facilities needed for the audit team
The plan should, if applicable, include
in order to ensure an effective and efficient audit
process;
a) the audit objectives and scope;
C) appointing responsible and competent staff to ac-
b) the audit criteria;
company members of the audit team, to act as
guides to the site and to ensure that the audit 4 identification of the auditee’s organizational and
team is aware of health, safety and other appro- functional units to be audited;
priate requirements;
d) identification of the functions and/or individuals
d) providing access to the facilities, personnel, rel- within the auditee’s organization having significant
evant information and records as requested by direct responsibilities regarding the auditee’s
the auditors; EMS;
d cooperating with the audit-team to permit the audit e) identification of those elements of the auditee’s
objectives to be achieved; EMS that are of high audit priority;
f) receiving a copy of the audit report unless specifi- f) the procedures for auditing the auditee’s EMS
cally excluded by the client. elements as appropriate for the auditee’s organ-
ization;
9) the working and reporting languages of the audit;
5 Auditing h) identification of reference documents;
i) the expected time and duration for major audit ac-
5.1 Initiating the audit
tivities;
0 the dates and places where the audit is to be
5.1.1 Audit scope
conducted;
The audit scope describes the extent and boundaries ‘0 identification of audit-team members;
of the audit in terms of factors such as physical lo-
1) the schedule of meetings to be held with the
cation and organizational activities as well as the
auditee’s management;
manner of reporting. The scope of the audit is deter-
mined by the client and the lead auditor. The auditee ml confidentiality requirements;
should normally be consulted when determining the
n) report content and format, expected date of issue
scope of the audit. Any subsequent changes to the
and distribution of the audit report;
audit scope require the agreement of the client and the
lead auditor. 0) document retention requirements.
RIS/IS0 14011 :1996
The audit plan should be communicated to the client, f) confirm the time and date of the closing meeting;
the audit-team members and the auditee. The client
g) promote the active participation by the auditee;
should review and approve the plan.
h) review relevant site safety and emergency pro-
If the auditee objects to any provisions in the audit cedures for the audit team.
plan, such objections should be made known to the
lead auditor. They should be resolved between the 5.3.2 Collecting audit evidence
lead auditor, the auditee and !he client before conduct-
ing the audit. Any revised audit plan should be agreed Sufficient audit evidence should be collected to be
between the parties concerned before or during the able to determine whether the auditee’s EMS con-
audit. forms to the EMS audit criteria.
i
5.2.2 Audit-team assignments Audit evidence should be collected through interviews,
examination of documents and observation of activi-
As appropriate, each audit-team member should be ties and conditions. Indications of nonconformity to the
assigned specific EMS elements, functions, or activi- EMS audit criteria should be recorded.
ties to audit and be instructed on the audit procedure
to follow. Such assignments should be made by the Information gathered through interviews should be
lead auditor in consultation with the audit-team mem- verified by acquiring supporting information from inde-
bers concerned. During the audit, the lead auditor may pendent sources, such as observations, records and
make changes to the work assignments to ensure the results of existing measurements. Non-verifiable
optimal achievement of the audit objectives. statements should be identified as such.
5.2.3 Working documents The audit team should examine the basis of relevant
sampling programmes and the procedures for ensur-
The working documents required to facilitate the ing effective quality control of sampling and measure-
auditor’s investigations may include ment processes, used by the auditee as part of its
EMS activities.
a) forms for documenting supporting audit evidence
and audit findings; 5.3.3 Audit findings
b) procedures and checklists used for evaluating
The audit team should review all of their audit evi-
EMS elements;
dence to determine where the EMS does not conform
c) records of meetings. to the EMS audit criteria. The audit team should then
ensure that audit findings of nonconformity are docu-
Working documents should be maintained at least until mented in a clear, concise manner and supported by
completion of the audit; those involving confidential or audit evidence.
proprietary information should be suitably safeguarded
by the audit-team members. Audit findings should be reviewed with the responsible
auditee manager with a view to obtaining acknowl-
edgement of the factual basis of all findings of non-
5.3 Conducting the audit conformity.
5.3.1 Opening meeting NOTE - If within the agreed scope, details of audit findings
of conformity may also be documented, but with due care to
There should be an opening meeting. The purpose of avoid any implication of absolute assurance.
an opening meeting is to
5.3.4 Closing meeting
a) introduce the members of the audit team to the
auditee’s management; After completion of the audit evidence collection phase
and prior to preparing an audit report, the audit team
b) review the scope, objectives and audit plan and
should hold a meeting with the auditee’s management
agree on the audit timetable;
and those responsible for the functions audited. The
cl provide a short summary of the methods and pro- main purpose of this meeting is to present audit find-
cedures to be used to conduct the audit; ings to the auditee in such a manner as to obtain their
clear understanding and acknowledgement of the
4 establish the official communication links between
factual basis of the audit findings.
the audit team and the auditee;
e) confirm that the resources and facilities needed Disagreements should be resolved, if possible before
by the audit team are available; the lead auditor issues the report. Final decisions on
4IS/IS0 14011 : 1996
the significance and description of the audit findings 0 a summary of the audit process including any
ultimately rest with the lead auditor, though the auditee obstacles encountered;
or client may still disagree with these findings.
j) audit conclusions such as:
- EMS conformance to the EMS audit criteria;
5.4 Audit reports and document retention
- whether the system is properly implemented
and maintained;
5.4.1 Preparation of audit report
- whether the internal management review
The audit report is prepared under the direction of the process is able to ensure the continuing suit-
lead auditor, who is responsible for its accuracy and ability and effectiveness of the EMS.
completeness. The topics to be addressed in the audit
report should be those determined in the audit plan. 5.4.3 Distribution of audit report
Any changes desired at the time of preparation of the
report should be agreed upon by the parties con- The audit report should be sent to the client by the
cerned. lead auditor. Distribution of the audit report should be
determined by the client in accordance with the audit
5.4.2 Content of audit report plan. The auditee should receive a copy of the audit
report unless specifically excluded by the client. Ad-
The audit report should be dated and signed by the ditional distribution of the report outside the auditee’s
lead auditor. It should contain the audit findings and/or organization requires the auditee’s permission. Audit
a summary thereof with reference to supporting evi- reports are the sole property of the client, therefore
dence. Subject to agreement between the lead auditor confidentiality should be respected and appropriately
and the client, the audit report may also include the safeguarded by the auditors and all report recipients.
following:
The audit report should be issued within the agreed
a) the identification of the organization audited and time period in accordance with the audit plan. If this is
of the client; not possible, the reasons for the delay should be for-
mally communicated to both the client and the auditee
b) the agreed objectives, scope and plan of the
and a revised issue date established.
audit;
4 the agreed criteria, including a list of reference 5.4.4 Document retention
documents against which the audit was con-
ducted; All working documents and draft and final reports per-
4 the period covered by the audit and the date(s) taining to the audit should be retained by agreement
between the client, the lead auditor and the auditee,
the audit was conducted;
and in accordance with any applicable requirements.
e) the identification of the auditee’s representatives
participating in the audit;
f) the identification of the audit-team members;
6 Audit completion
9) a statement of the confidential nature of the con-
tents;
The audit is completed once all the activities defined in
h) the distribution list for the audit report; the audit plan have been concluded.
5IS/IS0 14011 : 1996
Annex A
(informative)
Bibliography
[l] IS0 14050:---l), Environmental management - Terms and definitions.
1) To be published.
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian StandurdsAcf, 1986 to promote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in ‘he 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. CHD 12 ( 807 ).
Amendments Issued Since Publication
Amend No. Date of Issce 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 I 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 3378626,3378662
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 1 60 38 43
60 20 25
Southern : C. 1. T. Campus, IV Cross Road, CHENNAI 600113 23502 16,2350442
235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 8?27891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. ’ BHUBANESHWAR.’
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE THIRUVANANTHAPURAM.
Printed at New Indm Prtntmg Press, Khuqa, India
|
13826_2.pdf
|
IS 13826 (Part 2) : 1993
(Reaffirmed 1998)
Edition 1.1
(1999-08)
Indian Standard
BITUMEN BASED FELT — METHODS
OF TEST
PART 2 PLIABILITY TEST
(Incorporating Amendment No. 1)
UDC 691.165:620-176.24
© 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 1Water-Proofing and Damp-proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Water-proofing and Damp-proofing Sectional Committee had been approved by the Civil
Engineering Division Council.
Bitumen felts may be of different types depending upon the raw material used and their
construction. IS 1322:1993 ‘Specification for bitumen felts for water-proofing and damp-proofing
(fourth revision)’ and IS 1793:1993 ‘Specification for glass fibre base coal tar pitch and bitumen
felts (first revision)’, covers bitumen felts of hessian based and glass fibre base respectively. The
above standards require amongst other requirements, detailed testing of each of these products.
Various methods of test relating to each product for determination of physical properties have
been included in the separate standards. All types of felts have to satisfy some common essential
physical requirements for which methods of test are same. A series of standards covering methods
of test have therefore been formulated to cover the determination of various physical requirements
of bitumen felt. This standard covers pliability test. Other parts of this standard are as follows:
Part 1 Breaking strength test
Part 3 Storage sticking test
Part 4 Pressure head test
Part 5 Heat resistance test
Part 6 Water absorption test
Part 7 Determination of binder content
The composition of the technical committee responsible for the formulation of this standard is
given in Annex A.
This edition 1.1 incorporates Amendment No. 1 (August 1999). 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 13826 (Part 2) : 1993
Indian Standard
BITUMEN BASED FELT — METHODS
OF TEST
PART 2 PLIABILITY TEST
1 SCOPE depending upon the type of felt as specified, in
the relevant Indian Standard.
This standard (Part 2) covers method for the
determination of pliability of bitumen based
5 PROCEDURE
felts.
5.1 Preparation of Sample
2 REFERENCE
Ten test pieces, 25mm wide and at least
2.1The Indian Standard IS4911:1986 250mm long shall be cut from each of the
‘Glossary of terms relating to bituminous samples, five in longitudinal direction and five
water-proofing and damp-proofing of buildings’, in the transverse direction.
is necessary adjunct to this standard.
5.2 Conditioning
3 TERMINOLOGY
The test pieces in each direction shall be
3.0For the purpose of this standard, the conditioned for 3 hours at the required
definitions given in IS 4911:1986, in addition temperature and immediately tested.
to the following, shall apply.
5.3 Procedure
3.1 Pliability
The test pieces shall be wound round a mandrel
Pliability of a felt is the resistance of the felt
at a uniform speed of 25mm/s. The strip shall
against damage or crack on being unrolled on a
be placed on a plain surface, the loose end held
fairly smooth and flat surface.
down by suitable clamp, and the mandrel then
rolled over the felt to bend it at the required
4 APPARATUS
speed maintaining contact with the mandrel
4.1A metallic mandrel of diameter ranging surface throughout. Unrolled test piece shall be
from 50.0mm to 75.0mm made from a piece of checked for any crack and rupture.
pipe or bar of the correct diameter, slotted in
such a manner that one end of the felt strip can 6 REPORTING
be inserted.
It shall be reported whether the roll shows any
4.2Arrangement to obtain the required cracks or rupture exceeding 5mm after
temperature to condition the samples unrolling.
1IS 13826 (Part 2) : 1993
ANNEX A
(Foreword)
Composition of Water-proofing and Damp-proofing Sectional Committee, CED 41
Chairman Representing
PROF M. S. SHETTY In Presonal Capacity (No. 4 Sapan Baug, Near Empress Garden,
Pune411001)
Members
CAPT AHOK SHASTRY Osnar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE (Alternate)
SHRI T. CHAUDHURY National Test House (ER), Calcutta
SHRI B. MANDAL (Alternate)
DIRECTOR (DESIGN) National Building Organization, New Delhi
SHRI D. C. GOEL Central Road Research Institute, New Delhi
SHRI A. K. GUPTA Engineers India Ltd, New Delhi
SHRI D. MOUDGIL (Alternate)
SHRI A. K. GUPTA Metro Railway, Calcutta
SHRI K. RAJGOPALAN (Alternate)
SHRI M. B. JAYAWANT Synthetic Asphalts, Bombay
SHRI MOIZ S. KAGDI Polyseal India Engineering Centre, Bombay
SHRI SUREN M. THAKKER (Alternate)
SHRI M. K. KANCHAN Central Public Works Department, CDO
SHRI K. D. NARULA (Alternate)
BRIG V. K. KANITKAR Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
SHRI C. S. S. RAO (Alternate)
SHRI M. H. KHARTI Overseas Water-proofing Corporation Ltd, Bombay
SHRI A. BOSE (Alternate)
SHRI V. P. KAPOOR Fosroc India Ltd, Bangalore
SHRI V. NATRAJAN (Alternate)
SHRI H. C. MATAI Building Materials & Technology Promotion Council, New Delhi
SHRI M. M. MATHAI Cempire Corporation, Madras
SHRI R. D. NAYAK Bharat Petroleum Corporation Ltd, Bombay
SHRI P. C. SRIVASTAVA (Alternate)
COL D. V. PADSALGIKAR (Retd) B. G. Shirke & Co, Pune
SHRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SHRI A. K. SEN (Alternate)
SHRI RAVI WIG MES Builders Association of India, New Deihi
SHRI K. K. MADHOK (Alternate)
SHRI T. K. ROY STP Ltd, Calcutta
SHRI B. B. BANERJEE (Alternate)
SHRI SAMIR SURLAKER MC-Bauchemic (India) Ltd, Bombay
SHRI JAYANT DEOGAONKAR (Alternate)
SHRI R. SARABESWAR Integrated Water-proofing Ltd, Madras
SR DEPUTY CHIEF ENGINEER Public Works Department, Government of Tamil Nadu
SUPTDG ENGINEER (MADRAS CIRCLE)
(Alternate)
SHRI A. SHARIFF FGP Ltd, Bombay
SHRI D. KUSHWAHA (Alternate)
SHRI J. S. SHARMA Central Building Research Institute (CSIR), Roorkee
SHRI R. S. RAWAT (Alternate)
SHRI SRAMAL SENGUPNA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA (Alternate)
SHRI Y. R. TANEJA Director General, BIS (Ex-officio Member)
Director Incharge (Civ Engg)
Secretary
SHRI J. K. PRASAD
Joint Director (Civ Engg)
2Standard 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. CDC 41 (5139)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 August 1999
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.
|
10238.pdf
|
.
x-
_.*
IS 10238:2001
awTPT!8-mg$mmTq-??--~d
wmlTm@wTdr-F/f$Tf&
( ~!mw)
Indian Standard
FASTENERS — THREADED STEEL
FASTENERS — STEP BOLTS FOR STEEL
STRUCTURES — SPECIFICATION
( First Revision)
ICS 21.060.01
@BIS 2001
BUREAU OF IN DIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 2001 Price Group 2—,’
Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
,
.
~...
1
FOREWORD
i’
This Indian Standard (First Revision) wasadopted by theBureau ofIndian Standards, after the draft finalized
by the Bolts, Nuts and Fasteners Accessories Sectional Committee and had been approved by the Basic and
Production Engineering Division Council.
Thisstandard wasoriginally issuedin 1982. Subsequent tothepublication, threeamendments havebeenissued.
This revision has been taken up to incorporate these amendments as well as to make in line with the actual
products which arebeing used bytheelectrical transmission andtower erection industries.
Stepboltsareusedtogainaccesstothetopofsteelstructures including transmission towers. For safetyreasons,
whilegaining accesstothetopofthestructure, withthehelpofstepbolts,themaximum total weight ofaperson
including thebolts, nuts, tools andtackles that hemay carry withhim, should not exceed 150kg.
Hexagon bolts intended for fabrication of general steel structures are covered in IS 6639 ‘Hexagon bolts for
steel structures’.
For thepurpose ofdeciding whether aparticular requirement ofthisstandard iscomplied with, thefinal value,
observed or calculated, expressing theresult 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 values should bethesameasthatofthe specified value inthis standard.J.,
IS 10238:2001
.
.-
Indian Standard
,.?
7.! ‘
,,
FASTENERS — THREADED STEEL .>
,,
FASTENERS — STEP BOLTS FOR STEEL
STRUCTURES — SPECIFICATION
( First Revision)
1 SCOPE ISNo. Title
1.1 This standard covers the requirements for step Part2 :2001 General plan (second revision)
bolt used in steel structures including transmission 1S0 261:1998
towers togain access tothetop. Part3:1999 Basicdimensions (second revision)
1S0 724:1993
1.2 Eachboltshallbesuppliedwithtwohexagonnuts.
Part4 :2001 Selected sizes for screws, bolts and
2 REFERENCES 1S0 262:1998 nuts (second revision)
4759:1996 Hot-dip zinc coating on structural
The following standards contain provisions which
steel and other allied products (third
through reference in this text, constitute provision of
revision)
thisstandard. At the time ofpublication, theeditions
14394:1996 Industrial fasteners-Hexagon nuts
indicated were valid. All standards are subject to
of product grade C— Hot-dip gal-
revision and parties to agreements based on this
vanized—Sepcification (size range
standard are encouraged to investigate the
M 12toM 36)
possibility of applying the most recent editions ofthe
standardsindicated below: 3 DIMENSIONS AND TOLERANCES
ISNo. Title
The dimensions and tolerances for stepbolts shall be
1367 Technical supply conditions for asgiven inFig. 1.
threaded steelfasteners:
4 GRADES
(Part 2): 1979 Product grades and tolerances
(second revision) Thestepboltsshallbeofproduct GradeCasspecified
(Part 3): 1991 Mechanical properties and test inIS 1367(Part 2).
methods for bolts, screws and studs
5 MECHANICAL PROPERTIES
with fullloadability (third revision)
(Part9/Sec2): Surface discountinuties: Section 2 The step bolts shall conform to the requirements of
1993 Bolts, screws and studs for special property class4.6 asspecified inIS 1367(Part 3).
ISO6157–3 : applications (third revision)
6 MATING NUTS AND WASHERS
1988
(Part13): 1983Hot-dip galvanized coatings on 6.1 Nuts
threaded fasteners (second revision)
The hexagon nuts used (see 1.2) with step bolts
(Part17): 1996Inspection, smapling andacceptance
covered in this standard shall be of property class 5
procedure (thirdrevision)
andconforms tothe requirements ofIS 14394.
(Part18): 1996P~ackrtging(thirdrevision)
6.2 Washers
1369:1982 Dimensions ofscrewthreadrun-outs
and undercuts (second revision)
6.2.1 The plain washers used on these bolts shall be
2016:1967 Plain washers (firstrevision) ofType Apunched washers type and conform to the
4218 1S0 general purpose metric screw requirements given inIS2016except thethickness of
threads: washers which shallbe5* 1mm.
Part 1:2001 Basic profile (second revision)
6.2.2 The washers supplied along with bolts shall be
1S0 68-1:1998
hot-dip galvanized andinaccordance with8.2.
1f,
*
IS 10238:2001
~16-6g THREAD
TO IS 4216
TWIS EDGE MAY BE PITCH OF THREAD P=2mm
ROUNDED. NO SHARP
EDGE ALLOWED 2X45’CHAMFERQ
OR At5 ROLLED
. f-.l-
w (Si#lcu 9
t
035
1+ 02 !{! /
1 !-
x 60+:
.4 I
+J
6 [ 175*4’
Alldimensionsinmillimetres.
‘x’according toIS 1369
FIG. 1 DIMENSIONSFORSTEPBOLT
7 GENERAL REQUIREMENTS 0.5percent concentrated sulphunc acid maintained at
a temperature more than 32°C to provide protection
The permissible surface discontinuities of the step
against wetstorage strain.
bolts shallconform toIS 1367(Part 9/See 2).
9 SAMPLING, INSPECTION AND
8 FINISH
ACCEPTANCE CRITERIA
8.1 The step bolts shall be galvanized in accordance
Thesampling, inspection andacceptance criteria shall
with IS 1367 (Part 13). All dimensions given in
beinaccordance with IS 1367(Part 17).
Fig. 1shall apply before galvanizing.
10 TESTS
8.2 The plain washers supplied alongwith the step
bolts covered in this standard shall be hot-dip 10.1 The stepbolts shall nothave anypermanent set
galvanized in accordance with the requirements of when subjected to the cantilever test as shown in
Is 4759. Fig. 2.
8.3 Hot-dip galvanized bobs, nuts and washers shall 10.1.1 Before carrying outthecantilever test,thestep
bepassivatebydipping, immediately aftergalvanizing bolt shall be loaded with 150kg for 10seconds with
.
in a0.15 percent solution of sodium bichromate with thesetupshown inFig. 2.
STRUCTURAL MEMBER
72
PLAIN WASHER PERMANENT SET
AS PER 1S:2016 TO BE MEASURED
AT THIS POIN~
v
LOAD SUSPENSION WIRE
NUT TIGHTENED UP TO
END OF BOLT THREAD
DRILLED HOLE, 016
L!m
Alldimensionsinmillimetre.s.
FIG.2 CANTILEVERTEST
2.
-
,
IS 10238:2001
The bolts then shall beloaded again with 150kgload 12 MARKING
.,-i
for 10seconds and there shall be nopermanent setat 1
12.1 The marking on the step bolts shall be in
the point indicated, after withdrawal of the load
accordance with the IS 1367(Part 3).
subjecttoatolerance of30pmformeasurement error.
12.2 BIS Certification Marking “,
Both these loadings shall be done after the step bolts
and nutsaretightly fixed asshown inFig. 2. TheuseofStandard Markisgoverned bytheprovision
oftheBureauofIndianStandards Act, 1986andRules
11 DESIGNATION
and Regulations made thereunder. The details of
The step bolts shall be designated by the size, length conditions under which the Iicence for the use of the
andthenumber ofthisIndian Standard. TheletterNN Standard Mark may be granted to manufacturers or
shall be added to the designation to indicate supply producers maybeobtained from theBureau ofIndian
with two nuts. Standards.
Example: 13 PACKAGING
A step bolt of size M16 and length 175mm with
The packaging of step bolts shall be in accordance
two hexagon nuts shallbedesignated as:
withIS 1367(Part 18).
Step Bolt M16 x 175NN IS 10238
.
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 (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 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 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. BP 33 (0092).
Amendments Issued Since Publication
Amend No. Date ofIssue TextAffected
,. -
11 .
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
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.
Printedat : PrabhatOffsetPress,New Delhi-2
|
10526.pdf
|
IS 10526:1996
mm
-3PT?TFWi-?TM--~
P@=@@-U
Indian Standard
INLANDVESSELS-FIRE-FIGHTING
WATERSYSTEM-PRESSURES
( First Revision )
ICS 47.060
OBIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llooO2
December 1996 Price Group 1Inland and Harbour Craft Sectional Committee, TED 18
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Inland and Harbour Craft Sectional Committee had been approved by the Transport
Engineering Division Council.
This standard is based on IS0 3935 -1977 Shipbuilding - Inland navigation - Fire-fighting water system
- PressuresIS 10526:1996
Indian Standard
INLAND VESSELS - FIRE-FIGHTING
WATER SYSTEM - PRESSURES
( First Revision )
1 SCOPE 3 PRESSURES
This Indian Standard specifies pressures in the The pressures in the system shall be as specified in
water system for fire-fighting in vessels for inland Table 1.
navigation.
Table 1 Pressures
These pressures are intended for the stand-
ardization and selection of equipment, machinery
and pipeline components forwater systems for fire-
fighting, namely, pumps, fittings, etc.
2 1)EFINITION
2.1 Working Pressure
NOTE - 100 Wa = 1 kgf/cm’.
The pressure at which the system is operated.
1BIS 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 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. TED 18 ( 105 ).
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
NEW DELHI 110002 323 38 41
Eastern : l/14 C. I.T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61
CALCUITA 700054 337 86 26,337 9120
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) 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.
Printeda t Simco Printing Press, Delhi
|
5121.pdf
|
IS : 5121.1969
( Reaffirmed 1990 )
Indian hndard
SAFETY COriE FOR
PILING AND OTHER DEEP FOUNDATIONS
( Fourth Reprint OCTOBER 1991)
UDC 624.154:614.8
0 Copyright 1969
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 loo02
Gr3 August 1969IS : 5121- 1969
Indian Standard
SAFETY CODE FOR
PILING AND OTHER DEEP FOUNDATIONS
Safety in Constructian Sectional Committee, BDC 45
Chairman Representing
SHRI D. N. CHOPRA Railway Board, Ministry of Railways
Members
DIRECTOR, CIVIL ENOINEER-
INC, RAILWAY BOARD ( Altmtc to
Shri D. N. Chopra )
SHRI ARDAWAN SINGH Irrigation & Power Department, Government of
Himachal Pradesh
SHRI A. PIRET DF, BEHAIN Gammon India Limited, Bombay
SHRI P. BOSE Eastern Regional Electrical Contractors’ Association,
Calcutta
SHRI A. K. SEN ( Alternate)
DR S. M. K. CHATTY Central Building Research Institute ( CSIR ), Roorkee
SHRI B. C. SRIVASTAVA ( Alternate )
SHRI N. N. CHOPRA Hindustan Steel Limited, Ranchi
SHRI T. K. KOSHI (Alternate)
SHRI J. DATT Concrete Association of India, Bombay
SHRI Y. K. MEHTA ( Alternate )
SHRI A. K. DATTA Braithwaite Burn & Jessop Construction CO Ltd,
Calcutta
SHRI C. M. DEOSTHALE Directorate General of Mines Safety, Dhanbad
SHRI K. BHATTACHARYA ( Alternate )
SHRI V. R. DEUSKAR Irrigation and Power Department, Maharashtra
SHRI G. B. AGASKAR ( Alternate 1
DIRECTOR GENERAL, FACTQRY ‘Ministry of Labour & Employment
ADVICE SERVICE AND LABOUR
INSTITUTES
DIRECTOR ( P & R ) Central Water & Power Commission, New Delhi
SHRI T. DURAI RAJ Directorate General of Health Services
SHRI C. R. NAUABHUSHANA
RAO ( Alternate )
SHRI H. C. GUPTA Hindustan Steel Ltd, Ranchi
SERI G. R. JOLLY Builders’ Association of India, Bombay
SHRI K. J. SAPRA ( Alternate)
SHRI V. S. KAMAT Hindustan Construction Co Ltd, Bombay
SHRI V. S. KRISRNASWAMY Geological Survey of India, Calcutta
SHRI V. PRASAD ( Alternate)
SHRI R. L. KUMAR The Institution of Surveyors, New Delhi
( Continuedo n page 2 )
BUREAU OF INDIAN STA~NDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002( Continued from page 1 )
Members Representing
SHRI B. B. LAL Natige;LIBuildingo Construction Corporation, New
MANAQING DIRECTOR Hindustan Housing Factory, New Delhi
SRRI K. G. SAL-71 ( Akflatc )
SURI G. C. MATHUR National Buildings Organization
SNRI B. S. BHATTI (A lternate )
SHRI G. X. MIROHANDANI Engineer-in-Chief’s Branch, Army Headquarters
SHRI C. B. PATEL M. N. Dastur & Co Pvt Ltd, Calcutta
&RI b. C. JRAVERI [ Alternate)
SHRI P. SAMPATH National Projects Construction Corporation Ltd, New
Delhi
SRRI J. NAQARAJ ( Alternate)
SUPERINTE~JUINGS URVEYOR OF Central Public Works Department
WORKS I
SURVEYOR OF WORKS II, SSW I ( Alternate)
PROP C. G. SWAMINATHAN Central Road Research Iustitute ( CSIR ), New Delhi
SERI TILAE RAJ TAKULIA Indian Institute of Architects, Bombay
SHRI G. VENICATASUBRAMANIAN Ministry of Law
DR H. C. VISVF,SVARAYA The Institute of Engineers ( India), dalcutta
SHRI R. NAQARAJAN, Director General, IS1 ( Ex-ojicio Member)
Director ( Civ Engg )
Secretary
SHRI J. R. MEHTA
Assistant Director ( Civ Engg ), ISI
Pand for Safety in Piling and Other Deep Foundations, BDC 45 : P2
Convener
SHRI T. K. GROSH The Cementation Co Ltd, Bombay
Members
SHRI R. X. Dns GWPTA Simplex Concrete Piles ( India ) Pvt Ltd, Calcutta
SHRI c. M. SHAE McKenzies Limited, Bombay
&RI V. B. MATRUR ( Alternate )
2IS : 5121- 1969
Indian Standard
SAFETY CODE FOR
PILING AND OTHER DEEP FOUNrjATIONS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 3b May 1969, after the draft finalized by the,Safety in Construction
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Pile driving and well sinking are specialized jobs involving a lot of
hazards which sometimes lead to accidents. It is necessary that certain
safety rules are laid down for every phase of work involved and that these
are meticulously followed by each member of the crew working on the jobs,
not only for his own safety but also for the safety of his fellow workers and
onlookers. This standard has, therefore, been formulated to lay down
safety requirements for pile driving and for preparing deep foundations
including well sinking.
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 This standard is one of a series of Indian Standards eon safety in
construction.
0.5 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, shail 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. SCOPE
1.1 This standard lays down the safety requirements for piling and other
deep foundations as stated below:
a) Safety measures while working with a piling rig, and
b) Safety measures while preparing other deep foundations.
*Rules’ for rounding off numerical values ( revised ).
3IS : 5121- 1969
2. GENERAL
2.1 Safety Programme- All operations shall be carried out under the
immediate charge of a properly qualified and competent foreman. The
foreman shall also be responsible for the safety arrangements of the work.
22 Fencing shall be provided, wherever necessary, around the working area
or watchmen provided to prevent onlookers from tresspassing into the
construction sites. For work during the night lighting of at least 100 lux
intensity shall be provided at the work site.
2.3 The working area shall be investigated to ascertain the presence of any
buried~obstruction and actual position of all service lines passing through
the work site shall be known before the work commences. Particular
attention shall be given in case live electrical cables pass underground,
which may interfere within the depth of foundation.
2.4 The safety provisions shall be brought to the notice of all concerned
and matters needing special attention shall be displayed at a prominent
place at the work spot.
2.5 All necessary safety equipment like safety belts and safety helmets and
safety shoes, as considered suitable, shall be kept available for the use
of ~persons employed on the site and maintained in condition suitable for
immediate use.
2.6 A first-aid kit shall be maintained at the site near the place of work, to
comply with the requirements and provisions for the work.
2.7 Those engaged in mixing and stacking of cement bags or any Dther
material injurious to human body shall be provided with protective wear
suitable for the purpose. Welders engaged in the work of welding shall
use eye sight shields.
2.8 Every crane driver or hoisting appliance operator shall be competent
to the satisfaction of the engineer-in-charge and no person under the age
of 21 years should be in-charge of any hoisting machine including any
scaffolding winch, or give signals to operator.
3. PILING RIG
3.1 There are numerous types of piling rigs in piling work, depending on
the need for the site conditions. While utilizing specialized rigs the instruc-
tions issued by the suppliers shall be kept in view.
3.1.1 Pile drivers shall not be erected in dangerous proximity to electric
con’ductors.
3.1.2 If two pile drivers are erected at one place these shall be separated
by a-distance at least equal to the longest leg in either rig.
4IS : 5121-1 969
3.2 The frame of any rig shall be structurally safe for all anticipated dead,
live or wind loads. Whenever there is any doubt about the strucmrd
strength, suitable test shall be Carrie out by the foreman and the results
of the test recorded. No pile-drivin 8 equipment shall be taken into use
until it has been inspected and found to be safe.
3.3 Pile drivers shall be firmly supported on heavy timber sills, concrete
beds or other secure foundation. If necessary to prevent danger, pile
drivers shall be adequately guyed.
3.3.1 When the rig is not in use, extra precautionary measures for
stability, such as securing them with minimum four guys, shall be adopted
to prevent any accidents due to wind, storm, gales, and earthquake.,
fiidtrcess to working platforms and the top pulley shall be provided by
. Working platforms shall be protected against the weather.
3.4.1 In tall driven piling rigs or rigs of similar nature where a ladder is
necessary for regular use, the ladder shall be securely fastened and extended
for the full height of the rig. The ladder shall also be maintained in good
condition at all times.
3.5 Exposed gears, fly wheels, etc, shall be fully enclosed. boilers, hoist-
ing drums and brakes shall be kept in good condition and sheltered from
weather, wherever possible.
3.6 Pile driving equipment in use shall be inspected by a competent
engineer at regular intervals not exceeding three months. Also a register
shall be maintained at the site of work for recording the results of such
inspections. Pile lines and pulley blocks shall be inspected by the foreman
before the beginning of each shift. for any ~excess wear or any other
defect.
3.6.1 Defective parts of pile drivers, such as sheaves, mechanism slings
and hose shall be repaired by only competent person and duly inspected
by foreman-in-charge of the rig and the results recorded in the register.
3.6.2 No steam or air equipment shall be repaired while it is in operation
or under pressure.
3.6.3 Hoisting ropes on pile drivers shall be made of galvanized steel.
3.7 All bolts and nuts which are likely to be loosened due to vibration
during pile driving shall be checked regularly and tightened.
l
3.8 Steam and air lines shall be controlled by easily accessible shut-off
valves, These lines shall.consist of armoured hose or its equivalent. The
hose of steam and air hammers shall be securely lashed to the hammer so
, as’ to prevent it from whipping if a connection breaks. Couplings of
sections of hose shall be. additionally secured by ropes or chains.
5Is; 5121- 1969
3.9 When not in use the hammer shall be in dropped position and shall be
held in place by a cleat, timber or any other suitable means.
3.10 For every hoisting. machine and for .every chain ring hook, shackie,
swivel and pulley block used in hoisting or as means of suspension, the safe
working loads shall be ascertained. In case of doubt actual testing shall
be carried out and the working load shall be taken as half of the tested
load. Every hoisting machine, and all gears referred to above shall be
plainly marked with the safe working load. In case of a hoisting machine
having a variable safe working load, each safe working load together with
the conditions under which it is applicable shall be clearly indicated. No
part of any machine or any gear shall be loaded beyond the safe working
load exc5ept for the purpose of testing.
3.11 Motor gearing, transmission, electrical wiring and other dangerous
parts of hoisting appliances should be provided with efficient safe guards.
Hoisting appliances shall be provided with such. means as will reduce, to
the minimum, the risk of accidental descent of the load and adequate
precautions shall be taken to reduce to the minimum, the risk of any part
of suspended load becoming accidentally displaced. When workers are
em, loyed on -electrical installations which are already energised, insulating
mats and wearing p$parel, such as gloves, etc, as may be necessary, shall
be provided. Sheaves on pile drivers shall be guarded so that workers may
not be drawn into them.
3.11;1 When loads have to be inclined:
a) they shall be adequat-ly counter-balanced; and
b) the tilting device shall be secured against slipping.
3.12 Adequate precautions shall be taken to prevent a pile driver from
overturning if a wheel breaks.
3.13 Adequate precautions shall be taken by providing stirrups or by other
effective means, to prevent the rope from coming out of the top pulley
or wheel.
3.14 Adequate precautions shall be taken to prevent (he hammer t?om
missing the pile.
~3.15 If necessary to prevent danger, long piles and heavy sheet piling should
be secured against falling.
3.16 Wherever steam boilers are used, the safety regulations of boiler
.shall be strictly followed and safety valves shall be adjusted to 0.7 kg/cm’
in excess of working pressure accurately.
3.17 Where electricity is usedlas power for piling rig, only armoured cable
conforming to the relevant Indian Standard shall be used and the cable
shall be thoroughly waterproofed.ls:5121-1969
4. OPERATION OF EQUIPMENT
4.1 Workers employed in the vicinity of pile drivers shall wear .helmets
conforming to IS: 29251964*.
4.2 Piles&all be prepared at a distance at least equal to twice the length
of the longest pile from the pile driver.
4.3 Piles being hoisted in the rig should be so slung that they do not have
to be swung round, and may not inadvertently, swing or whip round. A
hand rope shall be fastened to a pile that is being hoisted to control its
movement. While a pile is being guided into position in the leads,
workers shall not put their hands or arms‘xbetween the pile and the inside
guide or on top of the pile, but shall use a rope for guiding.
4.4 While a pile is being hoisted all workers not actually engaged in the
operation shall keep at a distance which ensures safety.
4.5 Before a wood pile is hoisted in+ 9 position it shall be provided with an
iron ring or cap over the driving end to prevent brooming.
4.6 When creosoted wood piles are being driven, adequate precautions shall
be taken, such as the provision of personal protective equipment and
barrier creams to prevent workers receiving eye or skin injuries from
splashes of creosote.
4.7 When piles are driven at an inclination to the vertical, if necessary to
prevent danger, these should rest in a guide.
4.8 No steam or air line shall be blown down until all workers are at a
safe ~distance.
5. FLGATING PILE DRIVERS
5.1 When pile-drivers are working over water a suitable boat shall be kept
readily available at all times. All members of floating pile-driver crews
shall be trained to handle boats and shall also know swimming.
5.2 Floating pile drivers shall be provided with a whistle, siren, horn or
other effective signalling equipment.
5.3 Floating pile drivers shall be provided with adequate fire fighting
equipment.
5.4 The weight of machinery on a floating pile driver shall be so distributed
that the deck of the installation is horizontal Further, it shall be ensured
that the floating craft is stable and safe under all working conditions.
*Specification for industrials afety helmets.
7ISt5121-1969
5.3 Steel pile-driver hulls shall be divided into watertight compartments,
and the watertight compartments should be provided with siphons for the
removal of water seepage.
5.6 Deck hatches shall have firmly fastened covers that fit flush with the
deck. Open hatches shall be adequately fenced or guarded.
5.7 Fuel tanks below deck shall be vented to the outside and vents shall be
provided with flame arrestors. Fcr each fuel tank below deck there shall
be an emergency shut-off valve on deck.
5.8 Lighting fixtures below deck shall be explosion proof and flame proof.
5.9 Sufficient sheaves shall be provided on deck to enable the pile driver to
be safely manoeuvred in any direction and safely secured in position.
5.10 The operator’s cabin shall afford an unrestricted view of the
operations.
6. SHEET PILING
6.1 If necessary to prevent danger from wind or other sources, a hand rope
shall be used to control the movement of steel sheet sections that are being
transported.
6.2 Workers who have to sit on a steel sheet section to interlock sheets
shall be provided with stirrups or other devices to afford them a safe seat.
Workers shall not stand or sit on sheet piling while it is being released
from the slings, lowered or moved into position.
6.3 Workers handling sheets should wear gloves.
6.4 If necessary to prevent danger from displacement by the current, steel
sheet sections shall be braced until they are firmly in position. If
necessary to prevent danger from undercutting of the cofferdam by the
current a substantial berm shall be installed upstream.
6.5 While it is being weighted with stones, sheet piling should be securely
moored.
6.6 Adequate pumping facilities shall be available at cofferdams to keep
them clear of water. Also adequate means of escape, such as. ladders and
boats shall be provided at cofferdams for the protection of workers in case
of flooding.
6.7 Adequate supplies of life-saving equipment shall be provided for
workers employed on cofferdams.
6.8 When sheet sections are being removed, their movements shall be
controlled by cables or other effective means.
8IS : 5121.1969
7. OTHER MEASURES WHILE WORKING WITH BORED OR
GASSION PILING RIG
7.1 All holes which are left unattended shall be adequately and securely
covered or shall have an effective barrier placed as close to the edge as is
practicable.
7.2 Before any person enters a hole, the ground surface next to the hole
shall be cleaned and all loose soil, materials, loose tools, ropes, etc,
removed.
7.3 A person shall not remain in a hole for more than one hour at a time
and this time shall be suitably reduced depending on circumstances.
7.4 Persons entering holes shall be lowered or raised in suitable skips or
cages using properly constructed cranes and winches, shear legs or other
devices suitable for the purpose.
7.5 In water bearing and unstable overburdens or where the sides of the
hole are likely to collapse, lining tubes shall be used and those shall be
penetrated wherever possible sufficiently into any impermeable stratum or
rock to secure seal against ingress of ground water into the unlined hole
below.
7.6 When working at night, flood lighting shall be provided for the working
area. Hand lamps used for illuminating the bottom of the hole shall be of
flameproof construction of not more than 24 volt rating, when men are
working in the hole.
7.7 Detector lamp capable of indicating the presence of dangerous
quantities of flammable gases and vapours or a serious oxygen deficiency or
an excess of carbon-di-oxide shall be a part of the working gear, where
poisonous gases may be present in the subsoil.
7.8 Before first lowering men into a borehole suitable steps shall be taken
to investigate the likely presence of poisonous gas in the subsoil of the site.
8. ADDITIONAL MEASURES FOR WELL FOUNDATION
8.1 Well sinking’ work shall be under the charge of engineers or supervisors
who have adequate experience in the execution of such jobs and at least
one such engineer/supervisor shall be present at site whenever work is in
progress.
8.2 Detailed information about the subsoil up to adequate depth below the
proposed bottom of well foundations shall be collected so that the wells,
including their steinings and cutting edges are designed suiting the condi-
tions at site. This information will also assist in following safe well sinking
9IS : 5121.1969
procedures and in taking precautionary measures in time against appea-
rance of sudden dangers, heavy sand blow and consequent subsidence of
peripherial area.
8.3 Prior geological study of terrain is recommended, particularly for rocky
area and bed with boulder studed soil to enable determination of slope of
rock, presence of fissures, etc, if any. Based on the information collected
precautionary measures against sudden tilt and shift in well shall be taken
for the safety of workmen.
8.3.1 If the study reveals presence of methane gas, approved type of
methanometer shall be used to detect the presence of such gas.
8.3.2 In case methane or any other hazardous gas is detected it shall be
immediately reported to the employer and further work in regard to sinking
of well shall be stopped.
8.3.3 For further progressing of work at such sites all precautions
necessary for working in gaseous mines shall be satisfied all the time in
consultation with an expert competent to work in such mines.
8.4 Whenever well sinking is to be carried out in compressed air, safety
requirements laid down in IS : 4138-1967* shall be followed.
8.5 Whenever blasting is resorted to, it,shall be done under water through
electric detonators by remote control arrangements and all the detonators
shall be connected in series to prevent the possibility of any misfire.
8.6 Plant and equipment placed around a well for sinking shall be placed
sufficiently far from the well to avoid chances of accident due to subsidence
of ground on account of heavy sand blow or other causes.
8.7 If a blow is expected when the diver is working, suitable provisions
shall be kept ready for him to come up uickly in the event of a blow. It
is suggested that an open grab is lowere 3 to the bottom of excavations and
the winches/crane engine kept running and ready for hoisting at any time.
8.8 An an -receiver with safety valve shall be attached to the compressor
used for diving work. The air receiver shall be able to supply air for at
least half an hour working.
8.9 The signalman working with a diver shall be his own team mate as far
as possible, and in any case there shall be complete understanding between
the two about the signals code to be used.
8.10 In deep water say over 30 m divers shall not work for more than ha!f
an hour at a time.
8.11 The divers shall give frequent signals about their safety.
*Safety code for working in compressed air.
LO8.12 All diving equipment shall be 6equently checked.
8.13 When a well is loaded with heavy kentledge and a diver has to go
down for inspection it shall be only for a short duration say 10 to 15
minutes.
8.14 Divers carrying out excavation work using jack hammers, pickaxes,
of
etc, shall not go under the cutting edge the well curb. When a stage is
reached that sudden downward movement -of the well may be expected,
the divers shall not stay- under the steining thickness but will be provided
with long enough tools for doing any work at this stage.
9. PROTECTION TO NRIGHROURING !$TRUGTUR.B AND
UNDERGROUND 9FRVICR3
9.1 In driven piles vibration is set up which may cause damage to adjoining
structures or service lines depending on the nature of soil condition and the
construction standard of such structures and service lines. Possible extent
of all such damages shall be ascertained in advance and operation and
mode of driving shall be planned with appropriate measures to ensure
safety.
9.2 Wherever in the vicinity of a site where bored or driven piling works
are to be carried out there are old structures which are likely to be dama-
ged, felkalea shall be fixed on such structures to watch their behaviour
and thmely precautions taken against any undesirable effect.
9.3 In case of bored or cassion piles, measures shall be taken to ensure
,that there is no appreciable movement of soil mass into the bxehole which
may cause subsidence to any existing foundation in the close proximity.
In wet holes where such possibilities are likely to be there the same shall
be minimized by approved technique and the operation should be
planned.
11BUREAU OF INDIAN STANDARDS
Headquarters:
Menak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telef.?t%nes: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regipnal Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. 331 01 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, 21843
CHANDIGARH l-60036 3 16 41
I
41 24 42
Southern : C. I. T. Campus, MA_DRAS 600113
t: ;: :t
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. 82183. 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
{ fl “SP3 ;
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/l 421. Urii Jersity P.O.. Palayam IS 21 04
TRIVANDRUM 695035 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
fnstitution of Engineers ( India ) Building, 1’332 Shivaji Nagar, 5 24 35
PUNE 411005
*Saks Office in Calcutta is at SChowringhea Approach, P. 0. Princap 27 68 00
Strrot. Calcutta 700072
tSalar Office in Bombay is at Novelty Chambars, Grant Road, 89 6528
Bombay 400007
$Saler Office in Bangalore is at Unity Building. Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
783.pdf
|
IS : 783 - 1985
Indian Standard
CODE OF PRACTICE FOR
LAYING OF CONCRETE PIPES
f First Revision )
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building
Materials, New Delhi
Members
ADDITIONAL DIREC’~ORS TAP~DARDS Research, Designs and Standards
(B&S) ( Ministry of Railways ), Luckno
DEPUTY DIRECTOR STANDARDS ( B & S ) (Alternate )
SHRI K. P. BANERJEE Larsen and Toubro Limited, Bombay
SHRI HARISH N. MALANI ( Alternafe )
SHRI S. K. BANERILE National Test House, Calcutta
CHIEF ENGINEER( BD ) Bhakra Beas Management Board, Nangal
Township
SHRI J. C. BASUR ( Akernate )
CHIEF ENGINEER( DESIGNS) Central Public Works Department, New Delhi
EXECUTIVEE NGINEER( D ) III ( Alternate ) :.*
CHIEF ENGINEER( RESEARCH-CUM- Irrigation and Power Research Institute, Amr sar
DIRECTOR)
RESEARCHO FFICER ( CONCRETET ECHNOLOGY) ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories,
Hyderabad
JOINT DIRECTOR ( Ahernafe )
DIRECTOR Central Soil and Materials, Research Station,
New Delhi
CHIEF RESEARCHO FFICER ( Alternate )
DIRECTOR( C & MDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD-I ) ( Alternate )
SHRI V. K. GHANEKAR Stru~o;~ke~gineering Research Centre ( CSIR ),
( Continued onpage 2 )
@ Copyright 1986
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957) and
reproduction in whole or in pait by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.c
;[s : 783 - 1985
( Continued from page 1 )
Members Representing
&RI A. V. GOKAK Cement Controller ( Ministry of Industry ),
New Delhi
SHRI S. S. MI~LANI ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Limited,
Ballabhgarh (Harvana 1
SHRI P. J. JACXJS The Associared &men\ Cokpanies Ltd, Bombay
DR A. K. CHATTERJEE( Alternate 1
SHRI N. G. JOSHI hdian Hume Pipes Co Limited, Bombay
SHRI R. L. KA~OOR Roads Wing ( Ministry of Shipping and
Transport )
SHRI N. SIVACXJRU( Alternafe )
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( AIternate 1
DR A. K. MULLICK ’ ‘National Council for Cement and Building
Materials, New Delhi
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’, 11 First
Cresent Park Road, Gandhinagar, Adyar,
Madras 1
SHRI S. N. PAL M. N. Da&r and Company Private Limited
Calcutta
SHRI BIMAN DASGUPTA ( Alternate )
SHRI H. S. PASXICHA Hindustan Prelkb Limited, New Delhi
SHRI Y. R. PHULL Indian Roads Congress, New Delhi: and Central
Road Researcfi Insiitute ( CSIR’), New Delhi
SHI?I M. R. CHATTERJEE Central Road Research Institute (CSIR), New Delhi
( Alternate )
DR MOHAP~R AI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Alfernate )
SHRI P. S. RA~~ACHAN~RAN The India Cements Limited, Madras
SHRI G. RAMD~S Directorate General of Supplies and Disposals,
New Delhi
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ),
Madras
DR A. G. MADHAVA RAO I\ Alfernate )
SHRI A. 1’. RAMANA Dalmia Cement ( Bharat ) Limited, New Delhi
D:< K. C. NARANO ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SIHRIJ . SEN GUPTA ( Alternate )
SHRI R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
SHRI T. N. SUBI~AR &o Gammon India Limited, Bombay
SHKI S. A. REDDI ( Alternate )
SHRI ARJI N RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SH.,\PMA( AIternate)
SHIRI H. S. SZTYANAHAYA~A Engineer-in-Chief’s Branch, Army Headquarters
SHRI V. R. KOT~IS ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHIPI K. R. SAXENA ( Afternate )
SUPFRINTENDINGE NGINEER Public Works Department, Government of Tamil
( DESIGXS) Nadu, Madras
EXECUTIVE ENGINEER ( SMD ) DIVISION ( Alternate )
( Continued on page 76 )
2
J.IS : 783 - 1985
Indian Standard
CODE OF PRACTICE FOR
LAYING OF CONCRETE PIPES
First Revision /
(
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 31 July 1985, after the draft finalized by the
Cement and Concrete Sectional Committee and been approved by the
Civil Engineering Division Council.
0.2 Concrete pipes are largely used for sewers, water mains, culverts and
irrigation purposes. To ensure that pipes manufactured in accordance
with IS : 458-1971* and IS : 784-1978t are not subjected to loads in
excess of those for which they have been designed, this standard lays down
the methods for finding the loads on pipes and their supporting strength
and the methods for handling, laying and jointing of pipes.
0.3 Concrete pipes have to be properly handled, bedded and back-filled,
if they have to carry safely the full design loads. Even the highest
quality of concrete pipes manufactured in accordance with the specifica-
tions may be destroyed by improper handling, bedding and back-filling
As various factors, such as the size of the pipe and the nature of the sot1
infiuence pipe laying practice, it is not possible to lay down any rigid
rules. Each case will have to be dealt with on its own merits, and this
standard is intended to provide a general guidance in such work.
0.4 This standard was first published in 1959. The first revision incorpora-
tes the modifications required as a result of experience gained with the use
of this standard and brings the standard in line with the present practice ,
followed in the country.
0.4.1 In the present revision a number of important basic modifications
with respect to symbols, illustrative figures, graphs, impact factors, testing,
etc, have been introduced. Examples of calculations of loads on pipes
*Specificationf or concrete pipes (with and without reinforcement ) (secorrd
revision ) .
tspecification for prestressed concrete pipes ( including fittings ) (firs? revision ).
3IS : 783 - 1985
under different installations conditions have also beed incorporated in this
revision.
0.5 In the preparation of this standard assistance has been derived from
AS CA33-1962 ‘Concrete pipe laying design’ issued by the Standards
Association of Australia.
0.6 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 recommended design practice for the laying of
precast concrete pipes. It includes methods for calculating loads on pipes
according to installation conditions, and gives the corresponding load
factors.
1.1.1 This standard is intended primarily for use in association with
IS : 45%1971t and IS : 784-1978: for pipes, but may also be used for the
calculation of loads on other rigid pipes.
2. APPLICATION
2.1 The purpose of this standaid is to provide a basis for relating the
loads on precast concrete pipes laid under various installation conditions
to the test strength of pipe in accordance with IS : 45%197lt through load
factors appropriate to the installation conditions.
The provisions of this standard may be used:
a) to calculate external loads which, when divided by the appropriate
,
load factor, will indicate the strength of pipe required in terms
of the test loads given in IS : 45%1971t; and
b) to assess the supporting strength of a pipe under specified instal-
lation conditions by multiplying the test load given in 1S : 45%
1971~ for the class of pipe by the load factor specified herein, and
hence to determine the permissible loading conditions.
-
*Rules for’roundirlg off numerical values ( revised ).
tspecification for concrete pipes ( with and without reinforcement ) (second revision ).
$Specification for prestressed concrete pipes ( including fittings ) (first revision ).
4IS : 783 - 1985
3. TERMINOLOGY
3.0 For the purpose of this standard, the following definitions shall apply.
3.1 Pipe - A single length of pipe.
3.2 Superimposed Load - A load, concentrated or distributed, static or
dynamic, applied at the surface of the fill material.
3.3 Test Load - The load which a precast concrete pipe is required to
sustain when tested by the method given in IS : 458-1971*
NOTE - For an unreinforced pipe the test load is sustained without cracking. For
a reinforced pipe the test load is sustained without developing a clearly visible crack
as defined in IS : 3597-1985t.
3.4 Load Factor - A factor used in the calculation of the required test
load for a pipe. The factor varies with the type of load and with the
installation conditions ( see 10 ) .
3.5 Earth - All material other than rock.
3.6 Rock - An unyielding natural foundation material; includesi gneous
material and consolidated or cemented sedimentary mineral matter in
extensive undisturbed beds or strata.
4. SYMBOLS
4.1 For the purpose of this standard, the following letter symbols shall
have the meaning indicated against each:
B - width of trench in metres measured at the level of top of the pipe.
Ce = a coefficient used in the calculation of the vertical load on a
pipe due to the weight of fill material when the pipe is installed
under positive projection embankment conditions ( see Fig. 1).
cn = a coefficient used in the calculation of the vertical load on a
pipe due to the weight of fill material ( see Fig. 2 ) when the
pipe is installed under:
a) negative projection conditions, and
b) imperfect trench condition.
C, = a coefficient used in the calculation of the vertical load on a
pipe due IO concentrated superimposed loads ( see Fig. 3 )
when the pipe is installed under :
~-~ - ~-
*Specification for concrete pipes ( with and without reinforcement ) (second
revision ).
*Methods of test for concrete pipes (first revision ).
5
.
-IS : 783 -1985
a) trench conditions, and
b) embankment conditions.
ct = a coefficient used in the calculation of the vertical load on. a
pipe due to the weight of fill material when the pipe is installed
under trench conditions ( see Fig. 4 ).
C” = a coefficient used in the calculation of the load on a pipe due
to a uniformly distributed superimposed load of U kN/ma
( see Fig. 5 ).
d= internal diameter of a pipe in m.
D= external diameter of a pipe in m.
Fe load factor for a pipe installed under positive projection
=F
embankment conditions and subjected to load from earth fill
material only.
Fp = load factor for a pipe subjected to a concentrated load.
Ft = load factor for a pipe installed under trench conditions or
negative projection embankment conditions and subjected to
load from earth fill material only
h= vertical distance, in metre, from the level of the top of a pipe
down to the undisturbed foundation level, or trench bottom,
adjacent to the pipe ( see Appendix A ).
h’= vertical distance, in metre, from the level of the top of a pope
up to the natural ground level, where the pipe is installed under
negative projection conditions ( see Appendix A ) or depth of
trench in metre excavated in consolidated fill material and
refilled with loose fill material, where a pipe is installed under
imperfect trench conditions ( see Appendix A ).
H= vertical distance in metres measured from the level of the top
of a pipe to the surface of the fill material over the pipe ( see
Appendix A ).
K= ratio of the active horizontal pressure at a point in fill material
to the vertical pressure which causes this horizontal pressure,
given by:
K =
l 1-
+
s si in
n
4
d = tan2
4-x
-
--9
2
=$J =p =a $-
= T&
p
( )
( Rankine’s formula )
length of a pipe in metre over which a vertical concentrated
load is assumed to be distributed ( see 9 ).
6IS : 783 - 1985
P = concentrated load in kN.
p = projection ratio of a ‘pipe installed under embankment condi-
tions. It is calculated by dividing the vertical distance h from
the top of the pipe down to the level of the undisturbed ground
surface at the sides of the pipes, by the external diameter D of
the pipe, that is $-- ( see A-2 and A-3 ),
NOTE 1 - Where a pipe is laid on a continuouS concrete cradle the top horizontal
surface of the cradle ( see B-9 and B-10 ) may be taken as the level of the undistur-
bed ground surface.
NOTE 2 - Where a pipe is laid in a wide trench with no bench of undisturbed
ground at the sides of the pipe, the top horizontal surface of compacted sand or
other granular foundation material at the sides of the pipe may be taken as the level
of the undisturbed ground surface provided the foundation material at the sides of
the pipe is compacted to the same density as the ijndisturbed ground or to 90
percent of the maximum density at optimum moisture content as determined by a
suitable method.
NOTE 3 -- Where the site is irregular it is usual to average the levels at distance
D on each side of the centre line of the pipe, but the level from which the average is
calculated should never be, taken more than 1.5 D from the centre line.
P' = negative projection ratio of a pipe, defined as the ratio of the
depth of the fill material measured from the top of the pipe to
the natural ground surface to the width of the trench, that is:
-g (.s ee A-4 and A-5 )
NOTE1 - For imperfect trench conditions, p’ is defined as the ratio of the depth
of the trench excavated in the compacted fill material to the width of the trench
which preferably should be equal to the external diameter of the pipe ( see A-4 ).
NOTE 2 - Where the site is irregular it is usual to average the levels at distance D
on each side of the centre line of the pipe, but the level from which the average is
calculated should never be taken more than 1.5 D from the centre line.
rs r= settlement ratio of a pipe ( see Appendix B ).
For negative projection conditions the definition differs from
that for positive projection conditions.
S = length of a concentrated load along a pipe in metre.
t = wall thickness of a pipe in mm.
U = uniformly distributed static .load superimposed on the fill
material over a pipe in kN/m2.-. ..-.__
IS:783 -1985
w = unit weight of fill material in kN/m3.
NOTE - Unit weights of materials vary between 144 kN/m8 for loose granular
material! and 20 kN/m’ for densely compacted clay and gravel. Where the actual
unit weight is not known, a value of 18 kN/m3 be assumed ‘for most soils not
specially compacted.
WC = calculated vertical external load on a pipe due to superimposed
concentrated load, including any allowance for impact in kN/m.
W, = calculated vertical external load on a pipe due to fill material,
including superimposed distributed load treated as fill material
in kN/m.
Wt = required test load for a concrete pipe, in kN/m.
IV, = calculated vertical external load on a pipe due to superimposed
uniformly distributed load in kN/m.
X = proportion of the vertical height of a pipe embraced by the
bedding material.
a = Impact Factor - a factor by which a live load is multiplied in
order to make allowance- for the dynamic effect of impact.
,.L = coefficient of internal friction of the fill material equal to
tan 4.
p’ = coefficient of friction between the fill material and the sides of
a trench in undisturbed material.
4 = angle of internal friction for earth.
5. TEST LOAD
5.1 The required minimum test load for a pipe is calculated as follows:
a) Reinforced Pipe - Divide each is of the calculated vertical loads
( see 7, 8 and 9 ) by the load factor appropriate to the type of
loading and installation conditions ( see 10 ) and add the quotients.
b) Unreinforced Pipe - Multiply the sum of the quotients determined
in accordance with (a) by l-5.
The class of pipe required is then chosen from IS - 458-1971*, unless
a specially designed pipe is required.
l
Spe&ication for concre;e pipes ( with and without reinforcement ) ( second revision ).
8
2”16 --- INCOMPLETE
PROJECTION
IL
u'
IL 12
0
$ 10
2
a
6
r.
2
f-i. 1 2 ti
. .
VALUES OF H/O
8
ThN eO T vE
a
lue- isT sh le
ig
hc tu lr yv es
c
ona sr ee
r
vd ar tia vw en ff oo rr oa
th
v ea
r
lu me ao tef
r
iK alp
s.
= 0.1924 which is applicable to granular soils with cohesion. WI
L
FIG. 1. VALUES OF COEFFICIENT C, IN FORMULA W, = C,wD2 (APPLICABLE TO
EMBANKMENTC ONDITIONS WITH POSITIVEP ROJECTION) gAs in the Original Standard, this Page is Intentionally Left Blank1 2 3 4 5 6 7 8 9 19 11 I?
VALUES OF H/B
VALUES OF H/B
WOMPLETE /
TREWCHCO NDITION ’
I i ZONE\+
I I I I I/’
;_I
3 8,
$3 s 3
2 2
1
1
0 1 2 3 ‘, 5 6 7 6 9 10 11 Ii
VALUES OF H/B VALUES OF H/B
NOTE - The curves are drawn for Kp 5 0.13, that is normal wet clay.
FIG. 2 VALUES OF COIZFFICIENTC n IN FORMULA We = CnwBZ (APPLICABLE TO EMBANKMENT
CONDITIONSW ITH NEGATIVEP! ROJECTION)
IIAs in the Original Standard, this Page is Intentionally Left BlankIS:783-1985
,
0
0
VALUES OF o/2,,
FIG. 3 VALUESO F COEFFICIENCT, IN FORMULAW , =Cp pp
13tC
FO
SEUUY
f
a“
\
I
I
7
\
\
0-
Y
IS
:
Xt-
16Sf1 I II , I i 1M AT:R I’ AI I L I I
VALUES OF C,
FIG. 5 VALUES OF COEFFICIENCT,, IN FORMULAW , =‘C,SUIS:783 - 1985
6. VERTICAL LOADS ON PIPES-GENERAL
6.1 Types of Loading - In the design of a concrete pipe an assessment
shall be made of the following vertical loads:
a) The static load at the level of the top of the pipe due to the fill
material,
b) The static load at the level of the top of the pipe due to loads
superimposed on the fill material, and
c) The internal static load due to the weight of water contained in the
pipe.
6.2 Data Required - In order to make an assessment of the vertical loads
the following data shall be available or assumed:
a) The height H of the fill material above the top of the pipe;
‘3 The maximum unit weight w of the fill material;
c>T he magnitude of any loads superimposed on the fill material and
the nature of the loads, that is whether the loads are distributed or
concentrated, static or dynamic;
4 The pipe installation conditions ( see Appendix B );
e) The projection ratio, if the pipe is installed under embankment
conditions or negative projection conditions;
0 The width of trench, if the pipe is installed under trench conditions;
g) The external diameter D of the pipe;
h) The internal diameter d of the pipe;
3 The coefficient of internal friction p of the fill material;
k) The coefficient of friction p’ between the fill material and the sides
of the trench ( usually assumed to be equal to tan 4 ); and
m>T he settlement ratio r,.
7. VERTICAL LOAD ON A PIPE DUE TO FILL MATERIAL
7.1 The vertical load on a pipe due to fill material shall be calculated
from the formula given in A-l to A-5 appropriate to the pipe installation
conditions.
16IS:783 - 1985
8. VERTICAL LOAD ON A PIPE DUE TO SUPERIMPOSED STATIC
UNIFORMLY DISTRIBUTED LOAD
8.1 Trench Conditions - For a pipe installed under trench conditions the
vertical load due to a uniformly distributed superimposed static load shall
be calculated from the following formula:
W,, = C, BU
where C, has the values given is Fig. 5.
8.2 Embankment Conditions - For a pipe installed under embankment
conditions the vertical load due to a uniformly distributed static supeim-
posed load shall be calculated as follows:
a) Calculate the height of fill material equivalent to the load per unit
area of the superimposed distributed load, that is, equivalent
height of fill material
Superimposed load (kN/mz)
= Unit weight of fill material (kN/ms)
9 Add the herght so calculated to the actual height of the embank-
ment above the top of the pipe to obtain the height H,
C) Determine the coefficient Ce or Cn, as appropriate;from Fig. 1 and 2;
and
4 calculate the load on the pipe using the appropriate formula
given in Appendix A.
9. VERTICAL LOAD ON A PIPE DUE TO SUPERIMPOSED
CONCENTRATED LOAD
9.1 The vertical load on a pipe due to a superimposed concentrated load
P shall be calculated from the following formula:
9 ,
c,
WC =
where
CP has the value given in Fig. 3 appropriate to the ratios
a = has the value given in 11 if the load is dynamic, and a value of
unity if the load is static; and
I
17Is:783-1985
I = is the leng%h of the pipe assumed to be carrying the concentrated
load. It may be calculated from the followhig formula but
should not exceed the length of the pipe:
1 = 1.15H$z20 fS
Where at least 300 mm of consolidated earth or equivalent cover
cannot be provided, the wheel loads shall be assumed to be applied directly
to the pipe.
10. LOAD FACTORS
10.1 Load Due to Fill Material or Uniformly Distributed Load - The load
factors applicable when pipes are loaded with fill material and/or a
uniformly distributed static superimposed load, and are installed under
various conditions are given in Appendix B.
10.2 Concentrated Loads - The load factor applicable when pipes are
loaded with concentrated superimposed static or live loads shall be 1.5
irrespective of the pipe installation conditions, except that for Class D
. bedding, the factor shall be 1.1.
NOTE- The load factors given in B-9 to B-16 are applicable for loose granular
6lI material. For other fill material, the load factors given will be conservative.
11. IMPACT FACTORS
11.1 Effect of Impact - Where superimposed loads are dynamic, allowance
shall be made for the effect of impact by multiplying the superimposed
load by an impact factor a appropriate to the type of loading, the depth of
cover over the pipe, and the smoothness of any load bearing surface over
the pipe, ab indicated in 11.2, 11.3 and 11.4. When considering the effect
of impact, the depth of cover over the top of the pipe is critical.
11.2 Road Vehicle Loading - The impact factor a depends on the depth
of cover measured from the top of the pipe to the top of the pavement
above the pipe, and on the smoothness of the pavement surface.
The impact factors given in Table 1 shall be used where a smooth
pavement surface is anticipated. Where a rough pavement surface is anti-
cipated ( that is, due to settlement of the fill material ), and the depth of
cover is 900 mm or less, the impact factors shall be increased by at least
20 percent.
11.3 Aircraft Loading - An impact factor a of unity shall bi used for all
depths of cover and all pavement surface conditions.
11.4 Railway Loading - The impact factor a depends on the’depth of
cover over the pipe, measured from the top of the pipe to the underside
of the rails. The impact factors given in Table 2 shall be used.
18Is : 783 - 1985
TABLE 1 IMPACT FACTORS FOR ROAD VEHICLE LOADING
( Clause 11.2 )
DEPTHOFC OVER IMPACTF ACTORa FORS MOOTX
PAVEMENSTU RFACE
0 1.3
3OOmm I.2
6OOmm 1.1
900mm 1’0
NOTE- For intermediate depth of cover, linear interpolation shall be. made.
TABLE 2 IMPACT FACTORS FOR RAILWAY LOADING
( CIuuse 11.4 )
DEPTHO FC OVER IMPACTF AC~>R a
600mm 1.7
900mm 1’5
3-O m and above 1’0
NOTE- For intetmediate depth of cover, linear interpolation shall be made.
12. INTERNAL WATER LOAD
12.1 The vertical load due to wpter carried in a pipe need only be taken
into account where the pipe is laid on Type D bedding ( see B-7, B-8,
B-15 and B-16 ).
Where it is necessary to take the water load into account the pipe
should be assumed full, and three-quarters of the weight of the water per
linear metre of the pipe should then be added to the vertical loads calcula-
ted in accordance with 7, 8 and 9.
13. SUPPORTING STRENGTH OF A PIPE SUBJECTED SIMULTA-
NEOUSLY TO INTERNAL PRESSURE AND EXTERNAL LOAD
13.1 Simultaneous action of internal and external load gives a lower
supporting strength of a pipe than what it would be if the external loah-
acted alone.
19
.Is : 783 - 1985
If the maximum internal pressure and three edge bearing strength for
a pipe are known, the relation ( see Fig, 6 ) between the internal pressure
and external load is given by:
T = -$( Pt~Pw)‘i3
where
W = site external working load in kN/m of pipe,
F c load factor,
T = external three edge bearing load per metre pipe,
Pt = hydrostatic test pressure at factory in MPa,
Pw = working pressure on the line in MPa, and
W
- = test load equivalent to the site external working
F
load W.
It shall be noted from Fig. 6 that:
for any working pressure Pw the ordinate PJ equals the
maximum simultaneous three edge bearing test load W/F which
can safely be applied to the pipe. By multiplying W/F by the
appropriate load factor F, the value W of external vertical load
from earth fill, etc, which the pipe can safely support is obtained;
alternatively, if the value W/F is predetermined by the installa-
tion conditions, the intersection X of a horizontal line drawn
through W/F with a vertical line through P, should then l& below
the curve; and
if, for a predetermined value of W/F the intersection of X is above
the curve constructed for test values proposed, a higher test load
T or test pressure Pt should be chosen.
14. JOINTS FOR PIPES
14.1 Types - The joints may be mainly of two types:
a) Rigid joints, and
b) Flexible joints.
14.2 Rigid Joints - In this the water seal is effected by cement mortar or
similar material which will not allow any movement between the two pipes.
20IS:783-1985
IWERNAl PRESSURE
FIG. 6 COMBINATIOONF INTERNALP RESSUREA NDE XTERNALL OAD
14.2.1 Socket and Spigot Joint - The annular space between socket and
spigot is filled with cement mortar (‘1 : 2 ). This joint is used for low
pressure pipe line. The details of joint are shown in Fig. 7.
OPENING AT JOINT CAULKED
\ WITH CEMENT MORTAR (1:2)
1 I
1 INiERNAl
FIG. 7 SPIGOTA NDS OCKETJ OINT ( RIGID )
14.22 Collar Joint - Collars of 15 to 20 cm wide cover the joint
between two pipes. A slightly damp mixtures of cement and sand is
rammed with caulking tool. The details are shown in Fig. 8.
14.2.3 Flush Joint
14.2.3.1 Internal jlush joint - This joint is generally used for culvert
pipes of 900 mm diameter and over. The ends of the pipes are specially
shaped to form a self centering joint with an internal jointing space I.3 cm
wide. The finished joint is flush with both inside and outside with the
21IS : 783 - 1985
,
FIG. 8 COLLAR JOINT ( RIGID )
pipe wall ( see Fig. 9 ). The jointing space is filled with cement mortar
mixed sufficiently dry to remain in position when forced with a trowel or
rammer.
I I I
FIG. 9 INTERNAL FLUSH JOINT( RIGID)
14.2.3.2E xternal flush joint - This joint is suitable for pipes which
are too small for jointing from inside. Great care shall be taken in
handling to ensure that the projecting ends are not damaged as no repairs
can be readily effected from inside the pipe. Details of the joint are
shown in Fig. 10.
MORTAR 7
PIPE7
FIG. 10 EXTERNAL FLUSH JOINT ( RIGID )
22IS : 783 ” 1985
14.3 Flexible Joints - The water seal is effected because of contact pressure
between the sealing rubber ritig( or similar material ) and the pipe surface.
These are mainly two types.
14.3.1 Roll on Joint - A rubber ring ( circular in cross-section ) is placed
at or near the end of the spigot and rolls along it as the spigot enters the
socket. The details of the joint are shown in Fig. 11.
FIG. II ROLL ON JOINT(FLEXIBLI?)
14.3.2 Confined Gasket - Rubber ring ofcircular cross-section is held in
the groove formed on the spigot. Spme times, the cross-section is in the
shape of lip. The lips are opened due to water pressure which ensure water
seal. For assembly of this joint a lubricant has to be applied to the sliding
surfaces. The lubricant washes off when the pipe is in service. The
details of the joint are shown in Fig. 12.
FIG. 12 CONFINED O-RING JOINT ( FLEXIBLE)
15. CONSTRUCTION
15.1 Transport, Handling and Stringing
15.1.1 Transport - Pipes should be loaded at the works for transport-
ation, either by rail or by road, in such a way that they are secure and
that no movement can take place on the vehicle during transit. The same
care is needed if pipes are to be transferred from one vehicle to another,
however, short the journey may be.
23l._l-” . ..---I__..
.^.-----I_-._-._
IS : 783 - 1985
15.1.2 Ofs Loading - Off loading should be carried out by means of
chainblock with shear ,legs or crane of adequate capacity, using properly
designed slings and spreader beams or specially designed lifting beams ( sea
Fig. 13 ). Slings should be placed around the circumference of the pipe
and should not be threaded through the pipe bore’ as the latter method
may damage the jointing surfaces. For the same reasons, hooks located
in the ends of the pipes should not be used.
FIG. 13 A TYPICALL IFTINGB EAM
15.1.3 Stacking - Pipes may be placed directly on the ground provided
it is reasonably level and free fr.>m rocks and other projections. Stacking
in tiers is permissible provided i’imber bearer are placed between succeed-
ing tiers. If pipes are to be sta;:ked more than two tiers high, reference
should be made to manufacture ;br advice before exceeding the two tiers
specified.
15.1.4 Stringing - Stringing consists of placing pipes on the ground
in line ready for laying. Care is again needed to prevent damage during
this operation.
15.2 Trench Excavation - Trench shall be of sufficient width to provide a
free working space on each side of the pipe. The free working space shall
be preferably not less than 150 mm on either side. For deeper excavations
wider trench may be required. The trench width should be kept minimum,
sufficient to allow proper tamping of the backfill. Any inadvertant increase
in the actual width should be referred to the designer. If the sides of the
trench are not vertical, the toes of the side slopes shall end at the top of
pipe, and practically vertically sided trench shall be dug from these down
to the subgrade.
15;3 Pipe Insptction and Repairs
15.3.1 Inspection of .Pipe Before Laying - Prior to being placed in the
trench, pipes should be visually inspected for evidence of damage with
24IS:783 -1985
particular emphasis laid on examination of the joint surfaces which may
have been damaged by impact during transit or during off loading and
handling at site.
153.2 Repairing Damaged Pipes - Any damage to the pipe may impair
its strength or integrity consequently although some minor damage may be
repairable at site, such repairs should be undertaken only by pipe manu-
facturer or under his supervision.
15.4 Laying, Jointing and Anchoring
15.4.1 Laying - Pipes should be lowered into the trench with tackle
suitable for the weight of pipes, such as well designed shear slings with
chain block or mobile crane. While lifting, the position of the sling should
be checked when the pipe is just clear off the ground to ensure proper
balance. Laying of pipes shall preferably proceed upgrade of a slope. If
the pipes have rubber ring joint it is easier to force spigot into socket. In
case of collar joint, the collars shall be slipped on before the next pipe is
laid. Expansion joint shall be provided for buried line at maximum
intervals of 100 m, but for exposed pipes, the joint intervals shall not
exceed 45 m. Cast iron or steel collars and lead caulking conforming to
IS : 782-1978* shall be used for ‘expansion joint. Where flexible rubber
ring joints are used, expansion joints need not be provided. When laying
is not in progress, the open end of the pipe line should be fitted with
temporary end-closure. This may make the pipe buoyant in the event of
the trench becoming flooded and any movement of the pipes should be
prevented either by partial refilling of the trench or by temporary
strutting.
15.4.2 Jointing-The sections of the pipe should be jointed together in
such a manner that there shall be as little unevenness as possible along the
inside of the pipe. The procedure will vary according to the type of joint
being used. .Basic requirements for all types are:
4 cleanliness of all parts, particularly joint surface;
b) correct location of components;
c) centralization of spigot within socket;
4 provision of the correct gap between the end of the spigot and the
back of the socket ( for rubber ring joint ) to ensure flexibility at
each joint; and
e) any lubricant used shall be approved as to composition and method
of application.
*!$ecification for caulking lead ( third revision ).
25IS : 783 - 1985
Details of jointing shall be as recommended by the manufacturer.
For collar joint thk loose collar shall be set up over the joint so as to
have an even caulking space all round. Into this caulking space shall be
rammed 1 : l-5 mixture of cement and sand for pressure pipes and 1 : 2 for
non-pressure pipes just sufficiently moistened to hold together in the hand.
The caulking shall be so firm that it shall be difficult to drive the point of a
pen into it. The caulking shall be employed at both ends in a slope of
1 : 1. In place of cement mortar, any other suitable approved compound
may be used. Every caulked joint shall be kept wet for about ten days for
maturing. The section of the pipe line laid and jointed shall be covered
immediately to protect it from weather effects. A minimum cover of
100 mm is considered adequate. A polythene sheet also be used to cover
the joints to prevent evaporation of water.
15.4.2.1 Change of dwection - Small changes in direction may be
made by setting adjacent pipes at a slight angle to one another. The
maximum angle will very with the type of joint used and the diameter of
pipe. Maximum permissible angle shall be as recommended by the
manufacturer.
15.4.3 Laying and Anchoring of Pipes on Gradients - Where gradient
steeper than 1 in 6 is contemplated consideration should be given to the
construction of suitable transverse anchor blocks spaced as shown in
‘Table 3.
TABLE 3 SPACING OF TRANSVERSE ANCHORS FOR STEEPLY
INCLINED PIPELINES
GRADIENT fiPAClh(i
m
1 : 2 or steeper 5
1:3or1:4 10
1:5or1:6 15
,.l : 7 or 1 : 12 Depends on ground conditions,
Flatter than 1 : 12 Not usually required
For gradients between 1 in 7 and 1 in 12, the need for transverse
anchor blocks will depend on ground conditions. For slopes flatter than
1 in 12, there is seldom need to provide anchor blocks.
It should be noted that where very steep gradients occur the trench
may act as a drain after back filling has beefi completed, the flow of water
26IS:783-1985
could disturb granular bedding materia1; hence, reducing the effective
support for the pipes. In these circumstances alternative bedding material
should be considered. If the flow of’water through the bedding material
is potentially substantial, clay water stops should be introduced.
In the case of gradients steeper than 1 in 15, consideration should be
given to the use of suitable spacers to achieve the correct gap between the
end of the spigot and the back of the socket. Precautions should be taken
to ensure that there is no movement of adjacent pipes relative to each
other, immediately after the jointing operation is complete. As soon as
joint assembly is complete, the last pipe laid should be firmly restrained in
position until back filling over it is complete and well compacted.
15.5 Testing
15.5.1 General- All pipelines should be tested before being brought
into service. The test should be a hydrostatic test performed by filling the
pipeline with water and raising the pressure to the selected test pressure
and maintaining this for a sufficient period to allow for absorption of
water by the pipe material. A graph of quantity of water added to main-
tain the test pressure against time will show when absorption of water is
substantially completed. In the case of large diameter low pressure pipes
consideration may be giver, to internal testing of joints only.
15.5.2 Site Test Pressure - The site test pressure to be imposed should
have already been determined when placing orders for pipes and fittings.
In general, this pressure should not be less than the maximum pipeline,
operating pressure plus the calculated surge pressure allowance, but in no
case, should it exceed the works hydrostatic proof test pressure. If pressure
measurements are not made at the lowest point of the section under test,
an allowance should be made for the static head between the lowest point
and the point of measurement to ensure that the maximum pressure is not
exceeded at the lowest point.
15.5.3 Test Procedure - At the commencement of a pipe laying project,
it is prudent to test comparatively short section in order to establish the
test procedure and gain experience; thereafter, the test may be applied to
longer lengths.
Each section should be properly sealed off, preferably with special stop
ends secured by adequate anchors. The thrust on the stop ends should be
calculated on the full socket internal diameter and the anchors designed to
resist it. It may often be economical to provide .a concrete anchor block
of couple of pipes laid and earth tamped around which has subsequently
to be demolished rather than risk movement of the stop ends during testing.
Hydraulic jacks may be inserted between the temporary anchors and stop
27- - -.- -I- .- .
1
IS:783- 1985
ends in order to take up any horizontal movement of the temporary anchor.
All permanent anchors should be in position and, if of concrete, should
have developed adequate strength before testing begins. The section under
test should be filled with water, taking care that all air is displaced either
through vents at the high points, or by using a swab.
After filling, the pipeline should be left under operating pressure for
a period in order to achieve conditions as stable as possible for testing.
The length of this period will depend upon many factors such as initial
permeability, absorption, movement of the pipeline under pressure and the
quantity of air trapped. More water should be pumped in from a calibrat-
ed container until the required test pressure is reached. The test pressure
should be maintained throughout the test by means of continuous pumping,
using a pressure relief valve. The excess water coming from the relief
valve should be returned to the calibrated container. The rate of loss of
water from the container should be determined at regular intervals; the
standard of acceptance should be clearly specified and the test should be
continued until this is achieved. The generally accepted standard for non-
absorbent pipelines such as steel and iron is O-1 litre per millimetre of pipe
diameter per kilometre of pipeline per day for each 30 metre head-of
pressure applied. Concrete is an absorbent and permeable material, the
factors which govern the absorption and permeability are vary complex and
they cannot at the present time be subject to accurate analysis. It is known,
however, the following factors play an important part:
a>
The density of the concrete,
b) The, amount of surplus ( non-combined ) water present in the
concrete at the commencement of the test,
4 The amount and quality of the cement metrix ( water-cement ratio
and cement content of mix ),
d) The thickness of the concrete unit under test,
4 The pressure applied, and
f> The duration of the test.
Laboratory permeability tests are usually conducted under very low
heads, ( about 0.1 atmosphere ) which is in the order of 1 percent of the
operating pressure of many trunk water mains. For low head laboratory
permeability tests, the permeability coefficient may be in the range of
1 x 10-s to 1 x IO-lo cm3/s per crnz ( area of concrete under test ) per cm
( thickness of concrete section under test ). Air voids in well compacted
mature concrete may occupy 1 percent of the volume of the concrete. As
an example of the effect of items ( a ) and ( b ) only, when concrete has
been artificially dried and then placed in water without any applied pressure,
28IS : 783 - 1985
the accepted absorption of good quality concrete should not exceed 65
per cent by mass of the concrete in 24 hours. For concrete pressure pipe,
900 mm diameter, under a test pressure of 100 m head, a figure of 6 percent
for artificially dried concrete may amount to about 48 000 l/km in 24 hours.
For concrete pipelines, the standard of aticeptability for non-absorbent
pipelines quoted above can be achieved only when absorption is complete.
In the case of concrete pipes, the attainment of this standard may be costly
and time consuming process with no equivalent advantage obtained in the
form of a higher standard of completed pipeline and it may be preferable
to specify for the rate of loss of water from .the container a figure more
appropriate to the absorption characteristics of concrete and thus larger
than the figure quoted for non-absorbent pipelines. A figure of 3 litres
per mm diameter per km per 24 hours per 30 m head is recommended.
155.4 Leak Detection - If the test is not satisfactory, the fault should
be found and rectified. Where there is difficulty in locating a fault, the
section under test should be subdivided and each part tested separately.
Method employed for finding leakage include:
4 visual inspection of each joint if not covered by the backfill;
b) use of a bar probe to detect signs of water in the vicinity of joints
if backfilled;
cl aural inspection using a stethoscope or listening stick in contact
with the pipeline;
4 use of .an electronic listening device which detects and amplifies the
sound of escaping fluide ( actual contact between the probe and
the pipe is not essential );
e>in jection of a dye i.nto test water (particularly suitable in waterlogg-
t+,pd but subject to approval by the appropriate authority);
introduction of nitrous oxide in solution into the test water, using
an infra-red gas concentration indicator to detect the presence of
any nitrous oxide that has escaped through the leakage.
15.55 Final Testing - After all sections have been jointed together on
completion of section testing, a test on the complete pipeline should be
carried out. This test should be carried out at a pressure not less than the
working pressure of the pipeline, care being taken to ensure that the
pressure at the lowest point in the pipeline does not exceed the maximum.
During the test, an .inspection should be made of all work which has not
been subjected to sectional tests.
29L_;,_ ,... _,__“. .___~_“._l-““-~~-l__lll_ll_ -. _
Is : 783 - 1985
APPENDIX A
( Clauses 4.1, 7.1, 8.2, R-l.1 andB-2.1 )
FORMULAE FOR CALCULATION OF VERTICAL LOADS ON
PIPES DUE TO FILL MATERIAL
A-l. TRENCH CONDITION
A-l.1 The pipe is laid in a narrow trench excavated in earth or rock ( see
Appendix B ). The load which reaches the pipe is less than the weight of
the fill material above the pipe because of the friction between the fill
material and 1:h e sides of the trench. The frictional resistance diminishes
with increase in trench width at the level of the top of the pipe ( see
Fig. 14 ).
A-l.2 W, is calculated as follows:
We = CtwBa
where Ct has the values given in Fig. 4.
ORDINARY FILL
FIG. 14 PIPE LAID UNDER TRENCH CONDITION
A-2. POSITIVE PROJECTION EMBANKMENT CONDITION
A-2.1 The pipe is laid in a shallow excavation with its top projecting above
the adjacent undisturbed foundation material. The vertical load trans-
mitted to the pipe is usually greater than the load due to the weight of the
fill material above the top of the pipe because settlement of the fill material
adjacent to the pipe transfers additional load to the pipe by friction. It is
an advantage therefore, to compact the fill material adjacent to the pipe to
maximum density ( see Fig. 15 ).
30IS : 783 - lass
A-2.2 We is calculated as follows:
We == C&VP
where C, has the values given in Fig. 1.
UNDISTURBED MATERIAL
FIG. 15 PIPE LAID UNDER POSITIVEP ROJECTION
EMBANKMENTC ONDITION
A-3. WIDE TRENCH CONDITION
A-3.1 The pipe is laid in a wide trench ( see Appendix B ). The frictional
resistance between the fill material and the walls of the trench has less effect
than in the case of an drdinary trench, and the installatioh conditions may
vary between trench conditions and positive projection conditions. The
lesser of the loads calculated assuming trench conditions and positive
projection conditions Fshall be adoptedY when calculating the required
minimum test 16ad ( see Fig. 16 ).
UND~TURBEO
MATERIAL
FILL2
FIG. 16 PIPE LAID UNDER WIDE TRBNCHC ONDITION
31IS:783- 1985
A-3.2 We is calculated as follows:
W, = CtwB2 for trench conditions, and
W, L CewDz for positive projection conditions.
where Ct has the values given in Fig. 4, and C, has the values given in
Fig. 1.
A-4. IMPERFECT TRENCH CONDITION
A-4.1 The pipe is first laid under positive projection conditions ( see
Appendix B ) and the fill material is placed and compacted to the designed
height ( see Appendix C, Example 7 ). A trench of width equal to the
outside diameter of the pipe is then excavated in the compacted fill material
directly over the nipe and to within 300 mm of the top of the pipe. This
trench is then &lled with loose material such as straw, hay, leaves or
brush, and left uuconsolidated. The embankment is then completed and
consolidated ( see Fig. 17 ).
The load transmitted to the pipe under these conditions is less than the
load transmitted under positive projection conditions.
A-4.2 We is calculated as follows:
We = CnwB2
where C,, has the values given in Fig. 2.
‘TOP OF EMBANKMENT
TRENCH EXCAVATED
1N CONSOLIDATED
CONSOLIDATED
UNOISTURBEO MATERIAL
Frc. 17 PIPE LAID UNDER IMPERFECTTR ENCH CONDITION
32IS : 783 - 1985
A-5 NEGATIVE PROJECTION EMBANKMENT CONDITION
A-5.1 The pipe is laid in a narrow trench excavated in undisturbed earth
or rock ( see B-l and B-8). The trench is loosely filled up to natural
surface with fill material and the fill material is then built up to the designed
height as shown in Fig. 18. The load transmitted to the pipe under these
conditions tends to be intermediate between the load transmitted under
trench conditions and the load transmitted under positive projection
conditions.
A-5.2 We is calculated as follows:
W, = CnwB2
where Cn has the values given in Fig. 2.
r ORDINARY FILL
-LOOSE
&xq FILL
UNDISTURE ml
MATERIAL
FIG. 18 PIPE LAID UNDER NEGATIVEPI ROJECTION
EMBANKMENTC ONIDTION
33IS : 783 - 1985
APPENDIX B
( CZauses4.1, 6.2, 10.1, 10.2, 12.1, A-1.1, A-3.1,
A-4.1 and A-5.1 )
TRENCH CONDITION AND NEGATIVE AND POSITIVE
PROJECTION CONDITIONS UNDER DIFFERENT
BEDDING AND FOUNDATION CONDITIONS
B-l. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE A BEDDING - ROCK FOUNDATION
B-l.1 Description - The pipe is evenly supported on a continuous concrete
cradle, of monolithic cross section if unreinforced.
The thickness of the cradle under the pipe is sufficient to allow
adequate compaction of the concrete, but in no case it shall be less than
twice the nominal size of the coarse aggregate or 50 mm whichever is the
greater.
The cradle extends up the barrel of the pipe for the vertical height
XD assumed in the design.
The compressive strength of the concrete in the cradle shall be not
less than 15 N/mm2 at 28 days.
Selected fill material, free from clay lumps retained on a 75-mm sieve
and from stones retained on a 265-mm sieve, is placed around and over
the pipe and compacted in layers not exceeding 150 mm thick to a consoli-
dated height of 300 mm above the top of the pipe.
For normal trench conditions the remaihder of the trench is refilled to
natural surface with ordinary fill material ( see Fig. 19 ).
For negative projection conditions ( see Appendix A ), the remainder
of the trench to natural surface level is refilled Without compaction. The
embankment is than built up. Ordinary fill material may be used above
300 mm from the top of the pipe ( see Fig. 20 ).
NOTE - If elliptically reinforced pipes are to be laid on Type A bedding the pipes
may have to be specially designed for the purpose..
B-l.2 Settlement ratio rs shall be as follows:
a) For negative projection condition re = - 1.0, and
,.-c
.i
b) For trench conditon - not applicable. q L
I, . .
i$
34
LORDINARY
SELECTED ’
COMPACTED
FILL
-4
- CONTINUOUS CONCRETE
CRADLE; OF MONOLlTHlC
CROSS SECTION IF UNREINFORCEO 1
FIG. 19 PIPE UNDER TRENCHC ONDITION: FIG. 20 PIPEU NDER NEGATIVEP ROJECTION
TYPE A BEDDING:R OCK
CONDITIONT: YPE A BEDDING:
FOUNDATION RICK FOUNDATION z . .
3
w
I
5
VIIS:783-1985
B-l.3 Load factor Ft shall be as follows:
Ratio X l/l0 2110 3110 4110
Load factor, Ft l-7 2-6 3.6 4.7
NOTE- Provided the pipe is unreinforced or suitably reinforced, a particular type
of cradle will increase the load factor for every class of pipe by approximately the
same amount, not the same percentage.
B-2. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE A BEDDING - EARTH FOUNDATION
B-2.1 Description - The pipe is evenly supported on a continuous concrete
cradle, of monolithic cross-section if unreinforced.
The width of the cradle is not less than the external diameter of the
pipe plus 200 mm.
The thickness of the cradle under the pipe is not less than one-quarter
of the internal diameter of the pipe and the cradle extends up the barrel of
the pipe for a vertical distance equal tp X times the external diameter of
the pipe, where X = l/4 to l/6.
The compressive strength of the concrete in the cradle shall be not
less than 15 N/mm2 at 28 days.
Selected fill material, free from clay lumps retained on a 75-mm sieve
and from stones retained on a 26*5-mm sieve, is placed around and over
the pipe and compacted in layers not exceeding 150 mm thick to a consoli-
dated height of 300 mm above the top of the pipe.
For normal trench conditions the remainder of the trench is refilled- to
natural surface with ordinary fill material ( see Fig. 21 ).
For negative projection conditions ( see Appendix A ) the remainder
of the trench to natural surface is refilled without compaction. The
embankment is then built up. Ordinary fill material may be used above
300 mm from the top of the pipe ( see Fig. 22 ).
NOTE- If elliptically reinforced pipes are to be laid on Type A bedding the pipes
may have to be specially designed for the purpose.
B-2.2 Settlement ratio r8 shall be as follows:
a) For negative projection condition, r, = -0.5
b) For trench condition - not applicable.
36-5ELECTkU
COMPACTED FILL
CONTINUOUS CONCRETE
,
L.nU3> 3tL IIUF( If-
UNREINFORCEOJ
FIG. 21 PIPEU NDER TRENCHC ONDITION: FIG. 22 PIPE UNDER NEGATIVE
TYPE A BEDDING:E ARTH PROJECTIOCNO NDITION:
FOUNDATION TYPE A BEDDING:E ARTH
FOUNDATIONIS:783- 1985
B-2.3 Load factor, Ft depending on ratio X shall be as follows:
Ratio X
Class of Pipe r---h_-_--_
I/‘4 l/6
NP2 3 2.6
NP3, NP4 and stronger 2.2 1.9
NOTE - Provided the pipe is unreinforced or suitably reinforced, a particular type
of cradle will increase the load factor for every class of pipe by approximately the
same amount, not the same percentage.
B-3. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE B BEDDING - ROCK FOUNDATION
B-3.1 Description- The pipe is evenly bedded on a continuous cushion of
compacted sand or earth. The thickness of the cushion under the pipe is
not less than 40 mm for each meter height of the fill material over the top
of the pipe or 200 mm whichever is the greater. Care is taken to ensure
that the pipe is not supported solely on the socket, if any, for example, a
chase is excavated in the foundation material to prevent the socket from
bearing on the foundation.
The cushion extends up the barrel of the pipe for a vertical height of
not less than one-quarter of the external diameter of the pipe.
The width of the cushion is not less than the external diameter of the
pipe plus 200 mm.
Selected fill material, free from clay lumps retained on a 75-mm sieve
and from stones retained on a 26%mm sieve, is placed around and over
the pipe and compacted in layers not exceeding 150 mm thick to a consoli-
dated height of 300 mm above the top of the pipe.
For normal trench conditions, the remainder of the trench is refilled
to natural surface level .with ordinary fill material ( see Fig. 23 ).
For negative projection conditions, the remainder of the trench to
natural surface level is refilled without compaction. The embankment is
then built up ( see Fig. 24 ). Ordinary fill material may be used above
300 mm from the top of the pipe.
B-3.2 Settlement ratio r, shall be as follows:
a) For negative projection condition, r, - - 1.0, and
b) For trench condition - not applicable.
I .
,i
38 ’
g
t..7 SELECTED
COMPACTED FILL\ 4
- PAMOAt-TC?l
SAND OR
GRANULAR
RATERIAC -
D+200m&
min.
*40 mm per metre of H or 200 mm whichever is greater
FIG. 23 PIPEU NDER TRENCH FIG. 24. PIPEU NDER NEGATIVE
CONDITION:T YPE B PROJECTIOCNO NDITION:
BEDDING:R OCK TYPE B BEDDING: ROCK
FOUNDATION FOUNDATIONIS:783 - 1985
B-3.3 Load factor Ft shall be as follows: :
a), If the fill material at the sides of the pipe and to a height of
300 mm above the top of the pipe is compacted to the same density
as that of the foundation material or to 90 percent of the maximum
density at optimum moisture content as determined by a suitable
method of test, a load factor of 2.5 shall be used.
b) If the fill material at the sides of the pipe is compacted to a lesser
density than specified in ( a ) above, a load factor less than 2.5,
depending on the density achieved, should be used. The minimum
load factor that shall be used is 1.9.
B-4. TRENCH CONDITlON AND NEGATIVE PROJECTION CONDI-
TION: TYPE B BEDDING -- EARTH FOUNDATION
B-4.1 Description - The pipe is evenly bedded on a continuous cushion
of compacted sand or earth. The thickness of the cushion under the pipe
is not less than 75 mm. The foundation is shaped concentrically with the
pipe for a width not less than 0.6 times the external diameter of the pipe,
as shown in Fig. 25 and 26.
Fill material, free from clay lumps retained on a 75-mm sieve and
from stone retained on a 26.5mm sieve, is placed around and over the
pipe and compacted in layers not exceeding 150 mm thick to a consolidated
height of 300 mm above the top of the pipe.
For normal trench conditions the remainder of the trench is refilled to
natural surface level with ordinary fill material.
For negative project conditions the remainder of the trench to natural
surface level is refilled without compaction, and the embankment is then
built up Ordinary fill material may be used above 300 mm from the top
of the pipe.
B-4.2 Scttlemeqt ratio rs shall be as follows:
a) For negative projection condition rs = - 0.5, and
b) For trench condition - not applicable.
B-4 3 Load factor, Ft shall be as follows:
a) If the fill material at the sides of the pipe and to a height of 300 mm
above the top of the pipe is compacted to the same density as that
of the foundation material, or to 90 percent of the maximum
density at optimum moisture content as determined by a suitable
method of test, a load factor of 2.5 shall be used; and
40IS:783 -1985
b> If the fill material at the sides of the pipe is compacted. to a lesser
density than specified in (a) above, a load factor less than 2.5,
depending on the density achieved, should be used. The minimum
load factor that shall be used is 1.9.
NS
COMPACTED FILL
COMPACTED SAND
OR GRANULAR
MATERIAL 75mm
m’m. THICK
FIG. 25 PIPE UNDER TRENCH FIG. 26 PIPE UNDER NEGATIVE
CONDITION: TYPE B PROJECTIOCNO NDITION:
BEDDING: EARTH TYPE B BEDDINGE: ARTH
FOUNDATION FOUNDATION
B-5. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDiTION: TYPE C BEDDING - ROCK FOUNDATION
B-5.1 Description - The pipe is evenly bedded on a continuous cushion of
compact sand or earth The thickness of the cushion under the pipe is not
less than 20 mm for each meter height of fill material above the top of the
pipe or 150 mm, whichever is the greater. The cushion extends up the
barrel of the pipe for a vertical height for not less than one-fifth of the
external diameter of the pipe.
The width of the cushion is not less than the external diameter of the
pipe plus 200 mm.
Fill. material, free from clay lumps retained on a 75-mm sieve and from
stones retained on a 26.5mm sieve, is placed around and over the pipe and
compacted in layers not exceeding 150 mm thick to a consolidated height
of 150 mm above the top of the pipe.
For normal trench conditions, the remainder of the trench is refilled to
natural surface level with ordinary fill material.
41IS:783-1985
For negative projection conditions the remainder of the trench to
natural surface level is refilled without compaction. The embankment is
then built up. Ordinary fill material may be used above 300 mm from the
top of the pipe (see Fig. 27 and 28 ).
B-5.2 Settlement ratio r, shall be as follows:
a) For negative projection condition, I, = - 1.0, and
b) For trench condition - not applicable.
B-5.3 Load factor Ft shall be as follows:
a) If the fill material at the sides of the pipe and to a height of
150 mm above the top of the pipe is compacted to the same density
as that of the foundation material or to 90 percent of the maximum
density at optimum moisture content as determined by a suitable
method of test, a load factor of 1.9 shall be used.
‘b) If the til material at the sides of the pipe is compacted to a lesser
density than specified in ( a ) above, a load factor less than 1.9,
depending-on the density achieved, should be used. The minimum
load factor that shall be used is 1.5.
INARY \m
FILL
XT
LOOSE FILL-:
.SE :L ECTED
co MPACTEO
X--
-“- ,JOmm min
D+200 mm-L
min.
*20 mm per metre of H or 150 mm whichever is greater.
FIG. 27 PIPEU NDERT RENCH FIG. 28 PIPEU NDER NEGATIVE
CONDITIONT: YPE C PROJEC~ONC ONDITION:
BEDDING:R OCK TYPE C BEDDING:
FOUNDATION RICK FOUNDATION
42IS:783-1985
B-6. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE C BEDDING - EARTH FOUNDATION
B-6.1 Description - The pipe is evenly supported on an earth foundation
shaped to fit the barrel of the pipe for a width not less than one-half of the
external diameter of the pipe.
Fill material, free from clay lumps retained on a 75mm sieve and from
stones retained on a 26*5-mm sieve, is placed around and over the pipe and
compacted in layers not exceeding 150 mm thick, to a consolidated height
of 150 mm above the top of the pipe.
For normal trench conditions the remainder of the trench is refilled to
natural surface level with ordinary fill material.
For negative projection conditions, the remainder of the trench to
natural surface level is refilled without compaction. Ordinary fill material
may be used above 300 mm from the top of the pipe. The embankment is
then built up ( see Fig. 29 and 30 ).
B-6.2 Settlement ratio rs shall be as follows:
a) For negative projection condition, rs = -0.5, and
b) For trench condition - not applicable.
NS.
-0RDINA
FILL
SELECTED
COMPACTED FILL
-403 -&&-
Ok-
FIG. 29 PIPE UNDERT RENCH FIG. 30 PIPE UNDER
CONDITIONT: YPE C NEGATIVEP ROJECION
BEDDING:E ARTH CONDITIONT: YPE C
FOUNDATION BEDDING:E ARTH
FOUNDATION
43
.IS : 783 - 1985
B-6.3 Load factor Ft shall be as follows:
a) If the fill material at the sides of the pipe and to a height of 150 mm
above the top of the pipe is compacted to the same density as that
of the foundation material, or to 90 percent of the maximum
density at optimum moisture content as determined by a suitable
method of test, a load factor of 1.9 shall be used.
b) If the fill material at the sides of the pipe is compacted to a lesser
density than specified in ( a ) above, a load factor less than 1.9
depending on the density achieved should be used. The minimum
load factor that shall be used is 1.5.
B-7. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE D BEDDING - ROCK FOUNDATION
B-7.1 Description - The pipe is bedded on a continuous cushion of earth
not less than 100 mm thick, on a foundation shaped approximately concen-
tric with the barrel of the pipe, as shown in Fig. 31 and 32.
The cushion extends up the barrel of the pipe for a vertical height not
less than one-tenth of the external diameter of the pipe.
- No special attempt is made to select and compact the fill material.
The use of this method is not recommended.
COMPACTED SP rND
OR GRANULAR
MATERIAL 4 LlOO mm
FIG. 31 PIPE UNDER TRENCH FIG. 32 PIPE UNDER NEGATIVE
CONDITION TYPE D PROJECTIONC ONDITION:
BEDDING: RICK TYPE D BEDDING: ROCK
FOUNDATION FOUNDATION
44
‘.
.F
P
-~p_...?,~_,--_‘_ ,_._,,, l_“._--.l,l.l__ll_~.“. -_- -_ ____.____----.II._c-----”
IS:783-1985
B-7.2 Settlement ratio r, shall be as follows:
a) For negative projection condition, r, = - 1.0, and
b) For trench condition - not applicable.
B-7.3 Load factor Ft shall be as follows:
A load factor of 1.1 shall be used.
NOTE - A load equal to three quarters of the weight of water required to fill the
pipe should be added to the calculated external load on the pipe ( see 12 ).
B-S. TRENCH CONDITION AND NEGATIVE PROJECTION
CONDITION: TYPE D BEDDING - EARTH FOUNDATION
B-8.1 Description - The pipe is laid on a foundation which does not fit
the barrel of the pipe, but if the pipe is socketed a chase is made in the
foundation to prevent the socket from bearing on the foundation. No
special attempt is made to select and compact the fill material ( see Fig. 33
and 34 ).
The use of this method is not recommended.
B-S.2 Settlement ratio r, shall be as follows:
a) For negative projection condition, r, = -0.5, and
b) For trench condition -- not applicable.
B-S.3 Load factor Ft shall be l-1.
NATE - A load equal to three-quarters of the weight of water required to fill the
pipe:shall be added tc the calculated external load on the pipe ( see 12 ).
N.S.
FIG. 33 PIPE UNDER TRENCH FIG. 34 PIPE UNDER NEGATIVE.
CONDITION:T YPE D PROjECTION CONDITION:
BI;DDING:E ARTH TYPE D BEDDING:
FOUNDATION EARTH FOUNDATION
45
1IS : 783 - 1985
B-9. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDITION: TYPE A BEDDING - ROCK FOUNDATION
B-9.1 Description - The pipe is evenly supported on a continuous concrete
cradle; of monolithic cross section if unreinforced.
The width of the cradle is not less than the external diameter of the
pipe plus 200 mm.
The thickness of the cradle under the pipe is not less than twice the
nominal size of the coarse aggregate in the concrete or 50 mm, whichever is
the greater.
The era .e extends up the barrel of the pipe for a vertical distance
equal,to one-quarter of the external diameter of the pipe.
The compressive strength of the concrete in the cradle is not less than
15 N/mm2 at 28 days.
Selected fill material, free from clay lumps retained on a 75-mm sieve
and from stones retained on a 26.5-mm sieve, is placed around and over
the pipe and compacted in layers not exceeding 150 mm above the top of
the pipe. The compacted selected fill material extends at least 300 mm
from each side of the pipe ( see Fig. 35 ).
NOTE- If elliptically reinforced pipes are installed on Type A bedding, the pipes
may have to be specially designed for the purpose.
ELECTED FILL
300 mm
‘
50mm-J LD+?OOmd-bONTINUOUS
min. min. CONCRETE CRADLE
FIG. 35 PIPE UNDER POSITIVEP ROJECTIOCNO NDITION:
TYPE A BEDDING:R OCK FOUNDATION
46
,IS:783-1985
B&2 Projection ratio p shall be 0.75.
B-9.3 Settlement ratio r, shall be as follows:
a) For positive projection condition and wide trench condition,
r, = 1-O : and
b) For imperfect trench condition, r, = -1-o.
B-9.4 Load factor Fc shall be as follows:
p = 0.75
rS
H
D
+ 1.0 - 1.0
NOTE- Provided the pipe is unreinforced or suitably reinforced, a particular type
of cradle will increase the load factor for every class of pipe by approximately the
same amount, not the same percentage.
B-10. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDITION: TYPE A BEDDING - EARTH FOUNDATION
B-10.1 Description- The pipe is evenly supported on a continuous con-
crete cradle, of monolithic cross-section if unreinfdrced.
The thickness of the cradle under the pipe is not less than one-quarter
of the internal diameter of the pipe. The cradle extends up the barrel of
47IS : 783 - 1985
the pipe for a vertical height equal to one-quarter of the external diame_ter
of the pipe.
The compressive strength of the concrete in the cradle is not less than
15 N/mm* at 28 days.
Selected fill material, free from clay lumps retained on 75-mm sieve
and from stones retained on a 26.5mm sieve, is placed around and over the
pipe and compacted in layers not exceeding 150 mm thick to a consolidated
height of 300 mm above the top of the pipe. The compacted selected fil1
kmaterial extends at least 300 mm from each side of the pipe ( see Fig. 36).
NOTE- If elliptically reinforced pipes are to be installed on Type A bedding the
pipes may have to be specially designed for the purpose.
B-10.2 Projection ratio p shall be 0.75.
B-10.3 Settlement ratio r, shall be as follows:
a) For positive projection condition and wide trench condition, ra =
0.7 to 1.0; and
b) For imperfect trench condition r, = -0.5.
B-10.4 Load factor Fe shall be as follows:
p = 0.75
rs
H
D
0.7 to 1.0 - 0.5
,
Fe
0.5
1.0
;:;
3.0
5-o
10.0IS : 783 - 1985
NOTI-? Provided the pipe is unreinforcedo r suitablyr einforced,a particulart ype
of cradle will increaset he load factor for every class of pipe by approximately the
same amount, not the same percentage.
FIG. 36 PIPE UNDER POSITIVEP ROJECTIONC ONDITION:
TYPE A BEDDING:E ARTH FOUNDATION
B-11. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDITION: TYPE B BEDDING - ROCK FOUNDATION
B-11.1 Description - The pipe is evenly bedded on a continuous cushion
of sand or earth and is laid so that the projection ratio does not exceed
0.7. The thickness of the cushion under the pipe is not less than 40 mm
for each metre of fill material over the top of the pipe or 200 mm, which-
ever is the greater ( see Fig. 37).
The cushion extends up the barrel of the pipe for a vertical height of
not less than one-tenth of the external diameter of the pipe.
The width of the cushion is not less than the external diameter of the
pipe plus 100 mm.
Fill material, free from clay lumps retained on a 75-mm sieve and
from stones retained on 26*5-mm sieve, is compacted around the pipe in
layers not exceeding 150 mm thick to a consolidated height of 300 mm
above the top of the pipe.
Up to the level of the undisturbed rock, the fill material should be free
from clay and stones and should be carefully tamped around the pipe to ,i 1 .
ensure thorough compaction.
t%
49 ‘1
~,,.,_.,..~_..._,......_” _
._“,____~__~_ .~--.--__~^_^^, ---.__- ..- __._
IS:783-1985
IPE
COmm PER MEiRE
OF H OR 200 mm.
WHICHEVER IS.
.GREATER
FIG. 37 PIPE UNDER POSITIVEP ROJECTIOCNO NDITION:
TYPE B BEDDING: ROCK FOUNDATION
The compacted fill material extends at least 300 mm from each side of
the pipe.
B-11.2 Settlement ratio ra shall be as follows:
a) For positive projection condition and wide trench condition,
rR = + I.0 ; and
b) For imperfect trench condition, r, = -1-O.
,
50IS:783-1985
B-11.3L oad factor Fe shall be as follows:
p = 0.7
rs
H
D
+ 1.0 I - I.0
I;e
.
.
p = 0.5
2.7
01..50 ;:;
2.7
;:o’ 22:; 2.7
3.0 2’:;
5.0 4:;
10.0 2.2 22:;
51
:, :IS. : 783 - 1985
B-12. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDJTION: TYPE B BEDDING - EARTH FOUNDATION
B-12.1 Description-The pipe is evenly bedded on a-continuous cushion of
sand or earth and is installed so that the projection ratio does not exceed
0.7 ( see Fig. 38 ).
The thickness of the cushion under the pipe is not less than 75 mm.
The foundation is shaped concentrically with the barrel of the pipe so
that the cushion extends up the barrel for a vertical height of not less than
one-tenth of the external diameter of the pipe.
Fill material, free from clay lumps retained on a 75-mm sieve and
from stones retained or! a 26.5~mm sieve, is compacted around the pipe in
layers not exceeding 150 mm thick to a consolidated height of 300 mm
above the top of the pipe.
Up to the level of the natural surface, the fill material should be free
from clay and stones and should be carefully tamped around the pipe to
ensure thorough compaction.
The compacted fill material extends at least 300 mm on each side of
the pipe.
B-12.2 Settlement ratio r, shall be as follows:
a) For positive projection condition and wide trench condition,
r, T +0*5 to +0.8; and
b) For imperfect trench condition, rs = -0.5. L
MATERIAL - L 75mm min.
THICKNESS
FIG. 38 PIPE UNDER POSITIVEP ROJECTIOCNO NDITION:
TYPE B BEDDING:E ARTHF OUNDATION
52
lIS:783- 1985
B-12.3L oad factor R shall be as follows:
P = 0.7
rs
H
D
+ 0.5to + 0.8 I - 0.5
Fe
p = 0.5
ra
H
-E
+ 0.5to+ 0.8 - 0.5
0.5 2.3 2.7
;:': ;:; 2.7
2.0 2.3 ;:;
3.0 2.3 2.7
5.0 2.7
10.0 ;:; 2.7
53IS :LSC - 16SE
8-t~‘ dOSIAIA3 dIlOf33LLON 3ONaILLON IN3ITUIN3 MIIC3
&BBNDH 30NIKZION‘ VNIC IWd3l2d33LLi L.X3N3H
30NIWION: U&3 3 is3aaM3 -103x BolfNavLLoN
8-gyl aam.!dg!ou - Lqa dida !s ana@ qappap ou a aoupnnons msgou
03 wap OJ amq. &qa $gDyuass 03lqa msgoa nupaJ lya d!da is UOI Iass
$yeu po mw 301 asicy rualI.a qa!%qI 03 g[1 IuwaI.!2p oAaJ $qa )od 0319a d!da
OJ 1~0 mu% ihycyabati !s ,qa 8m-yaJ ) sa aA!%* ~6 (*
Lqa msmou axzaups nd $ya qmal 03lqa dida 301- e ha~gp qa@ 03
UOJ Iass ~yeu oaa-)awq 03lya axlaIrwI p!awaw. 03 tya d!da*
Lqa ik~p~q 03 4qa ,:nsgou !s uv iass 1ym lqa axJalueI pmua)as 03 3pa
drda dqrs 100 mm‘
J-QII uto~a~!e~‘ g.aa qom pvd qrruds layuap ou B g-utut s!aAa mp
gom slouas lals!uap ou c ~9.s-um s!aAa‘ os aorudmap elonup $qa d!da !XI
1etals UOI axoaaphi 1~0 utut gy 30 e 30usogpviap ya!!$u 03 EoO mm
vqoAa )qa 1od 0319a drda. Lqa Domdevap g[~ uwar+p axlaups ~1 lawg
~00 um gou_r amq s!pa 03lqa dida-
8-QZ SaJJ[amau) I.?&$!O i.s SqEII q a?1’ s3Oj[oMS:
!I( J+OI. dos!gaa dIo[apyou ~oup!~you mp M!pa ~amy ~oupy!oa‘ I.* =
+1.0 f EUP
q( BO Jrruda~3a~~ ~~.amy ~conp!y!ou‘ rs = -I.O‘
I+ t
a+looJu~
H 08 1SO 4IW
Ju!tY
MH13H3h3M ISIS : 783cl985
B-13.3 Load factor Fe shall be as follows:
p = 0.9
rL3
H
___- -
D
s1.0 -1.0
-
i
0 1. .5 0 2 2. *8 3 ;:;
;:; ;:; ;:;
3.0 2.0 2.5
5.0 2.0
10.0 2.0 ;:;
p = 0.7
1s
H
3
+1*0 --I*0
I
__ ..--... .~ - ~~~~- ~~ ~_ ~__
0.5 2.2 2.3
11..05 22.-0o 22:;
2.0 1.9 2.3
3.0 1.9 23
54 1.9 2.3
IO.0 1.9 2.3
55I.. . .-.1(”_ I_.; _cl. ,._.- 1 I .^“.X.I. _,_. --__-- ..,_-_... -___.
_“._ ..-...
IS : 783- 1985
p = 0.5
ra
H
D
+1*0 -1.0
Fe
0.5 1.9 2.1
;:; 1.9 “2:;
2.0 ;:;
2-l
3.0 1.8 2.1
5.0
10.0 ;:; ;:;
B-14. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONIjITION: TYPE C BEDDING - EARTH FOUNDATION
B-14.1 Description- The pipe is evenly supported on a foundation shaped
to fit the barrel of the pipe for a vertical height of not less than one-tenth
of the external diameter of the pipe ( see Fig. 40 ).
Fill material, free from clay lumps retained on a 75-mm sieve and
from stones retained on a 26.5mm sieve, is compacted around the pipe in
layers not exceeding 150 mm thick to a consolidated height of not less than
300 mm over the top of the pipe. The compacted fill material extends
at least 300 mm from each side of the pipe.
B-14.2 Settlement ratro r, shall be as follows:
a) For positive projection condition and wide trench condition,
rl = +0.5 to $0.8; and
b) For imperfect trench condition, r, = -0.5.
56
.L
“L-_ .,.,_ _ __ .,__ ___..____ ._. __,_._._ , __. _,_.. _-,-_-. -
“,.. _._. %,“. ._._
Is : 783 - l!M
L
O/10 min.
FIG. 40 PIPE UNDBRP OSITIVEP ROJECTIONC ONDITION:
TYPE C BEDDINGE: ARTHF OUNDATION
B-143 Load factor K shall be as follows:IS : 783 - 1985
p = 0.7
TS
H
-ir
+0.5 to $0.8 - 0.5
0.5 2.2 2.3
f:; 22..00 22..33
2.0 1.9 2-3
3.0 1.9 2.3
5.0 2.3
10.0 ;:; 2,3
L
p = 0.5
rs
H
-D-
+0.5 to $0.8 - 0.5
F,
O-5 l-9 2.1
1.0 2.1
1’:;
I.5
2.0 1.8 ;:;
3.0 ;:; ;:;
5.0
10.0 1.8 2.1
58IS:783-1985
B-15. POSITIVE PROJECTION CONDITION INCLUDING WIDE
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDITION: TYPE D BEDDING - ROCK FOUNDATION
B-15.1 Description- The pipe is bedded on a continuous cushion of
earth. The thickness of the cushion under the pipe is not less than
100 mm. No special attempt is made to select and compact the fill
material ( see Fig. 41 ).
The use of this method is not recommended.
B-15.2 Settlement ratio r, shall be as follows:
a) For positive projection condition and wide trench condition,
rS = +1-O ; and
b) For imperfect trench condition, rs = - 1 .o.
B-15.3 Load factor, F0 shall be as follows:
p-09
0.5 1.4 1.4
1.0 I.3 1.4
1.3 1.4
;:;
l-2 1.4
3.0 1.2 1.4
l-2 1.4
1i.z l-2 1.4
59ls:783-1985
60luww- _..w. e*“^* “xI _ ..,. “_, “,___ ,._,_,__l_,_.__~,
Is:783-1985
FIG. 41 PIPE UNDER POSITIVPER OJKXIONC ONDITION:
TYPED BEDDING: RICK FOUNDATION
WIDE
~-16. POSITIVE PROJECTION CONDITION INCLUDING
TRENCH CONDITION, AND IMPERFECT TRENCH
CONDITION: TYPE D BEDDING - EARTH FOUNDATION
B-16.1 Description- The pipe is laid directly on a foundation which
provides a continuous support for the pipe but which is not shaped
concentrically with the barrel of the pipe. No special attempt is made to
select the fill material or to compact the fill material around and over the
pipe ( see Fig. 42 ).
The use of this method is not recommended.
B-16.2 Settlement ratio r8 shall be as follows:
a) For positive projection condition and wide trench condition,
r il =.: -+0.5 to -i-O.8 ; and
For wide trench condition, r, = -0.5.
61IS: 783 -1985
B-16.3 Load factor F, shall be as follows:
?-
P = 0.9
-
ra
H
-D-
$0.5 to +0.8 -0.5
FO
0.5 1.4 1.4
1.0 1.3’ 1.4
1:; 1.3
;:;
I.2
::; 11..22 l-4
10.0 1*2- ;:i
p = 0.7
re
H
-
D
+ 0.5 to + 0.8 - 0.5
Fe
0.5 1.3 I.3
I.0 1.2 1.3
;:; 11..22 1.3
3.0 12 ;:;
5.0 1.2 1.3
10.0 1.2 1.3
62IS:783- 1985
p = 0.5
+0”8
I +o”5to —0”5
I
I Fe
1“2
1“2
3’0 1’1
5“0 1“1 1“2
10”0 I 1“1 1“2
FIG. 42 PIPE UNDERPOSITIWSPROJECTIONCONDITION
TYPED BEDDING:EARTHFOUNDATION
63IS : 783 - 1985
APPENDIX C
( CZause A-4.1 )
EXAMPLES OF CALCULATIONS OF LOADS ON PIPES
Example 1:
Calculation of the required class of reinforced concrete pipe laid under
trench conditions, given the following data:
Internal diameter of pipe, d = 900 mm
Wall thickness, t = 50mm
External diameter, D = 900 + 2 x 50 = 1 000 mm
Width of trench ( assumed ), B
= D + 300 = 1 300 mm
Depth of trench to pipe invert =3m
Unit weight of fill material
( wet clay ), w : 18 kN/mS
Bedding and foundation material
( see B-4 ) = Type B,earth
Depth of fill material over top
of pipe, H = 3.0 - 1. O =2m
Calculation
The vertical load W, on the pipe due to the fill material is calculated
from the formula:
We = Ct wB2 ( see A-l )
The value of Ct = 1.29 is obtained from Fig. 4 using curve and ratio
H 2
-=-= 1.530
B 1.3
Hence the calculated load on the pipe, W,
= 1.29 x 18 x 1.32
= 39.24 kN/m
The load factor, Ft = l-9 ( from B-4 )
64
J.A*_... _ _,. .__. _,_. I___“ _ ._ . .._._ - .-.--.-.
Is : 783 - 1985
The required minimum cracking load is
-W-=,= 39.24
Ft 1.9
= 20.65 kN/m
It follows from Table 2 of IS : 45%1971* that 900 mm NP2 class pipe
which has a 0.25 mm crack test load of 24.5 kN/m is suitable.
Example 2:
Calculation of the required class of 450 mm diameter concrete pipe
installed under trench conditions, given the following data:
Internal diameter of pipe, J = 450 mm
Wall thickness, t = 35mm
External diameter of pipe, D
= 450 + 70 = 520 mm
Width of trench ( assumed ), B
= 520 + 300 = 820 mm
Depth of trench to pipe invert =3m
Unit weight of fill material ( wet clay ) = 18 kN/m3
Bedding and foundation material
= Type B, earth
Depth of fill material above top of
pipe, H = 3 - 0.820 = 2.180 m
Calculation
As in Example 1, W, = Ct wBa, and the value of Ct = l-9 is obtained
from Fig. 4 using curve B and ratio
H 2.18
_ = -= 2.66
B 0.820
Hence W, = l-9 x 18 x 0.82z
= 22.99 kN/m
The load factor Ft = 1.9 ( from B-4 )
a) For a reinforced concrete pipe, the required minimum test load is
-=W , --2 -=2. 99
12-l kNlm
Ft 1.9
*Spe-cification for concrete pipes ( with and without reinforcements ) ( second revision ).
65
i
.
‘.
.
i
:
I
‘., :Lr,.. _, .,.,._ . ,. .,, ._^ . ,_.. ._.._,__l____-----_
IS:783-1985
It follows from table 2 of IS : 458-1971* that a 450 mm NP2 class
pipe which has a 0.25 mm crack load of 14.5 kN/m is suitable.
b) For an unreinforced concrete pipe the test load required should be
at least 1.5 ( see Note ) times the calculated vertical load on the
pipe divided by the load factor.
Hence the required minimum test load is
w, x 1.5 = 22.99 x I.5
= 18.15 kN/m
1.9 1.9
It follows from Table 1 of IS : 458-1971* that 450 mm dia NPl class
pipe which has a test loadof 21.9 kN/m is suitable.
Hence, a choice between an unreinforced and a reinforced pipe is
available.
NOTE - It is usual to apply a factor of safety of 15 to all unreinforced pipes for
all installation conditions.
Example 3:
Calculation of the required class of 450 mm diameter pipe given the
same conditions and data as in Example 2, with the addition of a uniformly
distributed superimposed load U of 32 kN/m2.
Calculation
The vertical load, Wu on on the pipe due to the superimposed load is
calculated from the formula:
Wu = CuBlJ
The value of C,, = O-49 is obtained from Fig. 5 using curve B and the
ratio
‘H
- = 2.66
B
Hence Wu = 0.49 x 0.82 x 32 = 12.85 kN/m and the total calculated
load on the pipe
= W, + W, = 22.99 + 12.85
= 35.84 kN/m
As before, Ft = 1.9
*Specification for concrete pipes ( with and without reinforcements ) ( second
revision ).
66IS : 783 - 1985
For a reinforced concrete,pipe the required minimum test load
we+
= W”
F1
35.84
=7
= 18.86 kN/m
It follows from the above that 450 mm NP2 class pipe will be obviously
inadequate and 450 mm NP3 class pipe with 0.25 mm cracking load of
369 kN/m will have to be used. Alternatively, 450 mm NP2 class pipe
with Type A bedding may be used.
Example 4:
Calculation of the required class of a 600 mm diameter concrete pipe,
laid under trench conditions with the addition of a concentrated superim-
posed live load, given the following data:
External diameter of pipe, D = 680 mm
Wall thickness ( assumed ), t =40mm
Width of trench ( assumed ), B
= 680 + 300 = 980 mm
Unit weight of fill material ( wet clay ), w = 18 kN/m3
Bedding and foundation material = Type B, earth
Depth of fill material above top of pipe, H = 600 mm
Concentrated load on surface of fill material, P = 45 kN
Impact factor, a = 1.1
Length of a single pipe = 2.5 m
Width of concentrated load in direction of the pipe, S = 300 mm
Calculation
a) Load due to fill material, We, is calculated from the formula
W, = CtwB”. The value of C’t = 0.57 is obtained from Pig. 4
using curve R and the ratio
H 0.6
-_= - = 0,612
B 0.98
67IS : 783 - 1985
Hence We = O-57 x 18 x O-982 = 9.85 kN/m
The load factor, I$ = 1.9
Hence the required minimum test load for the pipe to provide for
the earth load
~-=-W---,- --= 9.85 5’18 kN/m
F, 1.9
b) The length of pipe, I, asumed to be supportiug the concentrated
load is calculated from the formula:,
I = 1*15H + 20 -i- S
= I.15 x 0.6 + 2 x 068 + 0.3 *
.
= 2.35 m
Then -=1 235 = 1.96
2H 2 x 0.6
D
and 0.68 = 0.566
%?-= 2 x 0.6
The value CD = 0.58 is obtained from Fig. 3. Therefore, the vertical
load, We, on the pipe due to the superimposed load
0.58 x 45 x 1.1
= --2.35
= 12.22 kN/m
The load factor, FP ==1 .5
Hence, the required minimum test load for the pipe to provide for the
live load
12.2:?
= -- = 8.146 kN/m
I.5
The total required minimum test load
= 5.18 + 8.146 = 13.326 kN/m
It follows from table 2 of TS : 458-1971* that 600 mm diameter NP2
class pipe with a 0.25 mm cracking load of 18.6 kN/m will be suitable.
Example 5:
Calculation of the permissible height of embankment over the top of
a reinforced concrete pipe, given the following data:
*Specification for concrete pipes ( with and without reinforcements) (second
revision ).
$. “
68 iI
L .----I
_.“____ -..- _,“._,_____-_._.-_... ___._,__ _..... _.---___-.. i__-._-._. _
IS: 783 - 1985
Internal diameter of pipe, d = 6OOmm
Wall thickness, i = 40mm
External diameter of pipe, D = 680 mm
Unit weight of fill material ( wet clay ), w = 18 kN/ms
Bedding and foundation material
( see B-12 ) = Type B, earth
Class of pipe _1 NP2
Settlement ratio ( assumed ), r, = 0.7
Distance from top of pipe down to
undisturbed foundation level, h = 300 mm
Projection ratio,
Use a trial procedure. Assume the height of embankment over the
top of the pipe H to be 3 m, then
4.41 and from B-12, Fe = 2.3
The test load, Wt, for a 600 class NP2 pipe = 18.6 kN/m
The permissible vertical load,
We = Wt x Fe = 18.6 x 2.3 = 42.78 kN/m
Also as We = C,wDa then
42.78
= 5.14
18 x 0.682
The value of -s = 3.6 is obtained from Fig. 1 using C, = 5.14 and ,
r.p = 0.7 x 044 = 0.308
Hence the calculated permissible H
= 3.6 x 0.68 = 2.45 m
Check from B-12 that the difference between 3.6, the calculated value
H
of - and 4,4.1~_, a__ss_u__m.~ed_ val_u_e_ of -$j _m_a_k_e_s_ -n-o d_Ii-f-f-e--r_e- nce t_n- t-h_.e_ v.-n-_lw_ n_.f
D_
load factor.
the
6g .Is : 783 - 1985
Example 6:
Calculation of the required class of a reinforced concrete pipe laid
under embankment conditions, given the following data:
Internal diameter of pipe, d = 800 mm
Wall thickness ( assumed ), I =45mm
External diameter of pipe, D = 890 mm
Unit weight of fill material, w : 18 kN/m3
Bedding and foundation material
( see B-13 ) = Type C, Rock
Settlement ratio ( assumed ), r, Lr fl.0
Distance from top of the pipe down to = 450 mm
undisturbed’foundation level, h
h 0.45
Projection ratio, p = D= 089= 0.505
Height of embankment over top of pipe, H = 4 m
Calculation
The vertical load, W,, on the pipe due to the fill material is calculated
from the formula, W, = CewD2
The value C, = 6.8 is obtained from Fig. 1 using the ratio,
H’ 4
-D= _0_.-8 9 ==4 .5 and r,p = 1 x 0.505 = 0.505
Hence W, = 6.8 x 18 x 0*8g2 = 96.953 kN/m
From B-13, using p = 0.5, r, = + 1 .O and g = 4.5, the load
factor, Fe is obtained as 1.8.
Therefore the required minimum test load
W, 96.953
F, = 7.r = 53.86 kN/m
It follows from Table 3 of IS : 458-1971* that 800 NP3 class pipe with
0.25 mm cracking load of 59.3 kN/m will be suitable.
*Specification for concrete pipes ( with and without reimorcements ) ( second
revision ).
70IS :783-1985
Examp Ie 7:
Calculation of the depth h’ of imperfect trench ( see A-4) required over
a 1 600 mm diameter reinforced concrete pipe laid under imperfect trench
conditions, given the following data:
External diameter of pipe, D
= 1 600 + 2 x 140 = 1 880 mm
Height of finished embankment above
the top of the pipe, H = 16m
Class of pipe = NP4
Bedding and foundation material
( see B-12 ) = Type B, earth
Unit weight of fill material ( wet clay ), w = 18 kN/m3
Settlement ratio ( assumed ), rs = -0.5
Calcdation
Assume that the trench excavated over the pipe in the compacted fill
material is of the same width as the outside diameter of the pipe, then the
width of the trench,
B = l-88 m and -$ = c = -il$8- = 8.51
From Table 4 of IS : 45%1971* the 0.25 mm cracking load for 1 600 mm
dia pipe is 119.6 kN/m.
From B-12 using p == 0.7, rs = -0.5 and $- = 8.51, F., is obtained
as 2.9.
Hence the maximum allowable vertical load on the pipe
We = 119.6 x 2.9 = 346.84 kN/m
Also W, = C,wB2 ( see A-4 )
346.84 346.84
Cn (Max) = Wjj = 18 X 1a88a = 5.45
From Fig. 2 using s = 8.51 and r, = -0.5, the value of
*Specification for concrete pipes ( with and without reinforcements ) ( second
revision ).
71IS:783 - 1985
C,,= 5-8f or p’ = 0.5 and C,, = 4.9 for p’ = 1.0 respectively are
obtained.
Hence by linear interpolation for Cn = 5.45, obtain p’ = 0.694.
Therefore the required depth of the imperfect trench h’ = p’ x B =
0.694 x I.88 = 1.30 m.
To provide 300 mm fill material between the bottom of the imperfect
trench and the top of the pipe, in order to protect the pipe against damage
by excavating plant, the embankment should be consolidated to a height
of 1.6 m above the top of the pipe before the imperfect trench is excavated
approximately 1.30 m deep and I.88 m wide ( see A-4 ).
Exomple 8:
Calculation of the required class of a 300 mm diameter concrete pipe
laid under trench conditions and supporting concentrated wheel loading
from a DC3 aircraft, given the following data:
External diameter of pipe, D = 300 + 2 x 30 = 360 mm
Width of trench, B = 360 + 300 = 660mm
Single wheel load, P = 70 kN
Height of cover to surface of pavement, H = 450 mm
Impact factor, a -_ 1
Unit weight of fill material ( compacted to unit
weight of undisturbed natural soil ), w = 18 kN/m3
Bedding and foundation material ( normal for
air-field,conditions ) ( see B-4 ) = Type B, earth
Width of load in direction of length of conduit = Disregarded
Depth to top of pipe from natural ground level, h’ = 300 mm
Thickness of pavement above natural ground
level ( negative trench condition ) = 150 mm
Calculation
a) Load due to fill material, IV, is calculated from the formula
IV, = CnwBa ( see A-4 )
The value C, = 0.6 is obtoined from Fig. 2 using the ratio
o,66 = 0.45 say = 0.5 and the ratio
H. 0.45
_~_Z - - 0.68
B 0.66
72
1
.
i, .IS:783- 1985
Hence, W, = 0.6 x 18 x 0.66’ = 4.70 kN/m
The load factor Ft = 2.5 ( see B-4 )
Therefore, the required minimum test load to provide for the earth load
W, 4.70
z!z-= - = I.88 kN/m
Ft 2.5
b) Load due to the wheel load, WC, is calculated from the formula
PU
wc = c, -l--- ( see 9 )
The length of pipe, I, assumed to be supporting the concentrated load
is calculated from the formula
1 = 1*15H + 20 + s
= I.15 x 0.45 + 2 x 0.36 + 0
= I.24 m
The value C, = 0.42 is obtained from Fig. 3, using the values for
1 1’24 0.36
ratio = 2H- T l-38, and -j$ = -_. __ = 0.40
2x= 2 x 0.45
0.42 x 70x1
Hence WC = 1.24 = 23.71 kN/m
The load factor Fp for a concentrated load is 1.5. Then the required
23.71
minimum test load to provide for the wheel load = r = 15.81 kN/m
So the total required minimum test load = 1.88 + 15.81 = 17.69
kN/m. It follows from Table 2 of IS : 458-1971* that 300 mm NP2 class
pipe with a 0.25 mm crack load of 11.8 kN/m will not be suitable and a
special design would be necessary.
Example 9:
Calculation of the required class of a 1 100 mm diameter reinforced
concrete pipe for a twin conduit in trench, given the following data:
External diameter of pipe, D = 1 100 + 2 x 115 = 1 330 mm
Width of trench, B = 3 560 mm
Depth of fill material over top of pipe, H =7m
*Specification for concrete pipes ( with and without reinforcements ) (second
revision ).
73IS : 783 - 1985
Unit weight of fill material ( sandy clay ), w = 17 kN/m3
Bedding and foundation material ( see B-6 ) = Type C, earth
The compaction of the fill material each side of each pipe is to comply
with the minimum requirements of B-6 only, that is the attainment of
maximum density at optimum moisture content will not be attempted.
Calculation
The vertical load, We on the plane through the top of the pipe is
calculated from the formula
W, = CtwBa ( see A-l )
The value of Ct = 1.48 is obtained from Fig. 4 using curve C and
H 7
---~---_ l-9.7
B 3.56
Hence W, = 1.48 x 17 x 3.562 = 318.87 kbl/m
Because of the limited degree of compaction of the fill material on
each side of the pipes, the fill material is assumed incapable of sharing the
vertical load W, with the' pipes.
Each pipe therefore is assumed to support siL*L = 159.44 kN/m
The load factor Ft = 1.5 ( see B-6 )
So, the required minimum test load = F = 106.29 kN/m
It follows from Table 4 of IS : 458-1971” that 1 100 mm dia NP4
class pipe will not be suitable for this loading and a specially designed
pipe is necessary.
Exumple 10:
Calculate the required class of a 800 mm diameter reinforced concrete
pipe laid under negative projection conditions ( see B-4 ) given the follow-
ing data:
Internal diameter of pipe, d = 800 mm
Wall thickness ( assumed), t = 90mm
External diameter of pipe, D = 980 mm
= 800 + 2 x 90
*Specification for concrete pipes ( with and without reinforcements) ( second
revisipn ).
74
‘.
lIS : 783 - 1985
Width of the trench, B = D + 300 = 1 280 mm
Unit weight of fill material ( wet
clay ), w = 18 kN/m3
Bedding and foundation material
( see B-4 ) = Type B, earth
Settlement ratio, rs = o-5
Positive projection ratio, p = o-7
Negative projection ratio, p’ r- 1.0
Height of embankment above natural
surface = 10%
Compaction of fill material each side of pipe [ see B-4-3 (a) J
Calculation
Asp’ = 1, then h’ = B x p’ = 1.28 x 1 = 1.28 m
So height of embankment H above top of pipe = 10 + I.28 =:
1l -28’ m.
The vertical load on the pipe, We due to the fill material is calculated
from the formula:
The value of C, = 5.1 is obtained from Fig. 2 using the values
Il.28
p’ = I-0, r, = -0.5, and - H --L -= 8.81
B 1.28
So, We = 5.1 x 18 x 1.28” = 150*40 kN/m
The load factor, Ft = 2.5.
150.40
Therefore, the required minimum test load =+ = x
t
= 60%1 6 kN/m
From Table 3 of IS : 458-1971* it follows that 800 mm diameter NP3
Class pipe with a 0.25 mm cracking load of 59.3 kN/m will be just
suitable.
*Specificationf or concrete pipes ( with and without reinforcements ) ( second
revision 1.
75IS:783-1985
( Continued frompage 2 )
Members Representing
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYYA( Alternate )
SHRI G. RAMAN. Director General. IS1 ( Ex-officio Member )
Director ( Cit Engg )
Secretary
SHRI N. C. BANDYOPADWAY
Deputy Director ( Civil Engg ), IS1
Concrete Pipes Subcommittee, BDC 2 : 6
Convener
SHRI N. G. JOSHI Indian Hume Pipe Co Ltd, Bombay
Members
SHRI B. SANKARASUBRAMONIAA VYAP The Kerala Premo Pipe Factory Ltd, Quilon
SHKI S. N. BASU Directorate General of Supplies and Disposals,
New Delhi
SHRI T. N. UBOVEJA( Alternate )
SHRI BHAGWANT SINGH Concrete Pipe Manufacturers Association of
India, New Delhi
SHRI H. S. MANX ( Alternate )
CHIEF ENGINEER( SEWERAGE Municipal Corporation of Greater Bombay,
PROJFCT ) Bombay
DEPUTY CHIEF ENGINEER( SEWERAGEP ROJECT)
P & D ( Alternate )
SHRI A. W. DESHPANUB National Environmental EngldZPring Research
Institute ( CSIR ), Nagpur
SHRI V. A. MHAISALKAR( Alternate )
SHRI G. R. HARIDAS Gammon India Ltd, Bombay
SHRI P. C. JAIN Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SRRI SUCHA SI~GH ( Alternate )
Jo~~I$.E~R ( STANDARDS ) Research, Designs and Standards Organization,
( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR( STANDARDS) B & S/C3 ( Alternate )
SHRI P. D. KELICAR The Indian Hume Pipe Co Ltd, Bombay
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
DR N. RAGHAVENDRA National Council for Cement and Building
Materials, New Delhi
SHRI S. S. RAMRAKHYANJ Municipal Corporation of Delhi, Delhi
SHRI S. PRAKASH( Alternate )
REPRESENTATIVE Tami&~;~s Water Supply and Drainage Board,
&IPERINT~N,DI~GS URVEYORO F Central Public Works Department, New Delhi
WORKS ( NZ )
SURVFYOR OF WORKS ( NZ ) ( Alternate )
SHIU V. M. TALATX Spunpipe and Construction Co ( Baroda ) Pvt
Ltd, Vadodara
SHRI A. V. TALATI ( Alternate )
DR B. VFNKATESWARLU StrupaTjangineering Research Centre ( CSIR ).
SHRI Z. GEORGE( Ahernare )
76
J.AMENDMENT NO. 1 JANUARY 1989
TO
IS : 783 - 1985 CODE OF PRACTICE FOR LAYING
OF CONCRETE PIPES
( First Revision )
( Page 14, Fig. 4 > :
Substitute ‘curve A’ for ‘curve E’
Substitute ‘curve B’ jofor ‘curve D’
Substitute ‘curve D’ for ‘curve B’
Substitute ‘curve E’ for ‘curve A’
Nom 1 - 13urve C’ remains as ‘Curve C’.
NOTE 2 - The changes indicated above are applicable IO both sets of curves.
NOTE 3 - There are no changes in the legends.
(BDC2)
Printed at Simco Printing Press, Delhi
l
.,. -
|
b719_2_1.pdf
|
IS:11719(Part2/Secl )-1986
UDC 621.38’038-2183 : 006.78 : 621*316*3421
Indian Standard
~DIMENSIONS OF MECHANICAL STRUCTURES
OF THE 482’6 mm SERIES
PART 2 SUBRACKS AND ASSOCIATED PLUG-IN UNITS
Section 1. Subracks
1 Scope -- Covers the basic dimensions of a modular range of subracks for mounting in equipment
according to IS : 9606-1980 ‘Dimensions of panels and racks ( 482.6 mm system )‘.
1.1 The drawings given in this standard are not intended to indicate details of design.
2. General Arrangement - The subracks may be mounted, one above another or in combination
with suitable instruments and panels ( which also conform to the panel dimensions and equipmenl
jmplying with the rack dimensions given in IS : 9606-I 980 ).
plug-in unit is given in Fig. 1. Thr
4 General arrangement of rack, subracks, printed board and
Illowing notes are to be read with Fig. 1.
Note I - General subracks are equipped with printed board or rack and panel type connectors at the rea
side, and have guides for locating and/or supporting printed boards or types of plug-in units.
Note 2 - In principle components are mounted on the right-hand side of the printed board 8s viewed fror
the front of the subrack.
Note 3 - Clause 4 and Appendix A of Section 2 of this standard ( Part 2 ) define the dimensions required fc
mechanical interchangeability of plug-in units.
Printed board
Plug-in units
FIG. 1 GENERAL ARRANGEMENT
Adopted 13 June 1986 @August t987, BIS Gr 2
I
BUR~EAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 11719 ( Part 2/Set 1 ) - 1986
3. Subrack Description - For the purpose of this standard a typical subrack comprises horizontal
members, secured between two side plates as shown in Fig. 2. The side plates have right-angled
flanges equivalent to the extremities of the panels shown in IS : 9606-I 980.
4. Subrack Basic Dimensions - Subrack basic dimensions are given in Fig. 2. The following
notes and Table 1 are to be read with Fig. 2.
Note 1 - 81 x 5.08 ( mm ) is permissible for case mounting or for uss with telescopic slides.
Note 2 - In designing to this dimension, it should be noted that the distance between rack uprights specified
in IS : 9606-1980 is 450 mm minimum. Earlier racks could have an aperture of 447 mm minimum as specified
in IS ; 9606- 1980.
Note 3 - Clearance for PB coding, ejectors, etc.
Note 4 - The guidance dimension Hg shall be derived from the printed board height Hb according to 3 of
IS : 11719 ( Part 2/Set 2 )-I986 ‘Dimensions of mechanical structures of the 482.6 mm series: Fart 2 Subracks
and associated plug-in units, Section 2 Plug-in units’. Adequate engagement and interchangeability shall
be maintained between plug-in units and guide rails.
Note 5 - The position of the centreline of the first printed board will depend on the connector chosen. The
preferred dimensions of A is 3.27 mm unless found to be impracticable.
Note 6 - Side plates may be extended by 60 mm beyond the rear attachment plane. The rear edge of a
non-extended side plate need not coincide with the rear attachment plane.
Note 7 -DC and C dimensions and tolerances are dependent on the chosen connector [ see 4 of IS : 11719
( Part 2iSec 2 )-I986 1.
Note 8 -The detail shown in item Z for recessed panels is preferred for future designs. Item Y shown in
Fig. 1 of IS : 11719 ( Part P/&c 2 )-I986 should be consrdered when designing the horizontal members.
Note 9 -The range of four depths stated are those which are preferred. If necessary manufacturers can
increase the depth In increments of 60 mm. Ds is a preferred dimension for the depth of subracks when subracks
are supplied without mounting brackets for PB-connectors.
Note 10 - The manufacturers of subracks shall define the fastening dimensions and tolerances so that they
are compatible with the dimensions of the plug-in units given in Fig. 1 and 2 of IS : 11719 ( Part 2/Set 2 )-I986
such that interchangeability is guaranteed.
Note 11 - The width of the guide slot shall accommodate a I.6 f 0’2 mm thick printed board in accordance
with IS : 5921 ( Part 1 )-I970 Specification for metal-clad base material for printed circuits for use in electro-
nic and telecommunication equrpment: Part 1 General requirements and tests ( first rev&on )‘_
Note 12 - The symbol U means a vertical increment of 44.45 mm. Tolerances are non-cumulative.
Note 13 -Actual outside dimensions and slot details are given in IS : 9606-I 980.
TABLE 1 SUBRACK BASIC DIMENSIONS
All dimensions in mihimetres.
nxU
( See Note 12 ) 2U 3U 4U 5U 6lJ 7U 8U 9U IOU 11lJ 12u
Hs minimum 67.55 11200 156.45 200.90 245.35 28980 33425 378.70 423.75 467.60 512.05
F f 0.20 78.05 122.5 166.95 211.40 255.85 300.30 344.75 389.20 433.65 478.10 522.55
1 112.24
Ds f 0.6 2 172.24
( See Note 9 ) 3 232.24
4 292.24
EXPLANATORY NOTE
This standard ( Part 2 ) is based, without any technical change, on IEC Pub 297-3 ( 1984 )
‘Dimensions of mechanical structures of the 482.6 mm ( 19 in ) series: Part 3 Subracks and
associated plug-in units’, issued by the International Electrotechnical Commission.
23
Printed
at
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New
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India
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:
11719
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-
1986
|
12175.pdf
|
IS : 12175 - 1989
Indian Standard
SPECIFICATION FOR RAPIQ ~MOISTURE
METER FOR RAPID DETERMINATION OF
WATER CONTENT FOR SOIL
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
DR R. K. BRANDARI Central Building Research Institute ( CSIR ),
Roorkee
Members
ADDITIONAL DIRECTOR ( GE ) Ministry of Railways
JOINT DII~~OTO~ ( GE ) ( Alternate )
DR ALAM SIN~H University of Jodhpur, Jodhpur
DR M. L. ORRI ( Alternate )
SERI B. ANJIAH Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
CEIEB ENGINEER ( JPRI ) Irrigation Department, Government of Punjab,
Chandiaarh
DIRECTOR ( DAM ) ( Alternate )
DR T. N. CHOJER Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR CR 1 f Alternate 1
Sun1 A. VERQHZSE cu&M,A; F. 8. Engineers Private Limited, Madras
SunI C. V. JAY_~RAMBN ( Alternate )
SARI C. S. DABKE Howe ( India ) Private Limited, New Delhi
SHR~ G. V. MUI~TUY ( Alterna!e 1
SARI A. G. DASTIDAR In personal capacity (5 Hungerford Court, 12/l
Hungerford Street, Calcutta )
DIRECTOR Central Soil and Materials Research Station, New
Delhi
DEPUTY DI~ECTOI~ ( Alternate )
DIRECTOIL ( IRI ) Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI G. P. S. BHATI ( Alternate)
SHI~I A. H. DIVANJJ Asia Foundations and Construction ( Private
Limited, Bombay
SHRI A. N. JANQLE ( Alternate )
( Continued on page 2 )
@ Co&right 1988
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 : 12175 - 1987
( Continued from page 1 )
Membsrs Representing
SHI(I N. V. DC-SOUSA Cemindia Company Limited, Bombay
*DR G~PAL RANJAN University of Roorkee, Roorkee
Ds K. B. AQQAllWAL ( dhrnate )
SERI M. IYENQAx Engineers India Limited, New Delhi
SHRI E. C. G. REDDY ( Alternate )
SH~I ASHOE K. JAIN G. S. Jain and Associates, New Delhi
SHRI VIJAY K. Jnr~ ( Alternate )
SHRI A. V. S. R. MUKTY Indian Geotechnical Society, New Delhi
SHRI T. K. NATAI~AJAN Central Road Research Institute ( CSIR ), New
Delhi
DR P. J. R bo ( Alternate )
SHRI RANJIT S~s.an Ministry of Defence ( R&D )
SHRI V, 13. GHOI’PADE ( Alternate)
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of
Punjab, Chandigarh
SIZCRETARY Central Board of Irrigation and Power, New
Delhi
DIREGTOZ ( C ) ( Alternate )
San1 R. K. SAXENA Ministry of Shipping and Transport ( Roads
Wing )
SHRI R. S. MAICALA~A ( Alternate )
SHRI U. N. SIN~A Cent;~or~~~Id$g Research Institute ( CSIR ),
SH~I SURENUILA KUUAR ( Alteruzte )
SERI K. S. SRINIVASAN National Buildings Organization, New Delhi
Skrc~ SUNIL Br:nn~ ( Alternate )
Da N. Sonr Jadavpur University, Calcutta
SIIRI C. B. LARSBM~NA RAO Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
SARI M. SUBRAMA~~YAM( Alternate )
COL R. R. S~DI~IND~A Ministry of Defence ( Engineer-in-Chief’s
Branch )
SHRI S. S. J~SHI (Alternate )
SUPERINTENUIKQ E N a I N n IZB Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVE ENQIN~ER ( SMRD )
( Alternate )
SHRI H. C VERMA All India Instrument Manufacturers’ and Dealers’
Association, Bombay
SHRI H. K. GUIIA ( Alternate )
SHRI G. RAMAN, Director General, BIS ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Joint Director (Civ Engg ), BIS
‘He ZIISOr eprcscnts In$tit.utioo of Enginocrs ( India ).
( Continued on page 9 )
2IS : 12175 - 1987
Indian Standard
SPECIFICATION FOR RAPID MOISTURE
METER FOR RAPID DETERMINATION OF
WATER CONTENT FOR SOIL
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian Standards
on 17 August 1987, after the draft finalized ~by the Soil Engineering
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Bureau of Indian Standards has already published a series of
standards on methods of testing soils. It has been recognized that reliable
and intercomparable test results can be obtained only with standard
testing equipment capable of giving the desired level of accuracy. The
Sectional Committee has, therefore, decided to bring out a series of speci-
fications covering the requirements of equipment .used for testing soils to
encourage its development and manufacture in the country.
0.3 The equipment covered in this standard is used as a part of the
assembly for the equipment used for the determination of water content
from the gas pressure developed by the reaction of calcium carbide with
the free water of the soil covered in IS : 2720 ( Part 2 )-1973*.
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 : 2-196Of. 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. SCOPE
1.1 This standard covers the moisture meter used for rapid determination
of water content from the gas pressure developed by the reaction of
calcium carbide with the free water of the soil.
*Methods of test for soils : Part 2 Determination of water content ( secod revision) .
tllulcs for rounding off numerical valncs ( revised ) ,
3IS : 12175 - 1987
2. DIMENSIONS
2.1 Dimensions of the equipment with different component parts of the
equipment shall be as detailed in Fig. 1 to 5. Except where tolerances
are specifically mentioned against the dimrnsions, all dimensions shall be
taken as nominal dimensions and tolerances shall be as given in 1s : 2102
( Part 1 )-1980* for medium class.
,x-HANDLE
,-PRESSllRE
GAUGE
FIQ. 1 ASSEMBLY
3. MATERIAL
3.1 The materials of construction of various component parts of the
equipment shall be as given in Table 1.
4. CONSTRUCTION
4.1 The mating parts of the pressure vessel and the cup shall be machi-
ned properly to ensure a proper and leak-proof seating when assembled
with ring fitted in its position.
*General tolerances for dimensions and form and position: Part 1 General tolerances
for linear and angular dimensions ( second revision ).
4IS: 12175 - 1987
All dimensions in millimetres.
FIG. 2 PRESSURE VESSEL
4.2 Pressure Gauge - A pressure gauge shall be fitted as shown in Fig. 1
to the pressure vessel. The dial of the pressure gauge shall be calibrated
in percentage of water content either in the range of O-25 percent or O-50
percent for two different ranges of the moisture meters on the basis of dry
soil. The minimum divisions on the dial shall be 1 percent.
4.3 Steel Balls --- Three steel balls of about 12.5 mm diameter and one
steel ball of 25 mm diameter shall be provided with the moisture meter.
5IS : 12175 - 1987
All dimensions in millimetres.
FIG. 3 CUP
-- 81
All dimensions in millimetres.
FIG. 4 BRACKET
6LS:12175 - 1987
All dimensions in millimetres.
FIG. 5 HANDLE
TABLE 1 MATERIALS OF CONSTRUCTION OF COMPONENT PARTS
OF RAPID MOISTURE METER
( Clause 3.1 )
I%. EQUIPMENT PART h'iATM?1AL SPECIAL REQUITE- RELEVAIW
MNNT, 1B ANY, INDIAN STANDARD
(1) (2) (3) (4) (5)
9 Pressure vessel Al~imini~lm alloy Shall bc machined IS : 617-1975*
smooth from
inside
ii) cnp
a) Body Aluminium alloy do IS : 617-1975*
b) Inset Stainlrss steel do IS : 6603-1972t
iii) Bracket Copper alloy Nickel/Chrome IS : 31%1981f
plated
iv) Handle Mild steel do IS : 513-1986s
v) ‘0’ Ring Synthetic rubber IS : 5382-196911
vi) Balls Steel IS : 4398-19727
vii) Pressure gauge Conforming to requirements for indus-
trial concentric scale gauge Class IA
covered in IS : 3624-1979**
*Specification for aluminium and aluminium alloy ingots and castings for general
engineering purposes ( second revision ).
?Specification for stainless steel, bars and flats.
SSpecification for leaded tin bronze ingots and castings ( second revision ).
!jSpecification for cold rolled carbon steel sheets ( third revision ).
IlSpecification for rubber sealing rings for gas mains, water mains and sewers.
ljspecification for carbon-chromium steel for the manufacture of balls, rollers and
bearings races (Jfirst revkion ).
**Specification for pressure and vacuum gauges ( jrst revision ).
7U : -12175 - 1987
5. MARKING
5.1 The following information shall he clearly and indelibly marked on
each equipment:
a) Name of the manufacturer or his registered trade-mark or both,
b) Date of manufacture, and
c) Type of material.
5.1.1 The equipment 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. 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.IS:12175-1987
( Continued from page 2 )
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convener Representing
SHRI H. C. Verma Associated Instruments Manufacturers ( India )
Private Limited, New Delhi
Members
SHRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
DIRECTOR (CS & MRS) Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( CS & MRS )
( Alternate )
SHRI H. K. GUHA Geologists Syndicate Private Limited, Calcutta
SHRI A. BHATTACHARAYA ( Ahnate )
DR S. C. HANDA University of Roorkee, Roorkee
SARI P. K. JAIN ( Alternate )
SHRI VJJAY K. JAIN G. S. Jain and Associates, New Delhi
SHRI RAREST AWARWAL ( Alternate)
DR B. R. MAL~OTRA Central Road Research Institute (~CSIR ), New
Delhi
SHRI S. K. MITRA K. N. Dadina Foundation Engineers, Calcutta
SHRI C. R. TATA ( Alternate )
BRIG M. K. PAUR Ministry of Defence ( Engineer-in-Chief’s
Branch )
SHRI M. P. SHUKLA( Alternate )
DR T. RA~WAMUI~THY Indian Institute of Technology, New Delhi
DR G. V. RAO ( Allernale )
SRI:I S. VENKBTESAN Centrtrr3e;ilding Research Institute ( CSIR ),
SHR~ Y. PANUEY ( Alternafe)4NTERNATIONAL SYSTEM OF UNITS (SI UNITS )
Base Units
QhWJfify Unit Symbol
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mot
Supplementary Units
Quantify Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantify Unit Symbol Definition
Force newton N 1 N = 1 kg.m/ss
Enerc:y joule J 1 J = 1 N.m
Power watt W i W = 1 J/s
Flux weber Wb 1 Wb = 1 V.8
Flux density tesla T 1 T = 1 Wb/m*
Frequency hertz Hz 1 Hz = 1 c/s (s-l)
Electric conductance siemens S I s = I A/V
Electromotive force volts Q I V = I W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m*
|
1635.pdf
|
IS1636:1992
India’n Standard
FIELD SLAKING OF BUILDING LIME AND
PREPARATION OF PUTTY - CODE
OF PRACTICE
( Second Revision )
.
UDC 666.924 : 052 : 691.51
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Group 2Building Limes and Lime Products Sectional Committee, CED 4
POREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Building Limes and Lime Products Sectional Committee had been
approved by the Civil Engineering Division Council.
Slaking of quicklime is an essential operation in the preparation of lime at site for use in
building construction, where standard hydrated lime is not readily available. Improper slaking
results in serious defects in mortars and plasters and subsequent maintenance work will be difficult
and elaborate. Therefore, in the interest of sound construction, wherever lime is used, its
complete slaking should be ensured. This standard intended to give necessary guidance for field
slaking of lime so as to achieve this objective.
Quicklime can never be used as such for structural purposes; it must always be slaked first.
Slaking of calcium oxide results in calcium hydroxide. The method of slaking is an important
factor in determining the quality of the finished products.
This standard was first published in 1960 and subsequently revised in 1975. This present revision
has been taken up based on the experience gained with the use of this standard in order to bring
the required modifications in the slaking methods.IS 1635 : 1992
Indian Standard
FIELD SLAKING OF BUILDING LIME AND
PREPARATION OF PUTTY--CODE
OFPRACTICE
( Second Revision)
1 SCOPE 6 SLAKING QUICKLIME AND
PREPARATION OF PUTTY
This standard covers field slaking of limes and
preparation of putty of Class B, C, D and F
6.1 Preliminary Cleaning
type of lime.
2 REFERENCES The slaking receptacle or platform shall first
be cleaned of all unslaked stones of lime and
The following Indian Standards are necessary
other materials left over from previous sIaking.
adjuncts to this standard:
IS No. Title 6.2 Slaking Procedure
460 Specification for test sieves :
( Part 1 ) :, 1985 Part 1 Wire cloth test sieves The slaking shall be done either in tanks by
( third revision ) adding ‘lime to water’ as described in 6.2.1 or
on platform by adding ‘water to lime’ as
712 : 1984 Specification for building
described in 6.2.2.
limes ( third revision )
6508 : 1988 Glossary of terms relating to NOTE - Tank slaking is desirable as in platform
building lime ( jirst revision ) slaking it may not be possible to properly slake the
lime.
3 TERMINOLOGY
6.2.1 Tank Slaking
For the purpose of this standard the definition
of terms given in IS 6508 : 1988 and classifi- This method directly results in lime putty and
cation of lime given in IS 712 : 1984 shall apply. is thus suitable when the end product is
required in this form. The tank shall be water
4 NECESSARY INFORMATION
tight and large enough to permit stirring of
The following information is necessary for mix. Its sides and bottom shall be lined with
properly planning slaking operation: a material which is not attacked by lime. Brick
lining is recommended.
a) Class of lime;
b) Slaking properties ( slow, fast, etc ); and
6.2.1.1 For providing continuous slaking
c) End use of the lime. operation at site, two tanks may be used, one
400 mm deep at a higher level above ground and
5 STORAGE OF QUICKLIME BEFORE
other 750-800 mm deep at a lower level below
SLAKING
ground. The slaking operation of quicklime is
Quicklime deteriorates rapidly on exposure by done continuously in the higher tanks and the
taking up moisture and carbon dioxide from resultant milk of lime is allowed to flow,
atmosphere. It should be slaked as soon as through 3.35 mm IS Sieve [ see IS 460
possible after the production of lime at kiln ( Part 1 ) : 1985 ] into the lower tank where it
before any deterioration sets in. If unavoidable, will settle and mature into putty ( see Fig. 1 ).
it may be stored in air-tight metal containers The sieve shall be cleaned, as and when
or polyethylene lined jute bags so as to have required, to avoid clogging of the apertures.
minimum exposed area. The drums or poly- To obtain a continuous supply of lime putty,
ethylene lined jute bags should be stored in a two tanks instead of one may be provided at the
shed so that it is properly protected from lower level and used alternatively so that when
dampness and also covered properly to avoid putty is being used from one, fresh putty
direct contact with rain. may be formed in the other.
1IS 1635 : 1992
FIG. 1 SLAKING TANK
6.2.1.2 The higher tank is first filled with water should not be allowed to dry or stiffen till it
to a depth of about 300 mm and quicklime is is used.
gradually added to it so as to cover the entire
bottom of the tank to about half the depth 6.2.2 Platform Slaking
of water. While quicklime is being added,
water shall be constantly stirred. No part of This method of slaking converts the quicklime
lime shall be allowed to get exposed above the into dry hydrated lime powder which can be
water. used as it is or after converting it into putty
( see 6.2.2.1 ). In this process quicklime is
It is important that in tank slaking, lime spread in 150 mm thick layer on a water-tight
should be added to water and not water to masonry platform and water is sprinkled over
lime. As Iime slakes with evolution of heat, it in small quantities through a rose can or
water begins to boil. More lime and water with a hose pipe until lime disintegrates into
may be added till th;,;;ltdtisite quantity a fine powder. As water is added, the heap of
of lime has been . After the lime is turned over and over. Care should be
apparent slaking is over, stirring should be taken that minimum quantity of water is added
continued for some time further to make as is required for complete slaking. Slaking
sure that the whole of the lime has been fully should be allowed to continue further by itself
slaked. for a period of about 24 hours or so. It should
then be screened through a 3.35 mm IS Sieve.
Milk of lime thus formed is aIlowed to flow Slaked lime should be stored in a dry place
through a 3.35 mm IS Sieve into the lower tank under cover or may be packed in polyethylene
where it is allowed to settle by standing lined gunny bags, well protected from rain.
undisturbed so as to form what is putty.
Where only one tank is used, the slaked lime 6.2.2.1 Preparation of putty
is allowed to stand undisturbed in tank. Milk
of lime during this process looses moisture The putty, if required, shall be obtained by
by evaporation and absorption and thus thic- adding dry slaked lime to water and stirring
kens. For maturing of lime putty at least 3 to the consistency of a thick cream and
days should be allowed in case of fat lime allowing it to stand and mature for a period
( class C and D ) but not more than 2 days in which shall be not less than 16 hours in the
case of semihydraulic lime ( class B and F. ). case of Class C and D limes, and not more than
This ensures complete slaking and at the same 12 hours in the case of Class B and F limes
time improves the workability. Lime putty before using it as slaked lime.
2IS 1635 : 1992
7 STORAGE OF BUILDING LIME AFTER 8.2 Dust from lime may be irritating if inhaled,
SLAKING though it does not cause abnormal lung con-
ditions; those who regularly work with such
7.1 Dry Slaked/Hydrated Lime
limes may be provided with goggles for pro-
If the dry slaked lime is to be used within a tection of eyes and suitable respirators for
few days, it may be stored on the platform protection of nose, throat and lungs.
suitably covered for protection from rain and
wind. If it is required to be stored for a longer 8.3 Quicklime particles may cause burns on
period not exceeding 2 months, it may be bagged skin particularly if the skin is moist. This
in polyethylene lined gunny bags, properly problem would be rather serious in warm and
stitched and kept in a dry and closed godown. humid localities where there would be much
perspiration. Skin protecting cream may be
7.2 Putty provided to the workers in addition to goggles
and respirators. They may also be provided
The lime putty shall always be stored under
with gum boots and gloves made of rubber.
water. The lime putty shall be used as soon
as possible after preparation.
8.4 Washing the face and skin with fresh water
8 PRECAUTIONS will reduce considerably the irritation after
8.1 Quicklime during slaking reacts violently working in an atmosphere of lime dust.
with water liberating an enormous amount of
heat. Hence suitable precautions against fire 8.5 Freshly slaked lime, while hot, may
hazard shall be taken when slaking quicklime. produce skin burns. The workmen, who regu-
Quicklime before slaking shall not be allowed larly work with milk of lime, should be instruc-
to come in contact with water during storage, ted to oil their skin daily least they develop
handling or transit. skin cracks leading to possible infection.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
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 Standard
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 designation. 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 trme 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 4 ( 4803 )
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
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 ( 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
r 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 63 27 80,
BOMBAY 400093 I 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
|
9401_10.pdf
|
IS 9401 ( Part 10 ) : 1990
Indian Standard
METHOD OFMEASUREMENTOFWORKS IN
0
RIVER VALLEY PROJECTS(DAMS-AND
APPURTENANT STRUCTURES)
PART 10 FORMWORK
0
UDC 627*81*057-5403*12
0
,
0
G BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 1990 Price Group 1
I ‘.
.
“.wMeasurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 25 January 1990, after the draft
finalized by the measurement of works of River Valley Projects Sectional committee.
In measurement of quantities, in construction of river valley projects a large diversity of methcds exists
at present according to local practices. This lack of uniformity creates complication regarding measure-
ments and payments. This standard is intended to provide a uniform basis for measurement of form-
work in the construction of river valley projects.
The provisions contained in this standard shall generally have precedence over the provisions in
IS 1200 ( Part 5) : 1982. However, the provisions of both the standards may be considered complimentary
and supplementary to each other.
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 10 ) : 1990
Indian Standard
METHOD OFMBASUREMENT OFWORKSIN
RIVER VALLEY PROJECTS(DAMS AND
APPURTENANT STRUCTURES)
PART 10 FORMWORK
1 SCOPE 4 DESCRIPTION OF FORMWORK
1.1 This standard ( Part 10 ) covers the method of 4.1 The formwork shall include the following:
measurem:nt of formwdrk with particular
reference to River Valley Projects, where it is a) Splayed edges, notchings, allowance for
overlaps, and passings at angles, sheating
required to be measured separately.
battens, strutting, bolting, nailing, wedging,
2 REFERENCES easing, striking and removal;
2.1 The following Indian Standards are necessary b, All supports, struts, braces, wedges as well as
adjuncts to this standard. mud sills, piles or other suitable arrange-
ments to support the formwork;
IS No. Title
c) Bolts, wire ties, ropes clamps spreaders,
IS 1200 Method of measurement of nails or any other items to hold the sheathing
(Part 5) : 1982 building and civil engineering together;
works: Part 5 Formwork
( third revision ) d) Filleting to form chamfered edges;
4 Dressing with oil or use of Mould Releasing
3 GENERAL RULES Agent to prevent adhesion ;
3.1 Clubbing of Items f ) Raking or circular cutting; and
In the event of gangways/stairways become
Items may be clubbed together provided these g)
slippery, spreading of sand and cleaning or
are on the basis of the detailed description of
otherwise to remedy the defect.
items stated in this standard.
3.2 Booking of Dimensions 5 TYPE OF FORMWORK
In‘b ooking dimensions the order shall be consistent 5.1 Formwork for different type of finished surface
and generally in the sequence of length, breadth/ shall be classified as follows:
width and height/depth.
FINISH Fl - Surface where roughness is not
3.3 Description of Items objectionable and which are
not exposed in general or likely
The description of each item shall, unless stated to be plastered subsequently.
otherwise, be held to include where necessary, Form sheathing may be of any
transportation, handling, loading, unloading, material.
storing, fabrication, hoisting, lowering, all labcurs
for finishing to required shape, size and levels, FmISH F2 - Surfaces permanently exposed to
striking and removal. view but no special finish
specified. Form material may
3.4 Unit of Measurements be plywood, steel plate or thin
All works shall be measured net in decimal system, steel lined wooden board.
fixed in its place as given below:
FmISH F3 - Surfaces which are exposed
a) Dimensions to the nearest 0.01 m; and permanently and where appear-
ance is of special importance,
b) Areas to the nearest 0.01 ma.
sheathing formed from tongue
3.5 Bills of Quantities ;;zetv boards or plywood
The bills of quantities shall fully deScribe the
materials and workmanship, and accurately FMISH F4 - Sheathing, having special lining
represent the work to be executed. or any other arrangement to
1IS 9401( Part 10 ) : 1990
give accurate alignment and 6.3 Where formwork is required to be lined with
extra smooth evenness of surface. wall-board/hard board/polythene sheet/paper
lining or to be coated with mould liquid or lime
FINISH F5 - Slipform shuttering. white, such formwork shall be as described and
measured separately.
6 METHOD OF MEASUREMENT 6.4 Where lining of wall beard, asbestcs, cork
slab and the like is of permanent character, and is
6.1 Formwork shall be measured separately for
to be left in permanently, such lining shall be
straight surf aces and curved surfaces.
measured separately and the descripticn shall
include all necessary fixing.
6.2 Formwork shall be measured in square metres
of the actual surface in contact with concrete or 6.5 No deductions shall be made for any opening
any other material requiring formwork. Form- less than 0.4 ma. No deductions shall, however,
work to small features shall be enumerated. be made for any opening/cutouts when slipform
Formwork left in shall be so described. technique is used.
2Scllndud 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 Standard 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 reprcduced in
any from without the prior permission in writing cf BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type of 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 necessery 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 in BIS giving the
following reference :
Dot : No. RVD 23 ( 4420)
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
Telephone : 331 01 31, 331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg { 333311 0113 7351
NEW DELHI 110001
Eastern : I/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 2 18 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Man;g.if9_T, Marol, Andheri ( East ) 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. PATNA. THIRWANANTHAPURAM.
Printed at the Ceneral Electric Press, Delhi, India
.
|
1200_5.pdf
|
IS:1200 (Part V) - 1982
(Reaffirmed1997)
Edition 4.1
(1989-02)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART V FORMWORK
( Third Revision )
(Incorporating Amendment No. 1)
UDC 69.003.12 : 69-057.5
© 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 2IS:1200 (Part V) - 1982
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART V FORMWORK
( Third Revision )
Method of Measurement of Works of Civil Engineering (Excluding
River Valley Projects), BDC 44
Chairman Representing
SHRI B. S. MATHUR* Ministry of Shipping and Transport (Roads Wing)
Members
SHRI R. G. THAWANI (Alternate to
Shri B. S. Mathur)
ADHISHASI ABAYANTA (PARSHIK- Public Works Department (Government of Uttar
SAN) Pradesh), Lucknow
DEPUTY DIRECTOR (GAWE-
SHAN) (Alternate)
SHRI B. G. AHUJA Builder’s Association of India, Bombay
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHRI T. V. SITARAM (Alternate)
SHRI S. K. CHAKRABORTY Calcutta Port Trust, Calcutta
SHRI G. K. DESHPANDE Public Works Department, Government of
Maharashtra, Bombay
DIRECTOR, IRI, ROORKEE Irrigation Department, Government of Uttar
Pradesh, Lucknow
DIRECTOR (RATES AND COSTS) Central Water Commission, New Delhi
DEPUTY DIRECTOR (RATES
AND COSTS) (Alternate)
SHRI P. N. GADI Institution of Surveyors, New Delhi
SHRI P. L. BHASIN ( Alternate )
SHRI P. S. HARI RAO Hindustan Construction Co Ltd, Bombay
SHRI N. M. DASTANE ( Alternate )
SHRI M. L. JAIN National Industrial Development Corporation Ltd,
New Delhi
JOINT DIRECTOR (D) National Buildings Organization, New Delhi
SHRI A. K. LAL (Alternate)
(Continued on page 2)
*Chaired the meeting in which this standard is finalized.
© 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 V) - 1982
(Continued from page 1)
Members Representing
SHRI H. K. KHOSLA Haryana Irrigation Department, Chandigarh
SUPERINTENDING ENGINEER
(CDO) (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 DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE (Alternate)
SHRI R. S. MURTHY Gammon India Ltd, Bombay
SHRI H. D. MATANGE (Alternate)
SHRI C. B. PATEL M. N. Dastur and Co Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI V. G. PATWARDHAN Engineer-in-Chief’s Branch (Ministry of Defence),
New Delhi
SHRI G. G. KARMARKAR (Alternate)
SHRI T. S. RATNAM Bureau of Public Enterprises, New Delhi
DR R. B. SINGH Banaras Hindu University, Banaras
SHRI R. A. SUBRAMANIAM Hindustan Steelworks Construction Ltd, Calcutta
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (AVI)
SURVEYOR OF WORKS I (AVI) (Alternate)
SHRI K. J. TARAPOREWALLA Bombay Port Trust, Bombay
SHRI J. C. VERMA Bhakra Management Board, Irrigation Wing, Nangal
Township
SHRI R. M. JOLLY (Alternate)
SHRI G. RAMAN, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), BIS
2IS:1200 (Part V) - 1982
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART V FORMWORK
( Third Revision )
0. FOREWORD
0.1This Indian Standard (Part V) (Third Revision) was adopted by the
Indian Standards Institution on 25 October 1982, after the draft
finalized by the Method of Measurement of Works of Civil Engineering
(Excluding River Valley Projects) Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2Measurement 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 revised in 1964.
0.4Since various trades are not related to one another, the Sectional
Committee decided that each type of trade as given in IS : 1200-1964*
be issued separately as different parts, which will be helpful to specific
users in various trades. This part covering formwork was first issued
in 1972 and now revised so as to keep requirements up to date.
0.5This edition 4.1 incorporates Amendment No. 1 (February 1989).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
*Method of measurement of building works ( first revision ).
3IS:1200 (Part V) - 1982
0.6For 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 V) (Third Revision) covers the method of
measurement of formwork, where it is required to be measured
separately.
2. GENERAL RULES
2.1Clubbing of Items — Items may be clubbed together provided
these are on the basis of the detailed description of items stated in this
standard.
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 of thickness.
2.3Description of Items — The description of each item shall,
unless stated otherwise, be held to include where necessary,
conveyance and delivery, handling, loading, unloading, storing,
fabrication, hoisting, lowering all labour for finishing to required
shape and size, and levels of striking and removal.
2.4Measurements — All works shall be measured net in decimal
system, as fixed in its place as given in 2.4.1 and 2.4.2.
2.4.1Dimensions shall be measured to the nearest 0.01m.
2.4.2Areas shall be worked out to the nearest 0.01 m2.
2.5Work to be Measured Separately — Work executed in the
following conditions shall be measured separately.
a)Work in or under water,
b)Work in liquid mud,
c)Work in or under foul positions, and
d)Work interrupted by tides.
*Rules for rounding off numerical values ( revised ).
4IS:1200 (Part V) - 1982
2.5.1The levels of high and low water tides, where occurring, shall be
stated.
2.5.2Where springs requiring pumping are likely to be encountered,
the work shall be measured against a separate specific provision made
for the purpose (see 2.5.3).
2.5.3Special pumping, where resorted to, shall be measured
separately for all stages of pumping, including intermediate stages,
unless stated otherwise, in kilowatt hours or HP hours, against
specific provision made for the purpose.
2.6Bills of Quantities — The bills of quantities shall fully describe
the materials and workmanship, and accurately represent the work to
be executed.
2.7Measurement in Stages — Work shall be measured under the
following categories in convenient stages stating the height or depth:
a)Below ground/datum level, and
b)Above ground/datum level.
NOTE — The ground datum level shall be specified in each case.
3. DESCRIPTION OF FORMWORK
3.1The formwork shall include the following:
a)Splayed edges, notchings, allowance for overlaps and passings at
angles, sheathing battens, strutting, bolting, nailing, wedging,
easing, striking and removal;
b)All supports, struts, braces, wedges as well as mud sills, piles or
other suitable arrangements to support the formwork;
c)Bolts, wire ties, clamps, spreaders, nails or any other items to
hold the sheathing together;
d)Working scaffolds, ladder, gangways, and similar items;
e)Filleting to form stop-chamfered edges or splayed external angles
not exceeding 20 mm wide to beams, columns and the like;
f)If required, temporary openings in the forms for pouring concrete,
inserting vibrators, and cleaning holes for removing rubbish from
the interior of the sheathing before pouring concrete;
d)Dressing with oil to prevent adhesion; and
h)Raking or circular cutting.
5IS:1200 (Part V) - 1982
4. TYPE OF FORMWORK
4.1Separate items shall he provided for formwork with type of contact
surface, such as:
a)wrought formwork (that is, sheathing having planed surfaces or
sawn timber);
b)sheathing formed from tongued and grooved boards;
c)sheathing having plywood lining;
d)sheathing having special lining or any other arrangement to give
extra smooth finish or texture or decorative surface for
architectural concrete;
e)sheathing of steel sheeting, tubing or other varieties; and
f)slip from technique extrusion process.
5. CLASSIFICATION
5.1Formwork shall be generally classified as follows and measured
separately, unless specified otherwise:
a)Foundation, footings, bases of columns, etc; and mass concrete;
b)Flat surfaces, such as soffits of floors, roofs landing and the like;
where floors exceed 200mm in thickness the formwork shall be
measured separately stating the thickness;
c)Vertical surfaces, such as walls, partitions and the like, including
attached pilasters, buttresses, plinth and string courses and the
like, etc;
d)Sloping or battering surfaces, including folded plates;
i)Where inclination to horizontal plane does not exceed 30°
(requiring shuttering only on the underside);
ii)Where inclination to horizontal plane exceeds 30° (where
shuttering may be provided both on underside and
upper-side, if required) (only underside area to be measured);
e)Arches
i)up to 6m span
ii)above 6m span
f)Cylindrical Shells ( Area of Underside to be Measured )
i)radius less than 3m
ii)radius above 3 m
6IS:1200 (Part V) - 1982
g)Wafle or ribbed slabs where shuttering is required for bottom
inclined surface;
h)Dormer vaults and shell roofs having curved surfaces in both
directions (only the area of underside shall be measured);
j)Sides and soffits of beams, beam haunchings, cantilevers, girders,
bressumers and lintels; beams and girders 1m deep and over
shall be measured separately;
k)Sides of columns, piers, pillars, posts and stanchions and struts
(square/rectangular/polygonal/circular/curved to be measured
separately);
m)Edges of slabs and breaks in floors and walls (to be measured in
running metres where under 200mm width or thickness);
n)Cornices and mouldings;
p)Small surfaces, such as cantilever ends, brackets and ends of
steps, caps and bases to pilasters and columns and the like;
q)Chullah hoods, weather shades, Chhajjas, corbels, etc, including
edges;
r)Staircases with sloping or stepped soffits, including risers and
stringers, excluding landing;
s)Spiral staircases;
t)Chimneys and shafts;
u)Elevated water reservoirs;
v)Well steining; and
w)Fins.
6. METHOD OF MEASUREMENT
6.1Formwork shall be measured in square metres as the actual
surfaces in contact with the concrete or any other material requiring
formwork. Formwork to small features, such as in 5.1(p) shall be
enumerated. Formwork left in shall be so described.
6.2Where formwork is required to be lined with wallboard, hardboard,
polyethylene sheet or paper lining or to be coated with mould liquid or
limewhite, such formwork shall be so described and measured
separately.
6.3Where lining of wallboard, asbestos, cork slab and the like is of a
permanent character and is to be left in, such lining shall be measured
separately; the description shall include any necessary fixing to the
concrete.
7IS:1200 (Part V) - 1982
6.4No deductions shall be made for each of opening up to 0.4m2. No
deduction shall be made for any opening/cutouts when slip form
technique is used.
6.5Raking or circular cutting and rounded or moulded edges shall be
measured in running metres. Moulded stoppings shall be enumerated.
6.6Formwork to secondary beams shall be measured up to the sides of
main beams, but no deduction shall be made from the formwork of the
main beam where the secondary beam intersects it. Formwork to beam
shall be measured up to sides of column, but no deduction shall be
made from the formwork to stanchion or column casings at
intersections of beam.
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 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
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Additions’.
This Indian Standard has been developed by Technical Committee:BDC 44
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 February 1989
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6533_2.pdf
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IS 6533 (Part 2) : 1989
(Reaffirmed 1998)
Edition 2.1
(1998-06)
Indian Standard
CODE OF PRACTICE FOR DESIGN AND
CONSTRUCTION OF STEEL CHIMNEY
PART 2 STRUCTURAL ASPECT
( First Revision )
(Incorporating Amendment No. 1)
UDC 697.8 (669.14) : 69.001.3
© 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 8Structural Engineering Sectional Committee, CED 7
FOREWORD
This Indian Standard (Part 2) (First Revision) was adopted by the Bureau of Indian Standards on
20 April 1989, after the draft finalized by the Structural Engineering Sectional Committee had
been approved by the Civil Engineering Division Council.
This standard was first published in 1971. On suggestions by practising engineers and
representatives of various organizations in the country, the Sectional Committee decided to
bifurcate the standard in two parts, separating structural aspects from the mechanical aspects as
follows:
Part 1 Mechanical aspects, and
Part 2 Structural aspects.
In this part (Part 2), the dynamic effects of wind have been included as a check for resonance
oscillations. More accurate method of determining the natural frequency of oscillation has been
included. Many of the commonly known formulae and calculation steps for design have been
deleted to make the code concise. Further, since the principal load on the chimney is wind load, no
increase in permissible stress is envisaged in this code aligning with the present line of thinking
for wind loads.
Atmospheric pollution regulations necessitate adoption of tall chimneys which require
strengthening against stresses caused by oscillation due to wind action. Alternative procedures
(a)making an appropriate increase in the design wind loading, and (b) indicating the need of
strengthening or incorporation of devices for suppressing von-Karman type oscillations are given
in Annex A.
Certain methods of strengthening, such as welding or bolting helical strakes to the top one-third
height of the chimney and the installation of damping devices are recommended (see A-2.2).
Design and construction of chimneys have become specialized field with a lot of scope for research
and modifications. It is, therefore, attempted in this standard to cover only the basic requirements.
The designer should use his discretion in the use of research data available.
In the preparation of this standard, considerable assistance has been derived from the following:
a)BS 4076 : 1978 Specification for steel chimneys, and
b)Stroitelny Normi E Provila (SNIP-II-VI-1974) USSR (Soviet Norms on Loads and Actions).
This edition 2.1 incorporates Amendment No. 1 (June 1998). Side bar indicates modification of the
text as the result of incorporation of the amendment.IS 6533 (Part 2) : 1989
Indian Standard
CODE OF PRACTICE FOR DESIGN AND
CONSTRUCTION OF STEEL CHIMNEY
PART 2 STRUCTURAL ASPECT
( First Revision )
1 SCOPE 4.4 Aerodynamic Stabilizer
1.1This standard (Part 2) covers terminology, A device fitted to the structural shell to reduce
loading, materials, structural design, wind excited oscillations by modifying vertex
construction, inspection, maintenance and sheddings.
painting of both self-supporting and guyed steel
4.5 Anchor for Guy
chimneys (with or without lining) and their
supporting structures. The foundation for the fixing of guy.
1.2The design of chimneys of cross section other 4.6 Base Gussets
than circular is not included in this standard.
A triangular or trapezoidal steel plate fixed to
1.3Chimneys in pairs, rows or groups, and those the chimney shell and to the base plate.
near other structures of comparable height may
4.7 Base Plate
be subjected to exceptional wind force and
particularly wind induced oscillations greater A horizontal steel plate fixed to the base of a
than that allowed for in this standard. chimney.
Appropriate expert advice should, therefore, be
4.8 Base Stool
obtained in these cases.
A construction comprising two vertical plates
1.4The purpose for which the chimney is
(base gussets) welded to the chimney shell and
required will determine whether lining,
to the base plate, supporting a horizontal plate
insulation or cladding is necessary.
through which the holding down bolts pass and
2 REFERENCES against which the bolts can be tightened.
2.1The Indian Standards listed in Annex B are
4.9 Bracket
necessary adjuncts to this standard.
A construction providing resistance to lateral
3STATUTORY PROVISIONS
displacement of the chimney, and/or supporting
3.1Compliance with this code does not relieve part or all of the weight of the chimney.
any one from the responsibility of observing
4.10 Bracketed Chimney
provisions as may have been promulgated by
any statutory body and/or observing provincial A chimney in which not all external applied
building byelaws and the civil aviation loads (namely, wind) are carried exclusively by
requirements pertaining to such structures. the structural shell and for which brackets are
4 TERMINOLOGY provided to ensure stability.
4.0For the purpose of this standard, definitions 4.11 Clean Out Door
given in 4.1 to 4.40 shall apply. A door, normally at the base of the chimney, to
4.1 Access Door permit the removal of flue dust and/or provide
access.
A door for the entry of personnel.
4.12 Cope Band
4.2 Access Hooks
Fittings welded to a chimney to permit the A steel flat or angle attached to the top of the
attachment of steeplejack’s equipment. chimney around its perimeter to give added
strength and corrosion resistance at this level.
4.3 Access Ladder
4.13 Cope-Hood
A steel ladder provided along the height of the
chimney fixed with chimney shell for providing A hood fitted externally to the top of a liner,
access for personnel to reach different heights for covering the upstand of the cap plate to prevent
inspection/maintenance, etc. the ingress of rain water.
1IS 6533 (Part 2) : 1989
4.14 Corrosion Test Piece 4.26 Holding Down Bolts
A fixed or removable steel plate insert, Bolts built into a concrete foundation or
generally of lesser thickness than the shell of supporting framework to provide anchorage at
the chimney, in contact with the waste gases the base of the chimney.
and fitted at strategic points where maximum 4.27 Inlet
corrosion is expected to occur.
An opening in the side of a chimney to permit
4.15 Cowl the entry of exhaust gases from connecting flue
duct.
A conical or dished cap fitted to the top of the
chimney to prevent or minimize entry of rain 4.28 Joint Flange
water.
A steel section fitted to the end of a chimney
4.16 Cowl Stays section to enable section to be connected
together.
Steel stays which connect the cowl to the top of
4.29 Lateral Supports
the chimney.
Supports positioned at appropriate levels
4.17 Cravat
within the structural shell to locate the liners
An upstand fixed to the roof of a building or and to allow for their independent expansion.
roof plate to prevent the entry of rain water
4.30 Liners
into the building.
Flue ducts contained within a structural shell.
4.18 Double Skin Chimney
4.31 Multiflue Chimney
A chimney consisting of an outer load-bearing
A group of two or more chimneys within a
steel shell and all inner steel liner which
structural framework or a group of two or more
carries the flue gases.
liners within a structural shell.
4.19 Doubling Plate
4.32 Nominal Chimney Diameter
A plate fixed to the shell to reinforce it where
Internal diameter at the top of the steel shell.
increased stresses occur.
4.33 Roof Plate
4.20 Flare
A plate which follows the contour of the root
The bottom portion of the chimney in the form
round the chimneys where it passes through
of a truncated cone.
the roof. It is also known as flashing around the
4.21 Gallery chimney.
4.34 Self-Supporting Chimney
The platform around the shaft for observation
and maintenance. A chimney in which externally applied loads
(namely, wind) are carried exclusively by the
4.22 Guy
structural shell and which together with the
A wire rope attached at one end of the chimney foundation, will remain stable under all design
and anchored at the other end so as to provide conditions without additional support.
resistance to the lateral displacement of the top
4.35 Stack
of the chimney.
Normally the straight portion of the chimney.
4.23 Guy Band
4.36 Stay
A steel band/section fitted around the outside of
a chimney with provision for the attachment of A rigid member providing both tensile and
guys. compressive resistance to the lateral
displacement of the chimney.
4.24 Guyed Chimney
4.37 Stayed Chimney
A chimney in which not all externally applied
A chimney in which not all externally applied
loads (namely, wind) are carried exclusively by
loads (namely, wind) are carried exclusively by
the structural shell and for which guys are
the structural shell and for which stays are
provided to ensure stability.
provided to ensure stability.
4.25 Height of Steel Shaft
4.38 Strake Vane
Length between underside of base plate and the
An aerodynamic stabilizer fitted to reduce wind
top of the chimney.
excited oscillations.
2IS 6533 (Part 2) : 1989
4.39 Structural Shell 5.7 Guy Ropes and Fittings
The main external steel plate of the chimney Guy ropes shall conform to IS 2141 : 1979 and
excluding any flanges. IS 2266 : 1970 and shall be galvanized or
4.40 Weather Hood protected from corrosion by other suitable
means.
A hood designed to shed rain water clear of the
cravat and prevent its entry into the building. 5.8Other materials used in association with
steel works shall, where appropriate Indian
5 MATERIALS Standard Specification for the material exist,
5.1 Plates and Sections conform to such specification.
Steel plates and sections used in the 6 LOADING AND LOAD COMBINATIONS
constructions of chimneys shall conform to
6.1 Dead Loads
IS226 : 1975, IS 961 : 1975, IS 2062 : 1984 or
IS 8500 : 1977, whichever is appropriate. Where the unit weight of materials are not
Suitable stainless or alloy steels may be used in known, the dead load shall be calculated
special circumstances, such as, when the gases according to IS 875 (Part 1) : 1987.
are of an extremely aggressive nature or are at
6.1.1In calculating dead loads, the weight of
a temperature higher than 480°C but the
chimney shell, permanent fixtures such as,
thickness shall otherwise comply with the
ladders, platforms, baffles, and guys (if any)
requirements of this specification.
shall be included. The weight of flue lining
5.2 Rivets
shall be treated as a separate load for the
Rivets used in the constructions of chimneys purpose of load combinations. The flue lining
shall comply with IS 1929 : 1982, and shall not be assumed to increase section
IS2155:1982, as appropriate. Rivets made of modulus of the shell nor resist overturning due
high tensile steel, if used, shall conform to to its lateral bending stiffness or strutting
IS1149 : 1982. action.
5.3 Welding Consumables 6.2 Imposed Loads
5.3.1Covered electrodes shall conform to Imposed loads on platforms shall be taken at
IS814 (Part 1) : 1974, IS 814 (Part 2) : 1974 or the rate of 300 kg/m2.
IS 1395 : 1982, as appropriate.
6.3 Wind Loads
5.3.2The bare wire electrodes for submerged
arc welding shall conform to IS7280:1974. The wind loads shall be calculated in
The combination of wire and flux shall satisfy accordance with the provisions contained in
the requirements of IS 3613 : 1974. IS875 (Part 3) : 1987.
5.3.3Filler rods and bare electrodes for gas 6.3.1Wind force on ladders and other fixtures
sheilded metal arc welding shall conform to fixed to a chimney shall be determined and
IS6419:1971 and IS6500:1972, as added to the force on the chimney.
appropriate.
6.4 Earthquake Loads
5.4 Bolts and Nuts
Unless otherwise specified, the provision
Bolts and nuts shall conform to IS 1363 : 1984, contained in IS 1893 : 1975 shall apply.
1364 : 1983, IS 3640 : 1982, IS 3757 : 1972,
IS6623 : 1972, IS 6639 : 1972, and IS 7002 : 6.5 Load Combination
1972 as appropriate. Foundation bolts shall
For the design of chimney and its foundation,
conform to IS 5624 : 1970.
any of the following load combinations which
5.4.1Supply conditions of threaded fasteners produce maximum forces and effects and
shall conform to IS 1367 (Part 1) : 1980, IS 1367 consequently maximum stresses shall be
(Part 3) : 1979 and IS 1367 (Part 6) : 1980, as chosen:
appropriate.
a)Dead load + wind load,
5.5 Washers
b)Dead load + earthquake load,
Washers shall conform to IS 5369 : 1975,
IS5370 : 1969, IS 6610 : 1972 and IS 6649 : c)Dead load + load due to lining + imposed
1972, as appropriate. load on service platforms + wind load, or
5.6 Steel Castings d)Dead load + load due to lining + imposed
Steel castings shall conform to Grade 23-45 of load on service platforms + earthquake
IS 1030 : 1982. loads.
3IS 6533 (Part 2) : 1989
7 DESIGN 7.3 Minimum Thickness of Steel
7.1 General 7.3.1Chimney Shell
For the design of chimney shell and other The minimum thickness of the structural
components of chimney in steel, the relevant chimney shell in single or multiple shell
provisions contained in IS 800 : 1984 shall be constructions, shall be the calculated thickness
applicable in conjunction with the provision of obtained from stress and deflection
this standard. considerations plus the corrosion allowance
7.1.1The provisions covered in IS 800 : 1984 (see 7.5), but shall not be less than 6.0 mm nor
regarding the following shall, however, be less than 1/500 of the outside diameter of the
superseded by the requirements of this chimney at the considered height.
standard:
7.3.2Chimney Liner
a)Minimum thickness,
The minimum thickness of the steel liner in a
b)Allowable deflection, double skin or multiple construction shall be
c)Allowance for corrosion, the calculated thickness obtained from stress
d)Allowance for temperature, considerations plus the corrosion allowance,
but shall be not less than 6.0mm.
e)Allowable compressive stress in circular
shells due to direct force and bending 7.3.3Supporting Steelwork
moment, and
The minimum thickness for hot rolled sections
f)Stresses due to earthquake. used for external construction exposed to the
7.2 Basic Dimensions weather shall be 8.0 mm, and for constructions
not so exposed and ancillary steelwork, 6.0 mm.
7.2.1The basic dimensions of the chimney,
These provisions do not apply to the webs of
namely, clear diameter, height, etc, are decided
Indian Standard rolled steel sections or to
on considerations of temperature, composition
packings. The minimum thickness of hollow
of flue gases, adjacent structures, pollution
sections sealed at the ends, used for external
control, draft requirements, etc, with Part 1 in
constructions exposed to the weather or other
accordance with this standard. Nevertheless,
corrosive influences shall be 4mm, and for
certain recommended proportions should be
constructions not so exposed shall be 3 mm.
maintained for the strength and stability of the
chimney. 7.3.4Angle Flanges
7.2.2The clear diameter of the chimney is the The minimum thickness of jointing flanges to
nominal diameter of the shell if the chimney is chimney shall be 6.0 mm.
unlined or partially lined. For fully lined
7.4 Allowable Deflection
chimney the clear diameter shall be the clear
diameter of the lining at the top. The fully lined The maximum deflection at the top of the steel
chimney shall have a minimum clear diameter chimney produced by the wind load without
of 500mm. If, for technological reasons, it is taking into account the dynamic factors,
necessary to have a smaller diameter, the top calculated as acting on the circular cross
opening shall be reduced by constricting the section shall not be greater than h/200. Where
passage locally. ‘h’ is the unsupported height of the chimney.
7.2.3A self-supporting chimney of height 40m 7.5 Allowance for Corrosion
and above shall be provided with a flare at the
The total allowance for corrosion shall be the
base to achieve better stability.
sum of the external (T ) and internal (T )
ce ci
7.2.4Proportions of the basic dimensions of a allowances given in Table 1. This total
self-supporting chimney shall conform to the allowance shall be added to the thickness of
following: shell obtained from the calculations of the
a)Minimum height of flare be equal to stresses and deflection. Internal flanges shall
one-third the height of the chimney. have corrosion allowance T , and external
ci
b)Minimum outside diameter of unlined flanges corrosion allowance T ceexcept if they
chimney shell at top be equal to are encased.
one-twentieth of the height of cylindrical NOTE — However, a lower corrosion allowance than
portion of chimney and for lined chimney specified in Table 1 may be adopted at the discretion of
it shall be one-twentyfifth of the height of the designer/owner, if it can be ensured that the
properties of flue gas and its effect on the chimney shell
the cylindrical portion.
will not adversely affect the safety requirements.
c)Minimum outside diameter of flared
7.6 Effective Height of Chimney Shell
chimney shell at base be equal to 1.6 times
the outside diameter of chimney shell at Effective height of chimney shall be as specified
top. in Table 2.
4IS 6533 (Part 2) : 1989
Table 1 Corrosion Allowance T and T ,
ce ci
( Clause 7.5 )
Degree of Corrosion Expected Corrosion Allowance, in mm
Copper Bearing Steel Non-copper Bearing Steel
Design Life Design Life
10 yrs 20 yrs 10 yrs 20 yrs
a) External, T
ce
1)None (that is, paint, insulation, cladding or Nil Nil Nil Nil
similar protection available always)
2)Above average (that is, unprotected) 1 2 1.5 3
b) Internal, T
ci
1)None (such as, non-corrosive flue gases or the Nil Nil Nil Nil
structural shells of multiflue chimney)
2)Average (such as, lined, insulated or natural 1 2 1.5 3
gas fired)
3)Above average (such as, unprotected coal fired) 2 3 3 5
NOTES
1The internal corrosion allowance for the exceptional degree of corrosion shall be as mutually agreed between the
purchaser and the designer, based on the desired life of the chimney.
2No corrosion allowance need be provided if the chimney shell is made of stainless steel.
3Partly lining the inside chimney with stainless steel does not eleminate the possibility of corrosion because of the
condensed effluent passing down to chimney. The same is not recommended.
Table 2 Effective Height of Chimney Shell
( Clauses 7.6 and C-1 )
Description Effective Height, he
Self-supporting he = a
chimney
Supported For stresses in BC
chimney, he = b
fixed base For stresses in AB
he = 0.85 a
Supported For stresses in BC
chimney, pinned he = b
based For stresses in AB
he = a
5
IS 6533 (Part 2) : 1989
7.7 Maximum Permissible Stress in the In case of steels other than IS 226 : 1975 and
Shell IS2062:1984, maximum permissible stresses
as obtained from 7.7.1, shall be reduced based
To control buckling, the compressive stress
on temperature coefficient factor K obtained by
caused by the combination of extreme fibre t
dividing yield stress at the operating
stresses due to bending and direct load for the
temperature by the yield stress at 20°C.
load combination given in 6.5, shall not exceed
values specified in Table 3 for steels conforming 7.9 Other Stresses in Steel
to IS 226 : 1975 and IS 2062 : 1984. The values
shall be reduced further if necessary for Allowable stresses in axial tension, shear and
temperature and calculated with the corrosion bearing shall be as specified in IS 800 : 1984.
allowance deduced from the thickness t.
7.10 Increase in Stresses
7.7.1For steels other than IS 226 : 1975 and
IS2062:1984, maximum permissible stresses For load combination involving earthquake, the
shall be obtained by multiplying the values in permissible stresses may be exceeded by 331 3---
Table 3 by the factor F / f , where F is the percent provided the steel thickness shall
y y y
guaranteed yield stress of steel used and f is neither be less than the minimum thickness
y
the guaranteed yield stress of steel conforming specified nor when the earthquake loads are
to IS226/IS 2062, that is, 250 MPa. neglected.
7.7.2The maximum permissible stresses given 7.11 Allowance for Large Openings in shell
in Table 3 have been worked out in accordance
with the formulae given in Annex C. The allowable stresses apply to the shell plates
after due allowance for rivets and bolt holes.
7.8 Allowance for Temperature
Where large apertures are cut in the shell
7.8.1Maximum permissible stresses as plates, as for inlets or inspection panels, a
obtained in 7.7 shall be corrected for the most structural analysis of the stresses shall be
adverse temperature conditions to which the made and compensating material provided, as
member or part may reasonably be expected to required, to ensure that the stresses specified
be exposed by multiplying with the appropriate in the standard are not exceeded. Apertures in
temperature coefficient K given in Table 4. The the shell plates, other than flue inlets, shall
t
expected temperature of steel components shall have the corners rounded to a minimum radius
not be allowed to exceed 400°C. of 10 t, where t is the thickness of the plate.
Table 3 Maximum Permissible Stress for Circular Chimneys
( Clauses 7.7, 7.7.1, 7.7.2 and C-1 )
Maximum Permissible Stress in MPa, for D/t
Ratio
-----------------
he/D
140 150 160 170 180 190 200 225 250 300 350 400 450 500
and
less
Up to 20 126 124 123 120 118 115 112 105 99 87 78 70 64 58
30 108 107 105 103 101 99 96 90 85 75 67 60 55 50
40 89 88 86 85 83 81 79 74 70 62 55 50 45 41
50 72 71 70 69 68 66 64 60 57 50 45 40 37 34
60 59 58 57 56 55 54 52 49 46 41 36 33 30 27
70 48 48 47 46 45 44 43 40 38 33 30 27 24 22
80 40 40 39 38 37 37 36 33 31 28 25 22 20 19
90 33 33 33 32 31 31 30 28 26 23 21 19 17 16
100 28 28 28 27 26 26 25 24 22 20 18 16 14 13
110 24 24 24 23 23 22 22 20 19 17 15 13 12 11
120 21 21 20 20 19 19 19 17 16 14 13 12 11 10
130 18 18 18 17 17 17 16 15 14 13 11 10 9 8
140 16 16 15 15 15 15 14 13 12 11 10 9 8 7
150 14 14 14 13 13 13 13 12 11 10 9 8 7 7
t=thickness of the plate of the level considered,
D=mean diameter at the level considered (in metres), and
he=effective height for consideration of buckling in m.
NOTE — Intermediate values may be linearly interpolated.
6
IS 6533 (Part 2) : 1989
Table 4 Temperature Coefficient, Kt 8.2.3Static wind force acting at the midpoint of
( Clause 7.8.1 ) Kth zone (K varying from 1 to r) shall be
calculated from the formula,
Temperature, °C
P =C q h d
st, k k k k
whereP =static wind load acting at the
0-200 250 300 350 400 st, k
midpoint of Kth zone, in N;
K t 1.0 0.75 0.67 0.6 0.5
q =static wind pressure at the
NOTE — Intermediate values shall be linearly k
interpolated. midpoint of Kth zone, in Pa;
h =height of Kth zone strip, in
7.12 Deflection Stresses k
metres;
If the chimney carries a vertical load other than
d =external diameter of chimney of
its own weight, due for example, to the reaction k Kth zone, in metres taking into
of guys, lining or an imposed vertical load so
account strakes, if fitted. For
that an appreciable compressive stress results,
chimney with strakes, this shall
deflection due to wind may cause the axial load
be 1.2 times the external
to become eccentric, the bending moment so
diameter of the chimney shell;
produced shall be determined, added to that
and
from the windload and any other live or dead
C=shape factor for chimney which
load and used to calculate the combind stress
may be taken as 0.7 for the
which shall not exceed those specified in 7.8.
portion with circular cross
This procedure is necessary only if the total
section, without strakes.
axial load produces stresses greater than
one-third of the bending stress due to wind. NOTE — For other shapes, surface conditions,
attachments, line platform, hand rails and for groups of
7.13 Factor of Safety for Guy Ropes and chimneys on suitable shape factors shall be taken.
Fittings 8.3 Calculation of Dynamic Wind Loads
A minimum factor of safety of 3 shall be 8.3.1In case of self-supported chimneys, if the
adopted in the design of guy ropes and other period of natural oscillation for the chimney
fittings. computed as given below exceeds 0.25 seconds,
7.13.1For guyed chimney, it is necessary to the design wind loads shall take into
establish the safety of the chimney shell and consideration the dynamic effect due to
guys for the forces induced due to temperature pulsation of thrust caused by wind velocity in
effect. addition to the static wind load calculated
under 8.2.3.
7.14 Foundation
The natural frequency, first mode, for a
The foundation shall be designed for the worst
chimney of varying diameter or thickness, shall
combination of loads specified in 6, such that
be calculated by dividing the chimney into a
the resulting pressure on the subsoil by
number of convenient zones as given in 8.2.2.
considering the dead weight, movements and
horizontal forces, is limited to safe bearing
The frequency f =
capacity of the soil. Necessary care should be
taken on the effects of the temperature and
where
seasonal changes.
m=mass of the zone including the lining or
8 DESIGN CALCULATION covering, in kg;
8.1 General x=deflection of the same zone due to the
force equal to gravity acting on its mass
Design of chimney shall be such that the
normally at the mass centre with the
stresses in any part of the chimney do not
base fixed and top free, in metres; and
exceed the values specified in 7 for the loads
and load combinations given in 6. g=rate of gravitational acceleration
=9.8m/s2.
8.2 Calculation of Static Wind Load
8.3.2Dynamic effect of wind is influenced by a
8.2.1Static wind pressure, q, acting normal to
number of factors, such as, mass and its
the surface of chimney shall be taken as
disposition along chimney height, period and
specified in IS 875 (Part 3) : 1987 for the
mode of natural oscillation. 1ogarithmic
appropriate wind zone, terrain and topography.
decrement of dampening, pulsation of velocity
8.2.2To determine the wind force acting at thrust, etc. Values of dynamic components of
different heights of chimney, the latter shall be wind load should be determined for each mode
divided into a number of convenient zones such of oscillation of the chimney as a system of
that the number of zones shall not be less than inertia forces acting at the centre of the zone
three and the zone height shall not exceed 10m. being considered.
7
IS 6533 (Part 2) : 1989
Inertia force P , in N acting at the centre of Table 5 Coefficient of Dynamic Influence
dyn
the jth zone of the chimney in the ith mode of ξ for Steel Chimneys
i
natural oscillation is determined as follows (see
( Clause 8.3.3 )
Fig. 1):
ξ Values of ξ for
P = M ξ η i i
dyn, ij j i ij
Lined Unlined
where
Chimney Chimney
M =mass of the jth zone in kg 0 1.20 1.30
j
concentrated at its centre, 0.025 1.70 2.50
0.050 1.90 3.10
ξ i=dynamic coefficient in accordance 0.075 2.10 3.50
with 8.3.3, 0.100 2.30 3.75
0.125 2.45 4.10
η =deduced acceleration in m/s2 of the
ij 0.150 2.60 4.30
centre of the jth zone taken in 0.175 2.70 4.50
accordance with 8.3.4, and 0.200 2.75 4.70
NOTE — Intermediate values may be linearly
=coefficient which takes care of the
interpolated
space correlation of wind pulsation
speed according to height and 8.3.4Deduced acceleration η, in m/s2 is
ij
vicinity of building structures and is determined according to formula:
taken in accordance with 8.3.5.
where
Mk=mass of the kth zone, in kg;
, =relative ordinates of mode shape
ij ik
corresponding to the centres of jth
and kth zones in the ith mode of
oscillation. In special cases
involving the interaction of soil
structure affecting the mode
shape considerably, the relative
ordinates shall be accordingly
calculated.;
P =wind load on the kth zone
st,k
determined according to 8.2.3;
r=number of zones into which the
chimney is divided; and;
mk=coefficient of pulsation of speed
thrust for the centre of the kth
zone, taken as in Table 6.
FIG. 1 DESIGN SCHEME OF CHIMNEY IN THE ith 8.3.5The value of coefficient shall be taken
MODE OF OSCILLATION from Table 7 depending upon the parameter ξ
i
as given in 8.3.4. For structures of cantilever
8.3.3Dynamic coefficient ξ i (for lined and type, v shall be taken only for the first mode of
unlined chimney) is determined from Table 5 natural oscillation. For higher modes, shall
depending on the parameter ξ : be taken as 1.
i
8.3.6While determining the wind load on the
T V
ξ = -----i--------b-- chimney, consideration of the first mode of
i 1200 natural oscillation is sufficient. It is
recommended to consider higher modes of
oscillation only when the chimney is very tall, say,
T = period of ith mode of natural oscillation
i
80 and above and when consideration of mass,
in seconds, and
stiffness and disposition of various loads acting
V b = basic wind speed in m/s. on the chimney require a more thorough analysis.
8
IS 6533 (Part 2) : 1989
Table 6 Coefficient of Pulsation of Speed and =deflections due to static
stk dyn,k
Thruts, m and dynamic wind
k
( Clause 8.3.4 ) pressure respectively at
the kth zone with
Type of Height Above Ground Level, in m respect to the original
Location position; and
Up to 20 40 60 100 200 350 and
10 above s=number of modes of
A 0.60 0.55 0.48 0.46 0.42 0.38 0.35 oscillation.
B 0.83 0.75 0.65 0.60 0.54 0.46 0.40 8.4 Check for Resonance
8.4.1In case of self-supporting chimney,
NOTES
1Type A relates to open locations (Steppe, desert, sea checking for resonance shall be carried out if
coast, lake, reservoir, etc). the critical velocity V as determined from
cr
2Type B relates to outskirts of town, widespread forest Annex A is within the range:
and its like, regular obstacles of height more than 10m.
a)0.5 to 0.8 times the design wind velocity
for lined chimneys, and
Table 7 Coefficient
b)0.33 to 0.8 times the design wind velocity
( Clause 8.3.5 )
for the unlined chimneys.
Height of Chimney, in m 8.4.2For lined chimneys, checking for
resonance should be carried out for both the
Up to 60 120 150 300 450 and
ξ 45 above cases, that is, with and without lining.
i
≤ 0.05 0.70 0.65 0.60 0.55 0.45 — 8.4.3Design force F, bending moment M and
0.1 — 0.75 0.65 0.60 0.50 0.40 deflection at level z during resonance shall be
0.2 — — 0.75 0.70 0.60 0.50 determined by formulae:
NOTE — Intermediate values may be linearly inter-
polated.
8.3.7Total design lateral force (P ), bending
k
moment (M ) and deflection ( ) due to wind
k k
load should be computed from static and
dynamic calculations corresponding to the ith
mode of natural oscillation and summed up where
according to the following formulae:
F ,M and =transverse force,
res,z res,z res,z
bending moment
and deflection at
resonance respec-
tively at level z
(see A-5);
F ,M and =static transverse
st,z st,z st,z
force, bending
moment and
deflection due to
static wind load
(see A-6); and
where F dyn,z,M dyn,zand dyn,z=dynamictransvers
e force, bending
P , and P =the static and dynamic moment and
stk dyn,k
wind load acting at mid deflection due to
point of kth zone, dynamic wind load
respectively; (see 8.3.2).
8.5 Holding Down Bolts
M , and M =bending moments due to
stk dyn,k
the static and dynamic The maximum stress in holding down bolts
wind pressure calculated taking into account the worst
respectively, acting at combination of loading shall not exceed the
kth zone; permissible stresses as specified in IS800:
1984.
9
IS 6533 (Part 2) : 1989
8.6 Design of Base Plate M =overturning moment produced by dead
m
or other loads which may act to
The maximum stresses in the base plate and
increase combined moment,
stiffeners and bearing pressure on foundation
shall be calculated for the worst combination of M =overturning moment produced by dead
e
loading and shall not exceed the permissible or other loads which act at all times to
values in accordance with the relevant reduce combined moment, and
provisions of IS 800 : 1984 and IS 456 : 1978. M =resisting moment produced by the
a
foundation without exceeding the
9 STABILITY
allowable material stress and the
9.1 Structure ground stress without exceeding the
foundation bearing pressure.
9.1.1The stability of the structure as a whole or
any part of it shall be investigated and 9.2.2In the case of self-supporting chimney,
calculations shall be made to show that the the stability of the structure as a whole shall be
stresses imposed by 1.6 times the total of wind investigated and weight or anchorages shall be
load plus any stress increasing imposed loads, so proportioned that the least resisting moment
less 09 times the minimum dead load excluding shall be not less than the sum of 1.5 times the
any stress reducing imposed loads, will not maximum overturning moment due to dead
exceed 1.8 times the allowable stress specified. load and wind load/earthquake load.
1.6 (σ w + σ m) — 09 σ e < 1.8 σ a 10 MISCELLANEOUS COMPONENTS
where 10.1 Base Plate and Holding Down Bolts
σ w=stress produced by wind load, Holding down bolts shall be adequately
tightened with appropriate precautions using
σ m=stress produced by any other load washers and locknuts to prevent the stripping
which may act to increase the of threads and the base plate shall be properly
combined stress, grouted. Typical details of base plate and
σ =stress produced by dead load and any holding down bolts are shown in Fig. 2.
e
other load which acts at all times and 10.2 Base Gussets and Stools
will reduce the combined stress, and
Where base gussets or stools are used, they
σ a=maximum permissible stresses at the should preferably be evenly disposed around
operating temperature. the chimney shell. Smaller secondary gussets
9.1.2To ensure stability at all times, account may be provided between the main gussets.
shall be taken of probable variations in dead Base gussets shall be of ample height and shall
load during construction, repair or other extend to the edge of the base plate. The angle
similar work. of the sloping edge of any gusset to the
horizontal shall be not less than 60°. The
9.1.3While computing the stability, it shall be
minimum thickness of the gusset shall be
ensured that the resulting pressure and shear
8mm.
forces to be transferred to the supporting soil
through foundation, will not cause failure of 10.3 Chimney Head
foundation. The chimney head shall be strengthened in a
9.2 Structure and Foundations suitable manner on the basis of the design and
shall have provisions for the attachment of
9.2.1In the case of guyed or laterally supported erection and maintenance equipment.
chimneys, the stability of the structure and
10.4 Galleries and Platforms
foundation as a whole or any part of it shall be
investigated and weight or anchorage shall be Galleries and platforms for erection and service
provided so that, without exceeding the of warning lamps, earthing, inspection, etc,
allowable material stresses and foundation should be provided around the chimney
bearing pressure, 0.9 times the least restoring wherever necessary. Their width shall be at
moment including anchorage will not be less least 800mm. These shall be provided with
than the sum of 1.1 times the maximum handrails of height, I . The number and
m
overturning moment due to stress-increasing location of galleries and platforms may be
dead loads, less 0.9 times that due to mutually decided between the designer and the
stress-reducing loads, plus 1.4 times that due to customer.
wind and imposed loads, that is 10.5 Inspection/Cleaning Door
1.4 M + 1.1 M — 0.9 M < 0.9 M Suitable door for access near the base, to the
w m e a
inside of the chimney shall be provided for the
where
purpose of inspection of the inside of the
M =overturning moment produced by the chimney and also for ash removal. The
w
wind and imposed loads, minimum size of the door opening shall be
500mm wide × 800mm high clear (seeFig.3)
10IS 6533 (Part 2) : 1989
FIG. 2 TYPICAL DETAILS OF BASE OF STEEL CHIMNEY
FIG. 3 TYPICAL DETAILS OF CHIMNEY DOOR AND BOILER DUCTS
11IS 6533 (Part 2) : 1989
10.6 Protection Against Lightning 10.9 Rigging Screws (Turn Buckles)
The chimney shall be provided with lightning
Rigging screws shall conform to IS 3121 : 1965.
protection arrangements in accordance with
These shall be provided with lock nuts to
IS2309 : 1963.
prevent slacking back.
10.7 Warning Lamps
Suitable warning lamps shall be provided. The 10.10 Steps and Ladders
recommended number and position of the same,
depending upon the height of the chimney is given 10.10.1Steps
in Fig. 4. Whenever only one warning lamp is
shown in the figure, 2 numbers of lamps have to 10.10.1.1Typical connection details of steps to
be provided diametrically opposite to each other. chimney shell are shown in Fig. 5.
10.7.1Existing local and aviation regulations,
if any, should be followed (see 3.1 also). 10.10.1.2The steps shall be welded to the
outside of the chimney at a spacing of 300mm.
10.8 Baffle Plates
In the case of shafts of clear diameter of
When there are two or more breach openings or 3000mm and more, a second row of steps shall
flues entering the chimney, baffle plates shall be welded on the diametrically opposite side.
be provided to properly direct the gases from Proper anticorrosive measure or alternatively,
flue duct up the chimney and prevent them proper selection of material for the steps shall
from interfering with the operation of the other be adopted keeping in view the location in the
flue. These baffles shall be properly insulated. chimney and the extent of corrosion involved.
Position of Height of Lamp in m for Chimney Height h
Lamp
32.00 56.00 63.00 70.00 80.00 90.00 100.00 110.00
a 30.50 54.40 61.00 68.50 78.50 68.50 98.50 108.00
b — 27.00 31.50 33.50 98.50 43.50 48.50 73.50
c — — — — — — — 38.50
All dimensions in millimetres.
FIG. 4 LOCATION OF WARNING LAMPS OF THE CHIMNEY
12
IS 6533 (Part 2) : 1989
10.10.2Ladders
Typical connection details of ladders are shown
in Fig. 6.
FIG. 6 TYPICAL CONNECTION DETAILS FOR
LADDER
10.10.2.1Steel ladders may also be provided in
addition to steps. Safety enclosure or cage shall
be provided for chimneys taller than 20m
starting from a height of 3m from ground.
10.10.2.2If individual section of a ladder
exceeds 20m in height, an intermediate
landing platform shall be provided.
10.11 Position of Guys
10.11.1Guys shall be positioned sufficiently
below the outlet of the chimney to avoid the
corrosive action of the emergent combustion
products. A minimum distance of 3m is
recommended. There shall be a minimum of
three guy ropes to each set, guys shall be
positioned radially in plan and the angle
between any adjacent pair of guys shall not
exceed 130°. The guy ropes shall not exceed an
angle of 60° to the horizontal.
11 CONSTRUCTION
11.1 General
The fabrication and erection of steel chimneys,
guys, etc, shall generally be in accordance with
IS800:1984. For welded chimneys, welding
shall be carried out in accordance with
FIG. 5 STEPS FOR STEEL CHIMNEYS IS816:1969 and IS 9595 : 1980.
11.1.1Non-destructive testing of weld, if
10.10.1.3On the inner side of the chimney, required, may be carried out as mutually
steps may be welded at a spacing of 300mm. If agreed between the parties concerned.
the steps are to be directly supported on the 11.2 Erection Tolerance
lining, the lining should have a minimum
The variation in the eccentricity of the axis of
thickness of 200mm. Where the lining is
chimney from the vertical at any level shall not
thinner than the above, the steps shall be
exceed 1/1000 of the height, at that particular
welded direct to the shell with adequate
section.
clearance when the lining does not expand
along with the shell. In case where the 11.3 Clearance
diameter does not permit providing steps
Where a chimney passes through a roof or other
inside, painter’s trolley should be used for
part of a building, provision shall be made to
approach.
accommodate the movement of the chimney and
13IS 6533 (Part 2) : 1989
to limit the transfer of heat. Normally, an air gap 12.5Where loose fill is used for insulation, this
of 50mm is desirable. Flexible heat resistant should be inspected at three monthly intervals
packing may be used to fill the gap, if necessary. in the first 12 months and then annually. The
11.4 Sealing loose fill should be checked to ensure that it has
not compacted and, if necessary, it should be
Riveted chimneys shall be caulked, specially if
topped up.
condensation is likely to occur.
12.6Detailed record should be submitted after
11.5 Gas Tightness
each inspection describing any recommended
No gaskets shall be used in jointing flanges on maintenance.
structural steels.
12.7Guy wire and fittings, where present,
NOTE — Liquid sealants are recommended to ensure
should be examined for security tension and, if
gas tightness and prevent corrosion in the meeting faces.
necessary, be cleaned and greased.
10.6 Erection Tension
The amount of pretensioning applied to the guy 13 PROTECTIVE TREATMENTS
ropes on site shall be in accordance with the
appropriate design considerations and may be 13.1 Surface Preparation for Painting
measured with a suitable instrument. The
Consideration should be given to the surface
tension in the guys after erection shall be not
preparation and protective treatment of both
less than 15 percent nor more than 30 percent
the exterior and interior surfaces of chimney
of the calculated maximum tension due to
shells in order to prolong the life and improve
wind.
the appearance of the chimney. Immediately
12 INSPECTION AND MAINTENANCE
before applying any protective treatment to the
12.1All steel chimneys shall be inspected and exterior or the interior surface of a steel
examined at least once a year. chimney shell, the surface shall be cleaned by
12.1.1In case of uninsulated and unlined steel chipping, scrapping and wire brushing, or by
other means to remove all dirt, loose scale,
chimneys, the thickness of the shell should be
grease, rust or other deleterious materials.
determined by either ultra-sonic thickness
testing or by drill testing. At the same time, 13.1.1Pretreatment and painting of chimney
any decorative or other surface finish on the shell parts shall generally conform to the
exterior of the chimney may be examined. The requirements of IS 1477 (Part 1) : 1971 and
internal surface of large diameter steel IS1477 (Part 2) : 1971.
chimneys may also be inspected preferably by
close examination from a painter’s trolley or 13.2 Painting of Interior Surfaces
similar means of support.
13.2.1Unlined Chimney Shell
12.1.2Lined chimneys should also be inspected
There is generally no advantage in applying a
internally by close examination from a painter’s
protective treatment except for the application
trolley or similar means of support to ascertain
of one coat of suitable priming paint to the
that the lining is still in serviceable condition
interior surface of an unlined chimney shell
and fulfilling its task.
unless it can be shown that such treatment will
12.2The details of the painter’s trolley are
withstand the corrosive, abrasive and thermal
given in Fig. 7 for information. For chimney of
effects of the flue gases and thus prolong the
diameter exceeding 3m at the top, two such
life of the chimney.
painter’s trolleys should be provided.
13.2.2Lined Chimney Shell
12.3Flanges should be inspected to see if there
is a build-up of rust between them as the When it is thought desirable to use a protective
pressure of rust build-up can overload the treatment on the interior steel surface of a
bolts/rivets in tension. In bolted connections, lined chimney, such treatment shall consist of
particular attention should be given to the the application of one coat of a suitable priming
conditions of the bolts. Selected bolts in critical paint followed by two coats of a finishing paint
areas should be removed, inspected, tested as or paints applied in accordance with the
necessary and be replaced with the new bolts. instructions of the manufacturer.
Should the examined bolts be serviceable, these
13.2.3Multiflue Chimney Shells
shall not be reused.
12.4The rivet heads on the interior of riveted The interior surface of the structural shell of a
chimney should be examined to ascertain that multiflue chimney shall be given one coat of a
they are secure and have not eroded to a suitable paint, applied in accordance with the
dangerous degree. instructions of the manufacturer.
14IS 6533 (Part 2) : 1989
FIG. 7 TYPICAL DETAILS OF PAINTER’S TROLLEY ARRANGEMENT
15IS 6533 (Part 2) : 1989
13.2.4Chimney Shells with Monolithic Linings 13.4.2Specifications
The interior steel surface of a chimney which is Surface preparations and metal spraying shall
to be given a monolithic lining needs no further be done in accordance with the requirements
protective treatment. The surface shall, stipulated in IS6586:1972. Recognized
however, be clean and dry immediately before practices depending on the surface temperature
the application of the lining. of shell may also be taken in account.
13.3 Painting of Exterior Surfaces 13.4.3Surface Preparation
13.3.1Exposed Steel Sheet 13.4.3.1It is essential that the blast-cleaned
surface is sufficiently rough and clean to
Immediately after the surface preparation
provide an adequate key for the sprayed
outlined in 13.1 has been completed, the
aluminium coating. The amplitude of the blast
exterior surface shall be given a coat of suitable
cleaned surface shall be (0.l ± 0.05) mm.
priming paint followed by one coat of finishing
paint applied in accordance with the 13.4.3.2Compressed air for nozzle blast
recommendations of the manufacturer of the cleaning shall be effectively free from oil and
particular paint. A final coat of paint shall be moisture. The pressure during the blasting
applied after erection. process shall be not less than 400kPa at the
nozzle.
Special attention should be paid to the upper
portion of the exterior surface, that is, for a 13.4.4Methods of Application and Sealing of
distance of 1 to 2 times the chimney diameters Coatings
down from the top where only those protective
13.4.4.1For shell temperatures up to 200°C,
treatments should be applied which are best
the aluminium spray shall be applied by the
able to withstand the corrosive action of the
electric arc or flame spraying process.
emerging flue gases.
13.4.4.2For shell temperatures exceeding
13.3.2Shell with External Cladding
200°C, the aluminium coating shall normally
Shells with external cladding shall comply with be applied by the electric arc process. The flame
13.3.1 except where the cladding or insulation spraying process may be used if the chimney is
is fitted at the works in which case the final not to be subjected to thermal shocks
coat of paint may be omitted. frequently produced by gas turbine exhausts.
13.3.3Multi-Flue Chimney Framework The spray shall be sealed with a suitable
silicone based high temperature paint, applied
Where a framework forms supporting structure
as a flood coat.
of a multi-flue chimney, the treatment
described in 13.3.1 shall be applied. 13.4.4.3The nominal thickness of the coating
shall be not less than 0.18 mm.
13.4 Metal Spraying
13.4.4.4Sealing coats
13.4.1General
The sprayed aluminium coating shall be sealed.
The exterior of a steel chimney may be
For temperatures not exceeding 150°C, certain
protected from atmospheric corrosion by the
organic base sealers or paints are suitable.
application of a sprayed metal coating.
Special high temperature resistant paints shall
Aluminium is the preferred metal for this
be selected for use at temperatures exceeding
application (certain other metals have
150°C, that is, resin-modified silicone base
disadvantages when used for hot surfaces).
paints. Silicone base paints shall be used
The initial metal spray treatment shall be according to the manufacturer’s instructions.
applied under controlled conditions before
13.4.4.5Application of sealing coats
erection and care shall be taken to avoid
damage during transportation and erection. Sealing coats shall be applied to clean dry
surfaces. Any oil, grease or other contaminants
Regions of damage where the coating has been
shall be removed by thoroughly washing with
removed over an area, the maximum width of
thinners until no visible traces of
which exceeds 6 mm, shall be reblasted and
contamination exist and the surface shall be
resprayed, care being taken to avoid damaging
allowed to dry for at least 15minutes before
or loosening the bond in contiguous areas.
applying the coating. Sealing coats shall be
Minor areas of damage may be rectified by the
applied heavily enough to produce a wet
application of a suitable aluminium paint after
appearance and shall be applied in accordance
cleaning.
with the manufacturer’s instructions. The
The finished appearance of sprayed chimneys treatment shall be applied at the contractor’s
may not be uniform shading or texture. works as soon as practicable after spraying.
16IS 6533 (Part 2) : 1989
ANNEX A
(Foreword and Clauses 8.4.1 and 8.4.3 )
WIND EXCITED OSCILLATIONS
A-1 GENERAL time after construction if experience shows
them to be required, and provided that the
Chimneys are subject to oscillation due to wind
chimney is made strong enough in the first
action. This annex explains the procedures to
place to withstand the additional load from
include the effects of wind excited oscillations
guys or strakes applied later.
as enumerated and suggests alternative
procedures for making an appropriate increase For instance, helical strakes of three rails
in the design wind loading and indicates when having a projection of 0.1 to 0.12 times the
strengthening or the incorporation of devices diameter of the chimney, wound, equally
for suppressing von Karman type of oscillations spaced, round the perimeter of the shell at a
is advisable. pitch of about five times the diameter of the
chimney for not less than the upper
A-1.1It has been found that chimneys of
one-thirdofit.
circular cross section oscillate strongly across
wind than along wind. It is, therefore, A-3 STROUHAL CRITICAL VELOCITY
reasonable to continue with the current
Severe Von Karman type oscillation is not
practice which implies that along wind, the
likely if the calculated velocity, known as ‘the
oscillation will not cause stresses greater than
critical strouhal velocity’, is greater than the
those calculated for the wind velocities as
maximum design velocity based on IS875
specified in IS 875 (Part 3) : 1987 due to static
(Part3) : 1987. The strouhal critical velocity V
loading along with dynamic coefficient cr
in m/s for a circular chimney may be calculated
proposed in this standard.
from the formula:
A-1.2Lateral oscillation due to resonance
V = 5 D × f . . . (1)
cr t
effects within the critical wind speed range at
the natural period of a cylindrical structure where
may be great enough when its effect is added f=natural frequency of the chimney
vectorially to the down wind deflection, to cause (inHz) as obtained in 8.3.1, and
stresses higher than those calculated for the
D =diameter of chimney at top (in m).
short duration wind velocities in accordance t
with this code due to static loading along with NOTE — The formula for V cr holds good for strouhal
the dynamic coefficient as specified in this number of 0.2. This value remains fairly constant as
standard. shown by experiments.
A-2 VON KARMAN VORTEX SHEDDING A-4 AERODYNAMIC FORCE
The regular fluctuating side force due to For checking of resonance amplitude, the
commonly known as Von Karman vortex intensity of aerodynamic force F i (z) at level z,
shedding, which may be produced in a smooth for the ith mode of oscillation is determined by
air flow, will produce strong oscillation at a the formula:
velocity which gives resonance with the natural F (z) = C q d h (z) . . . (2)
i y cr z z i
frequency of the structure. This effect is
resisted by high damping and may be where
prevented by helical strakes or other devices (z)=relative ordinate at level z in the
i
attached to a circular chimney. If the tendency ith mode oscillation;
is strong, it is not effectively withstood by
C q d h =amplitude of force intensity at the
increase of strength alone. y cr z z
free end of the self-supporting
A-2.1In a natural wind, the regular vortex chimney or at the centre of the
shedding may be interfered with by fluctuation span of guyed chimney and is equal
of the wind so that the build-up of amplitude is to C , q , d , h ;
y cr z z
not continuous as in a wind tunnel, and it may
C =coefficient of transverse force taken
be more effectively resisted by mass and y
equal to 0.25;
stiffness. There are different views as to how
the vortex shedding should be allowed for in q cr=speed thrust corresponding to
practice but it is clear that low damping, low critical velocity V cr and is equal to
mass and large flexibility must increase the V2
cr
probability and the amount of the oscillation of -----------;
chimneys. In many cases, the behaviour cannot 16
be predicted with certainty. d z=diameter of the chimney at level z
and z is in metres; and
A-2.2Even in the worst cases, a chimney can
be made safe by applying guys or strakes at any h z=height of the zone at level z.
17IS 6533 (Part 2) : 1989
A-4.1For self-supporting chimney (cantilever calculated from the height of the chimney and
type structures), only the first mode of is calculated from the formula:
oscillation shall be considered.
q (stat) = C q
cr cr
A-5Inertia forces, amplitude of resonance
where
oscillations and dynamic bending moment at a
C = shape factor in accordance with 8.2.3.
section under consideration of a chimney fixed
at foundation are determined by the following A-7The corresponding dynamic wind load q
cr
formulae: (dyn) shall be determined in accordance with
8.3.2 to 8.3.7 corresponding to q .
π cr
F = --- F . . . (3)
res,z δ st,z A-8Checking for resonance is not required for
other short duration forces. The provisions for
π
= --- . . . (4) checking resonance will not necessarily apply
res,z δ st,z
to pairs, files and groups of chimneys or other
π tall structure which may oscillate excessively
Μ = --- Μ . . . (5)
res,z δ st,z particularly if they are closer than
approximately 12 diameters. The fitting of
where
stabilizers is usually beneficial but may not
F =intensity of inertia forces at always be effective. No simple rules can be
res,z
resonance at level z, suggested. Study of the layout by specialists
=amplitude of resonance oscillation and wind tunnel testing may be necessary.
res,z
at level z, A-9Chimneys which have a high
Μ =bending moment at resonance at diameter/thickness ratio may be subjected to
res,z
level z, wind-generated ovalling oscillation due to
circumferentially varying and fluctuating
F =intensity of lateral static force at
st,z pressure. Besides causing circumferential
level z,
bending stresses, this can increase vertical
=static deflection at level z (section
st,z stresses in the lower part of a chimney of large
under consideration) under the
diameter. It should be avoided by providing
action of static force,
sufficient circumferential stiffness around
Μ =bending moment at level z (section chimney at the top. Chimneys having gross
st,z
under consideration) due to the plate thickness of less than 1/300 of the
action of static force, diameter if not efficiently stiffened by a lining
=logarithmic decrement of dampen- or encasing, should have stiffened rings added
ing effect to be taken equal to: at the top (and lower down if the height is more
than 20 times the diameter). The distance
a)0.1 for steel chimney with
between the stiffening rings should be not more
lining, and
than 1 500 times the thickness of the shell and
b)0.05 for unlined steel chimneys. should be substantial enough to give a total
A-6Static wind-load q (stat) in the direction circumferential bending stiffness at least
cr
equvalent to that of a uniform shell of thickness
of action of wind corresponding to critical
pressure q is permitted to be taken as 1
cr ----------of the diameter.
constant along the height of the chimney and is 200
ANNEX B
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS.No. Title IS.No. Title
226 : 1975 Structural steel (standard 814 Covered electrodes for metal
quality) (fifth revision) arc welding of structural steel:
456 : 1978 Code of practice for plain and
reinforced concrete (third (Part 1) : 1974 For welding products other
revision ) than sheets (fourth revision)
800 : 1984 Code of practice for general
construction in steel (second (Part 2) : 1974 For welding sheets (fourth
revision ) revision)
18IS 6533 (Part 2) : 1989
IS.No. Title IS.No. Title
816 : 1969 Code of practice for use of metal 2141 : 1979 Galvanized stay strand (second
arc welding for general revision)
construction in mild steel (first 2155 : 1982 Cold forged solid steel rivets for
revision) hot closing (6 to 16mm
875 Code of practice for design diameter) (first revision)
loads (other than earthquake) 2266 : 1970 Steel wire ropes for general
for building structures: engineering purposes (second
revision)
(Part 1) : 1987 Dead loads — Unit weights of
building materials and stored 2309 : 1963 Code of practice for the
materials (second revision) protection of buildings and allied
structures against lightning
(Part 3) : 1987 Wind loads (second revision)
(first revision)
961 : 1975 Structural steel (high tensile)
3613 : 1974 Acceptance tests for wire-flux
(second revision)
combinations for submerged arc
1030: 1982 Carbon steel castings for welding of structural steels
general engineering purposes (first revision)
(third revision) 3640 : 1982 Hexagon fit bolts ( first revision )
1149 : 1982 High tensile steel rivet bars for 3757 . 1972 High strength structural bolts
structural purposes (third (second revision)
revision) 5369 : 1975 General requirements for plain
1363 : 1984 Hexagon head bolts, screws washers and lock washers (first
and nuts of product grade C revision)
1364 : 1983 Hexagon head bolts, screws 5370 : 1969 Plain washers with outside
diameter 3 × inside diameter
and nuts of product grades A
and B 5624 : 1970 Foundation bolts
1367 Technical supply conditions for 6419 : 1971 Welding rods and bare
threaded steel fasteners: electrodes for gas shielded arc
welding of structural steel
(Part 1) : 1980 Introduction and general
6560 : 1972 Molybdenum and chromium-
information (second revision)
molybdenum low alloy steel
(Part 3) : 1979 Mechanical properties and test
welding rods and base electrodes
methods for bolts, screws and
for gas shielded arc welding
studs with full loadability
6586 : 1972 Recommended practice for metal
(second revision)
spraying for protection of iron
(Part 6) : 1980 Mechanical properties and test and steel
methods for nuts with specified
6610 : 1972 Heavy washers for steel
proof loads (second revision)
structures
1395 : 1982 Low and medium alloy steel 6623 : 1972 High strength structural nuts
covered electrodes for manual (first revision)
metal arc welding (third
6639 : 1972 Hexagon bolts for steel
revision)
structures
1477 Code of practice for painting of 6649 : 1972 Hardened and tempered
ferrous metals in buildings: washers for high strength
(Part 1) : 1971 Pretreatment (first revision) structural bolts and nuts (first
revision)
(Part 2) : 1971 Painting (first revision)
7002 : 1972 Prevailing torque type steel
1893 : 1975 Criteria for earthquake
hexagon locknuts
resistant design of structures
(fourth revision) 7280 : 1974 Bare wire electrodes for
1929 : 1982 Hot forged steel rivets for hot submerged arc welding of
closing (12 to 36mm) structural steels
diameter (first revision) 8500 : 1977 Weldable structural steel
2062 : 1984 Weldable structural steel (medium and high strength
(third revision) qualities)
19IS 6533 (Part 2) : 1989
ANNEX C
( Clause 7.7.2 )
ALLOWABLE COMPRESSIVE STRESSES
C-1 COMPRESSIVE STRESSES IN THE and
SHELL
he
A = 1 if ------ < 21
D
C-1.1To control buckling, the compressive
stresses caused by the combination of extreme
t t D
fibre stress due to buckling and direct load, as and B = 270 ---- 1–67 ----, if ---- > 130
D D t
given in Table 3, are worked out by the
formula: and
05 f A·B D
y B = 1, if ---- < 130
where t
t=thickness of plate at the level
f = yield stress of steel; 250 MPa for steel
y considered, in m;
of IS 226 and 2062;
D=mean diameter at the level considered,
1 he in m; and
A = -----------------------------------------------------------, if ------ > 21
0.84 +
0.019
h ----e ---- 2 D h e=effective height for the consideration of
buckling, in m (see Table 2).
D
20Bureau 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
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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
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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 7 (4721)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 June 1998
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8125.pdf
|
I!3: 8125- 1976
Indian Standard
DIMENSIONS AND MATERIALS OF
CEMENT ROTARY KILNS, COMPONENTS,,
AND AUXILIARIES ( DRY PROCESS
WITH SUSPENSION PREHEATER )
Cement and Concrete Sectional Committee, BDC 2
Chairman Rvpescnting
DR H, C, VISVESVARAYA Cement Research Institute of India, New Delhi
Members
DRA.S. BHADURI National Test House, Calcutta
SHRI E. K. RAMAC~ANDRAN( Alternote )
DEPUTY CHIEP ENGINEER Public Works Department, Government of Tamil
( B;;n.;gs ) Nadu
CHIEF ENGINEER
RRIOATID~& DESIGNS) ( Alternote )
DIRECT!& Central Road Research Institute (CSIR ), New
Delhi
DR R. K. GHO~H ( Altern& )
DtkEo’rOk ( CSMRS ) Central Water Commission, New Delhi
DEPUTP DIRECTok ( CSMRS )
( Alternate )
‘E~CINEER-IN-CHIEF Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER,
2ND CIRCLE (Alternate)
SHRI K. H. GANGWAL Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI K, C, GHOSAL Alokudyog Services Ltd, New Delhi
DR R. K. GHOSH Ihdian Roads Congress, New Delhi
BRIG H~RISH CHANDRA Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. R. MIRCHANDANI( Alternate 1
DR R. R, HATTrANGAbI Associated Cement Companies Ltd, Bombay
SWRI P. J. JAGUS ( Alternate )
DR IOBAL ALI Engineering Research Laboratories, Hyderabad
JOINT- DIRECTOR, STANDARDS Railway Board ( Ministry of Railways )
(B&S),RDSO
DEP~TDIRECTOR,STANDARDS
(B & S ), RDSO ( Alternate )
SHRI S, B. J~SHI S. B. Joshi & Co Ltd, Bombay
SHRI M, T. KANSE Directorate General of Supplies & Disposals, New
Delhi
( Continued on page 2 )
@ CoPyright 1976
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1947 ) 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 : 8125 - 1976
( Continued from page 1 )
Members Representing
SHRI S. L. KATHURIA Roads Wing ( Ministry of Shipping & Transport )
SHRI S. R. KULKARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHRI M. A. MEHTA Concrete Association of India, Bombay
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Alternate )
SHRI ERACHA. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI K. K. NA~~BIAR In personal capacity ( ‘ Ramannlaya ’ I1 First Crescent
Park Road, Gandhinagar, Adyar, Madras )
PR0FG.S. RAMASWAMY Stru;~ct;~e3ngineering Research Centre ( CSIR ),
DR N. S. BHAL ( Alfcmatc )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI 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. PINHEIRO( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( I ) ( Alternote )
SHRI R. P. SHARMA Irrigation & Power Research Institute, Amritsar
RESEARCHO FFICER (LR ) ( Alternate )
SHRI G. B. SINGH Hindustan Housing Factory Ltd, New Delhi
SHRI C. L. KASLIWAL I Alternate b
SHRI J. S. SINGHOTA . ‘Beas Designs Organization, Nangal Township
SHRI T. C. GARC ( Alternate )
SHRI R. K. SINHA Indian Bureau of Mines, Nagpur
SHRT K. A. SUBRAMANIAM India Cements Ltd. Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SHR~ L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 (Ex-ojicio Member)
Director ( Civ Engg )
Secretary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), IS1
Cement Plant and Machinery Subcommittee, BDC 2 : 11
Convener
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
SHRI B. C. BANERJEE Cement Corporation of India Ltd, New Delhi
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate 1
SHRI N. N. BHARGAVA ’ McNally Bharat Engineering Co Ltd, Kumardhubi
SHRI B. P. SINGH (Alternntc )
SHRI P. R. DAS~UPTA Ministry of Industry & Civil Supplies, New Delhi
SHRI H. H. GH~~DE Walchand Industries Ltd, Walchandnagar
SHRI A. K. BANERJEE( Alternate )
( Continued on page 9 )
2IS : 8125 - 1976
Indian Standard
DIMENSIONS AND MATERIALS OF
CEMENT ROTARY KILNS, COMPONENTS
AND AUXILIARIES (DRY PROCESS
WITH SUSPENSION PREHEATER )
0. FOREWORD
~0.1 This Indian Standard was adopted by the Indian Standards Institution
on 22 June 1976, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
8.2 The Indian cement industry has about 130 kilns in operation with
widely differing capacities, dimensions and other details. A closer examina-
tion of these indicates that a rational and mature unification effort in the
field of design of cement plant and machinery will bring in considerable
benefits to the industry.
0.3 Standardization based on scientific principles and rational and logical
considerations will lead to simplification and reduction of unwanted varieties,
enable reduction in time and delivery, make it possible to place advance
orders, facilitate interchangeability, optimize operational parameters, and
finally reduce the total cost of cement plant and machinery taken as a
whole for the industry. A balanced approach to achieve this goal will
naturally have to take into consideration all the relative parameters so as to
assist the planned expansion of the cement industry in the country and the
projected export potential of the cement machinery manufacturing
industry.
~0.4 The cement kilns are presently designated in the country in terms of
clinker that can be produced per day by a kiln; and the term standardization
has been associated with such daily capacity. Designation of kiln by
capacity in terms of tonnes per day has added to varieties in sizes with no
special advantage. On the other hand, the output for any given size of
kiln varies within certain narrow limits depending upon the raw materials
and the fuel used, assuming that other operational parameters are substan-
tially the same or optimum. Thus it is to the advantage of all that the
sizes of the kilns are standardized on the basis of their dimensions within
certain narrow ranges. Consequently, in this 1ndia.n Standard an attempt
has been made to unify rotary kilns for cement essentially on the basis of
dimensional requirements to achieve quickly the benefits of standardization.
3IS : 8125- 1976
0.5 The dimensions of six sizes of kilns covered in this standard are based
on the data received from various cement machinery manufacturers in the
country as well as the data worked out by Cement Research Institute of
India, New Delhi. Though the kilns are designated on the basis of internal
shell diameter and length it may be noted that other dimensions of kilns,
such as the thickness of shell and kiln auxiliaries can be used with any of
the kiln sizes designated, depending on the design parameters for the kiln.
6.6 Although, the major recommendations in the standard relate to
dimensions of rotary kilns, recommendations have ~also been included for
those materials which along w-ith the dimensions recommended have a
bearing on the performance of the kilns. 8. ,
0.7 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.
0.8 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
1s : z-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 essential dimensions and materials for
six sizes of cement rotary kilns and their components and auxiliaries.
2. KILN SIZE
2.1 The kiln size shall be represented by the inside shehdiameter and the
no&la1 length. The principal dimensions of different sizes of kilns shall be
as given in Table 1.
TABLE 1 KILN DIMENSIONS
SIZE INSIDE PERMISSIBLER ANGE IN NOMINAL No. OF
DIAMETER INSIDE DIAMETER LENGTH SUPPORTS
(1) (G ; G (5) +
A 2.9 2.9 to 3.0 44 3
B 3.6 3.6 ” 3.7 54 3
C 4.0 4.0 ” 4.1 63 3
D 4.3 4.3 ” 4.4 65 3
E 4.5 4*5 ” 4.6 77 3
F 5.0 5.0 ” 5.1 a5 4
*Rules for rounding off numerical values ( revised).
4IS : 8125 - 1976
3. THICKNESS OF SHELL
3.1 The thickness of steel plate for shell for different zones of kiln shall be
as given in Table 2.
TABLE 2 THICKNESS OF STEEL PLATE FOR KILN SHELL
SL KILNZONE STANDARD THICKNESSO F STEEL PLATE TO BE USED, mm
No. r---------- h_-__________~
i) For calcining, burning 18 20 22 25 28 32 40
and cooling zones
ii) Under tyres 45 50 63 75 80 85 90
iii) Under girth gear 28 32 36 40 50 56 63
3.2 For calcining, burning and cooling zones, higher thickness may be
adopted, at sections adjacent to the tyres.
4. THICKNESS OF REFRACTORY LINING
4.1 The thickness of refractory lining shall in no case be less than 150 mm.
5. DIMENSIONS OF KILN, COMPONENTS AND AUXILIARIES
5.1 Kiln Tyres - The tyres shall be in 12 sizes and their various dimensions
shall be as given in Table 3.
TABLE 3 DIMENSIONS OF TYRES
SL DIMENSION PREFERREDS IZES, mm OPTIONAL SIZES, mm
No. ~_--_-_A---__--_~ r__-_--.A -----7
T, T, T, T, T,* T,’ T, Ts T, T,, I’,, Tia
i) Outside 3610 4520 5050 5430 5685 6160 3550 4400 4850 5220 5530 6000
diameter
ii) Inside 3 110 3900 4300 4600 4830 5360 3 110 3900 4300 4600 4830 5360
diameter
( 350 450 700 1000 1 300 1400 550 650 750 850 1030 1 000 ~
iii) Width -! 600 700 900 1200 1600 1600 750 850 1000 1100 1200 1200
; 800 900
*Should be preferably of hollow cross-section to limit the weight.
5.2 Support Rollers - The support rollers shall be in 9 sizes and their
dimensions shall be as given in Table 4.
5IS : 8125 1976
l
TABLE 4 DIMENSIONS OF SUPPORT ROLLERS
(Cluuse 5.2 )
SL DXMENSION Size, mm
No. ~-----~-~-_-~-~~~~~~~
R, RI R, R, R, R, R, % R,
i) Outside diameter 1100 1200 1500 1700 1800 2 100 2300 2500 3000
ii) Width Shall be 100 mm wider than the respective tyre width
5.3 Girth Gears and Pinions -The girth gears and pinions shall be in 6
sizes and their dimensions shall be as given in Table 5.
TABLE 5 DIMENSIONS OF GIRTH GEARS AND PINIONS
DIMENSION SIza, mm
i%. r--- _I----__ ~--_-.--~-c_~
G Gs Gs G, CC G,
i) Outside diameter of girth 4610 5 185 5 752 6 200 7 476 6 900
gear
ii) Face width of girth gear 450 520 520 600 750 600
iii) Module 24 27 30 32 42 36
iv) Face width of pinion 500 570 570 650 800 2 x 650
( twin drive )
5.4 Drive Motors and Gear Boxes -The drive motors and gear boxes
shall be in 7 sizes as given in Table 6.
TABLE 6 SIZES OF KILN DRIVE MOTORS AND GEAR BOXES
,“:. ITEM SIZE
---- -._------_----_---~
MI Ma MS M, Ms MS M, *
i) Drive, power in kW 50 75 110 150 185 220 275
ii) Motor (continuously 250 250 250 250 250 250 250
variable ) , speed $0
range in rev/min I$0 1 o’zo IgO 1 I%0 1 1 ;:o 106”o
iii) Gear box, power to 50 75 110 150 185 220 275
-be transmitted in
kW
6IS:812511976
6. MATERIALS
6.1 Shell Material and Brick Quality - The material of the kiln shell
and the quality of refractory shall be as given in Table 7.
TABLE 7 MATERIAL FOR XILN SHELL
SL SHELLMATERIAL REQUIREMENT
No.
(1) (2) (3)
i) Steel a) For components and parts where the thickness does not
exceed 20 mm, steel plates shall conform to IS : 226-
1975*
b) For components and parts where the thickness exceeds
20 mm, but does not exceed 50 mm, steel platesshall
conform to IS : 2062-1969t
4 For comoonents and Darts where the thickness exceeds
50 mm,‘steel platesLshall conform to boiler quality
Grade 2 A of IS : 2002-1962$
ii) Bricks 4 In preheater zone, the bricks shall conform to
IS : 6-1967s
b) In calcining zone, the bricks shall conform to
IS : 8-196711 and IS : 6-19678 near the inlet end
c) In burning zone, the bricks shall conform to IS : 1749-
19728 for magnesite bricks or as detailed in Note 2
for high alumina bricks of alumina content of
65 percent and above
d) For insulation, the bricks shall conform to IS:2042-
1972**. Type 1 can be used at 1 500°C, Type 2 at
1 250°C and Type 3 at 850.C
NOTE 1 - Irrespective of the type of steel used, non-destructive testing shall be done
to rule out the possibility of defects due to laminations and other imperfections.
NOTE 2 -High alumina refractories, castables and ramming masses can be used
effectively especially in the higher temperature zones. Since there are no Indian
Standards for these at present their specifications may be agreed upon between the
purchaser and the-manufacturer.
*Specification for structural steel (standard quality ) (fifth n&ion ).
tSpecification for structural steel ( fusion welding quality ) (Jirrt revision) .
fSpecification for steel plates for boilers.
SSpecification for moderate heat duty fireclay refractories, group A ( third revision) .
(ISpecification for-high heat duty fireclay refractories ( third revision ).
TSpecificatiofno r magnesite refractories (Jifst reuision ).
**Specification for insulating bricks (Jizst
~csis)i.o z
7IS : 8125 - 1976
6.2 Material of Canstruction for Components and Auxiliaries -
The material for the construction of tyres, support rollers, girth gear and
pinion shall be as given in Table 8.
TABLE 8 CONSTRUCTION MATERIAL FOR COMPONENTS
AND AUXILIARIES
COMPONENTS/AUXILIARIEB MATERIAL*C ONFORMINTGO
l%.
(1) (2) (3)
i) Tyres Grade 1 of IS : 2644.1969
Grade 2 of IS : 2708-1973 a
ii) Support rollers Grade 1 of IS : 2644-1969t
Grade 1 of IS : 489619683
iii) Girth gear Grade 1 of IS : 4896-1968s
iv) Pinion Grade 1 of IS : 4896-19688
‘.
Class 4 of IS : 2004-1970/l
40 Cr 1 M‘o’28 IS: 157-19618
*Specification for higher grades may be used if required.
tspecification for high tensile steel castings (Jir~t revision ).
&Specification for l-5 percent manganese steel castings (Jirst revision ).
fspecification for one percent chromium steel castings for resistance to abrasion.
IlCarbon steel forgings for general engineering purposes (Jirst revision ).
$Schedules for wrought steels for general engineering purposes.
8IS : 8125- 1976
( Continued _f?omp age 2 )
Members Representing
SHRI A. B. MALLIK Directorate General of Technical Development,
New Delhi
SHRI R. C. MOHANTY Bharat Heavy Electricals Ltd, Bhopal
SHRI A. L. PASTALA Associated Cement Companies Ltd, Bombay
SHRI I. C. AHUJA ( Alternate )
SHRI M. J. SANE Holtec Engineers Pvt Ltd, Delhi
SHlU S. SEN ACC-Vickers-Babcock Ltd, Bombay
SHRI S. P. DEOLALKAR ( Alternate)
SHRI K. K. SOMANI Shree Digvijay Cement Co Ltd, Bombay
SHRI S. B. SOOD The Indian Sugar and General Engineering
Corporation, Yamunanagar
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
SRRI K. V. A. THAMPURAN The K. C. P. Ltd, Madras
L
|
10146.pdf
|
Indian Standard
SPECIFICATION FOR
POLYETHYLENE FOR ITS SAFE USE
IN CONTACT WITH FOODSTUFFS,
PHARMACEUTICALS AND DRINKING WATER
( ThirdR eprintM ARCH 1999)
UDC 678.742.2 : 621.798 : 663/664+615.1/.4 :614.8
CQC opyright 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr3 June 1982IS :101466-1982
Indian Standard
SPECIFICATION FOR
POLYETHYLENE FOR ITS SAFE USE
IN CONTACT WITHFOODSTUFFS,
PHARMACEUTICALS AND DRINKING WATER
Plastics Sectional Committee, PCDC 12
Chairman
11~ K. J. BALAFRISHNA
A-10, Shantinagar, Cantonment, Kanpur
Members Rcprescnfing
DB P. C. ANTONY Indian Plastics Ltd, Bombay
SHRI N. L. BIRLA ( Altern& )
SRRI A. S. ATHALYE All India Plastics Manufacturers’ Association,
Bombay
SECRETAHY ( AIPMA ) ( Alternate )
DR P. K. BANERJEE Polyolrfins Industries Ltd, Bombay
Srrnr A. T. BASAL Directorate General of Supplies and Disposals,
New Delhi
SHRI B. B. RAI ( Alternate )
SHXI K. J. B~ATT State Trading Corporation of India Ltd, New
Delhi
Snnx BAA~WAN DASWANI ( Alternate )
SHBI S. T. BROJWANI Bright Brothers Ltd, Bombay
SHRI A. H. KHAN ( Altcrnafc )
SI+RI T. S. BIDDAPA National Organic Chemical Industries Ltd,
Bombay
SHRI J. K. VADO~AI~IA( Alternate )
DR R. P. DA~BAL Indian Telephone Industries Ltd. Bangalore
SHBI G. V. RAO ( Alfern& )
Dn S. P. SIXGH DHAKAREY Ministry of Dcfence (DGI)
SHRI N. C. BOSE ( Allernatc )
SH~I 0. P. DHAMIJA Export Inspection Council of India, Calcutta
SARI M. K. UNNIPRI~;IINAN ( &rcrnate )
SHRI DION FEXNANYEY Plastics & Linohum Export Promotion Council;
Bombay
SHRI K. RA~.<A~-I( Alternote )
( Continued on page 2 )
0 Copyright 1982
f3IlREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cobyrighf AC: (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of th’
publisher shall be deemed to be an infringement of copyright under the said ActIS:10146 -1982
Member
SHRI M. S. FRANCIS Central Institute of Plastics Engineering and
Tools, Madras
SBRI CRANDRAXANT B. GARWARE Garware Synthetics Pvt Ltd, Bombay
SERI H. S. SURI ( Allcrnutc )
SERI A. Gaosti National Test House, Calcutta
SHRI S. M. LAHIRI ( Affernafc )
SHRI S. K. JAIN Hoechst Dyes & Chemicals Ltd, Bombay
SHRI K. A. T. VARQHESE ( Altcrnats )
DR S. P. MANX Railway Board ( Ministry of Railways )
SHRI N. KRISHNANPPA ( Alternate )
SHR~ P. R. MAHALI~~AW Chemicals & Plastics ( India ) Ltd, Madras
SHRI S. S. GATTANI ( Alfcmate)
SHRI P. R. MALEA~ Development Commissioner, Small Scale Indus-
tries, New Delhi
SHEI S. R. SINQH ( Alfcmate )
SHRI R. C. MI~HRA Bharat Heavy Electricals Ltd, Bhopal
SHRI G. L. ANAND (Alternate )
SRRI A. K. BASU ( Alternate )
SWRI S. MITRA Calico Chemicals ( Plastics and Fibres Division ),
Bombay
DR B. R. C. ANAND ( Alternate )
SHRI K. R. NARAEIMEAN Metal Box Ltd, Calcutta
DR S. LAKSRA~ANAN ( Alternafe )
Sn~r V. NIJHAWAN Union Carbide India Ltd, Calcutta
SRRI A. K. GUPTA ( Alternate )
SHRI M. S. RAMAMURTHI Polychem Limited, Bombay
SIIRI C. U. KHANDHRRIA ( Alternate )
SHRI 0. P. RATRA National Buildings Organization, New Delhi
SRRI D. A. REEK , Kosmek Plastics Manufacturing Ltd, Bombay
SHRI 0. P. RANERJEE ( Alternate )
SHRI R. SANTH~NAX The Alkali & Chemical Corporation of India
Limited, Calcutta
SERI D. JAIN ( Afternate )
Da P. R. SESHAN Indian Petrochemicals Corporation Ltd,
Vadodara
SHRI A. K. RAY ( Alternate )
SHRI P. P. SEARMA Directorate General of Technical Development,
New Delhi
SHRI N. K. AQARWAL ( Alfcrnatc)
DR J. VOID Peico Electronics & Elrctricals Ltd, Pune
DR S. P. BEIDZ ( Altern& )
DR S. P. VOHRA Bakelite Hylam Ltd, Hyderabad
SHRI Y. V. CRITTAL ( Alternate )
SARI M. S. SAXIPNA, Director General, BIS ( Ex-o#cio Member )
Director ( P&C ) ( Sccrefary )
( Continued on page 10 )
2IS:10146 -1982
Indian Standard
SPECIFICATION FOR
POLYETHYLENE FOR ITS SAFE USE
IN CONTACT WITH FOODSTUFFS,
PHARMACEUTICALS AND DRINKING WATER
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 13 May 1082, after the draft finalized by the Plastics
Sectional Committee had been approved by the Petroleum, Coal and
Related Products Division Council.
0.2 Plastics are now being used on a large scale for packaging of
foodstuffs and pharmaceuticals. Where direct contact occurs between
the packed commodity and the plastics, the high-molecular-mass polymer
itself does not pose a toxic hazard being inert and essentially insoluble in
food. There is, however, a likelihood that some transfer will occur of
polymer additives, adventitious impurities, such as monomers, catalyst
remnants and residual polymerisation solvents and of low molecular mass
polymer fractions from the plastics into the packaged material with
consequent toxic hazard to the consumers. The occurrence of acute
toxicity due to plastics materials in contact with food is most unlikely,
since only trace quantities of potentially toxic materials are likely to
migrate. However, the accumulation of these toxic materials with time
may lead to hazards which may be serious.
0.3 Initially the Sectional Committee responsible for the preparation of
this standard had prepared three codes of practice for safe use of polyvinyl
chloride ( IS : 7288-1974* ), polyethylene ( IS : 7i77-19747 ), and styrene
polymers ( IS : 7961-1976$) in contact with foodstuffs, pharmaceuticals
and drinking water. Taking cognizance of the pressing need to monitor
the quality of plastics intended to come in contact with, foodstuffs,
pharmaceuticals and drinking water which could not be done on the
basis of standard codes of practice, the Committee decided to prepare
*Code of practicr for safe use of polyvinyl chloride ( PVC ) and its copolymers in
contact with foodstuffs, pharmaceuticals and drinking water.
TCode of practice for safe use of polyethylene in contact with foodstuffs, pharmaceu-
tical and drinking water.
$Code of practice for safe use of styrenc polymers in contact with foodstuffs,
pharmaceuticais and drinking water.
3IS:10146 - 1982
the following series of Indian Standards dealing with various aspects of
plastics for food contact applications:
IS : 9833-1981 List of pigments and colourants for use in plastics
in contact with foodstuffs, .pharmaceuticals and
drinking water;
IS : 9845-1981 Method of analysis for the determination of specific‘
and/or overall migration of constituents of plastics
materials and articles intended to come into
contact with foodstuffs;
IS : 10141- 1982 Positive list of constituents of polyethylene in
contact with foodstuffs, pharmaceuticals and
drinking water;
IS: 10142- ,1982 Specification for styrene polymers for its safe use in
contact with foodstuffs, pharmaceuticals and
drinking water;
IS: 10146-1982 Specification for polyethylene for its safe use in
contact with foodstuffs, pharmaceuticals and
drinking water;
IS : 10148-1982 Positive list of constituents of polyvinyl chloride
( PVC ) and its copolymers in contact with
foodstuffs, pharmaceuticals and drinking water;
IS : 10149-1982 Positive list of constituents of styrene polymers in
contact with foodstuffs, pharmaceuticals and
drinking water; and
IS : 10151-1982 Specification for polyvinyl chloride ( PVC) and its
copolymers for its safe use in contact with food-
stuffs, pharmaceuticals and drinking water; and
IS : 10171-1982 Guide on suitability of plastics for food packaging.
Eventually the three codes of practice would be withdrawn with the
publication of the product specification along with the corresponding
positive list for the three plastics. Standards for other plastics for food
contact applications like polypropylene and unsaturated polyester resins
which are under preparation are expected IO follow the same pattern,
namely, a product specification with a corresponding positive list. It is
hoped that this set of Indian Standards for plastics considered safe for
food contact applications would help the statutory bodies to effectively
monitor the quality of plastics for this end use.
0.4 It is emphasized that these standards need to be used in combination
to provide a system of control to the manufacturers of plastics as well as
4the fabricators of thermoplastic packaging materials to derive maximum
benefits. Besides, it may also serve as basis for official agencies to frame
suitable legislation to ensure effective safeguards for the safety and health
of consumers where thermoplastics for food contact applications are
concerned.
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 specifies the requirements and methods of sampling
and test for polyethylene plastic materials for the manufacture of plastic
items used in contact with foodstuffs, pharmaceuticals and drinking
water.
1.2 This standard does not purport to establish this suitability *of the
packaging media with particular foodstuff, pharmaceutical or drinking
water, from other than toxicological considerations.
2. TERMINOLOGY
2.1 For the purpose of this standard the definitions of polyethylene given
in 2 of IS : 10141-1982t shall apply.
3. REQUIREMENTS
3.1 Basic Resin - Homopolymers of ethylene; copolymers of ethylene
with other I-alkenes containing up to 8 carbon atoms in which the
co-monomer content is not exceeding 15 percent by mass, blends of
homopolymers of ethylene with one or more of the copolymers and blends
of several copolymers of ethylene as prescribed in IS : 10141-19827.
3.2 Material - The material shall also comply with the threshold limits
of the manufacturing residues polymerization ingredients auxiliary items
as prescribed in IS : 10 I4 1- 1982t.
--
*Rules for rounding off numt rical values ( revised).
tPositive list of con&tuentr of polyethylene in contact with foodstuffs, pharmaceuti-
cals and drinking water.
5IS : 10146- 1982
3.3 Pigments and Colorrants - In case the coloured material is used
for food-packaging applications it shall comply with the list and limits of
the pigments and colourants prescribed in IS : 9833-1981*.
3.4 Overall Migration-The material shall also comply with the
overall migration limits as detailed below when tested by the method
prescribed in IS : 9845-19817.
a) 60 mg/kg Max, of the foodstuff. In the case of liquid foodstuffs
or of simulants, the limit shall be 60 mg/ 1, MUX. However, the
value of the overall migration limit shall be equal to 10 mg/dm”
of the surface of the material or article in the following cases:
1) Containers or articles which are similar to containers or which
in any case may be filled to a capacity less than 250 ml
provided it is possible to calculate the surface area of contact
with the foodstuff.
2) Sheets, foils and other non-fillable article for which ratio
between the surface area of the material or article and the
quantity of foodstuffs in contact may not be calculated.
3.5 Storage and Control
3.5.1 Storage - Plastics materials intended for food contact use shall be
stored separately from other materials in closed, properly identified
containers.
3.5.2 Control - An authorised person shall supervise and control the
issue of plastics materials to the process or manufacturing area and shall
maintain appropriate written records of the issue of such materials.
3.5.3 Adequate standards of hygiene shall be maintained at all times
and plant operators and storemen shall be trained in proper hygiene
practices.
4. PACKING AND MARKING
4.1 Packing -- The material shall be suitably packed with suitable liner
in gunny/paper bags, as agreed between the purchaser and the supplier,
in a manner so as to ensure that the items do not become contaminated
during storage.
--- -
*List of pigments and colourants for USC in ,plastics in contact with foodstuffs,
pharmaceuticals and drinking water.
*Method of analysis for the determination of sprcific and/or overall migration of
constituents of plastics materials, and articles intendid to come into contact with
foodstufTs.
6IS : 10148 - 1982
4.2 Marking - Each package shall be clearly marked with the name
and types of the material, month and year of manufacture of the
m terial, name of the manufacturer and his trade-mark, if any.
“1
4.2.1 The package may also be marked with the Standard Mark.
42.2 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.
5. SAMPLING
5.1 Preparation of the Test Samples-The method of drawing
representative sample of the material and the criteria for conformity shall
be as prescribed in Appendix A.
APPENDIX A
( Clause 5.1)
SAMPLING OF POLYETHYLENE AND ITS COPOLYMERS
A-l. GENERAL
A-l.1 In drawing, preparing, storing and handling samples, the following
precautions and directions shall be observed.
A-l.2 Samples shall not be taken in an exposed place.
A-l.3 The sampling instrument, wherever applicable, shall be made of
stainless steel or any other suitable material on which the material shall
have no action. The instrument shall be clean and dry.
A-l.4 precautions shall be taken to protect the samples, the material being
sampled, the sampling instrument and the containers for samples from
adventitious contamination.
A-l.5 The samples shall be placed in a suitable, clean, dry, air-tight
metal or glass containers on which the material has no action. The
7
rIS I 10146- !982
sample containers shall be of such a size that they are almost completely
filled by the sample.
A-l.6 Each sample container shall be sealed air-tight with a stopper after
filling and marked with full details of sampling, such as, the date of
sampling, the month and year of manufacture of the material, etc.
A-l.7 Samples shall be stored in such a manner that the temperature of
the material does not vary unduly from the normal temperature.
A-2. SCALE OF SAMPLING
A-2.1 Lot - In a single consignment all the packages of the same class,
same type, same form and belonging to the same batch of manufacture
shall be grouped together to constitute a lot. If a consignment is known
to consist of packages belon ing to different batches of manufacture or
different forms, the packages h longing to the same batch of manufacture
and same form shall be grouped together and each such group shall
constitute a lot.
A-2.1.1 The packages may consist of containers of PVC and its
copolymers, rolls, films or vials.
A-2.2 For ascertaining the conformity of the material to the requirements
of this specification, samples shall be tested from each lot separately.
The number of packages to be sampled shall depend on the size of the lot
and shall be in accordance with co1 1 and 2 of Table 1.
TABLE 1 SCALE OF SAMPLING
NUHBEB OF PACKAGES %4MPLE SIZE
IN THE LOT
(1) (2)
up to 15 2
16 to 50 3
51 to 100 4
101 to 300 5
301 to 500 6
501 to 1000 8
1001 and above 10
NO;TE- When the number of packages in the lot is less than three, all the
packages shall be sampled.
8IS : 10146- 1982
A-2.2.1 These packages shall be selected at random from the lot and
in order to ensure the randomness of selection, procedures given in
IS : 4905-1968* may be followed.
A-3. PREPARATION OF TEST SAMPLES
A-3.1 From each of the packages of material selected, small portions of
material shall be drawn with the help of a suitable sampling instrument.
The total quantity of material collected from each package shall be
sufficient to test all the requirements given in 3.
A-3.2 In the case of packages consisting of containers, vials, rolls or films,
the number of items to be selected from a package, for testing each of the
requirements given in 3, shall be one.
A-4. NUMBER OF TESTS
A-4.1 Tests for determining all the requirements given in 3 shall be
carried out on the individual test samples.
A-5. CRITERIA FOR CONFORMITY
A-5.1 The lot shall be declared as conforming to the requirements of this
specification if all the test results on individual samples meet the relevant
specification requirements.
*Methods for random sampling.
9
-IS:10146 - 1982
( Continued from page 2 )
Plastics in Food Packaging and Allied Industries Subcommittee,
PCDC 12: 12
Concenn Representing
Sam D. S. CHADHA Central Committee for Food Standards ( Director-
ate General of Health Services ), New Delhi
Mambns
SHRI B. ANAXDA~WA~Y Central Food Technological Research Institute
( CSIR ), Mysore
Da P. K. BANERJEE Polyolefins Industries Ltd, Bombay
SHRI V. DOEAIXAJ ( Alternate )
SERI S. T. BHOJWANI Bright Brothers Ltd; Bombay
SHBI A. H. KHAN ( Altermate )
SHRI T. S. BIDDAPA National Organic Chemicals Industries Ltd,
Bombay
SHRI J. K. VADODAEXA ( Altnnuts )
SHRI P. V. DATAR Polychem Ltd, Bombay
SHRI C. U. KHANDEE~IA ( Alternuts )
DR S. S. GOTHOBEAR Drugs Controller ( India ), New Delhi
SHRI D. S. CHADEA (Alternate )
SEWI D. JAIN The Alkali & Chemicals Corporation of India
Ltd, Calcutta
SHRI S. K. JAIN Hoechst Dyes & Chemicals Ltd, Bombay
Snnr K. A. T. VAB~HESE ( Alternate )
SHRI R. KALIDAE Chemicals & Plastics ( India ) Ltd, Madras
SREZIS . S. GATTANI ( Alternate )
SHRI K. R. NABASIMHAN Metal Box India Ltd, Calcutta
DR S. LAKSHMANAN ( Altermztr )
SERI P.V. NABAYANAN Indian Institute of Packaging, Bombay
SHRI G. S. Pn~ve~o~~a~nrv ( Alternate )
DR N. P. RAO Defence Institute of Food Preservation & Storage,
New Delhi
SH~I V. K. MATBVB ( Alteraate 1
REPRESXWTATIVE ‘Bhabha Atomic Research Centre, Bombay
Da B. R. ROY Central Food Laboratory, Calcutta
.%a1 K. c. SAlI Union Carbide India Ltd, Calcutta
SHHI V. NIJEAWAX ( Alternatr )
Dn N. SEN Hindustan Lever Ltd, Bombay
DR P. R. SESHAN Indian Petrochemicals Corporation Ltd, Vadodara
SHRI A. K. RAY ( Altemats )
SHE1 P. P. SEABXA Directorate General .of Technical Development,
New Delhi
SRRI N. K. ACW~WAL ( Afternate )
SHRI L. SHETII Bakelite Hylam Ltd, Hyderabad
SERI G. K. SXINIVASAN ( Alternute )
SHRI 0. P. SIWAETAVA Defence Food Research Laboratory, Mysore
SHBI A.-N. SIWASTAVA ( Afternutr )
10BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234062, 91 11 3239399, 91 113239382
Telegrams : Manaksanstha
(Common to all Offices)
Contra/ Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regionsl offices:
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 663843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalaya. E9 Behind Mar01 Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch Otlkes:
‘Pushpak’. Nurmohamed Shalkh Marg, Khanpur, AHMEDABAD 380001 5501348
SPeenya lndusbial Area, 1st Stage, Bangalore-Tumkur Road, 839 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
Kalafkathir Buildings, 670 Avinashi Road, COfMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-26 68 01
Savitri Complex, 116 G. T Road, GHAZIABAD 201001 6-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781063 5411 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
117/418 B, Sarvodaya Nagar. KANPUR 208005 21 68 76
Seth.Bhawan, .2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226901
Patliputra Industrial Estate, PATNA 600013 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
lnsftution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411065 32 36 35
!
‘Sates Office is at 5 Chowringhee Approach, P. 0. Princep Street,
CALCUTTA 760672 27 1085
*Sales 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 lndfa Prfntlng Press, Khurfa, IndiaAMENDMENT NO. 1 MARCH 2002
TO
IS 10146:1982 SPECIFICATION FOR
POLYETHYLENE FOR ITS SAFE USE IN CONTACT
WITH FOODSTUFFS, PHARMACEUTICALS AND
DRINKING WATER
(Page 6, clause 3.4) — Substitute thefollowing for theexisting matter:
3.4 Overall Migration — The material shall compl with theoverall migration
J
limits of 60 mg/1,Max of simulants artd 10mg/dm ,Mm of the surface of the
material or article when tested bythemethod prescribed inIS9845: 1998t’.
[Page 6,footnote with (~) murk] — Substitute thefollowing fortheexisting
footnote:
6?
Determination of overall migration of eonstitoents of plastics materials and articles intended to
come incontact withfoodstuffs —Method ofanatysis (second revkion).’
(PCD12)
Reprography UniLBIS, New Delhi, India
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13834_5.pdf
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IS 13834 ( Part 5 ) : 1993
IS0 4301-5 : 19P1
Indian Standard
CRANES - CLASSIFICATION
PART 5 OVERHEAD TRAVELLING AND PORTAL BR~IDGE CRANES
UDC 621’874/‘875’001’33
Q BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
I
November 1993 Price Group 1Cranes, Lifting Chains and itsRelated Equipment Sectional Committee, HMD 14
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 4301-5 : 1991 “Cranes - Classification -
Part 5 : Overhead travelling and portal bridge cranes” issued by International Organization for
Standardization ( IS0 ), was adopted by Bureau of Indian Standards on the recommendations
of Cranes, Lifting Chains and Its Related Equipment Sectional Committee and approval of the
Heavy Mechanical Engineering Division Council.
This standard is being published in five parts. Other parts of this standard are as follows:
Part 1 General prrnciples
Part 2 Mobile cranes
Part 3 Tower cranes
Part 4 Jib cranes
The text of IS0 standard has been approved for publication as Indian Standard without deviations.
Certain terminology and conventions are however not identical to those used in Indian Standards.
Accordingly wherever the words ‘International S’tandard’ appear referring to this standard, they
should be read as ‘Indian Standard’.
In this adopted standard, reference appears to certain International Standardlfor which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their
place are listed below along with their degree of equivalencefor the editions indicated:
fnternational Standards Corresponding Indian Standard Degree of
Equivalence
IS0 4301-l : 1986 IS 13834 ( Part 1 ) : 1993 Cranes -Classification : Identical
Part 1 GeneralIS 13934 ( Part 6 ) : 1993
IS0 4301r5 : 1991
Indian Standard
CRANES - CLASSIFICATION
PART 6 OVERHEAD TRAVELLING AND PORTAL BRIDGE CRANES
1 Scope tion of the standard indicated below. Members of
LEC and IS0 maintain registers of currently valid
International Standards.
This part of IS0 4301 establishes the classification l
of overhead travelling cranes and portal bridge
IS0 4301-1:1966, Cranes and liffing appliances -
cranes based on the number of operating cycles to
Classification - Part 1: General.
be carried out during the expected life of the ap-
pliance and its mechanisms, and a load spectrum
factor which represents the nominal state of loading. 3 Classification
The crane as a whole and its mechanisms shall be
2 Normative reference
classified in accordance with IS0 4301-l.
The following standard contains provisions which, Guidance as to typical classifications for overhead
through reference in this text, constitute provisions travelling cranes and portal-bridge cranes in relation
of this part of IS0 4301. At the time of publication, to usage is given in table 1.
the edition indicated was valid. All standards are
subject to revision, and par-b& to agreements based Where the class of utilization and state of loading
on this part of IS0 4301 are encouraged to investi- are not known, the classification should be regarded
gate the possibility of applying the most recent edi- as a minimum.IS 13834 ( Pert 6 ) : 1993
iso 4301-5 : I 991
.
Table 1 - Guidance on classification of overhead travelllng cranes and portal bridge cranes and thefr
mechanisms In relation to crane usage
Group Group classification of the
classification mechanism ss a whole
No. Usage of crane Service conditions of the
appliance as Trav- Travel-
Hoist
a whole ersing ling
1 Manually powered crane Al Ml Ml Ml
--. _
2 Workshop crane for assembly
purposes Al M2 Ml M2
-.___-..--- .-___
3 a) Power house crane Al M2 Ml M3
3 b) Maintenance crane Al M3 Ml M2
..___--___. _
4 a) Workshop crane Regular light use A2 M3 M2 M3
4 b) Workshop crane Regular intermittent use A3 M4 M3 M4
4 c) Workshop crane Intensive use A4 M5 M3 M5
--.
5 a) Cranes in storage yards Regular light use, hook duty A3 M3 M2 M4 -
5 b) Cranes in storage yards Intensive use, grab or magnet
duty A6 M6 M6 M6
A.~____.
6 a) Scrapyard crane Regular light use, hook duty A3 M4 M3 M4
6 b) Scrapyard crane Regular intermittent use, mag-
net or grab duty A6 M6 M5 M6
- ,.
7 Ship unloader A7 M8 M6- M7
-.
8 a) Container handling crane A5 M6 M6 M6
8 b) Ship-to-shore container crane A5 M6 M6 M4
___-_._-.. ..-~. -.-
9 Steelwork crane:
9 a) Roll changing crane A2 M4 M3 M4
9 b) Ladle crane A7 M8 M6 M7
9 c) Soaking pit crane A7 M8 M7 M7
9 d) Stripper crane A8 M8 M8 M8
9 e) Charging crane A8 MR M8 M8
-‘lo Foundry crane A5 M5 M4 M5
Reprography Unit, BIS, New Delhi, India
2.
l
Standard Mark
The use of the Standard Mark is governed by the provirions of the Bureau of India
Stmdurds 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 beobtained from the Bureau of Indian Standards:.
lbrcaa of Indian Standards
BIS is a statutory institution established under the Bureau of Indbn Standardr 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.
Copy right
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
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 as,certain 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 Indian Standard may be sent to BIS giving the following
reference:
Dot : No HMD 14 ( 0121 )
Amendments Issued Since Publication
l
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
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
53 38 43, 53 16 46
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53 23 84
235-02 16, 235 04 42
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BOMBAY 400093 632 78,91, 632 78 92
Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD, GUWAHATI. HYDERABAD. JAIPUR. KANPUR
LUCKNOW. PATNA. THIRWANANTHAPURAM.
Printed at Printwell Printers, Aligarh, h&e
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... ...... . . ... . ... ..
—
I
IS 11652:2000
Wi%Rwm5
#Fiu–#Tihi)-i-wm
(w.atr.*.)/tkih’’iki”
(tuft.)–
‘f
(m 2WW)
—
Indian Standard
TEXTILES — WOVEN SACKS FOR PAC~G
CEMENT — HIGH DENSITY POLYETHYLENE
(HDPE)/POLYPROPYLENE (PP) — SPECIFICATION
(Second Revision)
ICS621.796.151:[678.742]
0 BIS2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
November2000
Price Group 3Textile MaterialsMadefromPolyolefins (Excluding Cordage) SectionalCommittee, TX23
FOREWORD
This Indian Standard (Second Revision) wasadopted bytheBureau ofIndian Standards, after thedraft finalized
byTextile Materials Made fromPolyolefins (Excluding Cordage) Sectional Committee hadbeen approved bythe
Textile Division Council.
Thisstandardwasfirstpublished in 1986andsubsequentlyrevisedin1992toamalgamate IS 11653‘Polypropylene
(PP)woven sacksforpacking cement’ astherequirements forbothwere similar. Inaddition, therequirements for
non-gusseted sacks had been incorporated.
This revision of the standard has been taken up to incorporate the changes suggested by National Council for
Cement andBuilding Materials (NCCBM) afterextensive laboratory testingofsamplesofHDPE/PP woven sacks
for packing cement andalsotheviewsofvarious users. Mainly thefollowing requirements have been modified:
a) Requirements of,ends,picks,massoffabric, andbreaking loadoffabric aswellastopandbottom seam.
b) Requirements forelongation atbreak ofthe fabric and mass ofsackhasbeen incorporated.
c) Themethod forsampling andcriteria forconformity hasbeen simplified.
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 offnumerical values (revised)’. Thenumber ofsignificant places retained inthe
rounded off value should be &hesame as that of the specified value inthe standard.IS 11652:2000
Indian Standard
TEXTILES — WOVEN SACKS FOR PACKING
CEMENT — HIGH DENSITY POLYETHYLENE
(HDPE)/POLYPROPYLENE (PP) —SPECIFICATION
(Second Revision )
1SCOPE 4MANUFACTURE
This standard prescribes the requirements of high 4.1Fabric
density polyethylene (HDPE)/Polypropylene (PP)
Thefabricusedinthemanufacture ofHDPE/PP woven
woven sacks for packing cement.
sacksfor packing cement shall be woven from high
density polyethylene tapes/polypropylene tapes. The
2REFERENCES
widthoftapesused formaking fabric shallbe2.5mm,
The following Indian Standards contain provisions Min(seeIS6192orIS 11197).
which through reference in this text, constitute
provision ofthisstandard. Atthetimeofpublications, 4.2 Sack
the edition indicated were valid. All standards are
The sack shall be produced from fabric woven as a
subject torevision andparties toagreements based on
tube and cut to the required length.
this standard are encouraged to investigate the possi-
bility of applying the most recent editions of the 4.2.1 Tubular Woven
standards indicated below:
Thesacktubeiswovenoncircular loom.Alternatively,
IS/ISONo. Title the sacktube may bewoven on aflatbed loom which
1964:1970 Methodsfordetermination ofweight effectively weaves two layers of fabrics. The weft is
per square metre and weight per passed via the shuttle through each layer in such a
linearmetreoffabrics(firrsetvision) waythatitformsatubeinwhich theweftiscontinuous
}969: 985 Methods fordetermination ofbreak- around the tube so formed.
ing load and elongation of woven
4.3 Seam
textile fabrics(secondreviskwz)
6192: 994 Textiles— Monoaxiallyorientedhigh The stitching shall be done only at the bottom and at
densitypolyethylene tapes—Speci- the mouth of the sack excluding valve. The stitching
fication (second revision) shallbedonewith either onerow ortworows ofchain
6359:1971 Method for conditioning of textiles stitches (seeIS 10789/1S049 15). Incaseoftworows
9030:1979 Method for determination of seam ofstitches,thesameshallbeseparated from eachother
strength of jute fabrics including byminimum 5mm and theouter row of the stitching/
theirlaminates single row stitching shall be minimum 8 mm from
10789: 1983/ Classification and terminology of theouter edgeofthe sack. The stitching shallbedone
1S04915:1981 stitch types used in seams with afold over seam to adepthof minimum 25 mm
11197:1985 Specification formonoaxially orien- sothat the stitches pass through minimum four layers
ted polypropylene tapes
of the fabric. The number of stitches per dm shall be
14* 2. The stitching shall be done by rayon, nylon
3TERMLNOIXIGY
or any’other suitable thread having breaking load not
3.0 For the purpose of this standard, the following less than 75 N.
definitions shall apply.
4.3.1 The stitching shall be uniform and without any
3.1 Gusset — Afold inserted inthe longitudinal edge loose thread or knot.
of atube or sack.
4.4 Valve for Filling of Sacks
3.2 Gusseted Sack — A sack manufactured from a
The valve shall be formed at one comer of the top of
gusseted tube.
the sack by folding the comer ofthe sack inside first.
3.3 Flat Sack — A sack manufactured from a flat There shall beadouble fold atthe top seam and then
tube. stitching shall be done through six layers.
1IS 11652:2000
NON-GUSSETEO TYPE n ‘1’7CH“NE> GfuSSiETEnD TYPE ~n
‘i
---
l-- f— I I I I *--------- f~ i
I 1-
I f-l-
1 )
I I
__J.&
------------------------------------------- -- -- -- -- --- --
—.— -—.
n
a
~w+’
n=25mm Mn.
FIG. 1VALVED STITCHEDSACK
The depth of the valve ~ shall not be less than two 7MARKINGANDPACKING
times the width ofvalve (v)in case of gusseted sacks
7.1 Marking on Sacks
and not less than 2.3 times the width of valve (v) in
The sack shall be printed with identification mark of
case of non-gusseted sacks.
sack manufacturer along with the reformation
4.5 The sackshall have anominal capacity ofholding as required by the buyer using suitable inks by
50 kg cement. ilexography.
5 ATMOSPHERIC CONDITIONS FOR 7.2 Packing
CONDITIONING AND TESTING
The sacks shall bepacked toform abale using alayer
of HDPE/PP woven fabric and suitably secured. The
5,1 Prior totest, thespecimens shallbeconditioned to
bale shall contain 500 sacks and multiples thereof.
moisture equilibrium from dry side in the standard
atmosphere of 65+ 2 percent relative humidity and 7.3 The bales shall be marked with the following
27* 2°Ctemperature aslaiddowninIS6359. information:
5.2 The test shall be carried out in the standard a) Name ofthemanufacture~
atmosphere (see5.1.1). b) Type and sizeof sacks;
c) Number ofsacks;
6REQUIREMENTS
d) Gross weight;
The HDPE/PP woven sacks, gusseted and non- e) Net weighg
gusseted, for packing cement shall conform to the o Month and year of manufacture; and
requirements specified inTable 1.
g) Anyother information required bythebuyer.
2IS 11652:2000
Table 1Requirements of HDPE/PP Woven Sacks for Packing Cement
(Clause 6)
S1 Characteristic Requirement Tolerance MethodofTest
No.
i) Dimensions, cm (see Note i)
a) Length of sack, inside (/) 71
b) Width of the sack (w) 48 ~ It) cm Annex A
c) Width of gusset (e) 7.6
}
d) Width of valve (v) 9 + 1.0 cm/– 0,5 cm
e) Depth of valve, Min ~ Asperclause 4.4 —
ii) Ends per dm 40
*I Annex A
i: Picks per dm 40
}
iv) Mass of sack, g (see Note 2) Annex B
a) Non-gusseted type 70
+ 6 Percent
b) Gusseted type 71
}
v) Average breaking strength of fabric,N (kgf1)),Min IS 1969
(Ravened strip method, 325 mm x 70mm2J)
a) Widthwise 850 (87)
b) Lengthwise g50 (87)
vi) Elongation at break of fabric 1S 1969
(Ravened strip method), percent
a) Widthwise 20
l5
b) Lengthwise 20 }
vii) Average breaking strength of top and bottom 390 (40) — Is 9030
seam (Strip method) N(kgf I)), Min
NOTES
1The buyer and the seller may agree to dimensions other than those specified above. However, tolerances as specified in
Table 1shall apply. The mass of sacks with dimensions other than those specified shall be calculated by the method given in
Annex B. The mass of sack with two folds bottom seam instead of one fold shall also be calculated.
2 The tolerance on net mass (excluding packing material) of the bale of 500 sacks shall be * 3 percent.
IJ1N = I).102 kgf (aPprOx).
z)Width Sfier ravening = 50 mm, gauge length = 200 mm.
7.4 BIS Certification Marking 8.3Thenumber ofbalestobeselected depends onthe
size of the lot and shall be in accordance with CO11
Each bale containing HDPE/PP sacks may also be
and 2ofTable 2. The number ofsacks tobeselected
marked with the Standard Mark.
from the bales sampled shall be in accordance with
7.4.1 The use of Standard Mark is governed by the CO13and4ofTable2.
provisionsoftheBureauofIndian StandardsAct, 1986
and rules and regulations made thereunder. The .Table2Sample Size and C-riteria
detaiis of the condhions under which the licence for forConformity
the use of Standard Mark may be granted to martu-
Number of Number of Sample Size Sample Size
facturersorproducersmaybe obtainedfromtheBureau
Sacks in Bales to be for Visual, for Breaking
ofIndian Standards, Lot Sampled MaasofSack Strength and
Inspection, Elongation
8SAMPLING ANDCRITEIUAFORCONFORMITY Dimensions, atBreak of
Ends, Picks Fabricand
8.1 Lot and Require- Breaking
ments Strength of
In any consignment, all the sacks of the same Seam Require-
construction shall be grouped together toconstitute a ments
lot.
(1) (2) (3) (4)
8.2 The conformity of the lot to the requirements of up to I2500 3 13 8
the standard shall be determined on the basis of the 12501 to 25000 5 20 8
test carried out on the samples selected from it.
25001 to 50000 g 32 13
50001 and above 12 50 20IS 11652:2000
8.4 Criteria for Conformity c) Average breaking strength of fabric in both “
lengthwise and widthwise directions is not
The lot shall be considered as conforming to the
left less than the value specified and none of
requirements of this standard if the following
the individual value ismore than 10percent
conditions are satisfied
below.
a) The number of defective sacks in case of d) Ten percent of the samples subject toround-
visual inspection, ends,picks anddimensions ingoff thefraction tonext higher integer can
isupto 10percent ofthesample size,subject haveindividual topandbottom seambreaking
to rounding off the fraction number to next strength up to 330 N (34 kgf), provided that
higher integer. average specified seam strength at top and
b) Mass of none of sacks tested shall be less bottom of allthe samples under testis 390N
than 6 percent of specified mass. However, (40kgf). Q
mass of 500 sacks constituting a bale e) No sack shall have percentage elongation at
or multiples thereof shall not be less than break outside the specified~ange.
–3 percent of specified massofthebale.
ANNEX A
(Table 1)
METHODS OFTEST
A-1 METHOD OF TEST FOR LENGTH AND A-2 METHOD OF TEST FOR ENDS AND PICKS
WIDTH PER DECIMETRE
A-1.1 Lay each sack as selected inTable 2, flat on a A-2.1 Count the ends and picks at two places of each
table. Render it free from creases and wrinkles and sack as selected in Table 2, with a suitable gauge
measure the inside length (1) and width (w)about the measuring 5 cm. Care should be taken to avoid
middle to the nearest 0.5 cm. counting same set of warp or weftthreads more than
once. Determine the average endsldm and picksldm
of each sack under test.IS 11652:2000
ANNEX B
(Table 1)
METHOD FOR CALCULATION OF MASS OF SACKS
ii) Mass of stitching tape or thread:
B-1 CALCULATION OF MASS OF SACKS
B-1.l Total mass ofsackcomprises of g, =llxtxlo~
where
a) massof fabric, and
b) mass of stitching tape or thread. g= mass of sack ing,
1= length of sack inmm (measured for stitch
B-1.l.1 Calculation of mass of the sack with the help
to stitch),
of the following formulae asthe case may be: -....—
w= widthofsackinmm,
i) Massof fabric: v = widthofvalveinmm,
a) For plain (non-gussetted] sack: m= mass of fabric in grams per square metre
that is,82g/m2,
g=[l+(vxl.3)+55mrn 1x2wxnlxlo4 e . width ofgusset inmm,
b) For gussetted sack: g, = mass of stitching tape/thread ing,
1, = length of stitching tape inmm, and
1
g= l+ V++ +55mm x2wxrn x104 t . linear density ofstitching tape inmm.
[
5
.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
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implementing the startdard, of neeessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Direetor (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 DOC: No. TX23(0361).
Amendments Iaaued Since Publication
Amend No. Date of Issue Text Affected
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Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
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Printedat : Prabhat OfRet Press, New Delhi-2
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11906.pdf
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IS : 11906- 1986
Indian Standard
RECOMMENDATIONS FOR
CEMENT-MORTAR LINING FOR CAST-IRON
MILD STEEL AND DUCTILE-IRON PIPES AND
FITTINGS FOR TRANSPORTATION OF WATER
Water Supply & Sanitation Sectional Committee, BDC 24
Chairman Reprcsrnting
SHRI J. D’Cxxuz Ganga Project Authority, New Delhi
Members
ADVISER ( PHE ) Ministry of Urban Develepment, New Delhi
DEPUTY ADVISER ( PHE ) ( Alternate )
SERI M. S. ASNANI Public Works Department ( Delhi Administration ),
New Delhi
SBRI P. C. SRIVASTAVA ( Alternate )
SHRI AVADHESH KUMAR Tata Consulting Engineers, Bangalore
SHRI S.CHANDRA (Alternate)
CHIEF ENGINEER ( CONSTRUCTION) Uttar Pradesh Jal Nigam, Lucknow
SUPERINTENDINQE NQINEER ( Alternate )
SHRI R. C. P. CHOUDHARY Engineers India Ltd, New Delhi
SHRI H. V. RAO ( Alternate )
SHRI S. D~IVAMANI Madras Metropolitan Water Supply and Sewerage
Board, Madras
CHIEF ENQINEER ( OPERATION
AND MAINTENANCE ) ( Alternate )
PROF J. M. DAVE Institution of Engingeers ( India ), Calcutta
Sanr S. G. DEOLALIEAR In personal capacity ( Fiat No. 403, Saoitri Cinema,
Commercial Corn&x. New Delhi-110 048 )
SHRI DEVENDRA SINGH In personal capaciiy i 16-A, Maya Mahal,‘l7th Road,
Khar, Bombay-400 052 )
ENGINEER-IN-CHIEF Water Supply & Sewage Disposal Undertaking,
New Delhi
CHIEF ENGINEER ( CIVIL I ) ( Altcrnafe )
SERI K. K. GANDHI Haryana PWD, Public Health Branch, Chandigarh
SHRI M. N. SHARMA ( Afternate )
HYDRAULIC ENGINEER Municipal Corporation of Greater Bombay, Bombay
CHIEF ENGINEER( SEWERAOE
PROJECTS ) ( Alternate )
( Continued on page 2 )
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the fn$ian 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:11906 - 1986
( Continued from page 1 )
Members Representing
SHRI S.S. KALSI Punja - b Pu ._b .l .i c Works Department, Public Health
Branch, Patrala
.&RI S. R. KSHIRSA~AR National Environmental Engineering Research
Institute ( CSIR ), Nagpur
DR P. V. R. C. PANICKER ( Alternate )
MANAQIXQ DIRECTOR Punjab Water Supply and Sewerage Board,
Chandigarh
SHRI U. N. MONDAL Calcutta Metropolitan Development Authority,
Calcutta
SERT S. R. MUKHERJEE I Alternafc )
SHRI R. NATARAJAN ’ Hindustan Dorr-Oliver Ltd, Bombay
&RI SUBHASH VERXXA ( Alternate )
PROF K. J. NATE All India Institute of Hygiene and Public Health,
Calcutta
SHRI D. GUIN ( Alternate)
PROF Y. N. RAMACHANDRA RAO Ministry of Defence ( Engineer-inchief’s Branch ),
Army Headquarters, New Delhi
MAJ B. S. PARYAR ( Alternate )
REPRESENTATIVE Public Health Department, Government of Madhya
Pradesh, Bhopal
SHRI D. K. MITRA ( Alternate I )
SHRI I. S. BAWEJA ( Alternate II )
RF.PRESEXTATIVE Tam&aN;isu Water Supply and Drainage Board,
REPRESENTATIVE The Hindustan Construction Co Ltd, Bombay
SHRI C. E. S. RAO ( Alternate )
SHRI RANJIT SINQH Ministry of Railways, New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI 0. P. RATRA ( Alternate )
SECRETARY Indian Water Works Association, Bombay
SECRETARY GENERAL Institution of Public Health Engineers India,
Calcutta
SHRI R. N. BANERJEE ( Alternate )
SHRI L. R. SEHGAL L.R. Sehgal & Co, New Delhi
SHRI S. K. SHARMA Central Building Research Institute, Roorkee
S~J~ERINTENDIN~S URVEYOR OF Central Public Works Department, New Delhi
WOREa ( NDZ )
SURVEYOR OF WORKS-~ ( NDZ ) ( Alternate )
$&RI B. N. THYAGARAJA Bangalore Water Supply and Sewerage Board,
Bangalore
SHRI H. S. PUTTAKEMPANNA ( Alternate )
SHRI G. RAMAN, Director General, BIS ( Ex-o&50 Member )
Director ( Civ Engg )
Secretary
SHRI A. K. AVASTEY
Deputy Director ( Civ Engg ), BIS
2IS: 11906- 1986
Indian Standard
RECOMMENDATIONS FOR
CEMENT-MORTAR LINING FOR CAST-IRON
MILD STEEL AND DUCTILE-IRON PIPES AND
FITTINGS FOR TRANSPORTATION OF WATER
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 2% Sovember 1986, after the draft finalized by the Water
Supply and Sanitation Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 For the majority of water supply systems; tuberculation presents no
problem; however, in certain cases, uncoated or unlined cast iron water
mains had lost an appreciable part of their original carrying capacity
after many years of service. In these relatively limited areas, reduced
carrying capacity was generally caused by tuberculation, a nodulose
growth on the inside of the pipe caused by tuberculating water. It is
now known, and has been conclusively demonstrated, that the use of
cement linings prevents tuberculation by keeping the “active” water
from coming into contact with the iron.
0.3 The principal advantage of cement linings is increased carrying
capacity when the pipe is new and maintained carrying capacity as the
pipe grows older since experience has shown that less friction results
when cement linings are used even where non-tuberculating waters are
transported.
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 fos rounding off numerical values ( wz~ise)d.
3IS :11906- 1986
1. SCOPE
1.1 This standard covers recommendation for cement mortar linings for
cast-iron and ductile-iron pipe and fittings for water and is intended for
use as a supplement to those standard.
NOTE - This type.of lining is used in particular in the transport and distribution
of water for domestic and industrial use. The temperature of the water transported
shall not exceed 80°C.
2. MATERIALS
2.1 Cement - The cement used shall be any of the following, with the
prior approval of engineer-in-charge:
4 Ordinary or low heat portland cement conforming to IS : 269-
1976*.
b) Rapid hardening portland cement conforming to IS : 8041-
1978t.
cl Portland pozzolana cement conforming to IS : 1489-19761.
4 High strength ordinary portland cement conforming to IS : 8112-
19763.
2.2 Sand
2.2.1 Type of Sand - The sand shall be well graded, from fine to
coarse, and consist of inert granular material having hard, strong,
durable, uncoated grains and meet the requirements given in 2.2.1.1.
2.2.1.1. Grading of sand - The sand used for lining shall be tested
with, standard sieves, as defined in IS : 460 ( Part 1 )-1985/l and shall
meet the requirements listed in Table 1.
2.2.2 Deleterious Material and Organic Impurities - Sand shall be free
from injurious amount of dust, clay, lumps, shale, soft or slaky particles,
mica, loam oil, alkali or other deleterious substances. Total weight of
such substances shall not exceed 3 percent of the combined weight of
the substances and the sand that contains them. In addition, limitation
shall apply to specific substance as follows:
a) Shale 1 o/om aximum allowable by weight
b) Clay lumps 1% maximum allowable by weight
*Specification for ordinary and low heat portland cement ( third revision ).
TSpecification for rapid hardening portland cement (first revision ).
fspecification for Portland-pozzolana cement ( second revision ).
SSpecification for high strength ordinary portland cement
IjSpecification for test sieves: Part 1 Wire cloth test sieves ( third revision ).
4IS : 11906 - 1986
c) Mica and deleterious 2% maximum allowable by
substances other than shale and weight
clay lumps impurities shall be
determined in accordance with
IS : 2386 ( Part 2 )-1963*
2.2.2.1 Organic impurities when tested as per IS : 2386 ( Part 2 )-
1963*, the sand shall not produce a colour darker than required in the
standard. The sand shall be acceptable, however, if it is shown by
adequate test that the impurities causing the colour are not harmful to
the strength or other specified properties of the finished lining.
TABLE 1 REQUIREMENTS FOR SAND TESTED WITH STANDARD SIEVES
( Clause 2.2.1.1 )
SIEVE SIZE PERCENT BY
WEIGHT PASSINQ
2.00 mm 100
850 i*m 95-100
600 urn 85-95
425 yni 45-60
250 pm 5-25
150 urn 2-5
2.3 Water - Water used for mixing the mortar shall meet the
requirements of IS : 456-19787.
2.4 Mortar - Mortar for the lining shall be composed of cement,
sand, and water. The mortar shall be well mixed and of proper
consistency to produce a dense homogeneous lining that will adhere
firmly to the pipe or fitting surface. Admixtures may be used provided
they do not prejudice the quality of the coating and that of transported
water nor the conformance of the lining requirement of this standard.
The cement motar shall contain not less than one part of cement to two
parts of sand, by volume. The works strength of the mortar tested
in accordance with IS : 516-1959: should not be less than 30 N/mm2
after 28 days of curing.
3. PREPARATION OF PIPE AND FITTINGS FOR LINING
3.1 The inner surface to be lined shall be free from foreign material,
loose scale or any other material which would adversely affect the
*Methods of test for aggregates for concrete: Part 2 Estimation of deleterious
materials and organic impurities.
tCode of pracr ice for plain and reinforced concrete ( third rmision ).
$Methods of test for strength of concrete.
5IS:11906- 1986
lining adhesion or cause inclusions, blisters, or voids in the lining. The
inner surface shall be free from metal projections which may protrude
beyond the thickness of lining.
4. METHOD OF LINING
4.1 Lining of Pipe aad Fittings - The cement mortar of the lining
is cast centifugally inside the pipe. Fittings shall be lined by a process
that will produce lining conforming to the requirements of this standard;
such lining may be carried out by one of the following methods:
a) Centifugally spraying and subsequent rotated to achieve
smoothing.
b) Centrifugahy spraying and simultaneously smoothing by
trowelling.
The waterway surfaces of pipe and fittings shall be completely
covered with the specified mortar. The mortar lining shall be entirely
free from cavities or visible air bubbles and shall be thoroughly compacted
throughout. The consistency of the mortar and the time and speed of
centrifuging of the pipe shall be adjusted so that segregation of the sand
from the cement is reduced to minimum. Vibration may be applied
to shorten further the duration of rotation.
4.2 Repair of Defective or Damaged Areas of Linings - Defective
or damaged areas of linings may be patched by cutting out the
defective or damaged lining to the metal so that the edges of the lining
not removed are perpendicular or slightly undercut. A stiff mortar
shall be prepared in accordance with 2.4. The cut-out area and the
adjoining lining shall be thoroughly wetted, and the mortar applied and
trowled smooth with the adjoining lining. .4fter any surface water has
evaporated, but while the patch is stilI moist, it shall be cured as
specified in 9.
5. SOCKET
5.1 The socket shah be free of mortar.
6. PROTECTION OF WORK
6.1 The lined pipe and fittings shall be protected from extreme heat due
to direct rays of the sun, from impact of rainfall, and from freezing
temperatures until the linings have cured sufficiently to withstand these
conditions.
7. THICKNESS OF LINING
7.1 Standard Thickness - The normal thickness of linings for pipe
and fittings, as determined in 8 are given in Table 2.
6IS : 11906 - 1986
TABLE 2 THICKNESS OF THE CEMENT MORTAR LINING
( Clause 7.1 )
PIPE MATERIAL NOMINAL DIAMETER MINIMUM MEAN MINIMUX THICKNESS
OB PIPE LAYER TEICKNESS AT ONE POINT
.
mm mm mm
Cast iron or loo-250 3 1.5
ductile iron
300-900
Over 900 2 ;:;
Steel 100-300 8” 3.0
350-900
1 000-l 500 10 ;:;
Over 1 500 15 120
NOTE - If desired by the purchaser, layer thickness more than specified may be
provided.
At the pipe ends, the lining thickness may be reduced to values
below the minimum thickness. The length of the chamfer shall be less
than 50 mm.
7.2 Permitted Tolerances - A thickness tolerance of + 20% shall
be permitted on pipe and + 40”/, on fittings.
8. DETERMINATION OF THICKNESS
8.1 Lining thickness shall be determined on the freshly centrifuges
mortar at intervals frequent enough to assure compliance. Thickness
of lining may be determined by means of a steel pin not larger than
1.5 mm in diameter or on a hardened mortar by means of a non-
destructive measurement process. The lining shall be measured at four
equidistant points on two cross sections of the barrel at each end of the
pipe or fittings. The first set shall be at least 200 mm from the respective
ends of the nioe or fitting. The second set shall be made as far into
the interior’ df the pipe-or fitting as can be readily reached without
injuring the lining.
9. CURING
9.1 The lining shall be cured in such a manner as to produce a properly
hydrated mortar lining that is hard and durable and will otherwise
meet the requirements of 10. After final setting of lining mortar, curing
water may be applied by laying sprinkler hose at the invert. The
curing may also be effected by covering with a layer of sacking, canvas,
hessian or similar materials and kept constantly wet for at least 7 days
7IS : 11906- 1986
from the date of application of mortar. Overground pipes shall be
protected from direct sun light by putting moist hessian or similar
material.
NOTE - Membrane curing may also be used with approved curing components
in lieu of the moist curing with the permission of the Engineer-in-Charge. Such
compounds shall be applied as soon as the mortar has set.
10. LINING QUALITY
10.1 The surface of cement mortar lining shall be uniformly smooth and
shall be free from voids. The lining shall not have any flaky areas. It
shall not be crumbly and have not any waves or grooves.
10.2 Unbonded areas of cement lining in a pipe or fitting are acceptable
if the dimension of any single area does not exceed the nominal diameter
in the circumferential direction and in logitudinal direction does not
exceed the nominal diameter or 300 mm, whichever is greater.
Longitudinal cracks developed due to shrinkage, less than 225 mm
in length or less than the nominal diameter, whichever is greater, are
permitted. Circumferential cracks of any length are permitted. Surface
crazing is permitted.
Repair of any unacceptable condition is permitted in the field, in
accordance with 4.2.
Pipe shall not be despatched until 21 days have elapsed since the
date of lining.
11. LINING OF SPECIALS
11.1 Whenever practicable, special shall be made from cut lengths of
matured lined straight pipes. The lining shall be cut back from the end
to ends to be bevelled and welded, for a sufficient distance to ensure that
any of the mortar which is intended to remain as part of lining shall not
suffer damage by the cutting or welding process. The lining shall be
made good by rendering by hand.
11.1.1 Hand rendering of specials shall consist of freshly mixed
mortar of a mixture equivalent to that of the lining being repaired,
and shall be thoroughly compacted and finished to a smooth surface of
the correct form.
12. SEAL COAT
12.1 The seal coat as pore sealer may be applied to the surface of lining
with the prior approval of engineer-in-charge. The seal coat shall be
continuous and shall adhere to the mortar lining at all points. The
seal coat after drying for at least 48 hours, shall have no harmful effect
to the quality of the water or on the lining.
8
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12803.pdf
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IS12803:1989
Indian Standard
METHOD OF ANALYSIS OF HYDRAULIC
CEMENT BY X-RAY FLUORESCENCE
SPECTROMETER
UDC 666.942 : 543.422.8
@ BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1990 Price Group 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Jndian Standard was adopted by the Bureau of Jndian Standards on 29 September 1989, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
With the advent of large scale cement plants and introduction of sophisticated technology for the
manufacture of cement, it has become absolutely essential to have a precise control in quarrying,
crushing, proportioning of raw materials for raw mix preparation, and stable operation of the kiln
to get desired quality of clinker. For this purpose, the analytical data of the chemical constituents
is essential at more frequent intervals for necessary corrective steps to be taken. The conventional
methods of chemical analysis, such as gravimetric and volumetric methods, which are generally
practised, though accurate and precise, are time consuming, resulting in delay for necessary correc-
tive actions. In addition to the conventional methods given in IS 4032 ; 1985, the technique of
X-ray fluorescence (XRF) spectroscopy may be used for routine quality control purposes. The
advantage of this technique is its rapidity of analysis and its suitability as ‘on-line’ as well as
‘off-line’ system. Availability of quick data is extremely useful for corrrecting, proportioning and
controlling the raw mix to ultimately achieve the desired quality of clinker and cement. With this
in view, the Cement and Concrete Sectional Committee felt it necessary to bring out a standard
covering the method for X-ray fluorescence spectrometric analysis of hydraulic cement. This
standard lays down the procedure for conducting X-ray fluorescence spectroscopy of major and
minor constituents of hydraulic cement. This method may be suitably used for analysis of clinker as
well as raw materials and raw mix used in cement manufacture. Jn case of dispute or doubtful
marginal values in estimation of elements covered in IS : 4032 : 1985, the methods described in
IS 4032 : 1985 shall be taken as refree method.
The composition of the technical committee responsible for the formulation of the standard is
given at Annex A.
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 )-IS 12803: 1989
METHOD OF ANALYSIS OF HYDRAULK
CEMENT BY X-RAY FLUORESCENCE
SPECTROMETER
1 SCOPE system, the intensities of various X-ray lines are
measured and correlated to elemental
1.1 This standard covers X-ray fluorescence concentration.
spectrometric procedure for chemical analysis
of different hydraulic cements and clinkers. 4.2 Experimental Procedure
1.2 This standard covers the determination of Sample is converted into a suitable tablet form
SiOz, A&03, Fez03, CaO, MgO, SOS, Na20, I&O. by using either a pressed pellet or fused bead
Mn@3, PzOS. TiOz, Cl and CrzOj. technique. This sample is exposed to primary
X-rays from the X-ray tube. The fluorescent
NOTE - This method determines the element con- X-rays emitted by the elements are analysed
centration but the c;onvention of expressing composi-
by using a set of collimators, dispersing crystals,
tion in terms of oxides is followed.
detectors and intensity measuring system. The
intensities of secondary X-rays are proportional
2 REFERENCES to the concentration of the elements. A calibra-
tion is carried out using a set of suitable
The Indian Standards given below are necessary
reference standards with varying ranges of oxide
adjuncts to this standard.
concentration. Concentration of the elements
are determined from the calibration curves.
IS No. Title
IS 3535: 1986 Methods of sampling 5 REPRODUCIBILITY OF RESULTS
hydraulic cement ( ,first
In all cases, check determination ( expressed in
rrvision )
percent ) shall be made and repeated if satisfac-
IS 4032 : 1985 Method of chemical analy- tory checks are not obtained. The diirerence
sis of hydraulic cement between the cheek determinations shall not
( .firsl rcvisiorl ) exceed the limits given below for individual
constituents:
3 SAILIFLIN~; SiO2 + 02
Al203 -& o-1
The samples of cement shall be taken accor-
Fez03 :I. 0.1
ding to the requirements of IS 3535 : 1986 and the
CaO * 0.2
relevant standard specification for the type of
cement being tested. The representative sample YJO $ 00’:
of the cement selected as above shall be
Na:O ii- 0.05
thoroughly mixed before using and about 100 g
KzO + 0.05
of sample from this shall be taken for analysis.
TiOz & 0.03
PZOS j, 0.05
4 OUTIINE OF THE METHOD Mn203 _t 0.05
CrzOj + 0,005
4.1 Principle Cl i 0.005
In this method the sample is irradiated by X-ray 6 APPARATUS
beam from an X-ray source. These X-rays are
6.1 Balance
absorbed by the elements present in the sample
which, in turn, emit X-rays called secondary 01 Analytical balance with a precision of weighing
fluorcsccnt X-rays. These X-rays are charactcr- accurately up to 0.1 mp.
istic of the elements present in the sample in
terms of their wavclcngth ( or energy ) by way 6.2 Sample Preparation Equipment
of their origin, that is, transitions amongst
var;ous ::nergy states. Their intensities arc 6.2.1 Prc~wI Pcllct Epfpfucnt
directly proportional to the concentration of
6.2.1.1 Grinding mill
emitting element in the sample. Using suitable
X-ray wavelength dispersion and detection Grinding mill with suitable chamber for grinding.
IS 12803:1 989
c>
the sample with a time control. Sodium tetraborate
d) Lithium fluoride
6.2.1.2 Press
e>
Lithium bromide
Press for pellet preparation capable of giving
controllable pressure up to 50 tonnes and f > S odium bromide
producing pressed pellet suitable in size for
X-ray analysis. g) Potassium nitrate
6.2.1.3 Stainless steel discs/rings or disposable h) Lanthanum oxide
aluminium cups suitable for preparing the pressed 2 Dilithium tetraboric acid
pellet in required size for X-ray analysis.
9 Disodium tetraboric acid
6.2.2 Flrsion Equipment
m) Stearic acid
6.2.2.1 Melting equipment
n) Boric acid
It shall be capable of melting the sample with
p) Cellulose
flux and attaining a minimum temperature of
1 200°C. q) Polyvinyl alcohol
NOTE _- various types of melting equipment are NOTE - Sodium and potassium reagents shall not
available commercially, such as resistance heating be used in estimation of alkalies.
system, induction heating system and gas heating
system.
8 STANDARD REFERENCE MATERIAL
6.2.2.2 Crucibles and custing dishes
Standard cement samples of National Council
Crucible made of 95 percent platinum and 5 for Cement and Building Materials or any
percent gold or graphite curcible or platinum other analysed cement samples meeting the
rhodium crucible of suitable dimensions to requirements of accuracy of analysis within the
product a bead of required size for X-ray specified limits shall be used for calibration.
analysis. Standard samples for calibration purposes shall
be selected in such a way so as to cover the
NOTE - Graphire crucible, though reusable, have variations in concentrations of the individual
limited life compared to platinum-gold crucible or constituents for specific materials.
platinum-rhodium crucible.
4.3 Muffle Furnace 9 PROCEDURE
Furnace capable of continuous operation up to 9.1 Freparation of Sample
1200°C with an indicating pyrometer.
9.1.1 Pressed Pellet Tec,hniqw
6.4 X-ray Fluorescence Spectrometer ( XRF )
A sample of about 100 g is subjected to grinding,
6.4.1 Spectromete! using a suitable grinding mill. for a pre-selected
time determined by carrying out an experiment
Spectromctcr with high voltage generator, X-ray to finally yield sample with particle size less than
tubes, dispersing crystals, collimators, detectors, 20 microns. Approximately 15-20 g of this
measuring system with or without micropro- ground sample is then filled in steel disc/ring or
cessor/computcr. printer. etc. suitable for deter- aluminium cup The disc/ring or cup is then
mination of required elements. placed under the press for a specified time and
pressure predctcrmined by carrying out preli-
6.4.2 Chilled water supply system for cooling
minary enpcrimcnts to produce stable pallets
X-ray tube, suitable vacuum pump and air com-
and to give reproducible XRF intensities for all
pressor as specified by the manufacturer.
elements. Particle size, pressure and time of
6.4.3 Gas cylinder fitted with two stage pressure application of pressure shall be kept the same
regulator and containing argon with 10 percent for calibration and test samplus. If required, a
methane gas or any other gas as specified by suitable binder in fixed proportion shall bc added
the manufacturer. to calibration and test sample.
7 REAGENTS 9.1.2F used Bead Technique
Pure chemicals of analytical reagent grade shall For this technique, sample shall bc taken as
be used in analysis. The following reagents are such. Determine the loss on ignition as described
generally used: in IS 4032 : 1985.
9.1.2.1 A predetermined quantity of sample on
a) Lithium rnctaborate
ignited basis and flux shall be mixed thoroughly
b) Dilithium tctraborate in a crucible and fused to obtain a clear meltIS 12803 : 1989
expelling air bubbles, if any. Allow it to cool where,
in the crucible or immediately transfer it to
X = CPS for an element;
suitable mould made of 95 percent platinum and
Y -~ Concentration of element in the
5 percent gold, preheated to about 800°C. The
sample in percent;
temperature and time required for melting would
vary depending on the flux material used and m == Slope of the calibration curve; and
sample to flux ratio. These parameters for c = Intercept on Y-axis
particular flux shall be predetermined to give
a transparent homogeneous glass bead. 9.3.4.1 Alternatively, if XRF system is equipped
with a computer, these calibration curves shall
be obtained with the help of the computer. The
NOTES
coefficients m and L’ for each element shall be
1 Potassium/sodium nitrate may be incroporated along stored in the computer system for subsequent
with the flux whenever an oxidizing atmosphere is use while analyzing the sampies.
required during fusion.
9.3.4.2 In the case of interference on XRF inten-
2 Lanthanum oxide acts as a glass forming oxide and sity of one element due to the others in the
may be used for avoiding the cracking of beads.
sample, the equation I’ = nzX + c takes the
3 Addition of sodium bromide/lithium fluoride or form Y = mX’ imc + terms involving interferences.
lithium bromide as releasing agent is required in cases These terms are calculated with the knowledge
where problem of sticking of glass bead to platinum- of interfering elements and their concentrations.
gold crucible is faced.
Typical example of interferences for major
constituents in cement and related materials are
9.2 Preparation of Standards for Calibration
given below:
Required number of samples shall be taken for
calibration purpose. Prepare pellets or beads Element Analysed Interfk-ing EIement
with these samples as given in 9.1.1 or 9.1.2. Si Mg, Al
9.3 Measurement of XRF Intensities Al Mg, S
Fe Ca, Si
9.3.1 Instrument Stabilization Ca K
For acceptable accuracy of the results, it is Mg Ca
necessary to keep the XRF instrument switched
on for specified time as per manufacturer’s 9.3.4.3. The interference coeficicnts are different
instructions. The detector gas flow, spectrometer for each X-ray analyser. In case of minor
chamber temperature, room temperature and constituents, interferences are negligible.
chilling water temperature shall be kept within
the limits prescribed by the manufacturer. 9.3.5 Analysis
Samples prepared according to 9.1.1or 9.1.2 shall
9.3.2 Sclecfion of Instrrrmental Parameters be subjected to XRF intensity measurements using
the same instrumental parameters as for the stan-
The instrumental parameters are to be selected
dard samples, Jt is absolutely necessary to check
for each element in accordance with the guide-
the performance of the XRF system with the stan-
lines given by the manufacturer. For a
dard reference samples before taking up analysis.
sequential XRF system, operator should carry
If there is any drift or change in CPS in standard
out the preliminary experiments to select and
reference sample for any element, calibration
optimize the instrumental parameters given by
curve needs to be correct.ed. This shall bc done
the manufacturer.
by measuring CPS using standard refcrcnce
samples.
9.3.3 Measuremetrts &for Calibration
With the set of standard samples prepared as Every day calibration shall be checked as indicated
described in 9.1.1 or 9.1.2, measure the XRF above, and in case of any deviation, recalibration
intensities for all the elements of interest by shall bc carried out. A standard cement sample
using the instrumental parameters selected as shall be then analysed for confirming correctness
indicated in 9.3.2 and repeating the measure- of calibration.
ments 3 times.
10 CALCULATIONS
9.3.4 Calibration
10.1 Pressed Pellet Technique
From XRF counts per second ( CPS ) versus
Report the concentration values obtained from
concentration data for each element. a linear
graph or computer as such. Loss on ignition
calibration shall be obtained by plotting a graph
and insoluble residue, determined according to
having the following equation:
IS 4032 : 1985, shall be reported alongwith
concentration.
3IS 12803 : 1989
10.2 Fused Bead Technique received, basis. Loss on ignition and insoluble
residue determined according to IS 4032 : 1985,
Calculate the concentration values from those
obtained on ignited basis and convert it to as shall be reported alongwith concentration.
ANNEX A
COMPOSITION OF THE TECHNICAL COMMITTEE
CEMENT AND CONCRETE SECTIONAL COMMITTEE, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building
Materials, New Delhi
Members
SHRI K. P. BANERJEE Larsen and Toubro Limited, Bombay
SHRI HARISHN . MALANI ( AZternate )
SHRI S. K. BANERJEE National Test House, Calcutta
CHIEF ENGINEER( BD ) Bhakra Beas Management Board, Nangal
Township
SHRI J. C. BASUR ( Alternate )
CHIEF ENGINEER( DESIGNS) Central Public Works Department, New Delhi
SUPERINTENDINGE NGINEER(S & S ) ( Alternate )
CHIEFE NGINEER( RESEARCH-CUW-DIRECTO) R Irrigation Department, Government of Punjab
RESEARCHO FFICER( CONCKETBT ECHNOLOGY)
( Alternate )
DIRECTOR A. P. Engineering Research Laboratories,
Hyderabad
JOIN’TD IRECTOR( Alternate )
DIRECTOR Central Soil and Materials Research Station,
New Delhi
CHIEF RESEARCHO FFICER( Alternate )
DIRECTOR( C & MDD-IT ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C 8t MDD-IT ) ( Altermrte )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIK ),
Ghaziabad
SHRI S. GOPINATH The India Cements Limited, Madras
SHRI A. K. GUPTA Hyderabad Industries Limited. Hyderabad
SHRI J. SBN GUPTA National Buildings Organization. New Delhi
SHRI P. J. JAGUS The Asscciated Cement Cornpanics Ltd, Bombay
DR A. K. CIIATTERJE(E Alternate )
JOINT DIRECTORS TANDARDS( B & S )/CB-I Research, Designs and Standards Organization
( Ministry of Railways ), Lucknow
JOINTD IRECTORS TANDARD( B & S )/CB-II
( Alternate )
SHRI N. G. JOSHI Indian Hurne Pipes Co Limited, Bombay
SHRI R. L. KAPOOR Roads Wing ( Ministry of Transport ),
Department of Surface Transport, New Delhi
SHRI R. K. SAXENA ( Alternate )
DR A. K. MULLICK Natioual Council for Cement and Building
Materi::ls, New Delhi
SHRI G. K. MAJUMDAR Hospital Scrviccs Consullancy Corporation
( India ) Ltd, New Delhi
SHRI 1’. N. MEWA Geological Survey of India, Calcutta
SHKI S. K. MAYIIUR ( AZternutc )
4IS 12803 : 1989
Members Representing
Development Commissioner for Cement Industry
SHRI NIRMAL SINGH
( Ministry of Industry )
SHRI S. S. MIGLANI ( Alternate )
M. N. Dastur and Company Private Limited,
SHRI S. N. PAL
Calcutta
SHRI BIMAN DASGUPTA ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
CT-COL R. K. SINGH ( Alternate )
SHRI H. S. PASRICHA Hindustan Prefab Limited, New Delhi
SHRI Y. K. PHULL Indian Roads Congress, New Delhi; and Central
Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA( Alternate ) Central Road Research Institute (CSIR),New Delhi
DR MOHANR AI Ce;;;ikefuilding Research Institute ( CSIR ),
DR. S. S. REHSI ( Alternate )
Dalmia Cement ( Bharat ) Limited, New Delhi
SHRI A. V. RAMANA
DR K. C. NARANG( Alternate )
Directorate General of Supplies and Disposals,
SHRI G. RAMDAS
New Delhi
SHRI T. N. SUBS&R AO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Alternate )
DR M. RAMAIAH Structural Engineering Research Centre
( CSIR ), Madras
DR A. G. MADHAVAR AO ( Alternate )
SHRI A. U. RIJHSINGHANI Cement Corporation of India, New Delhi
SHRI C. S. SHARM.~( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXENA( Alternate )
SUPERINTENDINGE NGINEER( DESIGNS ) Public Works Department, Government of Tamil
Nadu
EXECU’~IVEEN GINEFI(RS MD DIVISION) (A hernate)
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYYA( Alternate )
SHRI S. K. GUHA THAKURT.Z Gannon Dunkefley & Co Ltd, Bombay
SHRI S. P. SAXKARNARAYANAN( Altwzatr )
DK H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutrat
SIIRID . C. CHAT~JRVEII(I Alternate )
SHRI G. RAMAN, Director General, BIS ( Eh-offi’cio Member )
DIREC’I‘OR( CIV ENGC~)
Secretary
Shri N. C. Bandyopadhyay
Joint Director ( Civ Engg ). BIS
CEMENT, POZZOLANA AND CEMENT ADDITIVES SIJBCOMMITTEE, BDC 2 : 1
Convener
DR H. C. VISVEWARAY,~ National Council for Cement and Building
Materi::!s. New Delhi
hf nnbers
Dx A. IS. M~ILLICK 1 (Altwlates to Dr Ii. C.
DR ( SMT ) S. LAXMII Visvesvaraya )
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development,
New Delhi
SHRLT . MAUNESHWA(R Altertzute )
%,..I SOMNATHB ANERJBE Cement Manufacturers Association, Bombay
CHIBF ENGINEER( I&SEARCH-C~,X-DIRECTO) R Irrigation Department, Government of Punjab
R~S~~AIICQIII :FICIX ( CT ) ( Altsrwtc )
5IS 12803: 1989
Members Representing
SHRI N. B. DEEAI Gujarat Engineering Research Institute,
Vadodara
SHRI J. K PATEL ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER( Akrnate )
DIRECTOR( C & MDD II ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD II ) ( Alternate )
SHRI R. K. GATTANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VAISHNAV(I Alternate )
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE( Alternate )
JOINT DIRECTOR,S TANDARD(S B & S )/CB-I Rerua$;.$esigns and Standards Organization,
JOIN,~D IRECTOR,S TANDARDS( B & S )/CB-II
( Alternate )
SHRI R. L. KAPOOR Roads Wing (Ministry of Transport), Depart-
ment of Surface Transport, New Delhi
SHRI R. K. DATTA ( Alternate )
SHRI W. N. KARODE The Hindustan Construction Co Ltd, Bombay
SHRI R. KUNJITHAPATTAM Chettinad Cement Corporation Ltd, Poliyur
Tamil Nadu
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation
( India ) Ltd, New Delhi
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
SHRI NIRMALS INGH Development Commissioner for Cement
Industry (Ministry of Industry )
SHRI S. S. MIGLANI ( Alternate )
SHRI Y. R. PHUL.L Central Road Research Institute ( CSIR ),
New Delhi
SHRI M. R. CHATTERJEE( Alternafe )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANG( Alternate )
COL V. K. RAO Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. S. GALANDE( Alternate )
SHRI S. A. REDDI Gammon India Ltd, Bombay
DR S. S. REHSI Central Building Research Institute ( CSIR ),
Roorkee
DR IRSHADM ASOOD( Alternate )
SHRI A. U. RIJHSINGHANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINGH Federation of Mini Cement Plants, New Delhi
SUPERINTENDINGE NGINEER( D ) Public Works Department, Govt of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINEER( GENERAL)
( Alternute )
SHRI L. S~AROOP Orissa Cement Ltd, New Delhi
SHRI H. BHATTACFIARYY( AA lternate )
SHRI V. M. WAD Bhilai Steel Plant, Bhilai
AD-HOC PANEL FOR ADVANCED METHODS FOR TESTING OF CFMENT,
BDC 2 : J/AP2
SHRI K. H. BARU National Council for Cement and Building
Materials, New Delhi
DR A. K. CHA~,TERJEE Ths Associated Cement C‘ompanics Ltd, Bombay
SHI~IC . H. PAGE ( Alcrwate )
SHRI P. KRISHNAMUR~‘HY Larsen & Toubro Ltd, Bombay
DR V. N. RAO Coromandel Fertilizers Ltd, Secunderabad
6Standard 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 detined 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 Standards Act, I986 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 should 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 2 (4436)
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 : 331’0138, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, { 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 44.5-446, Sector 35-C, CHANDIGARH 160036 2 1843
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GU WAHATI.
HYDERABAD. JAIPUR. KANPUR. PATNA. TRIVANDRUM
Printed at Kapoor Art P&s, New Delhi, India
|
4121.pdf
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/
Is I4111 - 1967
Lndian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER
TRANSMISSION RATE BY CAPILLARY
ACTION THROUGH NATURAL
BUILDING STONES
Second Reprint MARCH 1989
UDC 691.2:551.491.7
@ Copyright 1967
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
Gr 2 July 1967XS : 41211 I%7
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER
TRANSMISSION RATE I$Y CAPILLARY
ACTION THROUGH NATURAL
BUILDING STONES
Stones Sectional Committee, BDC 6
Chairman Representing
SERIQ.MUTIIAOHEN Central Public Works Department
Members
SBRI G. C. DAS. National Test House, Calcutta
DEPUTY CHIEB ENOINEBR, Ministry of Railways
CENTRALRAILWAY
DEPUTY CHII3P ENGINEER Public Works Department, Government of Mysore
DI!+~~~~~&T CONTROL Central Water & Power Commission
SRRI M. K. GUPTA Himalayan Tiles and Marble Private Limited.
Bombay
SHRI S. K. JOOLEKAR Central Pubhc Works Department
SRRI N. KABRA Makrana Marble &LS toneGo, Makrana
SHRI V. S. KAMAT The Hindustan Construction Co Ltd, Bombay
SFIRI S. KRISHNA IYER Builders’ Association of India, Bombay
SHRI V. S. KRISHNASWAMY Geological Survey of India, Calcutta
SHRI B. D. MATHU~ Public Works Department, Government of Rajasthan
SHRI V. R. BHATNAGAR (Alternate J
SH~I T. R. MEHANDRU Institution of Engineers ( India ), Calcutta
&tar G. S. MERBOTRA Central , Building Research Institute ( CSIR ),
Roorkee
SHRI D. L. MOTWANI Ministry of Transport and Shipping ( Roads Wing)
SHRI PREM SWARUP Directorate of Geology and Mining, Government of
Uttar Pradesh
SERI A. K. AQARWAL ( Alkrnate)
SHRI RABINDER SIN~H National Buildings Organization, New Del hi
DR A. V. R. RAO ( Alternate )
SHRI SATJIT SIN~H Dholpdr Stone Co? Baruli
SRRI M. L. SETHI Directorate of Mmes and Geology, Government of
Rajasthan
SHRI Y. N. DAVE ( Altematc)
SHRI J. S. SHAH Associated Stones Industries ( Kotah ) Ltd,
Ramganjmandi ( Rajasthan )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002IS t 4121~1 967
( Continuedfrom page 1 )
Members Representing
SUPERINTENDENT Bisra Stone Lime Co Ltd, Birmitrapur
. SXRX D. Ci MITTRA ( Alternate )
SDPERINTENDINO ENQINEER Public Works Department, Government 01 Madras
( DESIQNS )
SUPERIN~NDINQ EN~ID~E=R Public Works Department, Government of Andhra
Pradesh
s22 z “$ Yoer Engineer-in-Chief’s Branch, Army Headquarters
SERI R.‘N;cuHA.T~N, Director General, IS1 ( Ex-ojicio Member )
.
Director ( Civ Engg )
SHRI K. M. htATAUK
Assistant Director ( Civ Engg ), ISIIS : 4121.1967
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WATER
TRANSMISSION RATE BY CAPILLARY
ACTION THROUGH NATURAL
BUILDING STONES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Insti-
tution on 16 May 1967, after the draft finalized by the Stones Sectional
Committee had been approved by the Civil Engineering Division Council.
0.2 Dense varieties of natural building stones are sometimes used for
waterproofing or damp-proofing courses in buildings and ,their performance
would depend upon the satisfactory prevention of flow of water by capillary
‘ransmission. The determination of water transmission rate by capillary
action through natural building stones, therefore, assumes considerable
importance. This standard provides a uniform basis for determination of
water transmission I rate by capillary action through natural building
stones.
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 This standard is one of a series of Indian Standards on method of test
for natural building stones. Other standards published so far in the series
are given in Appendix A.
0.5 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 lays down the procedure for determination of rate of
water transmission rate by capillary action through natural building
stones.
*Rules for roundingo ff numerical values ( rcuid ).
3IS : 4121- 1967
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 In case of 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, texture and structure shall be observed. Separate
samples of stone weighing at least 25 kg each of unweathered type shall be
obtained from all strata that appear to vary in colour, texture and
structure. Pieces that have been damaged by blasting driving wedges,
heating, etc, shall not be included in the sample.
2.3 In case of field stone and boulders a detailed inspection of the deposits
of field stone and boulders, over the area where the supply is to be
obtained, shall be made. The different kinds of stone and their condition
in the various deposits shall be recorded. Separate samples shall be
selected of all classes of stone that would be considered for use in
construction as indicated by visual inspection.
2.4 When perceptible variations occur in the quality of rock, the purchaser
shall select grs many samples as are necessary for determining the range in
properties.
3. TEST SPECIMENS
3.1 Test pieces shall be square prism 5 x 5 cm in cross section and 6 cm in
length. The pieces shall be square-cut or fine tooled on all the faces
and the dimension 5 ~5 cm should be cut along the planes of strati-
fication.
3.2 At least 6 test pieces shall be used for the test.
4. APPARATUS
4.1 General - The apparatus shall consist of a shallow glass vessel 10 cm
in diameter and 2 cm deep. The glass vessel shall be provided with a cover
plate with a square hole of 5.25 x 5.25 cm in the centre (.EC Fig. 1 ).
The cover should have ground glass flange. The hange should rest on the
ground glass flange of the shallow glass vessel. The flanges should be
properly greased before putting the cover plate over the glass vessel so as
to make the ,joint leak-proof.
4.2 Sealing Material - Paraffin wax mixed with resin or some other
suitable material may be used for sealing the joints and in the hole so as
to make the whole arrangement leak-proof.
4.3. Balance - A balance sensitive to 0.01 g for weighing shall be used.
4IS r 4121- 1967
STONE SPECIMEN
\
WAX COATING
\
WATERPROOFING
ADHESIVE
60
T-- ------------
-------.
h
-------
20
APbROX
\
14
L 1009 -I
All dimensions in millimetres.
FIG. 1 TYPICAL ARRANGEMENT OF WATER TRANSMISSION TEST
5. TEST PR&EDURE
5.1 The specimen shall be placed in the centre of the glass vessel. The
vessel shall then be filled with the -distilled water to nearly three fourths
( l-5 cm ) of its depth and the cover plate shall be placed in position over
the vessel so that part of the test specimen projects through the central hole
of the cover plate. The sides of the specimen exposed above the cover
plate shall be given wax coating so as to prevent evaporation from the
sides of specimen”
5.2 All joints shall be made water-tight by using paraffin wax mixed with
resin or some other suitable material to ensure that these are leak-proof
and no evaporation takes place through them.
5.3 The test shall be carried out at a relative humidity of 65 f 5 percent
,and at a temperature of 27 f 2°C and the sample shall be maintained to
t.his condition for 24 hours before the test is carried out.
5.4 The whole of this arrangement shall then be carefully weighed over
the sensitive balance specified in 4.3.
5.5 Weighing shall be repeated after every 24 hours interval so as to
record the rate of loss of water that results due to its evaporation from the
top surface of the specimen.
5IS : 4121- 1967
6. REPORT OF TEST RESULTS
6.1 The total loss of water in grams at the end of 48 hours shall be
reported.
6.2 The period and the values of rate of loss of water after which it be-
comes constant shall be reported.
6.3 The water transmission rate by capillary action shall be expressed as
loss in water in grams in 48 hours after the rate OF loss has become
constant.
APPENDIX A
( Clause 0.4 )
INDIAN STANDARDS ON METHODS OF TESTS FOR
NATURAL BUILDING STONES
IS : 1121-1957 Determination of compressive, transverse and shear
strengths of natural building stones
IS : 1122-1957 Determination of specific gravity and porosity of natural
building stones
IS : 1123-1957 Petrographical examination for natural building stones
IS : 1124-1957 Water absorption of natural building stones
IS : 11251957 Weathering of natural building stones
IS : 1126-1957 Durability of natural building stones
IS : 1706-1960 Determination of resistance to wear by abrasion of natural
building stones
IS : 4122-1967 Surface softening of natural building stones by exposure to
acidic atmospheresr
BUREAU 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). 63292 95
BOMBAY 400093
tEastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Nortnern : SC0 445-446, Sector 35-C
CHANDIGARH 160036
Southern : C. I. T. Campus, MADRAS 600113 l 41 24 42
41 25 19
141 29 16
Brancn 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. 82/B% Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward No. 29, R. G. Barua Road. -
5th Byelane, GUWAHATI 781003
5-B-56(3 L N. Gupta Marg. (Nampally Station Road), 221083
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005
117/4lBB Sarvodaya Nagar, KANPUR 208005
Patliputra Industrial Estate, PATNA $00013 6 23 05
Hantex Bldg ( 2nd Floor ). Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office i With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 419005
*Sales Offlca in Eombzy is at Novelty Chambers. Grant Road, 69 65 28
Bombay 400007
tSales Office III Calcutta is at 5 Chowringhee Approach. P. 0. Princep 27 66 00
Street. Calcutta 700072
Reprography Unit, BLS, New Delhi, India
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14462.pdf
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IS14462:1997
Indian Standard
RECOMMENDATIONS FOR LAYOUT,
DESIGN AND CONSTRUCTION OF
GREENHOUSE STRUCTURES
ICS 65.040.30
0 BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAJTAR MARG
NEW DELHI 110002
October 1997 Price Group 4
YSurface Covered Cultivation Structures Sectional Committee, FAD 43
FOREWORD
This standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Surface
Covered Cultivation Structures Sectional Committee had been approved by the Food and Agriculture
Division Council.
Development of greenhouse technology in India is of recent origin. Greenhouse technology permits the
cnhancemcnt of horticultural crop productivity particularly those of vegetables and flowers. This tech-
nology requires a considerable energy input for environmental control. It is, therefore essential that
adcquatc guidclincs for the layout, design and construction of greenhouse structures and climate control
system should bc laid down. This standard has, therefore, been prepared with aview to providing necessary
guidance in this area.
In preparation of this standard, assistance has been derived from ASAE EP 460 - 1995 Commercial
Greenhouse Design and Layout, Published by American Society of Agricultural Engineers.
The composition of the technical committee responsible for the formulation of this standard is given in
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 @vi.&)‘. 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 14462:1997
Indian Standard
,RECOMMENDATIONSFORLAYOUT,
DESIGNANDCONSTRUCTIONOF
GREENHOUSE STRUCTURES
1 SCOPE 3 DEFINITIONS
This standard covers recommendations for layout, For the purpose of this standard, the definitions
design and construction of greenhouse structures. given in IS 14461 shall apply.
2 REFERENCES 4 DESIGN LOAD
The following Indian Standards contain *provisions 4.1 The design load includes the weight of the
which through references in this text, constitute structure (dead load), loads (equipment, etc) as-
provisions of this standard. At the time of publica- sociated with building use (live load) and loads
tion, the editions indicated were valid. All stand- from snow and wind.
ards are subject to revision, and parties to
4.I.l Dead Load
agreements based on this standard are encouraged
to investigate the possibility of applying the most AlI fixed services equipment such as heating, ven-
recent editions of the standards indicated belo-x tilating, air circulation, electrical, lighting, water-
ing, and energy conservation blankets should be
IS No. Title
included if supported by structural members. Long
SP 7 : 1983 National Building Code of India term crops such as tomatoes and cucumbers sup-
ported by the structure are also considered as dead
SP30 : 1986 National Electrical Code of India
loads. For estimation of dead load the actual mass
875 Code of practice for design loads of building materials and systems shall be taken
(other than earth quake)’ for into account.
buildings and structures
(Part 3) : 1987 Wind loads (second revision) 4.1.2 Live Load
(Part 4) : 1987 Snow load (second revision) Live loads arc temporary loads and shall include the
mass of repair crews and hanging plants.
2508 : 1984 Low density polyethylene films
(second revision) 4.1.3 Snow Load
3034 : 1993 Code of practice for fire safety of
The greenhouse should be designed as to resist the
industrial buildings: Electrical
snow load. In area of snow, a minimum distance of
generating and distributing
3.0 m should be provided between greenhouses to
stations (second revision) allow for snow accumulation and to prevent side
11264 : 1986 Guidelines for the quality of wall crushing from snow sliding off the roof. The
irrigation water snow load of greenhouse structures shall bc
estimated as prescribed in IS 87.5 (Part 4).
11731 Methods of test for determination
of flammability of solid electrical 4.1.4 Wind Load
insulating materials when
exposed to and igniting source. The greenhouse should be designed to resist the
wind load. The wind load of the grecnhousc struc-
(Part 1) : 1986 Horizontal specimen method tures shall bc estimated as prescribed in
IS 875 (Part 3). Since the deadweight of most grccn-
(Part 2) : 1986 Vertical specimen method
houses structures is very small, special attention
14461 : 1997 Surface covered cultivation should be given to ensure that enough ground may
structures-Glossary of terms be there to resist the upward lift force created by
14485 : 1997 Recommendations for heating, the wind. The minimum design loads for the grcen-
ventilating and cooling of house!, structures mainframes is given in Table 1
greenhouses and may be used for reference only. Actual design
IIS 14462 : 1997
values should be calculated for each greenhouse I’he layout of the greenhouse range will depend to
structures. some extent on the crop or crops to be grown. Two
basic systems are in use.
Table 1 Minimum Design Loads for a>S ingle span greenhouse structures may be
Greenhouse Mainframes
left separate or the end walls attached to
Load Description Minimum Value central headhouse. Expansion or contrac-
N/m2 tion of the operation may be accomplished
easily by moving each greenhouse into or
Dead
pipe frame, polyethylene cover out of production as needed. They may be
truss frame, lapped glass % operated with different environments
supported crops-tomatoes, cucumbers, etc 200 depending on plant needs. More heat is
Live-workem, repair materials 250 required per unit of floor area than with a
Snow-10°C minimum greenhouse temperature 750 gutter-connected greenhouse.
Wind-load acts perpendicular to surfaces 500 b) The gutter-connected keeps all growing
space inside one building, and a central
5 SITE SELECTION AND LAYOUT heating plant can easily serve all areas. A
minimum area of 1 000 m2 should be con-
5.1 Selection of Site and Location
sidered to efficiently use materials and
The site shall be located away from industrial and equipment. It may not be as easy to expand
vehicular pollution to prevent plant injury from or contract space use as with single span
possible pollutants and to ensure light levels. The greenhouses. A headhouse may be attached
functional and environmental operation of a green- to the end or sides, or in large operations a
house structure may be affected by the building site central location reduces travel distances for
selected. Ground slope for drainage of water is plants and personnel.
important and may be provided. Greenhouses shall
Planning process provisions shall be made for ex-
be’ placed on gravel base 150 mm to 300 mm above
pansion. Land shall be available for additional
grade. Swales between greenhouses structures are
greenhouses and headhouse area. Water, electrical,
necessary to direct the water from the area. A
and environment control systems shall be installed
topographic map of the area will indicate surface
to allow for expansion.
drainage routes. The ideal greenhouse structures
site would have a slightly southern facing slope(less 5.3 Orientation
than 3 percent) for good winter light and protection
from northern winds. The ridge in either single span greenhouse struc-
tures or gutter-connected range shall be east-west
Location with respect to highways shall be con-
in areas above 40’ north latitude to transmit maxi-
sidered. Location on near a highway and residential
mum winter sunlight to the plants. Gutter shading
area may increase business for a retail operation.
the same area during each day may result in uneven
5.2 Site Layout growth in some plants. Uneven growth in cast-west
ridge orientation is a trade off against general
The following points should be considered in
reduction in winter light, if the ridges run north-
developing a layout for greenhouse structure:
south.
locate the head house to the north of the
greenhouse to reduce shading; 5.4 Headhouse and Storage Facilities
locate windbreaks at least 30 m away to the
A headhouse should be built to house the office,
side of the prevailing winter winds to reduce
utilities, work areas, employee arcas, storage, and
energy consumption;
dispatch. The size of the hcadhousc can be ap-
separate supplier and customer traffic.
proximated from Table 4. This value should bc
Provide for convenient consumer parking ;
adjusted depending on the indoor storage needed
locate and screen any residcncc to insure
and the amount of mechanization used.
privacy;
place the outdoor storage area where the A good headhouse layout helps the system opcratc
area is convenient to access for materials smoothly and cfficicntlq. Materials flow should hc
delivery and movement to the work area; such that thcrc is minimum of handling or cross
locate the retail sales area to keep customers lraffic in moving the components through the:
away from the production area to reduce system. Typical cxamplc of hcadhousc arca
chances for disease introduction and corresponding to various greenhouse structures
prevent interruption of work routines. sizes is given in Table 2.
2IS 14462 : 1997
Table 2 Sizing the Headhouse convenient height above the floor, usually 500 to
1OOOmm.
Greenhouse Size Approximate Headhow Arta Needed
Per LOOI II* of Greenhouse Area
Benches improve labour efficiency, permit more
effective’display and inspection, and assist air cir-
1000t03999 culation. Bench arrangement depends on dimen-
4oooto7999 sions of the greenhouse, walkways, and doors and
Over 8ooO on materials handling and heating system type and
location.Total aisle space should be less that 25
percent of the total area. Longitudinal arrange-
Although it is often impractical to store ahgrowing
ments with benches extending the length of the
media under cover. It is convenient to have some of
house permits continuous runs of water lines, heat
it protected from rain and snow. The amount of
pipes, and plant support systems. Width of bench
space needed is determined by the type of opera-
can be up to 0.9 m for tending from one side and
tion, kind of media being used, and the local
2 m when aisles are on both sides. Minimum aisle
climate. Calculate space requirements based on the
width should be 500 mm.
amount that is needed for one crop or a specific
time period. A peninsular arrangement with one main center
aisle extending the length of the greenhouse and
Locate the storage area for bulk materials and truck
perpendicular side aisles usually results in more
loads where there is good access by all weather road.
growing space. A main aisle width of 1.0 to 1.5 m
Allow adequate space for trucks for shunting. The
and side aisles of about 500 mm is recommended.
storage should be located close to the work area to
reduce handling time and costs. Provide drainage Movable benches allow the use of all the area ex-
in the storage area. Materials stored without cover cept one or two work aisles. Bench tops are sup-
should drain quickly, provide a paved area for han- ported on rollers and allowed to move sideways 500
dling with a bucket loader or fork lift. A clear span mm to provide a work aisle. Connections for water,
storage building allows freedom of movement for heat, and electrical systems that are attached to the
tractors and trucks and allows arrangement of bench must be made flexible.
equipment to be easily changed. For ease in
6 CONSTRUCTION
maneuvering tractors and trucks, a minimum width
of 7.0 m is required. 6.1 Foundations
Once the layout within the building has been estab- Pier foundation may be adequate for primary
greenhouse frame, consisting of hoops spaced one
lished, service and peTnne1 doors can be located.
meter or more. A curtain wall can be used to close
Service doors should be a minimum of 0.5 m wider
the area between the piers. If primary frame mem-
than the largest piece of equipment and the ceilings
bers are spaced less than 1.2 m, a continuous
a minimum of 3.5 m or higher. Headroom should
masonry or poured concrete wall should be used.
be a minimum of 3.5 m with higher ceilings, if
bucket loaders are to be used. For convenience, The footing should be set below frost level or to a
locate a personnel door next to an overhead door.
minimum depth of 600 mm below the ground sur-
face whichever is greater. Consult SP 7 building
Concrete floors inside the building and paved areas
code for local requircmcnts. It should rest on level,
outside make movement ofvehicles easy in all types
undisturbed soil, or adequately compacted fill. In-
ofwearher. Elevate building floors at least 150 mm
dividual pier footings should bc sized to fit the load
above outside grade, and slope the ground surface
and soil conditions.The pier may be of reinforced
away from the walls or the doorways. Provide
concrete, galvanized steel, treated wood, or con-
drainage for roof gutters and snow melt.
cretc masonry. The wall between galvanized piers
can be poured or precast concrete, masonry, fibre
5.5 Interior Tuyout
reinforced cement panels, aluminium clad insulat-
The choice between production on the floor or on ing board, or any moisture and decay resistant
the benches depends on the crop and the produc- material. A continuous foundation wall should be
tion schedule. Benches are usuaIly provided for pot set on a poured concrete footing. The wall can be
plant production. Bedding plants are generally concrete or masonry. A 150 mm wall is usually
grown on the floor. Beds, either ground or raised sufficient for building spans up to 7.5 m. USC a 2(K)
arc needed for cut flowers. Benches may be fahri- mm wall for wider building spans. Typical founda-
catcd of wood, mctai, or plastic with a either solid tion construction arc shown in Fig. 1 Pier footing
or mesh bottom. Benches should be placed at a dimensions given in Table 3.
3IS 14462 : 1997
FRAME ANCHOR GREENROUSE FRAME
1RANSOCl
KILT SILL TO CONCRETE SILL r TUBING OR
PlPE FRAME
BLOCK FOUNMTlON USE
Pl LUMBER TOP OF
BLOCK WALL 300mm
ABOVE GRADE
TWO COATS OF
HOT elflJMlNou
MATERIAL OR
PORTLAND CEME
GRAVEL GACK
FINISH GRADE
CONCRETE MASON?Y WALL ON POUREO CONCRETE FOOTING
GREENHOUSE FRAME
/ ,- FRAME ANCHOR
50mm FUL FACED
FOAM INSULATION
TUGHG OR FOUNDAllCM
POST DRIVEN TO
ST PROVIDES LYTTED
WITHDRaWL RESISTANCE TO UPLIFT
CONCRETE FOOTING
CONCRETEP IER FUJNMTION TEMPCRARY GREENHOUSE FOUNMllDN
FIG. 1 TYFVCALF OUNDATION FOR GREEN HOUSE%
Table 3 Pier Footing Diameters lbr ,$verage smooth surface is desired a 50 to 75 mm thickness
Soil for Design Gravity Loads of porous concrete may be used. This is made from
(Check for Uplift due to Wind) uniform sized aggregate and a cement water paste.
Aisles and heavy traffic areas should be concrete .
Greenhouse Pitr Spacing (m)
* ,Thickness depends on the traffic load but usually 75
SP_ \
(m) 5.2 1.8 2.4 3.0 3.7 4.6 to 100 mm is sufficient. Concrete walks should have
Pier dia (mm) a broom finish for safety. Floors should slope to
6.1 150 230 300 300 300 380 assure surface drainage and be sufficiently even to
7.3 23034w300300380380 prevent puddling.
8.5 230300300380380460 6.3 Frame
9.5 230300300380380460 Wood, steel, aluminium, and reinforced concrete
11.0 230 300 380 380 460 *- may be used to build frames for greenhouses. Some
12.2 300 300 380 380 460 ** frames use combinations of the materials. Wood
14.0 300 380 380 460 460 ** may be painted or othetwise preserved for protec-
tion against decay and also to improve light condi-
18.3 300 460 460 460 l * **
tions within the buildings. Preservatives shall be
l 1220 50 N/m2a verageb earing capacity.
used to protect any wood in contact with soil against
** Requires speciald esign.
decay but they must be free of chemicals that are
toxic to plants or humans. Heartwood has natural
6.2 Floors
decay resistance
Gravel, pea stone, and trap rock make a good floor
Woodframes include post beam and rafter systems,
material. A thickness of 150 to 200 mm is needed
postsand trusses, glued laminated arches and rigid
for drainage and weed control. Where a hard,
4IS 14462 : 1997
frames. Steel and aluminium are used for posts, 6.5 Covering Materials and Glazings
beams, girts, purlins, trusses, and arches. Both
materials shall be protected from direct contact Light is responsible for plant growth, therefore,
with ground to prevent corrosion. White paint on light transmittance of glazing materials should be
either material will improve the light reflection in high. In most of the materials the transmitted light
a greenhouse structure. The rate of heat loss is direct, but in some materials such as fibreglass
through steel or aluminium is much higher than reinforced plastics a high percentage is diffused.
through wood, so metal frames may need special Structural support reduce installed glazing
insulation. To avoid such heat loss through steel or transmission values. Glazing materials do not
aluminium, composite materials are sometimes transmit all wavelengths equally and this can affect
used, such as a trussed beam of wood and steel or a plant growth and flowering. Thermal radiation
member made of fibreglass reinforced plastic may transmittance is important in evaluating heat loss
be used. from a greenhouse during cold weather.
6.4 Structural Forms 6.51 Material Selection and Glazing
6.4.1 Gable Type The various glazing materials to cover the green-
house structures are recommended to be used as
The greenhouse structures with a straight sidewall mentioned below.
and a gable roof is the most common shape and has
advantages in framing and space utilization. Post 6.5.1.1 Glass
and beam, post and truss, and arches are used to
form the gable structure. This traditional long life material has been im-
proved by increasing pane size and strength. Con-
6.4.2 Quonset Type struction costs have been reduced through use of
extruded glazing bars, bar caps and strip caulking.
In the quonset type shape, the part of the circle Double and triple glazing may be used to reduce
arch is easily formed from rolled sections of steel or heat loss.
aluminium or from glue laminated wood. It makes
better structural use of frame material than a gable 6.5.1.2 Acrylic structural sheet
building, but in some applications there is unused
Extruded double skinned sheets contain an internal
space because of the curvature of the sidewalls.
rib and two surfaces providing some additional
thermal insulation. Sheet sizes of 1.2 m x 12 m
6.4.3 Gothic Type
and several thicknesses may be used. Installation is
The Gothic frame may be formed from metal sec- made by using extruded attachment components.
tions or glue laminated wood. With proper design 6.5.1.3 PO&carbonate structured sheet
it may provide adequate sidewall height wIthout
loss of strength. Any of the forms may be used to It is similar in configuration and installation to the
build a single span greenhouse or a large range of acrylic material. Sheets as wide as 2.4 m may be
gutter-connected units. used. To resist yellowing and light transmission,
coated or treated material is recommended. The
6.4.4 Gutter-Connected coated side shall face to the outside.
The ridge and furrow or gutter-connected green- 6.5.1.4 Fibreglass reinforced plastic
house structure consists of several single span
Large corrugated sheets and different thicknesses
houses connected together. The advantages include
are available, Surface erosion may require recoat-
greater uninterrupted interior growing space and
ing every 5 to 6 year to retain high light transmit-
lower heating costs per unit area covcrcd. Heat
tance.
should be provided immediately below the gutter
to prevent any snow accumulation. The structural 6.5.1.5 Poiyerhylenefilnt
forms commonly used are given in Fig. 2.
LOWd cnsitypolycthylcnc film is the most common
There must be adequate fasteners at sill plate and covering material bccausc of low cost and large
ridge to resist loads from any direction. Asnow load sheet size. Agricultural grades arc good for covcr-
acts downward but a wind load may act in any ing for less than six months period. Ultraviolet
direction. Sills should be bolted to the foundation inhibitcd,stronger plastic may also bc used, as it has
and metal connectors should be used to secure the 2 to 3 year life. IR absorbing films reduce heat loss.
wall frame to the sill. Metal connectors should be Application generally consists of a double layer
used at the plate and ridge also. with air inflation between the layers from a smallIS 14462: 1997
ARCH ROOF
GABLE ROOF
GUTTER CONNECTEO GREENHOUSE
TRUSSE 0 ROOF GABLE FRAME
HOOP GOTHIC
SINGLE SPAN 6REENHOUSES
FEZ SOME TYPICALG REENHOUSEFRAMES
squirrel cage blower. Air pressure should be main- moving and stationary equipment shall be
tained at 50 to 7.5 Pa. The polycthylcne film shall provided.
conform to IS 2508.
6.6.3 Electrical Safety
6.5.1.6 Polyvinylj7uoride film Thcrc shall be no breakdown of insulation and
current leakage in from electrical fittings inside the
This is a long-life film with high light transmission
greenhnusc. Greenhouse frame shall bc protcctcd
and strength.This film may be placed over
from contact with parts normally at hazardous
aluminium cxtrudcd or steel frames.
voltage.
6.6 Safely
6.6.4 Chermkal Sufety
6.6. I Fire Srfcty Inside the greenhouse there shall he full protection
against potential injury or damage lo health result-
Fire safety is important in selection and use of
ing from inhalation, ingestation, or contact with
glazing materials. Flammability of plasticmaterials
harmful chemical agents.
when exposed to an igniting source shall be as
prescribed in 1s 11731 (Part 1 and 2 ). 7 UTILITIES
6.6.3 Mechanical Safety 7.1 Electricity
There shall no1 be any projections of sharp points An adequate electrical supply and distribution sys-
or edges which may cause cuts/lacerations. Ade- tem should be provided to serve the cnvironmcnt
quate guarding against entrapment of limbs in control and mechanization needs of the grcen-
6IS 14462 : 1997
house. To determine the size of the services, the size and the cooling of the greenhouse structures shall
and the number of motors and other electrical com- be done as prescribed in IS 14485.
ponents should be known. Provisions should be
7.3 Watering
made for an alarm system to indicate when a power
failure has occurred or an environment control 7.3.1 The amount of water needed depends on the
system has failed. An auxiliary generating system water requirement of the cultivation medium, area
should be available and installed with the proper to be irrigated, crop grown, weather conditions, and
transfer switch to prevent feedback of power to the whether the heating and/or ventilating system is
utility lines. Locate the electrical system inside or operating. The maximum requirement during the
adjacent to the headhouse. summer is about 2 000 litre per 100 m* per watering
(see Table 4).
Utility lines should be buried to improve ap-
pearance, avoid damage, and reduce hazards.
Table 4 Estimated Maximum Daily Water
Electric, phone, and fuel lines should be buried at
Requirements
least 500 mm deep to avoid damage from surface
traffic. Location of the utility lines should bc Crop Waler Required
litres/m*
recorded on a map for future reference. For
distribution system within the greenhouse Bench crops 16.0
structure, the National Electrical Code may be Bedding plants 20.0
taken in account. Pot plants 20.0
7.2 Climate Control System in Greenhouse Chyanthenum 41.0
Structures Roses, tomatoes 29.0
Cooling of the greenhouse is necessary wherever 7.3.2 The water system for the greenhouse should
the outside temperature goes beyond 30°C and also have the capacity to supply the total daily needs in
when temperate crops are to be grown. Depending a 6 hour application period. This allows the plants
upon the glazing material and the ventilation, once to be watered during the morning and early after-
the greenhouse structures are covered the inside noon and with time for the foliage to dry before
temperature may be at least 5 to 10°C higher than sunset.
the outside temperature, if it is not cooled. In order 7.3.3 Ground water is usually the most reliable
to create better growing conditions, it is necessary source of water. It is available from drilled wells,
to cool the greenhouse structures. dug wells, etc. Surface water ponds, lakes and
streams may also be used, but precautions shall be
Heating required in places where the winter
taken to insure against contamination injurious to
temperature is very low. Similarly, in places where
the plants. For greenhouse crops pH of irrigation
the climate is extreme cold and warm, both cooling
water shall be between 6.5 to 7.5. Irrigation water
and heating are required at higher elevations,
may contain impurities that adversely affect the
where temperatures do not normally go above
growth of the plants. Therefore, quality of the water
30°C, cooling may not be necessary, only providing
shall be ensured before irrigation. Micro irrigation
proper ventilation will serve the purpose. However,
system is the most suitable method for irrigation to
these places may require heating during winter for
the greenhouse groups.The quality of irrigation
successful crop production. Heating, ventilating
water shall conform to IS 11624.
7IS 14462 : 1997
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Surface Covered Cultivation Structures Sectional Committee, FAD 43
Chab?nan Representing
DRA.AI.AM Indira Gandhi Agricultural University, Raipur
Members
DIRECTOR Indian Council of Forestty Research, Dehra Dun
DIRE-R Appropriate Eco-Technology Development Group, Gatwal
DIRECTOR Defence Agriculture Research Laboratories, Almora
DIRFXTOR(~NC HARGE) Jain Irrigation System Ltd, Jalgaon
[MANAGER(TECHNICAL)]
DIRECTOR Vivekanand Patvatiya Krishi Anusandhanshala, Almora
HEAD(DEFITOFSOILANDWATERENGG) Punjab Agricultural University, Ludhiana
DR P. P. SINCH( Alremate )
DKB.P. KACHRU Indian Council of Agricultural Research, New Delhi
SHRIMATIKHOSYSHOBA Ministty of Petroleum Chemical and Fertilizers, New Delhi
MANAGINGDIRE~R Indo American Hybrid Seeds, Bangalore
MARKETINGMANAGER(PLASI~CULTLJRE) Indian Petrochemical Corporation Ltd, Vadodara
DR G,N.MIR(CHIEFSCIENTIST S. K. University of Agril Science and Technology, Srinagar
WATERMANAGEMENT)
DRD.MUKHERJEE CSIR Research Complex, Palampur
SHRIPRASHANTMISHFU National Committee on Use of Plastic, New Delhi
SHRI0 . P. GARG (Ahmare )
PROJECTDIRECTOR National Mushroom Research Centre, Solan
DRJ.S.PANWAR Indian Agricultural Research Institute, New Delhi
DRPITAMCHANDRA( Alkmde)
DRM.M.SAWANT NTB Bowsmith Irrigation Ltd, Pune
DRK.N.SHIJKLA G. B. Pant University of Agriculture and Technology, Pantnagar
DR K K SINGH(A~~~UUZ~)
DRJAISINGH Central Institute of Post lIarvest Engineering and Technology, Ludhiana
DRO.D.WANJARI(A~~~U~~)
DRN.S.L.SRIVAQAVA Central Institute of Agricultural Engineering, Bhopal
D~M.SHYAM (Alrentate)
SHRIDEEPAKSOOD Deepak Sood and Associate, New Delhi
SHKIG.K.V~DODARIA National Organic Chemical Industries Limited, Thane
SHIUDEEPAKSEHGAL( Alremare)
DRI.S.YADAV Indian Institute of I Iorticultural Research, Bangalore
SHRIR.N.SHARMA, Director General, BIS (Ekojicio Member)
Director (Food and Agri)
Member Secretary
SHKI KAUSI~ALK~MA~~
Joint Director (Fond 8~A gri)
|
1200_27.pdf
|
IS 1200 ( Pa:3 27 ) : 1992
METHOD OF MEASUREMENT OF BUILDING
ANDCTVIL ENGTNEERTNG WORKS
PART 27 EARTH WORIC DONE BY MECHANICAL APPLIANCES
( Second Reprinl AUGUST 1997 )
UDC 69'003.1:2 6 24.13
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
March I 992 Price Groop1Methads of Measurement of Works of Civil Engineering ( Excluding River Valley Projects ) Sectional
Committee. CED 94
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Methods of Measurement of Works of Civil Engineering ( Excluding River Valley Projects ) Sectional
Committee had been approved by the Civil Engineering Division Council.
Measurement occupies a very important place in the planning and execution of any civil engineering
work from the time of f;rst estimates to the final completion and settlement of payment in the project.
Methods followed for measurements are not uniform and considerable difl‘erence exists between the
practices follo\r cd by one construction agency and the State Government Departments. While it is
recognised th:\t each system of measurment has to be specifcally related to the administratl.:e and
financial organiz:itions within the Department responsible for the work unification of the various
systems at technic:4 level has been accepted as very desirable specially as it permits wider section
of operation civil engineering contractors and elimmates ambiguties arising out of inadequate under-
standing of various system followed.
Measurement of earth work basically related to the manual method of excavation, carriage and filling
is covered in Part 1. With the advent of machinery for this operation, many lacunae in the
methodology for the measurement have become apparent and thus necessity has been felt to formulate
n rl‘X..nrn+..3-f .nA_,,l CA’.,. ,. n..,.....fi_ __^+ ,.c ,.,._*l_. ..__I. I_.. -r_L--I-~l ___l. _._-..
‘LJ Lp‘l“‘LL JL‘1I‘“‘IIU1 ”1 IllLXlbLJ1Glll~“ll1L t ;illlll M”,K uy Jll~cIlaIllcal app11ances.
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 measurement, shall be rounded off in
accordance with IS 2:1960 ‘Rules fo rounding off numerical values C 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 1200 ( Part 27 ) : 1992
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
ANDCIVIL ENGINEERING WORKS
PART 27 EARTH WORK DONE BY MECHANICAL APPLIANCES
1 SCOPE separately and allowance for the same shall be
deemed to have been made in the description of
1.1 This standard ( Part 27 ) covers the method
item:
of measurement of earthwork carried out by
mechanical means in building and civil engineering a) Setting out of work, profiles etc,
works.
b) Site clearance, such as, cleaning grass and
1.2 The machines employed for earthwork may be vegetation,
tractors, dozers, scrapers, graders, shovel loaders,
drag lines dumpers and other like. C) Unauthorized battering or benching of
excavation,
2 GENERAL RULES
d) Excavation for insertion of planting or
strutting,
2.1 Clubbing of Items
e) Unless otherwise specified removing slips
Items may be clubbed together provided the break
or falls in excavation,
up of clubbed items are based on the detailed
description of items stated in the standard. f) Bailing out or pumping out of water in
excavation from rains,
2.2 Booking of Dimensions
g) Bailing out or pumping out of water when
In booking of dimensions the order shall be con- measured under ground, and
sistent and generally in the sequence of length,
h) Slinging pipes electric cables, etc, met
breadth or width and height or depth or thickness.
during excavation.
2.3 Measurement 3 CLASSIFICATION OF SOlLS
All works shall be measured net in decimal sys- 3.1 The earth work shall be classified under the
tem as fixed in position as givea below: following categories and measured separately for
each category.
a) Each dimensions shall be measured to the
nearest 0’01 m where any dimension is 3.1.1 Soil
more than 25 m it shall be measured
It includes various types of soils, mud concrete
nearest to O’lm,
below the ground level. Shingle and river or
b) Areas shall be worked out to the nearest nallah bed boulders soling of road, paths and
0’01 m”, and hard core, mecadam surface of any description,
lime concrete, stone masonry below the ground
c) Cubical contents shall be worked out to the level, soft conglomerate and laterite when the stone
nearest 0’0 1m ’. can be detached from the matrix with picks and
shovel.
2.4 Work executed in the following conditions
shall be measured separately: 3.1.2 Mutt
a) work in or under water, A mixture of soil and water in fluid or weak solid
state.
b) Work in or under foul position,
c) Work under tides, and 3.1.3 Foul Condition
d) work under snow. Means a mixture of soil and sewerage or night
soil.
2.5 The bill of quantities shall fully describe the
material workmanship and accurately represent 3.1.4 Rock
the work to the executed.
This may be quaried and spiit with mechanical
2.6 The description of items shall include loading implements and includes lime stone, cement
and unloading. concrete, plain, reinforced and prestressed, below
the ground level. If it require. blasting may be
2.7 The following work shall not be measured resorted to for measuring the material.
1IS 1200 ( Part 27 ) : 1992
3.1.5 Hard Rock be taken in successive stages of 1.5 m stating
commencing level.
Hard rock can be excavated by machines and
requires blasting chiselling in edging or in another 4.4.2 Backfilling done by mechnical means should
,.--,.A ,&‘,A f-L.,- l.,,A r#...t :, L,““,p..~A :+
aljlcGu III~l.Ll”U. VllbG lUl,U rvL,r%1 s “‘LIJLGIGU,,c be caicuiated by deducting the voiume of structure
can be considered as ordinary rock. below the underground from the original’measured
volume of excavation done.
4 METHOD OF MEASUREMENT
4.5 Lead
4.1 The measurement of earthwork shall be done
in cubic meters unless otherwise mentioned. 4.5.1 The lead for fiilling and removal shall be
measured over the specified route or over the
4.2 The measurefient to be taken with staff and shortest practicable route to be traversed by
level. The level shall be recorded to correct to machinery. The leads exceeding 500 m should be
5 mm and depth of cuttings and heights of levels measured in units of 500 m. Where the lead
calculated correct to 5 mm. Cubical contents shall exceeds 5 km it shall be measured in units of 1 km.
be done to the nearest place.of decimals in cubic Half km and above should be reckoned as one and
me&s. Where ordinary rock and soil is mixed, less than half km ignored.
the measurement of the excavation shall be recor-
ded for the entire excavation. Excavated material 45.2 Travelling distance by reasonable path from
of ordinary rock shall be stacked, separately centre of gravity of the excavated pond to centre
measured and reduced by 50 percent to allow for of gravity of the dumping ground be taken as lead.
voids to arrive at quantity payable under ordinary
4.6 Spoil heap when it has become consolidated
rock. The difference between the entire excavation
due to passage of time or otherwise shall be so
and dome of the quantity payable under ordinary
stated and measured separately.
rock shall be payable as excavation in ordinary
soil. 4.7 Lifts
4.3 Where it is not possible or convenient to take In eartb w ark done by mechanical means, lift shall
measures from borrow pits or cuttings volume of not be measured separately.
work done shall be worked out from filling. The
actual measurement of the fill shall be calculated 4.8 The planking and strutting required to uphold
after taking the levels of the original grounds be- the face of excavated earth shall be measured in
fore start of the work after site clearance and square metre of face supported. The description
after compaction of fill at the desired density shall include use and wastage of all works including
which should be specified in advance. waste struts boards inciusive ~8 fixing and removai.
Planking and strutting required to be left perma-
4.4 Embankment nently in position shall be measured separately.
4.4.1 Forming embankments and Ming shall be 4.9 Removing Trees
measured in cubic metres and shall include for-
mation of slope. When the material is to be depo- 4.9.1 -frees exeeding 30 cm in girth measured at
sited in layers this shall be described stating one metre above ground level shall be premeasured
thickness of such layer. The method of consolida- by numbers and shall deem to include removal
tion shall be described. The measurements shall and depositing within 50 m.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
im.pIernenting the -c-t-n-n--d-n-,r d n--f ncxp-ssq deta& such as n-,v m---b-o -l-s- and sizes, type or grade d_e~s~ie~n~a~ti~o~n~s.. ..~~
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 44 ( 46 14 )
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
TolKXr\h~..nO7. 31 /C,.--.._ r\ ,.11, FF:,,,\
n1 21 73127 7c 1310” n3 \~“IIIIII”LI lL ” it,, “LLKt;3,
IbIbpu”UbJ. JLJ “I JI, JLJ JJ ,J) 2/22 7-v VA
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
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Printed by Reprography Unit, BIS, New D&hi
|
724.pdf
|
IS:724-1964
(Reaffirmed1999)
Edition 2.2
(1988-01)
Indian Standard
SPECIFICATION FOR
MILD STEEL AND BRASS CUP, RULER
AND SQUARE HOOKS AND SCREW EYES
(Revised)
(Incorporating Amendment Nos.1 & 2)
UDC 621.885
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group4IS:724-1964
Indian Standard
SPECIFICATION FOR
MILD STEEL AND BRASS CUP, RULER
AND SQUARE HOOKS AND SCREW EYES
(Revised)
Builder’s Hardware Sectional Committee, BDC 15
Chairman Representing
SHRI YOUSUF MOWJEE M. C. Mowjee & Co., Calcutta
Members
SHRI SAHIB SINGH (Alternate to
ShriYousuf Mowjee)
SHRI S. BALAKRISHANAN Engineer-in-Chief’’s Branch, Army Headquarters
SHRI A. K. BHIMANI The Vertex Manufacturing Co. Private Ltd., Bombay
SHRI H. C. SAMPAT (Alternate)
SHRI R. K. CHARI Indian Aluminium Co. Ltd., Calcutta
SHRI N. GOPALKRISHNAN ( Alternate )
CONTROLLER OF STORES Railway Board (Ministry of Railways)
(EASTERNRAILWAY)
SHRI R. L. GEHLOTE Indian Institute of Architects, Bombay
SHRI HARNAM SINGH Directorate General of Supplies & Disposals
SHRI C. S. RAO ( Alternate )
SHRI J. P. JAIN Indian Hardware Industries Ltd., New Delhi
SHRI K. P. JAIN ( Alternate )
SHRI K. P. JAIN Engineering Association of India, Calcutta
SHRI M. L. MAKADIA Jayant Metal Manufacturing Co., Bombay
SHRI AJOYENDU PAUL Gobindo Sheet Metal Works & Foundry, Calcutta
SHRI B. PRATAP National Buildings Organisation (Ministry of Works,
Housing & Rehabilitation)
SHRI E. K. RAMCHANDRAN Government Test House, Calcutta
SHRI B. D. SUREKA Builders’ Hardware Industries Association of India,
Calcutta
SURVEYOR OF WORK VI (ZONE I) Central Public Works Department
(Continued on page 2)
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:724-1964
(Continued from page 1)
Members Representing
SHRI B. C. THADANI Defence Production Organization (Ministry of
Defence)
DR. H. C. VISVESVARAYA, Director, ISI ( Ex-officio Member )
DeputyDirector (Bldg)
Secretary
SHRI O. P. SHARMA
Extra Assistant Director (Bldg), ISI
Wire Products Subcommittee, BDC 15:2
Convener
MR. R. A. BINNS Guest, Keen, Williams, Ltd., Calcutta
Members
SHRI S. K. MAINI ( Alternate to
Mr.R.A. Binns )
ASSISTANT DIRECTOR (S & R) Railway Board (Ministry of Railways)
RESEARCH, DESIGNS &
STANDARDS ORGANIZATION
SHRI HARCHAND SINGH The Indian Steel & Wire Products Ltd., Jamshedpur
SHRI R. R. KAPLISH ( Alternate )
SHRI INDER MOHAN SAKHUJA The Screw Manufacturers Association, Calcutta
SHRI G. S. SUBBARAMAN Directorate General of Supplies & Disposals
SHRI B. C. THADANI Defence Production Organization (Ministry of
Defence)
SHRI D. V. VIRMANI Universal Screw Factory, Chheharta (Amritsar)
2IS:724-1964
Indian Standard
SPECIFICATION FOR
MILD STEEL AND BRASS CUP, RULER
AND SQUARE HOOKS AND SCREW EYES
(Revised)
0. F O R E W O R D
0.1This revised Indian Standard was adopted by the Indian
Standards Institution on10March1964, after the draft finalized by
the Builder’s Hardware Sectional Committee had been approved by
the Building Division Council.
0.2This standard was first issued in 1956 specifying the various
dimensions and other requirements of cup, ruler and square hooks
and screw eyes in the fps system. In view of the adoption of the metric
system of weights and measures by the Government of India, the need
for revision of this standard with a view to metricizing it and bringing
it in line with IS:451-1961 Specification for Wood Screws ( Revised)
in regard to form of screw thread and other relevant requirements,
has long been felt by both the trade and consumers. This revision,
therefore, specifies the various dimensions and other requirements of
hooks and eyes made of mild steel and brass in the metric units, and
the details of screw threads and other relevant requirements in
accordance with IS :451-1961.
0.3The 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.
0.4Wherever a reference to any Indian Standard appears in this
specification, it shall be taken as a reference to its latest version.
0.5This edition 2.2 incorporates Amendment No. 2 (January 1988).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
0.6For 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
3IS:724-1964
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.
0.6This standard is intended chiefly to cover the technical provisions
relating to cup, ruler and square hooks and screw eyes, and it does not
include all the necessary provisions of a contract.
1. SCOPE
l.1This standard lays down requirements for mild steel and brass
cup, ruler and square hooks and screw eyes.
2. TYPES
2.1 Hooks shall be of the following types:
a)Shouldered cup hooks ( see Fig. 1)
b)Shouldered ruler hooks ( see Fig. 2)
c)Shouldered square hooks ( see Fig. 3)
d)Plain cup hooks ( see Fig. 4)
e)Plain ruler hooks ( see Fig. 5)
f)Plain square hooks ( see Fig. 6)
2.2Screw eyes shall be of one type as illustrated in Fig. 7.
3. DESIGNATION
3.1The designation of hooks and screw eyes covered by this standard
shall be based on the type, length, and screw designation No. of the
fitting as indicated in the following examples:
Example Description Designation
1 Shouldered cup hook of length Shouldered Cup
25mm and of screw designation Hook 25 × No. 5
No. 5
2 Shouldered ruler hook of length Shouldered Ruler
25mm and of screw designation Hook 25 × No. 5
No. 5
3 Shouldered square hook of Shouldered
length 25mm and of screw Square Hook
designation No. 5 25×No. 5
4IS:724-1964
Example Description Designation
4 Plain cup hook of length 25mm Plain Cup Hook
and of screw designation No. 5 25×No. 5
5 Plain ruler hook of25mm Plain Ruler Hook
length and of screw designation 25×No. 5
No. 5
6 Plain square hook of 25mm Plain Square
length and of screw designation Hook 25×No. 5
No. 5
7 Screw eye of 25mm length and Eye 25×No.4
of screw designation No. 4
4. MATERIAL
4.1Mild Steel Wire — Mild steel wire used in the manufacture of
hooks and eyes shall conform to IS:1812-1982 ‘Specification for carbon
steel wire for the manufacture of wood screws (second revision)’.
4.2Brass Wire
4.2.1Brass wire used in the manufacture of brass hooks and eyes
shall have the following chemical composition when tested in
accordance with IS:3685-1966 Methods of chemical analysis of
brasses:
Constituent Percent
Copper 60 to 72
Zinc 28 to 40
Tin, Max 0.05
Iron, Max 0.1
Lead, Max 0.1
Total impurities including tin,
iron, lead, etc, Max 0.8
4.2.2Brass wire shall have a minimum ultimate tensile strength of
425MPa and a minimum elongation at break of 15 percent, when
tested in accordance with IS:2656-1964 ‘Method for tensile testing of
copper and copper alloy wire’.
5. MANUFACTURE
5.1Hooks and eyes shall be well made and free from defects. They
shall be finished to the required shape and dimensions so as to
function properly when in use.
5.2The screw thread and the gimlet point of hooks and eyes shall
conform to the requirements laid down in IS:451-1972 Technical
supply conditions for wood screws (second revision)’.
5IS:724-1964
6. DIMENSIONS AND TOLERANCES
6.1The dimensions of hooks shall conform to the respective
requirements laid down in Fig. 1 to 6 and Tables I to IV.
6.2 The dimensions of screw eyes shall conform to the requirements
laid down in Fig. 7 and Table V.
FIG. 1S HOULDERED CUP HOOK
FIG. 2S HOULDERED RULER HOOK
FIG. 3S HOULDERED SQUARE HOOK
67
IS:724-1964
TABLE IDIMENSIONS OF SHOULDERED CUP AND RULER HOOKS
(Clause 6.1 and Fig. 1 and 2)
All dimensions in millimetres.
DESIGNATION LENGTH SCREW NOMINAL DIA OF WIDTH OF RADIUS DIA OF TOTAL THREADED
DESIG- DIA OF SHOULDER SHOULDER BEHIND HOOK LENGTH LENGTH OF
NATION UNTHREA- SHOULDER OF SHANK
NO. DED SHANK SHANK
L D E H K R S T
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
15×No. 3 15.0 3 2.39 5.7 0.6 2.0 6.5 7.0 4.7
– 0 – 0 – 0 – 0 – 0
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
20×No. 4 20.0 4 2.74 6.5 0.7 2.2 10.0 9.0 6.5
– 0 – 0 – 0 – 0 – 0
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
25×No. 5 25.0 5 3.10 7.5 0.8 2.5 13.0 11.0 8.0
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
35×No. 7 35 7 3.81 9.7 1.0 3.2 19.0 16.0 12.5
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
40×No. 8 40 8 4.17 10.0 1.1 3.5 22.0 18.0 14.0
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
50×No. 10 50 10 4.88 10.8 1.2 4.0 28.5 22.0 17.5
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
50×No. 12 50 50 5.59 11.5 1.3 4.5 30.0 25.0 20.0
– 0 – 0 – 0 – 0 – 0
NOTE — Screw designation numbers are in accordance with IS:451-1972 ‘Technical supply conditions for wood screws
(second revision)’.8
IS:724-1964
TABLE IIDIMENSIONS OF SHOULDERED SQUARE HOOKS
(Clause 6.1 and Fig. 3)
All dimensions in millimetres.
DESIGNATION LENGTH SCREW NOMINAL DIA OF WIDTH OF RADIUS BENT TOTAL THREADED
DESIG- DIA OF SHOULDER SHOULDER BEHIND PORTION LENGTH LENGTH OF
NATION UNTHREA- SHOULDER OF SHANK
NO. DED SHANK SHANK
L D E H K R S T
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
15×No. 3 15.0 3 2.39 5.7 0.6 2.0 7.0 7.0 4.7
– 0 – 0 – 0 – 0 – 0
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
20×No. 4 20.0 4 2.74 6.5 0.7 2.2 9.0 9.0 6.5
– 0 – 0 – 0 – 0 – 0
+ 0.5 + 0.5 + 0.5 + 0.4 + 0.4
25×No. 5 25.0 5 3.10 7.5 0.8 2.5 11.0 11.0 8.0
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
35×No. 7 35 7 3.81 9.7 1.0 3.2 15.0 16.0 12.5
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
40×No. 8 40 8 4.17 10.0 1.1 3.5 18.0 18.0 14.0
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
50×No. 10 50 10 4.88 10.8 1.2 4.0 22.0 22.0 17.5
– 0 – 0 – 0 – 0 – 0
+ 1 + 0.5 + 0.5 + 0.4 + 0.4
50×No. 12 50 12 5.59 11.5 1.3 4.5 24.0 25.0 20.0
– 0 – 0 – 0 – 0 – 0
NOTE — Screw designation numbers are in accordance with IS:451-1972 ‘Technical supply conditions for wood screws
(second revision)’.IS:724-1964
FIG. 4 FIG. 5
TABLE IIIDIMENSIONS OF PLAIN CUP AND RULER HOOKS
(Clause 6.1 and Fig. 4 and 5)
All dimensions in millimetres.
DESIGNATION LENGTH SCREW NOMINAL DIA OF THREADED
DESIGNATION DIA OF HOOK LENGTH OF
NO. UNTHREADED SHANK
SHANK
L D R T
+ 0.5 + 0.5 + 0.4
25×No. 5 25.0 5 3.10 8.0 8.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*30×No. 7 30 7 3.81 10.0 10.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*40×No. 8 40 8 4.17 12.0 12.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*45×No. 8 45 8 4.17 16.0 15.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*50×No. 8 50 8 4.17 20.0 18.0
– 0 – 0 – 0
*These sizes are normally available in plain cup hooks only.
NOTE — Screw designation numbers are in accordance with IS:451-1972 ‘Technical
supply conditions for wood screws (second revision)’.
9IS:724-1964
FIG. 6
TABLE IVDIMENSIONS OF PLAIN SQUARE HOOKS
(Clause 6.1 and Fig. 6)
All dimensions in millimetres.
DESIGNATION LENGTH SCREW NOMINAL DIA OF THREADED
DESIGNATION DIA OF HOOK LENGTH OF
NO. UNTHREADED SHANK
SHANK
L D R T
+ 0.5 + 0.5 + 0.4
20×No. 4 20.0 4 2.74 8.0 8.0
– 0 – 0 – 0
+ 0.5 + 0.5 + 0.4
25×No. 5 25.0 5 3.10 9.0 10.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*30×No. 6 30 6 3.45 10.0 14.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
40×No. 7 40 7 3.81 12.0 15.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
50×No. 9 50 9 4.52 16.0 20.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
60×No. 12 60 12 5.59 20.0 24.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
*75×No. 14 75 14 6.30 25.0 28.0
– 0 – 0 – 0
*These sizes are normally available in steel only.
NOTE — Screw designation numbers are in accordance with IS:451-1972 ‘Technical
supply conditions for wood screws (second revision)’.
10IS:724-1964
FIG. 7
TABLE VDIMENSIONS OF SCREW EYES
(Clause 6.2 and Fig. 7)
All dimensions in millimetres.
DESIGNATION LENGTH SCREW NOMINAL DIA OF THREADED
DESIGNATION DIA OF EYE LENGTH OF
NO. UNTHREADED SHANK
SHANK
L D R T
+ 0.5 + 0.5 + 0.4
*16×No. 0 16.0 0 1.52 4.0 5.5
– 0 – 0 – 0
+ 0.5 + 0.5 + 0.4
20×No. 1 20.0 1 1.78 5.5 6.5
– 0 – 0 – 0
+ 0.5 + 0.5 + 0.4
22×No. 2 22.0 2 2.08 6.5 7.5
– 0 – 0 – 0
+ 0.5 + 0.5 + 0.4
25×No. 3 25.0 3 2.39 6.5 9.5
– 0 – 0 – 0
+ 0.5 + 0.5 + 0.4
25×No. 4 25.0 4 2.74 7.0 9.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
30×No. 5 30 5 3.10 7.5 12.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
30×No. 6 30 6 3.45 8.0 11.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
35×No. 8 35 8 4.17 9.0 12.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
40×No. 10 40 10 4.88 10.0 12.5
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
45×No. 12 45 12 5.59 11.0 15.0
– 0 – 0 – 0
+ 1 + 0.5 + 0.4
50×No. 14 50 14 6.30 11.0 19.0
– 0 – 0 – 0
*This size is normally available in steel only.
NOTE — Screw designation numbers are in accordance with IS:451-1972 ‘Technical
supply conditions for wood screws (second revision)’.
11IS:724-1964
7. FINISH
7.1Unless otherwise specified, hooks and eyes shall be finished
bright.
8. INSPECTION
8.1 The purchaser or his representative shall, if desired, be granted
facilities for inspection of finished goods prior to delivery.
9. PACKING
9.1Hooks and eyes shall be packed in cardboard boxes in quantities
specified below:
Article Length Number to be Packed
in One Box
Shouldered cup, ruler (cid:236) Up to and including
(cid:239)
and square hooks (cid:237) 40mm 100
(cid:239)
(cid:238) Over 40mm 50
Plain cup and ruler
hooks All sizes 100
Plain square hooks (cid:236) Up to and including
(cid:239)
(cid:237) 60mm 100
(cid:239)
(cid:238) Over 60mm 50
Screw eyes (cid:236) Up to and including 100
(cid:239)
(cid:237) 3.10mm dia
(cid:239)
(cid:238) Over 3.10mm dia 50
10. MARKING
10.1Each box of hooks and eyes shall be marked with the following
information:
a)Manufacturer’s name or trade-mark,
b)Description of contents,
c)Size of article, and
d)Quantity.
10.1.1 The box 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 the Rules and
Regulations made thereunder, The ISI 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 ISI and operated by the
producer. ISI marked products are also continuously checked by ISI for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the ISI Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
12IS:724-1964
11. SCALE OF SAMPLING AND CRITERION FOR
CONFORMITY
11.1In any consignment, all the hooks and eyes of the same type and
size manufactured at the same time, shall be grouped together to
constitute a lot.
11.2Lot Size and Sample Size — The number of hooks and eyes to
be selected from the lot shall depend on the size of the lot and shall be
in accordance with col 1 and 2 of Table VI.
TABLE VISCALE OF SAMPLING AND CRITERION FOR ACCEPTANCE
(Clauses 11.2 and 11.4)
LOT SIZE SAMPLE SIZE PERMISSIBLE NO. OF
DEFECTIVE HOOKS AND EYES
(1) (2) (3)
Up to 200 15 0
201 ,, 300 20 1
301 ,, 500 30 2
501 ,, 800 40 2
801 and above 55 3
NOTE — The sampling plan given here is such that lots with 1.5 percent or less
defectives will be accepted most of the times.
11.2.1The hooks and eyes for testing shall be selected at random from
at least 10 percent of the packages subject to a minimum of three
packages, equal number of hooks and eyes being selected from each
such package.
11.3Tests — All hooks and eyes selected as in 11.2 shall be checked
for dimensional requirements (see 6), defects in manufacture (see 5)
and finish (see 7). Any hook or eye which fails to satisfy any one or
more of the requirements for the characteristics shall be considered as
a defective hook or eye.
11.4Criterion for Conformity — The lot shall be considered as
conforming to the requirements of this standard if the number of
defective hooks or eyes among those inspected does not exceed the
corresponding number given in col 3 of Table VI. Otherwise, it shall be
considered as not conforming to the requirements of the standard.
11.4.1 For conformity to the requirements of the material, the
manufacturer shall provide a certificate of compliance to the
requirements of the corresponding Indian Standards (see 4).
13Bureau 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
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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 15 and amended by
EDC27
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 Incorporated earlier
Amd. No. 2 January 1988
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Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
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VISHAKHAPATNAM
|
15036.pdf
|
IS 15036:2001
Indian Standard
DEPENDABILITY MANAGEMENT —
APPLICATION GUIDE ANALYSIS TECHNIQUES FOR
DEPENDABILITY — GUIDE ON METHODOLOGY
ICS 03.100.40; 03.120.01
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2001 Price Group 5Reliability of Electronic and Electrical Components and Equipment Sectional Committee, LTD 3
FOREWORD
This Indian Standard was adopted bythe Bureau of Indian Standards, after the draft finalized by the Reliability
ofElectronic andElectrical Components andEquipment SectionalCommitteehadbeenapproved bytheElectronic
and Telecommunication Division Council.
Dependability analysis techniques are used for the review and prediction of the reliability, availability,
maintainability andsafetymeasures ofasystem. Dependability analyses areconducted mainly during theconcept
and definition phase, the design and development phase and the operation and maintenance phase at various
system levels and degrees ofdetail toorder toevaluate anddetermine the dependability measures of asystem or
an installation. They are also used to compare the results of the analysis with specified requirements.
While preparing this standard, assistance has been derived from IEC 60300-3-1 (1991) ‘Dependability
management – Part 3: Application guide – Section 1: Analysis techniques for dependability: Guide on
methodology’, published by International Electrotechnical Commission.
The technical Committee responsible for preparation ofthis standard has reviewed the provisions of following
IEC publication and decided that itmay be used in conjunction with this standard till Indian Standard on this
subject ispublished:
lEC 1025(1990) Fault tree analysis (FTA)
The composition of the Committee responsible for formulation ofthis standard isgiven inAnnex B.
In reporting the results of atest or analysis made in accordance with this standard, ifthe 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)’.lS 15036:2001
Indian Standard
DEPENDABILITY MANAGEMENT —
APPLICATION GUIDE ANALYSIS TECHNIQUES FOR
DEPENDABILITY — GUIDE ON METHODOLOGY
1 SCOPE allthepossiblemodelcomplexities required toevaluate
the features of practical systems (hardware and
l%is standard gives ageneral overview of commonly
software, complex fictional structures, etc). It may
used dependability analysis procedures. It describes
be necessary to consider several additional analysis
the usual methodologies, the advantages and
methods to ensure proper treatment of complex or
disadvantages, data input and other requirements for
multi-functional systems.
the various techniques.
This guide is an introduction to the available 5 BASIC APPROACH TO SYSTEM
methodology and is intended to provide the analyst DEPENDABILITY ANALYSIS
with the necessary information inorder to choose the Specific procedures for analysis are contained in the
analysis method most appropriate to the system. standards describing each analysis method. General
procedures, approaches and requirements are
2 REFERENCES
described hereinafter.
The Indian Standards listed inAnnex Aarenecessary
adjuncts to this standard. 5.1 General Procedure
The procedure consists of the following steps (as
3 DEFINITIONS
applicable):
For the purpose ofthis standard, theterms and defin-
Step 1
itionsgiven in IS 1885(Part 39) shall apply in addi-
tion to the following. Listallsystemreliability andavailability requirements,
characteristics and features, together with environ-
3.1 System mental and operating conditions, and maintenance
.- -
requirements. Define the system to be analyzed, its .
Item on the highest level considered inthe analysis. <
-,
modes of operation, the functional relationships to
3.2 Component higher levels andto interfacing systems of processes. !- .
Item on the lowest level considered inthe analysis. Step 2
Define systemfault,faultcriteria andconditions based
3.3 Allocation
onsystemtlmction”alrequirements, expected operation
A procedure applied during the design of an item and operating environment. Software performance
intended to apportion the requirements for should also be considered.
performance measures for an item to its sub items
according to given criteria. Step 3
NOTE — ‘System’maybereplacedby‘sub-system’e,tc,as When numerical results are required, it is
applicable. recommended to carry out an allocation based on a
preliminary design (assignment of a portion of the
4 GENERAL
total permitted system failure rate orunavailability to
The analysis methods allow the evaluation of each sub-system).
qualitative characteristics and estimation ofmeasures
Step 4
(for example, failure rate, MTTF, MTBF, reliability,
steady stateavailability) which describethepredicated Analysis ofthe system asfollows:
long-term operating behaviour of a system. In order
4.1 Qualitative analysis (deductive/inductive
to perform a systematic and reproducible system
methodology)
analysis, use of a consistent procedure isessential.
Analyze, the functional system structure,
However, no single dependability analysis method is determine system/component fault modes,
sufficiently comprehensive and flexible to deal with failuremechanisms, effectsandconsequences
1IS 15036:2001
of failures, consider item maintainability, b) inductive methodology (bottom-up), for
construct reliability and/or availability example fault mode and effects analysis.
models, determine possible maintenance and However, in practice, an iterative approach is more
repair strategies, etc. usual with deductive and inductive analysis
4.2 Quantitative analysis (analytical or event complementing one another.
simulation methods)
5.3 Deductive Analysis
Obtain or identify item reliability data (for
example, failure rates), construct mathe- The essence of the deductive approach isto proceed
matical reliability and/or availability model, from the highest level of interest, that is, the system
perform numerical evaluations of mathe- or sub-system level, to successively lower levels in
matical model, perform component criticality order to identify undesirable system operation.
and sensitivity analyses, evaluate improv-
The analysis is performed at the next lower system
ement of system performance due to
leveltoidentify, anyfaultanditsassociated faultmode
redundant substructures and maintenance
which could result in the fault effect as originally
strategies, etc.
identified. For each of these second level faults, the
Step 5
analysis is repeated by tracing back along the
Evaluation of results, comparison with requirements functional paths and relationships to the next lower
andlor alternative designs. Additional activities may levelusing logical gates. This process iscontinued as
include: far asthe lowest level desired.
5.1 Reviewing system design, determining The deductive method is an event-oriented method
weaknesses, unbalances, critical/high risk which isuseful during the early conceptual phase of
fault modes and items, considering system system design when the details of the system are not
interface problems, fail-safe features and yetfullydefined. Itisalsousedforevaluating multiple
mechanisms, etc. failures including sequentially related failures, the
5.2 Developing alternative ways for improving existenceoffaultsduetoacommon-cause, orwherever
dependability (for example redundancy systemcomplexity makes itmore convenient tobegin
allocation, performance monitoring, fault by listing system faults or system success.
detection, systemreconfiguration procedures,
In all cases the undesirable single event or system
maintainability, component replaceability,
success atthe highest level of interest (the top event), ...
.-,
and repair procedures).
shouldbegiven. Thecontributory causes ofthat event
5.3 Performing trade-off studies and evaluating
at all levels are then identified and analyzed.
the cost of alternative designs.
The relationships between the general analysis proce- 5.4 Inductive Analysis
dureandthespecificmethods andprocedures aregiven
Theessenceoftheinductive method isto identi& fault
in Table 1(note that Table 1isnot exhaustive). The
modes at the component level. For each fault mode
methods are explained further in 5.2 to 5.5.
the corresponding effect on performance is deduced
for the next higher system level. The resulting fault
5.2 Analysis of Functional Structure
effectbecomesthefaultmode atthenexthigher system
Inorder to analyze the long-term operating behaviour level, and the fault effects of each fault mode are
ofasystem with confidence, theprecise way asystem analyzed at this level. Successive iterations result in
isrequired to function, as well as its operational and the eventual identification of the fault effects at all
environmental conditions should be determined and fi.mctionallevelsuptothe system level. This ‘bottom-
described in detail. A separate analysis of the up’ method isrigorous in identifying all single fault
functional system structure may be necessary to modes. Because component fault modes must be
identify and departure from the required function. identified. This method is normally used during the
later stages of design where equipment has become
The system function mayberepresented byfunctional
mature.
block diagrams, signal flow diagrams, state-transition
diagrams, event sequences, tables, etc.
5.5 Maintenance and Repair Analysis and
Finally, thequalitative failure orsuccessanalysis may Considerations
beconducted inaccordance witheitherofthefollowing
The long-term operating behaviour of a repairable
two formal methods:
system is greatly influenced by the system
a) deductive methodology (top-down), for maintainability as well as the repair or maintenance
example fault tree analysis; and strategies employed. An availability performance
2IS 15036:2001 . ..
--4
measure isthe appropriate measure for evaluating the redundant components. If so, then repair or
influence of maintenance and repair on system replacement increase system reliability performance
...
dependability. and availability performance.
--l
Repair of a system during operation without It isusually necessary to perform a separate analysis
,.
interruption of its function isnormally possible only toevaluate repair andmaintenance aspects ofasystem
;““.i,,
for a redundant system structure with accessible (see IS 9692 series). t ‘J
~
7
Table 1Correspondence of Methods to General Analysis Procedure
(Clause 5.1)
Steps ofGeneral Analysis Methods
Procedure
No. Activity FMEAIFWECA FTA RBD MA Pc
Faultmodeand Faulttree Reliabilityblock Markovanalysis Partscount
effectdcritically analysis diagram reliability
analysis
.+
1 Requirements Component Functional Systemandsub- Component Component I
I
andsystem specificationand systemstructure systemoperation function,timctional specificationand
definitions operation systemstructure failuredata
2 Definitionof Failureoffirst Undesired(top) Criteriaofsystem Criteriaofsystem Failureoffirst
systemfault orderfunctional event success(failure) successandfailure orderfunctional
level level
3 Reliability Ifapplicablteo Ifapplicablteo Ifapplicablteo Ifapplicablteosub- lfapplicableto
apportionment components sub-systems sub-systems systems components
4.1 Qualitative Inductive(table) Deductive(fault Deductive(block Inductive/deductive Assumeseries
analysis, tree) diagram) (statetransition systemstructure,
maintenance diagram) listandevaluate
strategy components
~
4.2 Quantitative Fault Calculationof Calculationof Crdculationof Calculationof
analysis critically/probabi1- systemreliability systemreliability systemreliability componentsand ‘;
.
(numerical ityanalysis andavailtillity andavailahlity andavailability systemfailure
evaluation) measures measures measures rates
5 Requirements Criticalityof Probabilityof Reliability/availati Reliability/availaM1 Doesestimated
met(terminate failuresandfiilu~ undesiredeven Iityrequirement ityrequirements systemfailurerate
procedure) probabilities within met? met? meet
withhrlimits requirement requirements?
5.1 Review Componentfailure Sub-system/ Sub-system Componenthrb- Determinehighest
design, modes,failure component reliability/ system/system componentfailure
determine rates,etc failuremodes, availability,sub- reliabilityand rates
weaknesses failurerates, system/component availability,
systemstructure, failurerates, maintenanceand
etc systemstmctrrre, repairpolicy,
etc systemstructure
5.2 Develop Component Systemstructure, Systemstructure, Systemstructure, Re-evrduatechoke
alternative selectionand redundancy redundancy redundancy ofweakest
designs maintenance,etc allocation,fault allocation, allocation, components
detection, component component
maintenance,etc selection, selection,repair
maintenance,etc policy,system
reconfiguration,etc
5.3 Performtrade- Determinemost Determinemost Determinemost Determinemost Estimatecost
offstudiesand economical economical economical economical
costevaluation solution solution solution solution
3IS 15036:2001
6 CHARACTERISTICS OF VARIOUS the occurrence of a defined undesirable event and
DEPENDABILITY ANALYSIS METHODS which significantly affect system performance, safety,
economy or other specified characteristics.
6.1 Selecting the Appropriate Analysis Method
Starting withthetopevent, thepossible causes orfault
In order to enable a system dependability evaluation
modes on the next lowest functional system level are
to be economically performed, an analysis method
identified using logical gates. Following stepwise
should be chosen which:
identification of undesirable system operation to
a) models and evaluates a wide range of successively lowersystemlevelwillleadtothedesired
dependability problems; lowest system level. Causes at this level are usually
thecomponent faultmodes. Theresults oftheanalysis
b) allows a straightforward, systematic,
are portrayed as a fault tree.
qualitative and quantitative analysis to be
performed by trained design and The quantitative analysis isperformed on the basis of
dependability engineers; and the fault tree. In order to estimate system reliability
c) predicts measures of the dependability char- and availability, methods such as Boolean reduction
acteristics numerically, if data are available. and cut set analysis are employed. The basic data
required are component failure rates, repair rates,
A dependability analysis method should be selected
probability of occurrence of fault modes, etc.
which will give the desired results and encompass all
relevant attributes. 6.2.3 Reliability Block Diagram Analysis
Table 2 gives an overview of various dependability Reliability block diagram (RBD) analysis is a
analysis methods andtheir characteristics andfeatures. deductive (top-down) system dependability analysis
More than one method may be required to provide a method. An RBD isthe graphical representation of a
complete analysis ofthe system. system’s logical structure interms ofsub-systems and/
or components. This allows the system success paths
6.2 Short Descriptions of Analysis Methods toberepresented bytheway inwhich theblocks (sub-
systems/components) are logically connected.
6.2.1 Failure Mode and Efects Analysis
Various qualitative analysis techniques may be
Failure mode and effect analysis (FMEA) is an
employed to construct an RBD. The first step is to
inductive (bottom-up), qualitative dependability
establish the definition of system success. The next
analysis method, which is particularly suited to the
step is to divide the system in functional blocks
study of material, component and equipment faults
appropriate to the purpose of the reliability analysis.
and their effects and mechanisms on the next higher
Some blocks may represent system substructures,
functional system level. Iterations of the step
which in turn may be represented by other RBDs
(identification ofsingle faultmodes andtheevaluation
(system reduction).
oftheir effects onthe next higher system level) result
in the eventual identification of all the system single For the quantitative evaluation of an RBD, various
fault modes. FMEA lends itself to the analysis of methods are available. Depending on the type of
systems of different technologies (electrical, structure (reducible or irreducible) simple Boolean
mechanical, hydraulic, software, etc) with simple techniques, truthtablesand/or pathandcutsetanalysis
functional structures. maybeemployedforthepredictionofsystemreliability
and availability values calculated from basic
FMECA extends the FMEA to include criticality
component data.
analysis by quantifying fault effects in terms of
probability of occurrence and the severity of any 6.2.4 Markov Analysis
effects. Estimates of the probability of failure are
Markov analysis is mainly an inductive (bottom-up)
calculated directly from areliability prediction using
analysis method suitable for the evaluation of
the data assessed by the FMEA (probability of
functionally complex system structures and complex
occurrence of a fault mode, failure rates, etc). The
repair and maintenance strategies.
severityofeffectsisassessedbyreferencetoaspecified
scale. The method isbased on the theory of Markov chains.
In principle the probabilities of system elements
6.2.2 Fault Tree Analysis
(components, sub-systems) being in a particular
Fault tree analysis (FTA) is a deductive (top-down) (functional) state,orevents tooccur, atspecific points
method for analyzing system dependability. It is or intervals of time are evaluated by mathematical
concerned with the identification and analysis of models.
conditions and factors which cause, or contribute to,
4\
Table 2 Characteristics of AnaIysis Methods
(Clause 6.1)
A .n ..a .l -y -s >is I Characteristics
Ivletnuu I I Ability of method tohandle model characteristics as: Attributes Indian
Standard
Numberof Redu- TIrredu- Faihrre/ Time I Complex I Simulati Symbolic Approach
components ndmrt cible event varying mainte- on represen-
Stroct struc- combin- narrce of tation
failurel
Ures tures ations strategies functio-
event
and rates nal dedu- induc- quail- quao- quail- quan-
depend- process tive tive tative titative tative titative
encies
FMEA Uptoseveral I (no) no (no) yes 1 no 1 no List T =FFF Is 11137
thousands (Part2)
T
FMECA Uptoseveral I (no) no I (no) List Is11137
thousands (Part2)
#
1 1
Fault tree Uptoseveral yes yes no no Faulttree Clnc c c high medium IEC 1025
analysis thousands I I I (1990)
Reliability Uptoseveral yes T (yes) no no Reliability c nc (c) I c I medium I medium Is 15037
block thousands I block
diagram w diagram
1 I
Markov 2to 100$ yes Systemstate (nc) c —
w=
+-=--t= diagram +
+
Partscount 1tothousands (no) List nclc
=FFF—
Cause/conse- Uptoseveral yes Cause/conse T —
quence hundreds quenti chart
E T —
Event Uptoseveral yes yes yes Any
simulation hundreds8)
System Uptoseveral yes no (yes) Y Reliability -nc -1c -(nc) -Clo) medium medium —
reduction thousands 9) block - 10) I I I
diagram
Eventtree 2t050 yes yes (yes) Eventtree c c —
Truthtable3) 2to505) yes yes yes6) Table nclc —
NOTE— Forabbreviationasndremarkssee6.3.3.IS 15036:2001
Initially all the states of interest shall be defined Allthese methods are capable of analyzing:
together with the probabilities of transition from one
a) series structures;
state to another (component failure or repair rates,
b) reducible structures if redundant structures
event rates, etc). Transition rates (failure rates, event
are applicable;
rates) are normally assumed to be constant, that is
independent of time or previous history. c) independent components (two-state model);
d) single faults;
The qualitative anaIysis requires the determination of
e) exponential distribution of times to failure;
all the possible system states, preferably shown
diagrammatical Iy in a state-transition diagram. A 0 constant repair or event rates; and
major supporting analysis technique isthetruth table. g) independent component repair.
The transition probabilities and the way inwhich the 6.3,2 Table 2 Headings
states are related, represented by the state-transition
6.3.2.1 Number of components
diagram, allow the construction of the desired
transition matrix (mathematical model) forthepurpose The number of components of the system which can
of system reliability/availability calculations. The behandled byaparticular analysis method isbasically
evaluation of other measures of interest may also be limitedbythenumber ofcombinations (system states)
accomplished. which arisefromthepossible component statesorfault
modesconsidered. Thenumber ofcombinations isalso
6.2.5 Parts Count Reliability Prediction
heavily dependent onthespecific system structure and
Parts count reliability prediction is basically an maintenance considerations.
inductive (bottom-up) method applicable mostly
6.3.2.2 Redundant structures
during the proposal and early design phases, to
estimate an approximate system failure rate. The basis capability to handling redundant system
structures.
The components of the system need to be listed and
the appropriate failure rates determined according to 6.3.2.3 Irreducible structures
their stress levels.
A structure is called irreducible if straight forward
The method is based upon the assumption that the reduction techniques are not possible.
components are logically connected in series. This is
6.3.2.4 Failure/event combinations and dependencies
often a worst case estimate. Where redundancies at
the higher levels of assembly are known, their effects The capability ofthemethod tohandle failure orevent
may be taken into account. combinations. These include common cause br
common mode failures, multiple failure effects and
Aparts count reliability prediction of asystem with a
statisticallydependent faultmodes orsequential failure
series type of structure will yield predictions at an
effects and mechanisms, or events caused by adverse
acceptable precision level,provided athorough ‘Parts
environmental effects.
Stress Analysis’ iscarried out. Use of the parts stress
analysis gives more realistic component failure rates. 6.3.2.5 Time vatying failure/event rates
6.3 Explanations to Table 2 Non-constant failure and event rates (or non-
exponential distribution of times to failure).
6.3.1 General
6.3.2.6 Complex maintenance strategies
Onthe lefthand side of Table 2,the analysis methods
The capability of the method to handle statistically
are listed. In order to facilitate evaluation and
dependent repair and maintenance situations. These
comparison, their characteristics, attributes, flexibility,
include caseswhererenewal processes (repair queues)
etc, are stated.
should beconsidered, ascompared to the assumption
For each analysis method the matrix thus gives an that, for each component failure, repair begins
indication asto which additional characteristics each immediately after failure, independent of whether a
method can handle as indicated by ‘yes’ and ‘no’ component isaccessible or not (independent repair).
entries, Further, theanalysis methods aredistinguished
byparticular attributes ortechniques. These are listed 6.3.2.7 Simulation offunctional process
and rated on the right hand side of Table 2.
Thecapability ofamethod tosimulate discrete events;
Table2indicatesthatthere isnosingle,comprehensive that is,thefailure andrenewal processes aresimulated
dependability analysis method. The analyst should and the particular system states evaluated according
choosethemethod whichbestfitstheparticular system tothe influence which they exert on any higher-level
or analysis objective. system or on the total environment (interrelation).
6,,
.—. &
-, -..
IS 15036:2001
‘,
Therefore, it is also necessary to simulate the dependability analysis method may be
fictional behaviour ofthe higher-level system along employed for the evaluation of the relevant . ..—
. .-
with processes within the total environment while components.
analyzing the operating and failure processes of the 10) Mainly calculation of system dependability
system itself. measures by the reduction (substitution) I>!,k,,.,,
,.
method of agiven reliability block diagram.
6.3.2.8 Deductive/inductive approach
See 5.3 and 5.4. 6.4 Advantages and Disadvantages of Methods
6.3.2.9 Qualitative/quantitative analysis Acomparison ofsomeofthecommonly used methods
follows. {
The capability of amethod to handle qualitative and/
or quantitative analysis. 6.4.1 Failure Mode and Eflects Analysis
6.3.2.10 Qualitative/qtiantitative analysis eflort (cost) 6.4.1.1 Advantages
The entries give relative estimates of the cost of a) identifies systematically the cause and effect
applying a particular analysis method to a particular relationships;
problem. The effective analysis effort isdependent on b) givesaninitialindication ofthosefaultmodes
the system complexity, the depth of analysis, the skill which are likely to be critical, especially
of the analyst, the availability of basic system and single faults which may propagate;
component data, and the availability of suitable c) searchesforpossibleoutcomes notpreviously
computing resources. orprecisely known;
6.3.3 Remarks with reference to Table 2 d) identifies outcomes arising from specific
causesorinitiating eventswhich arebelieved
c Capable.
to be important;
Nc Not capable, or not applicable
e) highlights spurious outcomes as well as
() With restrictions/exceptions deviations from normal functional
performance; and
1) With cut sets or logical reduction.
f) useful inthe preliminary analysis of new or
2) By event simulation, numerical integration
untried systems or components.
or renewal theory.
3) A basic, systematic method (combinatorics) 6.4.1.2 Disadvantages ..
to support qualitative system analysis, in
a) the output data may be large even for -,,
particular for Markov and event simulation
relatively simple systems;
to determine the possible system states. Low .
b) maybecome complicated andunmanageable
for event rate, high for unavailability
unless there is a fairly direct (of ‘single-
(diagrams with loops).
chain’)relationship between causeandeffect,
4) Low for event rate, high for unavailability
that is,cannotconveniently dealwith parallel
(diagrams with loops).
or complex relationship;
5) Depends on system complexity (stochastic
c) may not easily deal with time sequences,
process to be simulated) and possible
restoration processes, environmental
approximations (truncation of event
conditions, maintenance aspects, etc;
sequences).
d) does not, in itself, directly produce a model
6) Especially dependent events, for example,
for quantitative evaluation; and
parallel structures with passive (standby)
e) may not easily portray multiple dependen-
components.
cies or complex interactions between faults
7) Special Erlang distribution (introduction of
indifferent parts of the system.
virtual – ‘dummy’ states) or semi-Markov
process. 6.4.2 Fault Tree Analysis
8) System size and complexity which can be
6.4.2.1 Advantages
handled are mainly dependent on available
a) identifies and records systematically the
computing means, efficiency ofevent(Monte
logical faultpaths from aspecific effect, back
Carlo) simulation procedure and required
to the prime causes;
accuracy ofmeasures to be estimated.
b) deals with parallel, redundant or alternative
9) Independent components at each reduction
fault paths;
level are assumed. Therefore, any
7IS 15036:2001
c) dealswithmostformsofcombinatorial events .!9 capable of setting up models for the
and some forms of dependencies aswell; evaluation of overall system reliability and
d) deals with systems which have several cross- availability in probabilistic terms; and
Iinked sub-systems; h) results in compact and concise diagrams for
e) provide for fairly easy manipulation of the atotal system.
fault paths to give minimal logical models
6.4.3.2 Disadvantages
(for example by using Boolean algebra);
a) doesnot, ininself, provide foraspecific fault
f) capable of sensitivity analysis to indicate the
analysis – that isthe cause-effect(s) paths or
items dominantly contributing to overall
the effect-cause(s) paths are not specifically
system reliability;
highlighted;
g) capable of setting up models for the
b) requires aprobabilistic model ofperformance
evaluation of overall system reliability and
for each element inthe diagram;
availability in probabilistic terms; and
c) willnot showspurious orunintended outputs
h) results incompact and concise diagrams for
unless the analyst takes deliberate steps to
a total system.
this end; and
6.4.2.2 Disadvantages
d) isprimarily directed towards success analy-
a) does not, initself, provide for aspecific fault sis and does not deal effectively with com-
analysis – that isthe cause-effect(s) paths or plex repair and maintenance strategies or
the effect-cause(s) paths are not specifically general availability analysis.
highlighted;
6.4.4 A4arkov Analysis
b) requires aprobabilistic modelofperformance
6.4.4.1 Advantages
for each element inthe diagram;
c) wi11not show spurious orunintended outputs a) provides a direct probabilistic model for
unless the analyst takes deliberate steps to system state behaviour based on the system
this end; and logic;
d) is primarily directed towards success analy- b) provides the probabilistic solutions for sub-
sis and does not deal effectively with com- sets of other models such as logic diagrams
plex repair and maintenance strategies or and fault trees;
general availability analysis. c) deals readily with multi-state situations and
outcomes, rightdowntothecomponent level;
6.4.3 Reliability Block Diagram
d) represents event sequences with a specific
6.4.3.1 Advantages
pattern or order of occurrence;
a) Often constructed almost directly from the e) valuable in computing availability
system functional diagram; this has the performance measures of the system; and
further advantages ofreducing constructional o deals with complex, dependent repair situa-
errors and/or systematic depiction of tions.
functional pathsrelevanttosystemreliability;
6.4.4.2 Disadvantages
b) dealswithmosttypesofsystemconfiguration
including parallel, redundant, standby and a) may become very complex for models
alternative functional paths; involving a large number of system states;
c) deals with most forms of combinational b) may not help in the logical solution of a
events and some forms of dependencies;
problem;
d) capable ofcomplete analysisofvariations and
c) depends normally upon the assumption that
trade-offs with regard to changes in system
transition rates are constant; and
performance parameters;
d) can only represent combinatorial events
e) provide (in the two-state application) for
by creating a new state for each combi-
fairly easymanipulation offunctional ornon-
nation.
functional paths to give minimal logical
models (for example, by using Boolean 6.4.5 Parts Count Reliability Prediction
algebra);
6.4.5.1 Advantages
o capable of sensitivity analysis to indicate the
items dominantly contributing to over-all a) time and cost of analysis are very low;
system reliability;
8.——
IS 15036:2001
>
b) the necessary input information and data are considered, and therefore only simple
small and suiting to the situation inthe early structures lend themselves to parts count ,.
design and development phase; analysis;
,-
c) basic information on component reliability b) the precision level of the predictions is
isgained intheearlydesignanddevelopment normally low, especially for small sub-
phase; systems, due to the wide spread in values of
d) adapted to computerized calculations; most published data;
e) little training is necessary; c) repair andmaintenance cannot beconsidered;
f) applied to parts ofany complexity, provided d) the evaluation of fault modes and
reliability data are available. mechanisms and their effects isnot possible;
and
6.4.5.2 Disadvantages
e) time-sequential failure and event behaviour !
a) the functional structure (for example lower cannot be considered.
level redundancies) of a system cannot be
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1885 (Part 39) : Electrotechnical vocabulary: Part39 (Part 8/See 2): Maintenance and maintenance
1999 Reliability of electronic and 1988 support planning, Section 2 Main- ., ..
electrical items (second revision) tenance support analysis
9692 Guide on maintainability of (Part 8/See3): Maintenance—maintenance support
equipment 1988 support planning, Section 3
(Part 1):1980 Introduction to maintainability Maintenance planning analysis
(Part 2) :1980 Maintainability requirements in (Part 8/See 4): Maintenance and maintenance
specifications and contracts 1988 supporting planning, Section 4
(Part 3) :1981 Maintainability programme Maintenance support resources
(Part 4) :1987 Test and diagnostic procedures requirements
(Part 5) :1985 Maintainability studies during the ll137(Part2): Analysis techniques for system
design phase 1984 reliability: Part 2 Procedure for
(Part 6) :1983 Maintainability verification failure mode and effects analysis
(Part 7) :1984 Collection, analysisandpresentation (FMEA) and failure modes, effects
of data related to maintainability and criticality analysis (FMECA)
(Part 8/See 1): Maintenance and maintenance 15037:2001 Analysis techniques for
1988 support planning, Section 1General dependability — Reliability block
diagram method
9,.
i
IS 15036:2001
ANNEX B
(f’oreword)
COMMITTEE COMPOSITION
(’2
Reliability of Electronic and Electrical Components and Equipment Sectional Committee, LTD 3
Organization Representative(s) i
IndianInstituteofTechnology,Khamgpur PROFK.B.MISW(Chairman)
AllIndiaRadio,NewDelhi SrrsuA.B.MAWR
!,,
SsrroJ.P.Tsr.wm(Alternate) ,!
BhabhaAtomicResearchCerrtre,Mumbai SrmuD.tiO
SmrR.K.SARAF(Alternate)
BharatElectronicsLtd,Bangalore SaraRUDRMAANUEL
SHRrMAMTJEENAPmmm mv,mm(Alternate)
CentralElectricityAuthority,NewDelhi DrREaOR(TUCCMWNJCATJOt$
DEPUTDYJRSeTG(RTele)PTCC(Alternate)
CentreforDevelopmentofTelematics(C-DOT),NewDelhi SmuY. K.Pmmsv
SmrA.K.AHUJA(Alternate)
ConsumerElectronics&TVManufacturersAssociation,NewDelhi !%roN.G.NANOA
DepartmentofElectronics(STQC),NewDelhi SrrwA.K.SW
!%rraS.K.KrMo_m(rAr’rernafe)
DepartmentofTelecommunication(TEC),NewDelhi %mlv.A.RAMA~0
DIRECTO(ARlternate)
ElectronicComponentsIndustriesAssociation,NewDelhi SW V.K.Smm[
ElectronicsCorporationofIndiaLtd,Hyderabad SmuR.11.mmv
SmrB.Bmsw MO(Alternate)
HindustanAeronauticsLtd,Hyderabad Sm V.M Mowl&+o
SsuoS.C.H.JAGNANAWIho (Alternate)
lETE,NewDelhi MAJORGrmYmmv.mrDEVA
MAJORGENK.B.JwrvM (Alternute)
Instrumentation[.td,Ko@ SwuA.P.PAOmrm
SaruILwvSRIVASTA(VAlAternate)
ISRO(DepartmentofSpace),Bangalore SwoS.SATJSH
SmuG.L.UCWMWA(TAHlteIrnate)
lTILtd,Bangalore SmV.Murww
MhsistroytDefence(DGQA)(LB),angalore SmiK.L. CtruG
SmrKALYAN ROY(Alternate)
ONIDAM, umbai SwuT.C.GOSALJA
SsiruP.D.SHASTJ(UAlternate)
PhilipsIndiaLtd,Loni-Kalbhor SnmR.A. Wkmrvrs
SsrwB.DEVJCHAR(AAlNternde)
Research,DesignandStandardsOrganization,Lucknow JOJNrDIRECTSO~RANDAR(DLStms)
JormDIRECTOSRTANDAR(DASlternate)
VariableEnergyCyclotronCentre,Kolkata StarrR.DE
Sm D.Wumr (Akernde)
BISDirectorateGeneral SmuVIJ.wDhector&Head(Electronicsand
Telecommunication)
~epresenting DirectorGeneral(Er-oflcio)]
Member-Secretary
SmuI%vrmKw
AssistantDhector(ElectronicsandTelecommunication),BIS
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 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 byreferring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. LTD 3(1815).
Amendments Issued Since Publication
Amend No. Dateof Issue 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, CHANDIGARH 160022 603843
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Southern :C.I.T. Campus, IVCross Road, CHENNAI 600113 2541216,2541442
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PrintedatPMIIIIaLOffset Press, New Lklhi-2
|
10629.pdf
|
IS : 10629 - 1983
Indian Standard
METHODS FOR
DETERMlNATION OF ALDICARB RESIDUES
IN CROPS, SOIL AND WATER
Pesticides Residue Analysis Sectional Committee, AFDC 56
Chairman
DR H. L. B~MI
Bungalow No. A, Malkaganj,
Delhi
Members Representing
SHRI E. A. ALMEID~ Hindustan Ciba-Geigy Ltd, Bombay
SHRI F. QUADROS ( Alternate )
SHRI K. D. AWE National Organic Chemical Industries Ltd,
Bombay
Da J. S. VERMA ( Alternate )
DR K. C. GUEA Central Food Laboratory, Calcutta; and Central
Committee for Food Standards, New Delhi
SHHI P. K. DRINQRA ( Alternate )
DR S. S. GUPTA Bayer India Ltd, Thane
DR R. L. KALRA Department of Entomology, Punjab Agricultural
University, Ludhiana
DR R. P. CRAWLA ( Alternafc )
DR KILYAN SINOH C. S. A. University of Agriculture and Technology,
Kanpur
Dn K. KRIS~NAMURTEY Department of Food ( Ministry of Agriculture ),
New Delhi
SERI G. N. BHARDWAJ ( AItematc )
DR V. LAKSHMINARAYANA Directorate of Plant Protection, Quarantine and
Storage, Faridabad
DR R. C. GUPTA ( Alternate )
DR J. C. MAJUMDAB Pesticides Association of India, New Delhi
DR V. SI~INIVASAN ( Alternate )
DR M. S. MSTEYANATHA Rallis Agro-Chemical Research Station, Bangalore
DR A. L. MOOKWJEE Cyanamid India Ltd, Bombay
( Continurd OR pugc 2 )
Q Gpyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the In&an Copyrigh: 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 : 10629 - 1983
( Continucdffom page 1 )
Members Representing
DR S. K. MUKERJEE Indian Agricultural Research Institute ( ICAR ),
New Delhi
DR S. K. HANDA ( Altrrmtr )
DR NA~ABHUSE~N Rao Regional Research Laboratory (CSIR )t
Hvderabad
PUBLIC ANALYST Public ’ Analyst, Government of Haryana,
Chandigarh
DEPUTY PUBLIC ANALYST ( Alternate )
DB T. D. SETE Indust~;~n~xicology Research Centre ( CSIR ),
DR R. K. SETEI Indofil Chemicals Ltd, Thane
DR K. SIVASANKARAN Union Carbide India Ltd, New Delhi
DR S. Y. PANDEY ( Altcmatc)
Da S. C. SRIVASTAV,~ Indian Veterinary Research Institute ( ICAR ),
Izatnagar
DR R. C. NAITHANI ( Afternat )
DR K. VISHESWARAIAH Central Food Technological Research Institute
( CSIR ), Mysore
Da J. R. RANGAE~~MY ( Alternate )
DB B. L. WATTAL National Institute of Communicable Diseases,
Delhi
SRRI G. C. JOSHI ( Alternate )
SHRI T. PURNANANDA~, Director General, IS1 (Ew-s&s Men&r )
Director ( Agri & Food )
Secretary
SHRI M. L.-KIJXAR
Senior Deputy Director ( Agri & Food), IS1IS :10629 -1983
hdim Standard
METHODS FOR
DETERMINATION OF ALDICARB RESlDUES
IN CROPS, SOIL AND WATER
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 30 August 1983, after the draft finalized by the Pesticides
Residue Analysis Sectional Committee had been approved by the
Agricultural and Food Products Division Council.
0.2 Aldicarb has a broad spectrum of effectiveness against many species
of insects, mites and nematodes. It is systemic and applied only in the
form of granules and is used as a soil treatment on a range of crops
including bananas, coffee, tobacco, cotton, potatoes, sweet potatoes
and sugarcane. Frequent and increased use of aldicarb formulations often
result in harmful effects due to toxic nature of residues. Careful
assessment of residues is, therefore, an important step in safeguarding
human health and in the establishment of sound regulatory policy,
0.3 This standard will enable the health authorities and others to follow
uniform test procedure for the estimation of aldicarb residues in
various crops, soil and water.
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 prescribes spectrophotometric and gas chromatographic
methods for the determination of aldicarb [ 2-Methyl-2-( methylthio)
propionaldehyde 0-( methylcarbamoyl) oxime ] residues in crops, soil and
water. The residues determined include aldicarb, its sulfoxide and the
sulfones.
*Ruler for rounding off numerical values ( re+ed).
3IS : 10629 - 1983
1.1.1 Spectrophotometric method may be adopted as a limit test for
routine purposes with the minimum detection limit of 0.1 /fig/g (@l
ppm ) whereas gas chromatographic method shall be the reference
method with the minimum detection limit of O*OOS/pg/g ( 0.005 ppm ).
2. SAMPLING
2.1 The representative samples for the purpose of estimating aldicarb
residues in various crops, soil and water shall be in accordance with the
sampling procedures as prescribed in the relevant Indian Standards,
wherever available.
2.2 Preparation of Laboratory Sample
2.2.1 Soil, Co$e, Tobacco, etc - If needed, grind to pass through suitable
sieve. Reduce to about 100 g by mixing and quartering.
2.2.2 Vegetables and Fruits
2.2.2.1 Remove visible soil particles by gentle rubbing. Root
vegetables may need scrubbing with a brush and some washing.
2.2.2.2 Remove all inedible portions of vegetables and stems and
stones of fruits if any.
2.2.2.3 If a peel or skin is not normally consumed, it should be
removed and if edible it should be included.
2.2.2.4 Cut a representative sample into pieces and reduce by
mixing and quartering to about 300 g.
2.2.2.5 Blend the 300 g sample in a Waring blender to obtain
homogeneous mixture. Mix content with sepatula and reblend to
ensure homogeniety.
2.2.3 Water - This does not need any processing.
3. EXTRACTION AND CLEAN-UP
3.1 Apparatus
3.1.1 Rotary Flash Evaporator
3.1.2 Waring Blender or Equivalent - Leakproof and explosion proof.
3.1.3 Chromatographic Column - 30 cm length and 1.3 cm inner diameter:
3.1.4 Water Bath
4IS : 10629 - 1983
3.1.5 Air Condenser - Snyder type
3.1.6 Magnetic Stirrer cum Hot Plate
3.2 Reagents
3.2.1 Aceto-te - Analytical reagent grade/glass redistilled.
3.2.2 Acetonitrile - Analytical reagent grade/glass redistilled.
3.2.3 Clllorojbrm - Analytical reagent grade/glass redistilled.
3.2.4 Iiyfro Super-Gel
3.2.5 Methanol - Analytical reagent grade/glass redistilled.
3.2.6 Benzene - Analytical reagent grade/glass redistilled.
3.2.7 Sodium Sulfate - Anhydrous, analytical reagent grade.
3.2.8 Glacial Acetic Acid - analytical reagent grade.
3.2.9 Hydrogen Peroxide - 30 Percent.
3.2.10 Coagulating Solution - Prepared by dissolving 0.5 g of
ammonium chloride in 400 ml of water containing 1 ml of orthophos-
phoric acid.
3.2.11 F~orisil - 150 -250 pm ( 60 -100 mesh ).
3.3 Extraction -Transfer 50 g of sample to a blender. Add 150 ml
of an 80 : 20 mixture of acetone-chloroform and 100 g of anhydrous
powdered sodium sulfate. Blend for two minutes at low speed and
allow to settle for one minute. Decant the solvent into a Buchner funnel
containing Whatman No. 1 filter paper covered with a thin coat of
hyflo-supercel attached to a 500 ml filter flask. Apply vacuum cautiously
until all the solvent has filtered into the filter flask. Re-extract the cake
alongwith the filter paper with two 100 ml portions of acetone-chloroform
and filter the extracts. Wash the blender and cake with 50 ml of mixed
solvent.
3.4 Cleen-Up - Transfer the filtrate ( see 3.3 ) to a 500 ml round bottom
flask and add one drop of diethylene glycol. Connect the flask to a
rotary vacuum flash evaporator and place in a water bath at 30”-40°C.
Apply vacuum and reduce the pressure carefully to about 50 mm Hg.
After the solvent has evaporated, disconnect the flask immediately. Add
5 ml of acetone, swirl and warm the flask under hot tap water for 30
seconds. Add 50 ml of coagulating solution and swirl the flask. Allow
mixture to stand for 30 minutes with occasional swirling. Filter using
5IS:10629 -1983
vacuum, through 3 mm layer of hyflo-supercel on Whatman No. 1 filter
paper in a Buchner funnel into a receiving flask. Wash the flask and preci-
pitate with 2 x 25 ml portions of methanol-water ( 1 : 9 ), allowing each
washing to remain in contact with precipitate about 20 seconds before
applying vacuum. Transfer the filtrate to a 250 ml separatory funnel and
add 30 ml of chloroform, shake well and allow the layers to separate
completely. Drain the lower layer through a bed of anhydrous sodium
sulfate into a 250-ml round bottom flask. Repeat extraction of aqueous
layer with 2 X 30 ml portions of chloroform and collect the extracts
in the same 250-ml flask. Wash the sodium sulfate bed with 2 x 20 ml
portions of chloroform. Add one drop of diethylene glycol and
evaporate to dryness under vacuum as before. Add 100 ml of hydrogen
peroxide-glacial acetic acid (2 : 1 ) to the residue flask, attach an air
‘condenser ( Snyder type ) and oxidize the residues with continuous stirring
at 70 f PC for 30 minutes on a magnetic stirrer-cum-hot plate. Remove
the flask and cool in an ice bath for 5 minutes. Add 60 ml of 10 percent
aqueous sodium carbonate to neutralize the mixture. Transfer the
neutralized mixture to a 250-ml separatory funnel and extract with
chloroform as before. Add one drop of diethylene glycol and evaporate
to dryness under vacuum as before. The residue is dissolved in 100 ml
of 10 percent acetone in benzene poured on to a 12.5 cm column of florisil
contained in a 13-mm i.d. glass chromatograph tube, the florisil being
prewet with benzene. The column is allowed to elute and the eluate is
discarded. This discard is necessary to remove the nitrile and oxime
metabolities of aldicarb, which would interfere in the aldicarb
determination. Finally, the aldicarb residues now oxidized to aldicarb
sulfone, are eluted from the column in 150 ml of acetone-benzene
(40:60).
4. SPECTROPHOTOMETRIC METHOD
4.1 Principle -The determination of total aldicarb residue is based
on the carbamoyl-oxime group of the molecule. The carbamoyl oxime
is hydrolyzed with base to 2-methyl-2-( methylthio ) propionaldehyde
oxime. Hydrolysis of the oxime in acidic medium forms the aldehyde Z-
methyld-methylthio propionaldehyde and hydroxylamine. The
hydroxylamine is oxidized with iodine to nitrous acid, which is determined
calorimetrically at 530 nm.
4.2 Apparatus
4.2.1 Spectrophotometer -Capable of measuring at 530 nm.
4.3 Reagents
4.3.1 Sodium Hydroxide - 0.1 N aqueous solution,
6IS:10629 - 1983
4.3.2 Hydrochloric Acid - 1 N solution.
4.3.3 Sulfanilic Acid - Dissolve I.0 g in 75 ml of water and add 25 ml
of acetic acid.
4.3.4 Iodine - 1 percent in acetic acid ( m/v ).
4.3.5 Sodium Thiosulfa:e -2 percent in water.
4.3.6 Potassium Acetate - Dissolve 100 g in 100 ml of water.
4.3.7 I-Naphlhylamine -Dissolve 0.5 g in 50 ml of acetic acid,
add 115 ml of water and 25 mg of activated charcoal, mix well and
filter. Prepare fresh daily just befor use.
4.4 Estimation of Aldicarb Residues - Place an appropriate aliquot
( see 3.4 ) in a 250-ml flask, add one drop of diethylene glycol and evaporate
to dryness as before. Add 5.0 ml of 0.1 N sodium hydroxide and plate
the flask in a water bath at 40°C for exactly 40 minutes. Add 1.0 ml of
1N hydrochloric acid. Place the flask in a boiling water bath ( 80-85°C )
and allow to digest for 20 minutes. Allow the solution to cool in an ice
bath for 10 minutes and add 0.5 ml of sulfanilic acid solution. Mix well
and add 0.2 ml of iodine solution, mix and let stand for 3 minutes. Add 0.2
ml of potassium acetate solution, mix and add 0.2 ml of sodium
thiosulfate solution. Immediately add 0’3 ml of I-naphthylamine solution
and mix well. Let stand 1 minute and dilute to 10 ml with ( 1 + 1 )
acetic acid-water solution. Mix and let stand 5 minutes. Transfer the
solution to a 125-ml separatory funnel and extract with 5 ml of
chloroform. Let the layer separate completely and determine the
absorbance of the top layer ( aqueous ) in a l-cm cell at 530 nm, using a
reagent blank processed along with the sample. Determine the
concentration of aldicarb sulfone from a curve obtained by plotting pg of
the standard in ml against absorbance.
4.4.1 Preparation of Standard Curve -Weigh 50 mg of aldicarb sulfone,
transfer to a loo-ml volumetric flask and dilute to volume with acetone.
Take an aliquot of 10 ml and transfer to 100-ml volumetric flask and
dilute to volume with acetone. Dilute the second solution the same way
and this gives a concentration of 5’0 pg per ml. Pipette aliquot of 0, 1.0,
2.0, 4.0, 6.0, 8-O and 10.0 ml into a series of 20-ml test tubes and make
the volume to 10 ml with chloroform. Follow the same procedure as
described under 3.4 and 4.4. Plot the absorbance of the standard
solutions against ug of aldicarb sulfone to obtain a standard curve.
4.5 Calculation
rg aldicarb sulfone x dilution factor
Aldicarb residues tJg/g ( ppm )=
mass of sample (g)
74.6 Expression of Result-Report total toxic aldicarb residues as
aldicarb rulfone in the sample as pg/g ( ppm ),
5. GAs CHROMATOGRAPHIC METHOD
5.1 Principle - The toxic residue of aldicarb in biological substrates is
composed of aldicarb and its sulfoxide and sulfone metabolites. All three
of these components are determined as a total residue by first oxidizing
aldicarb and aldicarb sulfoxide to aldicarb sulfone with hydrogen
peroxide-glacial acetic acid ( 2 : 1 ) and then determining total aldicarb
sulfone by gas chromatography. The aldicarb sulfone is determined
utilizing a flame photometric detector incorporating a 394~filter specific
for sulfur-containing compounds, and it is quantitated by reference of the
peak area to a previously prepared calibration curve.
5.2 Apparatus
5.2.1 Gas Chromatograph - Equipped with flame photometer detector
incorporating a 394 filter specific for sulphur. The gas chromatograph
is operated under the following suggested parameters. These parameters
may be varied as per available facilities provided standardization is
done.
Column A stainless steel;glass column of 2.4 m
length and 3.13 mm ID packed with
chromosorb P coated with 5 percent
carbowax 20 M.
Column oven temperature 180°C
Injection port temperature 300°C
Detecter temperature 200°C
Carrier gas Nitrogen 601
Hydrogen 30 > ml per minute
Air 3OJ
Recorder chart speed 1 cm/minute
5.3 Procedure
5.3.1 Transfer suitable aliquot (see 3.4 ) to a 100 ml flask and
evaporate to dryness. Dissolve the concentrated residues in 1 ml of
acetone and inject 8 ~1 into the column using a microlitre syringe.
Identify the aldicarb sulfone peak by its retention time and measure the
peak area.
8IS : 10629 - 1983
5.4 Calculation
Aldicarb sulfone ,ug/g ( ppm ) = &x$+f
where
AS = area sample;
Astd = area standard;
M = ,ug of standard injected;
Ml = mass, in g, of the sample;
V = volume of final extract in ml;
VI = fil of the sample injected; and
100
f = recovery factor =
percent mean recovery
91NP)IAN S T A N D A R D S
ON
PESTICIDES RESIDUE ANALYSIS
5863 ( Part I ) - 1970 Method for determination of malathion residues: Part I Cereals
and Oilseeds
5864- 1983 Method for determination of DDT residues in food commodities (Jirst
rcvi.Gon )
5952-1970 Method for determination of parathion residues in foodgrains and vegetables
6169-1983 Methods for determination of BHC ( HCH ) residues in food commodities
(first reuision )
101681982 Methods for determination of fenitrothion residues in foods
10169-1982 Methods for deterns ination of carbaryl residees in fmits and vegetables[sl
1
I
AMENDMENT NO. 1 MARCH 1985
TO
IS:10629-1983 METHODS FOR DETERMINATION OF ALDICARB
RESIDUES IN CROPS, SOIL AND WTER
kge 5, clause 3.4, iding) - Substitute
'Clean-Up' for *Cleen-U~'T
(RZge8 5 CZd 6, C&SW 3.4, tine 20) - Substitute
fm
'10 ml' '100 ml'.
(Rzges 5 a?xi 6, okse 3.4, line 25) - Substitute
'sodium hydrogen carbonate' for 'sodium carbonate'.
(mc 56)
Reprography Unit, ISI, New Delhi, India
~__~~ ~----
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8412.pdf
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UDC 621%82’216’091’5/‘6 : 624’014’26 First Reprint DECEMBER 1990) IS : 8412 - 1977
Indian Standard
SPECIFICATION FOR
SLOTTED COUNTERSUNK HEAD BOLTS
FOR STEEL STRUCTURES
Scope - Covers the requirements of slotted countersunk head bolts for steel structures in th
iameter range 10 to 24 mm.
. Dimensions and Tolerances
.l As given in Table 1,
TABLE 1 DIMENSIONS FOR SLOTTED COUNTERSUNK HEAD BOLTS
All dimensions in millimetres.
P - pitch of the screw thread.
z according to IS : 13681967 ‘ Dimensions for ends of bolts and screws ( first revision ).
X according to IS : 1369-1975 ‘ Dimensions for screw thread run-outs and undercuts( first revision ). ’
Nominal Ml0 Ml2 Ml6 YZO M22 M24.
Sire
d Nom IO 12 16 20 22 24
(hl5)*
a(+5”) 75O 60°
bt 20 22 28 32 35 38
b% 25 28 35 40 45 50
a Nom 14 10 22 25 27 29
dl (ht4) 17 21 1 28 32 35 38
,
k ( * flT15) 5’5 7 9 11’5 12 13
n(Hl4) 2’5 3 ~ 4 5 5 5
___-
t Nom 3 4 ( 4 4 5 6
*In addition to the tolerance of h15, the bolts are allowed to have the following tolerances on the shank diameter:
+ITl5 for d C 7 mm
+ITl6 for d > 7 mm
fFor lengths above the stepped chain dotted line in Table 2.
$For lengths below the stepped chain dotted line In Table 2.
Adopted 30 March 1977 I 0 July 1977, BIS I_ Gr 2
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 8412 - 1977
i2.2 The preferred length size combinations of the bolts shall be as given in Table 2.
TABLE:2 PREFERRED LENGTH SIZE COMBINATIONS OF SLOTTED COUNTERSUNK HEAD BOLTS
All dimensions in millimetres.
I NOMINAL SIZE
(J.s1 7) 1 Ml6 / M20 1 M22 1 M24
120
130 ^-
140
150
160
Note l- Preferred length size combinations are between the stepped bold lines.
Note 2-Lengths above the dotted line are fully threaded.
Note 3-For meaning of the stepped chain dotted line, see notes under Table 1.
3. Grade - Black grade ( B ) as specified in IS : 1367-1967 ’ Technical supply conditions for threaded
fasteners ( first revision ) ‘.
4. Designation
4.1 Slotted countersunk head bolts shall be designated by the name, nominal size, length, number
of this standard and symbol for mechanical property class.
Example:
A slotted countersunk head bolt of nominal size M16, length 70 mm and property
class 8.8 shall be designated as:
Slotted Countersunk Head Bolt Ml6 X 70 IS : 8412-8.8.
,4.2 When the bolts are required with nuts (see 7.1 ), they shall be designated as below:
Example:
A slotted countersunk head bolt of nominal size 11116,l ength 70 mm with nut and
property class 8.8 shall be designated as:
Slotted Countersunk Head Bolt Ml6 X 70N IS : 8412-8.8.
5. Mechanical Properties - Property classes 4.6 or 8.8 of IS : 1367-1967.
6. Sampling-Sampling and criteria of acceptance shall be in accordance with IS: 2614-1969
’ Methods for sampling of fasteners ( first revision ) ‘.
2IS: 8412 - 1977
7. General Requirements
7.1 Nuts used with slotted countersunk head bolts for steel structures shall conform to the require-
ments as specified in IS : 1363-1967 ‘ Specification for black hexagon bolts, nuts and lock nuts ( dia 6 ’
to 39 mm) and black hexagon screws (dia 6 to 24 mm) ‘.
7.2 In regard to requirements not covered in this standard the bolts shall conform to the require-
ments specified in IS : 1367-1967.
8. Certification Marking -Details available with the Bureau of Indian Standards.
EXPLANATORY NOTE
In the preparation df this standard, considerable assistance has been derived from DIN 7969-
1970 ’ Senkschrauben mit Schlitz, ohne Mutter, mit Sechskantmutter, fur Stahlkonstruktionen ’
( Countersunk head bolts with slot without nut; with hexagon nut for steel structures), issued by
Qeutsches lnstitut fur Normung.
3
Printed at Central Electnr Press, Delhi-28
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11386.pdf
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IS : 11386- 1985
Ikhkm Standard
GLOSSARY OF TERMS RELATING TO
CONCRETE MIXERS
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman
MAJ-GEN J. S. SOIN
C-24, Gt een Park Extension, New Delhi
Members Representing
DR K. APR~MEYAN Bharat Earth Movers Limited, Bangalore
SHRI K. S. PADMANAEH~N( A[ternare )
CHIEF ENGINEER Punjab Irrigation and Power Department,
Chandigarh
DIRECTOR ( PLANT DESIGNS ) ( Alternate )
CHIEF ENGINEER ( ELEC ) I Central Public Works Department, New’Delhi
SUPERINTENDINOE NGINEER, DELHI
CENTRAL ELECTR:CALC IRCLE ( Alternate )
SHRI R. P. CHOPRA National Projects Construction Corporation
Limited, New Delhi
SHRI 0. S. GUPTA ( Alternate)
DR M. P. DHIR Central Road Research Institute ( CSIR ),
New Delhi
SHRI Y. R. PHULL ( Alternate )
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DIIPUTY DIRECTOR ( P & M ) ( Alternate )
SHRI V. GULATI Heatly and Gresham ( India ) Limited,
New Delhi
SHRI S. A. MENEZES ( Alternate )
SHRI D. M. GUPTA UP State Bridge Corporation, Lucknow
JOINT DIRECTOR( WORKS ) Railway Board, Ministry of Railways,
New Delhi
JOINT DIRECTOR ( CIV ENGG ) ( AIternare )
SHRI Y. R. KALRA Bhakra Beds Management Board, Chandigarh
SHRI M. L. AGGARWAL ( Alternuta )
MAJ-GEN P. N. KAPOOR Research and Development Organization
( Ministry of Defence ), Kew Delhi
SHRI S. N. SIDHANT.I( Alternate )
SHRI 3. P. KAUSHISH Cent;Ao3L&ding Research Institute ( CSIR ),
SHRI S. S. WADHWA ( Alternate )
( Continued on page 2 )
@ Copyright 1986
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 l-e an infringement of copyright under the said Act.IS : 11386- 1985
( Continued from page 1 )
Members Representing
SHRI S. K. KELAVKAR Marshall Sons and Company Manufacturing
Limited, Madras
SHRI B. V. K. ACHAR ( Alternate )
SHRI S. Y. KHAN Kiliick Nixon and Company Limited, Bombay
SHRI A. MEHRA ( Alternate )
SHRI V. K. KHANNA International Ennineering and Construction
Company, Calcutta -
SHRI M. E. MADHUSUDAN Directorate General of Technical Development,
Government of India, New Delhi
SHRI K. L. NANGIA ( Alternate )
BRIG S. S. MALLICK Directorate General Border Roads, New Delhi
SHRI L. M. VERMA ( Alternate >
DR A. K. MULLICK National Council for Cement and Building
Material, New Delhi
SHRI RATAN LAL ( AIternate )
SHRI J. F. ROBERT MOSES Sahayak Engineering Private Limited, Hyderabad
*SHIU M. NARAINASWAMY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI H. S. DUGGAL ( Alternate )’
SHRI T. H. PESHORI Recondo Limited, Bombay
SHRI S. J. BASU ( Alternate )
SHRI T. II. PESHORI Builder’s Association of India, Bombay
BHAI TRILOCHAN SINGH ( Alternare )
SHRI S. S. PRAJAPATHY Sayaji Iron and Engineering Company Private
Limited, Vadodara
SHRI NAVIN S. SHAH ( Alternate )
DR A. K RAY Jessop and Company. Calcutta
SHRI A. K. MUKHERJEE( Alternate )
SHRI R. C. REKHI International Airport Authority, New Delhi
SHRI H. K. KULSHRESHTI~A( Alternate )
MAJ RAViNDRA SHARMA Department of Standardization ( Ministry of
Defence )
SHRI M. N. SINGH Indian Road Construction Corporation Limited,
New Delhi
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI MUHAR SINGH ( Alternate )
SHRI G. VISWANAPHAN Roads Wing ( Ministry of Shipping and
Transport ), New Delhi
SHRI G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director ( CIV Engg )
Secretary
SHRI HEMANT KUMAR
Assistant Director ( Civ Engg ), IS1
( Continued on page 7 )
*Shri M. Narainaswamy acted as the Chairman at the meeting in which this
standard was finalized.
2IS : 11386 - 1985
hdian Standard
GLOSSARY OF TERMS RELATING TO
CONCRETE MIXERS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 30 August 198.5, after the draft finalized by the Construction Plant
and Machinery Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Proper and efficient mixing of concrete is an important factor affecting
the quality of concrete and the progress of concrete operations. Thorough
mixing of concrete ingredients would depend to a large extent on the
efficiency of mixer. A number of standards have, therefore, been brought
out on the different types of concrete mixers ( and a few more are under
preparation ) with a view to guiding the manufacturers and purchasers
in obtaining concrete mixers with guaranteed minimum performance.
There are number of technical terms connected with concrete mixers
and quite often requires clarifications to clearly define different types of
mixers and to give precise meaning to the stipulation in the standards
and other technical documents relating to concrete mixers. This stan-
dard has been prepared with the object of unifying various technical
terms and expressions in connection with the manufacture, use, and
classification of concrete mixers.
1. SCOPE
1.1 This standard contains definitions of terms relating to concrete
mixers.
2. DEFINITIONS
2.1 Batch Mixer - A mixer with cyclic operations charged with
materials in batches. Each batch is charged only after the previous
batch is discharged out.
2.2 Continuous Mixer - A mixer in which charging of the materials is
continuous with a continuous discharge of finished concrete as well.
3IS : 11386 - 1985
2.3 Datum Ground Level - The level on which the road wheels stand,
or if rail wheels are fitted, the level of the top of rail.
2.4 Discharge Point
2.4.1 In a tilting mixer, the lowest point of drum opening when the
drum is tilted to the highest position at which it will effectively discharge
its batch.
2.4.2 In a non-tilting mixer, the lowest point of the standard movable
discharge chute when in its discharge position, or the -lowest point
of a standard fixed chute extension, if fitted.
2.4.3 In the reversing drum type, the lowest point of discharge open-
ing, or the lowest point of the btandald fixed chute extension, if fitted.
2.5 Drum Speed - The number of revolutions per minute of the drum
beyond which segregation of the ingredients takes place.
2.6 Duration of Mixing - The time in seconds from the moment the
charging with all ingredients is terminated to the start of the discharge
of the concrete.
2.7 Forced Action Mixer
a) Batch Type - A forced action mixer of a batch type has pan
( or trough ) and set of blades ( or paddles ) moving relatively
one to the other. The mixing action is accomplished by the
relative movements between the mix, the pan and the blades
( or paddles ).
b) ,Continuous Type - In a continuous type, the mixer consists
of a drum in which there are two horizontal parallel shafts
u ith blades. Mixing action takes place hy the simultaneous
contrary revolutions of the parallel shafts.
2.8 Free-Fall Mixer ( Drum Type ) - A free-fall mixer has a drum
with series of blades fitted internally, which rotates about a horizontal
or inclined axis. The mixing action is achieved by causing each part
of the mix to be lifted in turn as the drum rotates and at a certain
point in each revolution allowing it to be dropped or directed towards
the bottom of the drum where it combines with other parts of the mix .
in continuously changing sequence to form a homogeneous mix.
2.9 Free-Fall Continuous Mixer - A mixer with a cylindrical drum )
of the non-tilting type rotating about a horizontal axis. The ingredients
j
fed at one end by a funnel or hopper are moved by blades fixed to the
drum to the opposite discharging end, the charging, mixing and dis-
charging takes place continuously. ‘E
i
4IS :11386- 1985
2.10 Gyramixer - A portable pan mixer in which the ingredients are
mixed by gyratory action of blades in a horizontal stationary mixing pan.
2.11 Loading Point - The loading point is used to establish the loading
height above the datum ground level and is that point to which material
should be raised in order to commence charging the loading skip or
mixer itself as applicable.
2.12 Mixing Cycle - This is the time taken to mix one batch satisfac-
torily from the moment the materials are discharged into the mixer
until the mixed concrete is completely discharged. The mixing cycle
shall comprise the following:
a) Charging Time - It is the time required for charging all the
unmixed materials including water into the mixer.
b) Mixing Time - It is the time taken to mix to the required
consistency, batch of unmixed materials after the charging is
complete.
c) Discharge Time - It is the time taken from opening the
discharged gate and closing after complete discharge of the
mixed material.
2.13 Nominal Capacity
2.13.1 In a batch type of mixer, the nominal capacity is the volume
in litres of mixed concrete which may be held and mixed satisfactorily
in one batch.
2.13.2 In a continuous type of mixer, the nominal capacity is the out-
put of mixed concrete given in m3/h.
2.14 Non-tilting Mixer ( Batch Type 1 - The free-fall mixer in which
the drum rotates in one direction on a horizontal axis and comprises
a single compartment drum having two openings.
2.15 Pan Type Concrete Mixer - The pan mixer is an annular mixer of
particular low lime and compact design. The mixing arm consisting of
steel bar and fit:ed with mixing paddles, rotate in the annular mixing
chamber. The material to be mixed is moved quickly from internal
and external zones to the central zone and turned round in an extensive
manner in continuously changing direction, including pan bottom to
upwards. The mix is thus in continuous motion which results in faster
homogenization at short mixing time. The. annular pan rotates about a
vertical axis in which steel bars and mixing paddles which are concen-
trically placed, rotate in the mixing chamber.
5IS : 11386- 1985
2.16 Reversing Drum Type 7 Th __e free-fall mixer in which _ . t _h e drum
rotates on a horizontal axis, the direction being reversed to discharge.
2.17 Stationary Mixer - A mixer not provided with wheels and usually
built into a mixing plant.
2.17.1 Portable Mixer - A mixer fitted with a simple form of wheels.
2.17.2 Trailer Mixer - A mixer fitted with road wheels so that it may
travel or be towed efficiently and safely at maximum satutory speed.
2.18 Tilting Mixer ( Batch Type > - The free-fall mixer in which the
drum has an inclinable axis and is a single compartment.
2.19 Transit Agitator - A mobile equipment mounted on a truck or
other suitable haulage unit, in which freshly mixed concrete may be
agitated by rotating the drum continuously or intermittently during
transit.
2.20 Transit Mixer - A mixer generallv mounted on truck or similar
mobile haulage unit capable of mixing-ingredients of a partly mixed
concrete and agitating the mixture during transit from a concrete
batching plant to the point of placement of concrete.
2.21 Two Cone Drum Mixer ( Batch Type ) - A free-fall mixer with an
inclined drum in the shape of two truncated cones, charged and dis-
charged from either side of the mixing drum. Blades spiralling the
opposite directions in the two drums move the concrete ingredients
towards each other.
2.22 Vibro Mixer - A mixer in which vibration of the concrete is done
in addition to mixing by the rotation of a special unbalanced shaft within
the main hollow shaft. Vibro mixer produces concrete of higher
strength form stiff mixes than that of concrete mixed in the ordinary
way.
2.23 Water Measurement
2.23.1 Automatic Water Tank - A tank which, on manipulation of a
valve is filled by and discharges a predetermined quantity of water,
according to a predetermined setting, without reference to a gauge
indicating the water level.
2.23.2 Water Meter - A meter which measures the amount of water
entering a mixer where it is controlled by a valve operated either
manually or automatically.
6IS:11386- 1985
( Conhued from page 2 )
Panel for Concrete Batching and Mixing Plants, BDC 28/P : 5
Convener Representing
SHRI H. S. BHATIA International Airport Authority of India,
New Delhi
Members
SARI B. V. K. ACHAR Marshall Sons & Co Mfg Ltd, Madras
SHR~ M. L. AGARWAL Bhakra Beas Management Board, Chandigarh
SHRI P. C. GANDHI ( Afierrmte )
DIRECTOR, PLANT DESIGNS Irrigation and Power Department, Punjab
SENIOR DESIGN ENGINEER( Altefnate )
DIRECTOR( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M ) ( Alternate )
SRRI V. GULAT~ Hearly and Gresham (I) Ltd, New Delhi
&RI S. A. MENEZES( Alternate >
SHRI J. P. KAUSHISH Cen~;~tr~~~Iding Research Institute ( CSLR ),
SI~RI S. S. WADHWA,( Alternate )
SHRI V. K. KHANNA international Engineering and Construction
Company, Calcutta
SHRI J. F. ROBERT MOSES Sahayak Engineering Pvt Ltd. Hyderabad
SHRI A. J. PATEL Millars, Bombay
SHRI N. B. JOSHI ( Alternafe )
SHRI T. H. PESHORI Recondo Limited, Bombay
SHRI S. J. BASO ( Alternate )
SHRI Y. R. PHWLL Central Road Research Institute ( CSIR ),
New Delhi
SHRI TRILOCI~ANS INGH Bhai Sunder Dass & Sons CO Pvt Ltd,
New DelhiINTERNATIOYAL SYSTEM OF UNlTS( SI UNITS)
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second
Electric current ampere :
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Sapplemeotary Unite
QUANTITY ONIT SYMBOL
Plane angle radian rad
Solid angle steradlao sr
Derived Units
QUANTIIV UNIT SYMBC L
Force neH ton h 1 N = 1 kg.m/sa
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb 1 Wb - 1 V.s
Flux density tesla T I T - 1 Wb/ma
Frequency hertz Hz I Hz = 1 c/s (s -I)
Electric conductance siemeus s I S = 1 A/V
Electromotive force volt V I V= 1 W/A
Pressure, stress Pascal Pa 1 Pa - 1 N/ml
|
7779_1_3.pdf
|
IS : 7779 ( Part I/Set 3 ) - 1975
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART I GUJARAT STATE
Section 3 Engineering Properties of Stone Aggregates
Stones Sectional Committee, BDC 6
Chairman Representing
SHRI c. B. L. MATHUR Public Works Department, Government of
Rajasthan, Jaipur
Members
SHRI K. K. AQRAWALA Builders’ Association of India, Bombay
SHFZ K. K. MADHOK ( Alternate )
SHRI T. N. BHAR~AVA Ministry of Shipping & Transport ( Roads Wing )
SHRI J. KCRARAN Engineer-in-Chief’s Branch ( Ministry of Defence )
SHRI K. N. SUBBA RAO ( Alternate )
CHIEF ARCEITECT Central Public Works Deoartment, New Delhi
LALA G. C. DAS National Test House, Calcutta
SRRI P. R. DAS ( Alternate)
SARI Y. N. DAVE Department of Geology h Mining, Government
of Rajasthan, Udaipur
SHRI R. G. GUPTA ( Alternate )
DEPUTY DIRECTOI~ ( RESEARCH ), Public Works Department, Government of Orissa,
CONTROL & RESEARCH LABORA- Bhubaneshwar
TORY
DEPUTY DIRECTOR ( RESEARCH ) Public Works Department, Government of Uttar
Pradesh, Lucknow
DR M. P. DEIR Central Road Research Institute ( CSIR ),
New Delhi
SHRI R. L. NANDA (Alternate)
DIRECTOR, ERI Public Works Department, Government of
Gujarat, Baroda
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
( Continued on page 2
@ 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 ofthe
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 7779 ( Part I/Set 3 ) - 1975
( Continued from page 1 )
Mem hers Representing
DIRECTOR, MERI Irrigation & Power Department, Government of
Maharashtra, Bombay
RESEARCH OFFICER, MERI ( Alternate )
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK ( Alternate )
DR IQBAL ALI Engineering Research Laboratory, Government
of Andhra Pradesh, Hyderabad
Sasr A. B. LIN~AM ( Alternate)
SHRI D. G. KADEA~E The Hindustan Construction Co Ltd, Bombay
SHEI V. B. DESAI ( Alternate)
SERI T. R. MEHANDRU Institution of Engineers ( India ) , Calcutta
SHRI PREM SWARUP Department of Geology & Mining, Government
of Uttar Pradesh, Lucknow
SERI A. K. AGARWAL (Alternate)
Ds A. V. R. RAO National Buildings Organization, New Delhi
SHRI J SEN GUPTA ( Alternate )
DR B. N. SINHA Geological Survey of India, Calcutta
SHRI S. R. PRADHAN ( Alternate )
SUPERINTENDINQ E N G I N E E R Public Works Department, Government of Tami
( DESIGNS ) Nadu, Madras
DEPUTY CHIEF ENQINEER ( I & D )
( Alternate )
SUPERINTENDING E N Q I N E E R Public Works Department, Government of Andhra
( DESIGN & PLANNING ) Pradesh, Hyderabad
SLJPERINTENDINQ ENOINEER Public Works Department, Government of
( DESIGNS ) Karnataka, Bangalore
SUPERINTENDING E N G I N E a R Public Works Department, Government of West
( PLANNING CIRIXE ) Bengal, Calcutta
SUPERINTENDING SURVEYOR OF Public Works Department, Government of
WORKS Himachal Pradesh, Simla
SHRI D. AJITHA SIMIIA, Director General, IS1 ( Ex-ojicio Member )
Director ( Civ Engg )
Secretary
SIIRI K. M. MATHUR
Deputy Director ( Civ Engg), IS1
2IS : 7779 ( Part I/Set 3) - 1975
Indian Standard
SCHEDULE FOR PROPERTIES AND
AVAILABILITY OF STONES FOR
CONSTRUCTION PURPOSES
PART I GUJARAT STATE
Section 3 Engineering Properties of Stone Aggregates
0. FOREWORD
0.1 This Indian Standard ( Part I/Section 3 ) was adopted by the Indian
Standards Institution on 19 August 1975, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Stones are available in large quantities in different parts of the country.
To choose and utilize them for various uses, it is necessary to know their
availability and also the strength properties determined according to the
standard procedures. Accordingly, this Indian Standard is being formulated
to cover this information for each State in the country. This standard will
be published in parts, each part covering a State. For the facility of compil-
ing and use of the standard, each part will be divided into three sections.
Part I covers Gujarat State and will be issued in three sections. Section 1
gives information on the availability of stones in the form of map showing
geological classification and known quarries; Section 2 covers engineering
properties of building stones; and Section 3 covers engineering properties of
stone aggregates. It is hoped that with the publication of this data it will be
convenient for the users of stone to know not only the availability of stones
but to select them in a scientific way depending upon the requirement for the
particular use.
002.1 The information included in this Part covers data collected up to
the end of 1974. Further information, as and when received, will be added
as amendment to this standard.
0.3 The information contained in this Section is based on the data provided
by the Engineering Research Institute (Public Works Department ) of
Gujarat State.
3IS : 7779 ( Part I/Set 3 )- 1975
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*.
1. SCOPE
1.1 This standard (Part I/Section 3 ) covers the engineering properties of
stone aggregates in Gujarat State.
2. TEST RESULTS
2.1 The test results of most of the types of stone aggregates collected for
some of the important properties according to relevant Indian Standards are
given in Table 1.
*Rules for rounding off numerical values ( revised
4IS : 7779 ( Part f/Seq 3) - 1975
TABLE 1 SCHEDULE OF CHARACTERISTICS OF STONE AGGREGATES - GUJARAT STATE
( ChlJ8 2.1 )
SL LOCATION TYPE OF APPARENT WATER CRUSHING ABRASION IMPACT
No. A~~~E~ATE SPECIE; G~$;~TY AB;;R;~;~ % VI&nn2;8~ ;y2;8;h V$y381
( Part HI )-1963; ( Part fH ) -1963* (Part IV)-1963t (Part IV )-1963t ( Part IV )-1963t
(1) (2) (3) (4) (5) (6) (7) (8)
AMRELI
1. Amreli Basalt 2.92 0.51 12.00 13.00 11.08
z*
Dhari do 2.86 0.37 11.80 12.60 9.50
Mahigigsagar do 2.95 0.66 14.50 19.20 9.10
4: Munjiasar do 2’98 0.31 16.00 20*00 15.00
5. Rajula Trachyte 2.47 0.23 18.40 19.50 16.00
6. Ear Basalt 2.93 0.70 15.40 12.60 9.50
BANASKANTHA
7. Atal Calc-gneiss 2.76 0.67 25.90 32.45 20.70
8. Bhakar Granite 2.64 0.40 26.50 26.10 2480
9. Budha Mahadeo Limestone 2.59 1.36 58.00 32.00 33.70
10. do Sandstone 2.51 0.88 34.23 41.89 3636
11. Chitranjan Basalt 2’91 0.40 15.00 16.30 8.00
12. Dabhav Gneiss 2’67 0.63 2430 18.20 29’40
13. Dantiwada Gravel 2.65 0.93 27.90 46.40 25.90
14. Deolinivav Granite 2’70 1.76 22.80 20.70 25.30
15. Eva1 do 2.66 I.30 21.40 22.10 20~20
16. Gola do 2.62 1.30 31.00 1450 32.60
17. Khamiana Sandstone 2.62 0.76 21.90 36’10 24.60
18. Koteshwar Granite 2.63 1.01 17.90 19.00 16.50
19. Malachi Limestone 2’57 I.85 23.10 31.70 2430
20. Malana Quartzite 2.64 0.86 18.27 17-93 19.96
Morra Basalt 2.83 0.43 18.70 19.40 19.70
Z: Pavati Granite 2.66 0.97 28.70 47.20 30.50
23. Phangli Basalt 2.95 0.90 19.70
24. Rampur Mahudi Calc-gneiss 2.83 0.15 25.40 26-69 25.50
25. Sedhain Limestone 2.60 0.44 24.80 36.20 25.60
BARODA
26. Agar Sandstone 2.44 1.85 29’25 39’67 32.56
27. Depsa Basalt 2.99 1’56 14.40 13.90 12.50
28. Kankpodia Quartzite 2.61 0.37 28.30 45.13 26.10
Ladi Basalt 2.96 0.15 12.50 10.55 8.10
32:: Limbani Granite 2.62 0.29 19.10 12.39 15.70
Lothan Quartzite 2.63 0.19 30.42 36’60 30.96
::: Tejgadh Granite 2’64 0.17 26.01 2 i-60 25.57
33. Waghodia Quartzite 2.60 0.29 15.50 16.00 14.00
*Methods of test for aggregates for concrete: Part III Specific gravity, density, voids, absorption and bulking.
tMethods of test for aggregates for concrete: Part IV Mechanical properties.
( Confinued)IS : 7779 ( Part I/See 3 ) - 1975
TABLEI SCHEDULEOFCHAIL~CTERIST~CS~F STONEAGGREGATES- GUJARAT STATE-~O~
SL LOOATION TYPE OF APPARENT WATER CRUSHINQ ABRASION IMPACT
No. AQQRE~ATE SPECIFIC GRAVITY ABSORPTION y0 VALUE y0 VALUti y0 VI$E&
IS : 2386 IS : 2386 IS : 2386 IS : 2386
( Part III )-1963* (Part III)-1963* ( Part IV)-1963t (Part IV)-1963t (P art IV )-1963t
(1) (2) (3) (4) (5) (6) (7) (8)
BHAVNAGAR
34. Gordaka Basalt K 1.44 16.80 19fiO 15.27
35. Madaridhar do 0.97 12.76 11.75 12.12
36. Mampur do 2.73 0.87 14.40 1420 13.05
37. Sanjana do 2.84 0.31 Il.30 12’00 10.00
38. Vijapaoj do 2.76 1.37 15.50 17.50 12.03
BROACH
39. Dajipura Basalt 2,96 0.44 11.60
40. Garudeshwar Gravel 2.89 0.66 Il.20 1720
41. Koop do 3.23 0.70 12.80 -
42. Koyalivav do 2.93 0.60 15.80 -
43. Lilawadhar do 2.89 0.70 10.80
44. Mota Surva Basalt 2’87 1 .Ol 22.50 116F.o7o7 IO.00
45. Netrang do 2.90 1.20 -
46. Thuva Gravel 2.91 1.03 22.00 15.80
47. Tilakwada do 2.87 0.83 13.80 26-70 Il.30
48. Trimrolia do 2.98 0.50 16.30 9.80
49. Zaria do 2.89 0.86 12.50 18.70 9.10
DANGS
50. Chinchavgao Basalt 2’ 93 0.76 13.10 15.40 16’70
51. Nandiara do 2.91 0.41 12.90 12.70 8.60
52. Saputara do 2.92 0.43 13.10 12.20 10.36
53. Takalipada do 2’79 0.89 14.90 13.40 14.10
JAMNAGAR
54. Dhunvan Basalt 2.79 I.94 20.00 22.40 18.00
55. Dwarka Limestone 2.60 0.70 28.80 36.36 24.50
56. Hapadhar Basalt 2.86 1.00 15.00 16.50 13.08
57. Khariberaja do 2.79 1.25 22.20 22.20 19.10
58. Khuria do 2.72 2.12 21’20 22.10 20.50
59. Nagari do 2.85 0.31 16.70 14.70 13.50
60. Paliadhar do 2.88 1.05 13.09 15.10 9.70
61. Sachna do 2.78 1.58 22.00 23’00 21.00
f$ Fhreanag do 2.87 0.75 17.30 18 40 12’90
do 2.76 1.75 23.20 23.60 19.40
*Methods of test for aggregates for concrete: Part III Specific gravity, density, voids, absorption and bulking.
tMethods of test for aggregates for concrete: Part IV Mechanical properties.
( Continued)IS : 7779 (Part I/Set 3 ) - 1975
TABLE 1 SCHEDULE OF CHARACTERISTICS OF STONE AGGREGATES - GUJARAT STATE - Contd
SL LOOATION TYPE OB APPARENT WATER CRUSHING ARRASION IMPACT
No. A~~REQATE SPECIFIC GRAVITY ARSORP~ION % VALVE y. VALVE y.
IS : 2386 IS : 2386 IS : 2386 IS : 2386
( Part III )-1963* ( Part III )-1963* (Part IV )-1963t (Part IV)-1963f (Part IV)-1963t
(1) (2) (3) (4) (5) (6) (7) 03)
JUNAGADH
64. Chhaya Miliolite 2.61 0’80 23.90 27.00 33.80
Limestone
65. Gupta Prayag do 2.57 0’94 34.85 27.60 23.30
66. Kalvad Basalt 2.78 1.30 11.00 10.50 1o:oo
67. Kachhadi Miliolite 2.62 0.92 22.30 25.80 25.40
Limestone
68. Lalpur Basalt 2.78 I.19 12.50 12’00 11.00
69. Palaghad Miliolite 2.62 1.25 27.20 23.60 25.20
Limestone
70. Porbandar do 2.63 ,’ 2.00 17.80 14.40 15.00
7 1. Ranavav do 2.51 24.60 26.00 25.50
72. Vakaria Basalt 2.80 l-02 Il.00 lO*OO 9.00
KAIRA
73. Angadi Basalt 2.68 1.92 20.10 23.10
74. Balasinor Limestone 2.68 0.70 2290 2730 18.60
75. Chitilav Gravel 2’74 1.10 15.90 19.40
76. Dakor Sandstone 2.61 0.73 24.45 22’96 23.04
77. Rozawa Limestone 2.66 0.57 23.33 13’61
78. Sevalia Basalt 2.87 0.68 14.22 11-50 11.04
79. Tayabpura Limestone 2.53 2.80 35.89 31.45
80. Vasad Gravel 2.71 0.47 16.80 2790 25.90
KUTCH
81. Bhujia Dungar Basalt 3.05 0.66 11.40 12.60 9-90
82. Chitrod do 2.97 0.46 14.10 9’40 IO,10
83. Dhanai do 2.88 0’97 14.00 20,OQ
84. Kankeri do 2.93 1.00 17.30 18.50 1730
85. Kukma do 2’82 1.20 13.10 17.50 13.10
86. Manjal do 2.83 0.33 18.50 12.80 20.10
87. Netra do 283 0’63 16.20 17.00 15.20
88. Vamoti do 2’92 0.67 11.00 13.30 9.30
89. Vondh do 2.96 0.63 16.30 11.30 10.80
MEHSANA
90. Hatheli Granite 2.66 0.48 22.80 19.10 20.80
91. Kheralu do 2.64 0.46 24.00 22.20 21’20
92. Wadhali do 2.65 0.47 17.64 10.27 13.80
*IMethods Sf test for aggregates for concrete: Part III Specific gravity, density, voids, absorption and bulking.
tMethods of test for aggregates for concrete: Part IV Mechanical properties.
( Continued)
,. ” ..__ I_._-_~- .
7IS : 7779 ( Part I/Set 3 ) - 1975
TABLE 1 SCHEDULE OF CHARACTERISTICS OF STONE AGGREGATES - GUJARAT STATE - Contd
SL LOCATION TYPE OF APPARENT WATER CRUSHINU ABRASION IMPACT
NO. AGCREGATE SPECY- 2gVITY AB”I”R~;;~ ye T;‘sAl.;;8p ;gL;J& V$Lr;m8T
( Part III )-1963* ( Part III )-1963* (Part IV)-1963t ( Part IV )-1963t ( Part IV)-1963t
(1) (2) (3) (4) (5) (6) (7) 63)
PANCHMAHALS
93. Ankali Limestone 2’56 2.60 26.37 3’1.62 23.00
z4 Asardi Quartzite 2.63 0.40 18.68 QO.33 12.80
Bajarwada Basalt 2.84 O-78 14.37 15.27 7.26
96: Bhadalwada Quartzite 2.62 0.16 18.38 22’37 19.31
2: Chhaen Limestone 2.59 l-69 20.43 21.60 13.18
Chhapadi Basalt 2.89 1.26 12.75 13.98 8’50
12 Dabhavav Limestone 2.65 l-16 26.42 31.50 24.00
Dalwada Quartzite 2.65 o-20 14.00 16.00 13.10
101: Dhakalia do 2-64 0.20 17.00 19.00 15.50
102. po;rr2 do 2.62 0.70 23.30 20.00 25.1(Y
103. Granite 2.61 0.25 21.00 23.00 16.00
104. Halo1 Basalt 2.80 O-67 16*00 17’50 15.00
105. Jamotra Quartzite 2.66 0.53 30.40 24.50 33.60
106. Juna Baria do 2.59 0.60 23.20 29.90 22’77
107. Kadana do 2.62 0.63 20.20 22’00 18.22
108. Kadana Gravel 2.83 11’69 35.93 10.60
109. Kalikojava Phyllite 2.68 z: 32.58 51.72 34.48
110. Kathala Quartzite 2.65 0’21 21.88 26.27 16.18
111. Khabda Quartzite i-6$ 0.20 17’14 b-70 12.70
112. Kund Basalt 2.84 l-28 15-00 18.00 13.00
113. Limdi Basalt 2.84 I.16 Il.16 12.93
\g:g
114: Natapur Quartzite 2.62 0.36 17.75 22.50
115. Panchwada do 2’63 o-53 19’37 22.88 18’47
116. Pania do 2.63 0.50 20.82 21.01 19.86
117. Parwadi Granite 2.62 0.39 22.32 17.68 13.15
118. Pasaro Quartzite 2’61 1.97 40.26 19.88
119. Patoajol Limestone 2.61 1.29 2782 34.22 21.84
120. Pavagadh Volcanic 2’50 2.31 21.50 24.00 17.90
breccia
121. Rajula Quartzite 2.69 0.17 17.00 24.41 19.75
122. Raliata do 2.63 0.21 20.16 18.46 14.88
123. Sant do 2.61 0.48 15.49 17.13 20.50
124. Sharada Limestone 2.62 2.08 11.89 27.17 15.57
125. Simlia Quartzite 2.61 0.65 20.37 27.88 16.37
126. Vardhari Granite 2.61 0.52 16’40 21.20 20.60
*Methods of test for aggregates for concrete: Part III Specific gravity, density, voids, absorption and bulking.
tMethods of test for aggregates for concrete: Part IV Mechanical properties. l
( Continued )
4
8LS : 7779 ( Part I/Set 3 ) - 1975
TABLE 1 SCHEDULE OF CHARACTERISTICS OF STONE AGGREGATES - GUJARAT STATE - Conld
l% LOCATION TYPE OF APPARE~UT WATER CRUSTING ABRASION IMPACT
AGGREGATE SPECIFIC GRAVITY ABSORPTIOX % VALUE ye VALUE “/o VALUE %
IS : 2386 IS : 2386 IS : 2396 IS : 2386 IS : 2386
( Part III )-1963* ( Part III j-1963* (Part,IV)-19631_ (Part IV)-1963t (Part IV)-1963t
(1) (2) (3) (4) (5) (6) (7) (8)
RAJKOT
127. Andasda Basalt 2.93 0.44 12.30 13.70 8.20
128. Chakodakhan do 2’74 0.90 14.50 15.00 14.20
129. Dharampur do 2.95 0.54 14..60 13.60 10.90
130. Ghunta do 2.90 0.50 13.90 1600 10.50
131. Haripur do 2.90 0.34 9 50 10~00 9OO
132. Jamkandorna do 2.8-k 0,55 11.00 12’30 10’00
133. Keshod do 2.72 0.73 13.10 14.90 10.30
134. Khareda do 2.95 0.13 12.80 13.10 10.00
135. Khokhadod do 2’87 0.71 12.00 13.00 9.13
136. Lajai do 2.87 0.79 9.76 Il.50 8.57
137. Lalpuri do 2.93 0.13 12.30 13.oil 9.60
138. Mahendranagar do 2.89 0.52 13.00 19.70 10.70
139. Mahika do 2.69 0.54 9.00 10.10 9.50
140. Mauva Basalt 1.89 0.82 10.50 Il.00 9.50
141. Motada do 2'88 0.53 9.50 10.50 9.00
142. do 2.93 0.43 9.50 low 8.50
143. Nazgam Sandstone 2.30 4.28 47.60 63.GO 45.30
144. Raiya Basalt 2.89 0.95 12.00 12.80 10.09
145. Ribda do 2.96 0.43 9.00 9.30 a.40
1461 Sapur do 2’95 0’54 a.00 9.00 7.60
147. Unchimandal do 2.89 0.60 12.30 13.20 10.30
148. Viren do 2.69 0.77 14.60 16.20 12.80
SABARKANTHA
149. Balavam Granite 2.60 0.73 31.74 25.93 36 94
150. Evala 264 0.19 - 27.75 23.26
151. Gambhirpura dd: 2.61 0.17 32.14 43.86 28.63
152. Himatnagar do 2.67 0.25 24.60 23.50 -
153. Hirpur Gravel 2.64 1’00 28.80 30.40 28.611
154. Idar Granite 2.63 0.52 34.28 55.45 31.00
155. Jamla do 2.59 0.23 32.10 39.00
156. Jankani do 2.59 0’57 14.61 l-&l 16.41
157. Kapoda Basalt 2.92 1.33 22’00 31.00 28.00
158. Laloda Granite 2.59 0.86 23.16 17.10 19.23
159. Likhi do 2.67 O.ii la.91 21.02 18.10
160. Malasa Limestone 2.76 0.67 19.70 13-90 18.00
161. Panpur Sandstone ,2.45 4.00 31.90 31.96 22.20
162. Rajpura Basalt 2.71 2.84 14.90 13.40 11.00
163. Vadagam 2.89 0.40 13.80 17.80 i 2.80
164. Watrak :: 2.91 o-70 12.70 9.80 16.20
*Methods of test for aggregates for concrete: Part III Specific gravity, density, voids, absorption and bulking.
tMethods of test for aggregates for concrete: Part IV Mechanical properties.
( Co&rued )
9IS : 1779 ( Part lt/Sec 3 )-19%
_ . .,_ -.
TABLE 1 SCHEDULE OF CHARACTERZSTZCS OF STONE AGGREGATES - GUJARAT STATE - Contd
LOCATION TYPE OF APPARENT WATER CausHINa ABRASION IMPACT
g. AQQREUATE SPECIFIC GRAVITY ABSORPTION ye VALUE y0 VALUE ye F2;*F
IS : 2386 IS : 2386 IS : 2386 IS : 2386
(Part III)-1963* (Part III)-1963* (Part IV )-1963t ( Part IV )-1963t (Part I&)-1963t
(1) (2) (3) (4) (5) (6) (7) (8)
SURAT
165. Ambhata Basalt 2.86 0.66 11.60 11.60 1140
166. Areth do 2.89 0.60 9.86 17.30 8.30
167. Bamanwel do 2.93 0.73 12’60 14.40 11.00
168. Chhacharbunda Dolerite 3.00 0.57 lo-30 9-24 10.57
169. Dungari Basalt 2.87 0.63 12.60 1430 13’20
170. Duwada do 2.92 0.46 13.40 1040 IO.40
171. Gadat Gravel 2.88 0.98 13.90 29.10 18.10
172. Lukad Basalt 2.96 1’34 17.20 18.00 16.00
173. Maipur do 2.89 0.70 12.90 8.40
174. Nogama do 2.90 0.73 10.99 lF29 9’75
175. Pbkbran GzEboodiorite 2.88 2.56 16.30 9’90
;;F UJZ 3’00 0’53 12.01 l&20 10.22
Basalt 2.89 0’41 11.49 8.86 9.05
SURENDRANAGAR
178. Chuda Basalt 2.90 1.00 13.00 15’60
179. Datar do 2.91 0.80 22’20 12.10 1750
180. Kharava Sandstone 2.37 3.75 44.00 59’50 50.70
181. Khimiana do 2.56 1’40 26.60 30.90 24.60
182. Sayla Basalt 2’86 1.30 12’66 16-00 10.00
*Methods of test for aggregates for concrete: Part III Gpecific gravity, density, voids, absorption and bulking.
TM&hods of test for aggregates for concrete: Part IV Mechanical properties.
10
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10078.pdf
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IS:10078-1982
Indian Standard
SPECIFICATION FOR
JOLTING APPARATUS USED FOR
TESTING CEMENT
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISV~VARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR, STANDARDS Research, Designs & Standards Organization
(B&S) ( Mmistry of Railways ), Lucknow
DEPU-IY DIRECTOK,STANDARDS
( B & S ) ( Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEB National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHIU T. C. GARG ( Alternate )
SHRI R. V. CHALAPATHIR AO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
CHIEF EN~INFER( DESIGNS) Central Public Works Department, New Delhi
EXECUTIVEE NGINEER( DESIGNS) III
( Alternate )
CHIEF ENGINEER( PROIECTS) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR, IPRI. ( Alternate )
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
SHRI T. A. E. D’SA The Concrete Association of India, Bombay
SHRI N. C. DUGGAL ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd.
Hyderabad
SHRI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHR~ S. N. PANDE ( Alternate )
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS ( Alternate )
( Continued on page 2 )
@I 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 infrigement of copyright under the said Act.IS :10078-1982
( Continuedfrom page 1 )
Members Representing
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI S. R. KULKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. ~JNWALLA( Alternate )
DR MOHAN RAI Centr&~or~;~lding Research Institute ( CSIR ),
DR S. S. REHSI ( Alternate )
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’ 11 First
Cr,escscrLsf urk Road, Gandhinagar, Adyar,
SHRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHIU C. S. MISHRA ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ).
New Delhi
SHRI M. R. CHATTERJEE( Alternate I )
SHRI K. L. SETHI ( Alternate II )
DR M. RAMAIAH Struct;t~~&neerierjng Research Centre ( CSIR ).
DR N. S. BHAL ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Alternate )
REPRESENTATIVE Indian Roads Congress, New Delhi
SHRI ARJUN RIJFISINGHANI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAO ( Alternate )
SECRETARY Central Board of Jrrigation and Power, New Delhi
DEPUTY SECRETARY( I ) ( Alternate )
SHRI N. S~VAGURU Roads Wing, Ministry of Shipping and Transport,
New Delhi
SHRI R. L. KAPOOR ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHR~ P. S. RAMACHANDRAN( Alternate )
SUPERINTENDING B N o I N E E R Public Works Department, Government Of
( DESIGNS) Tamil Nadu, Madras
EXECUTIVE ENGINEER ( SM & R
DIVISION) ( Alternaie )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHR~ A. V. RAMANA( Alternate)
SHR~ G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ). ISI
( Continued on page 11 ),
2IS: 10078- 1982
Indian Standard
SPECIFICATION FOR
JOLTING APPARATUS USED FOR
TESTING CEMENT
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 28 January 1982, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been
recognized that reproducible and repeatable test results can be obtained
only with standard testing equipment capable of giving the desired level of
accuracy. The Sectional Committee, therefore, decided to bring out a
series of specifications covering the requirements of equipment used for
testing cement and concrete, to encourage their development and manu-
facture in the country.
0.3 Accordingly, this standard has been prepared to cover requirements of
jolting apparatus required for moulding of the test specimens for the test
for determination of transverse strength of plastic mortar. Use of this
apparatus is covered in IS : 4031-1968*.
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 India.
0.5 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 : 2-1960f. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
*Methods of physical tests for hydraulic cement.
TRules for rounding off numerical values ( revised ).
3IS:10078- 1982
1. SCOPE
1.1 This standard covers the requirements of joking apparatus used in
casting specimens of size 40 x40x 160 mm for transverse strength test of
plastic mortar.
2. MATERIALS
2.1 The materials of construction of different component parts of the
jolting apparatus shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT COMPONENTS
OF JOLTING APPARATUS
PART MATERIAL SPECIALR EQUIREMENTS,
IFANY
(1) (2) (3) (4)
i) Table Mild steel
ii) Supporting arms Aluminium
iii) Spindle Mild steel Striking face
iv) Projecting lug do Hardened to not less than
650 VH or equivalent
v) stop do Wearing face hardened to not
less than 650 VH or equivalent
vi) Cam do Hardened to not less than 650
VH or equivalent
vii) Stand Cast iron Smooth surface, conforming
to IS : 210-1978*
viii) Bracket do Smooth surface, conforming to
IS : 210-1978*
ix) Mould Mild steel Conforming to IS : 226-1975t
*Specification for grey iron castings ( third revision ).
+Specification for structural steel ( standard quality ) (fifth revision >.
3. DIMENSIONS
3.1 The dimensions of the jolting apparatus with mould shall be generally as
given in Fig. 1 and 2. Where tolerances for dimensions are not specifically
mentioned dimensions shall be considered nominal.
NOTE- Allowable deviations for nominal dimensions shall be as laid down for
coarse class of deviation in IS : 2102-1969*.
*Allowable deviations for dimensions without specified tolerances (first revision ).
4IS:10078- 1982
4. CONSTRUCTION
4.1 Jolting apparatus shall be constructed as shown in Fig. 1 and shall
consist of a table which is raised and allowed to fall through a height of
_ _ _. ^ .
1510.1 mm for new apparatus and 152~0.4 mm tar the apparatus m use
by the rotation of a ram.
4.1-l Table - The table shall be machined and shall have on the under-
side a projecting lug with plane face hardened. At the end, a cam follower
shall be fixed. Guide pieces as shown in Fig. 1 shall be provided so that
the centre of the central compartment of the mould is directly above the
points of percussion. It shall be provided with an arrangement to rigidly
fix the mould. The table shall be rigidly fixed to the supporting arms.
NOTE - The combined mass of the table together with mould, hopper and clamps
shall be 20&l kg.
4.1.2 Supporting Arms - The supporting arms carrying the table shall be
fixed to a spindle mounted on a bracket. The mass of the supporting arms
shall be 1.0*0*3 kg.
4.1.3 Stand - The stand shall carry a stop having a rounded upper
surface, and shall be positioned in such a way that the stop is right beneath
the projecting lug of the table. When the projecting lug rests on the stop,
its plane face and that of the table shall be horizontal. The common
normal through the point of contact of the lug and stop shall be vertical;
the lug striking face and the stop shall be replaced as soon as this condition
is no longer met.
4.1.4 Cum - The cam shall be mounted on the stand as shown in Fig. 1.
When the cam is rotated, it shall operate the cam follower raising the
table and allowing it to drop. The cam shall be driven at a speed of
60&l rpm.
4.1.5 Drive - The cam shall be driven by means of an electric motor and
a reduction gear. Electric motor of l/3 hp is found suitable. It is
recommended that a device be provided which stops the drive automatically
after 60 jolts.
4.1.6 Bracket - The bracket shall be fixed to a mild steel plate having
holes for bolting down to a concrete base. The bracket shall be rigidly
connected to a stand with two arms.
4.2 Mould ( see Fig. 2 ) - The dimensions of the mould with tolerances
shall be as specified in Table 2. The general requirements of construction
of the mould shall be as laid down in IS : 10086-1982*.
*Specificationf or moulds for use in tests of cement and concrete.
7IS:10078- 1982
4.2.1 The mould shall embody three compartments and shall rest on a
machined steel base plate to which it shall be clamped securely. The mould
shall be surmounted. by a hopper made of steel or a non-ferrous metal with
vertical walls of 20 mm to 40 mm height. Viewed in plan, the interior
vertical surfaces of the hopper shall be within those of the compartment by
a distance not exceeding 1 mm. The mass of the mould together with
hopper and base shall be 13AO.25 kg.
TABLE 2 DIMENSIONS AND TOLEitz%CES OF MOULD OF 40x40 x160 mm
( Clause 4.2 )
SL
No. DESCRIPTION DIMENSIONS
(1) i2> (3)
0 Length between inner faces, mm 16Ort0’4
ii) Width between inner faces, mm 405IO.l
iii) Height, mm 40,tO.l
iv) Thickness of wall plate ( Min ), mm 10
v> Angle between the faces and the base 90f0’5”
vi) Permissible variation in the planeness of walls, mm 0.02
vii) Length of base plate, mm 27612
viii) Width of base plate, mm 240&2
5. JOLTING APPARATUS MOUNTING
5.1 The apparatus shall be fixed on a concrete base 1 m long, 30 cm wide
and 80 cm high. The base plates of the stand carrying the cam and bracket
about which the table rotates shall each be fixed to the concrete base by
means of four anchor bolts, and when fixing them a thin layer of rich
mortar should be placed between the base plates and the concrete base in
order to ensure perfect contact.
5.2 To reduce the noise, the concrete base shall be placed on four rubber
pads of 100 x 100 x 10 mm size.
6. MARRING
6.1 The following information shall be clearly and indelibly marked on
each component of the jolting apparatus as far as practicable in a way that
it does not interfere with the performance of the apparatus:
8a) Name of the manufacturer or his registered trade-mark or both, and
b) Date of manufacture.
6.1.1 The apparatus may also be marked with the IS1 Certification Mark.
Nom - The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regula-
tions made thereunder. The ISI 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 ISI 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.
9IS: 18078-1982
(C ontinued from page 2 )
Instruments for Cement and Concrete Testing Subcommittee, BDC 2 : 10
Convener Representing
DR IQBALALI Engineering Research Laboratories, Hyderabad
Mwtbers
SHRI P. D. A~ARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR T. N. CHOJER (Alternate )
PROF B. M. AHUJA Indian Institute of Technology, New Delhi
SHR~T . P. EKAMBARAM Highways Research Station, Madras
SHRI H. K. GUHA All India Instruments Manufacturers and Dealers
Association, Bombay
DEPUTY SECRETARY( Alternate )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA ( Alterrtufe)
SHRI M. R. JOSHI Research & Development Organization ( Ministry
of Defence ), Pune
SHRI Y. P. PATHAK I Alternate >
SHRI E. K. RAMACHAN~RAN ’ National Test House, Calcutta
SHRI S. K. BA~YERJE(E A Iternate )
PROF C. K. RAM~SH Indian Institute of Technology, Bombay
DR R. S. AYYAR( Alternate )
SHRI M. V. RANGA RAO Cement Research Institute of India, New Delhi
DR -K.-C. NAKANG( Alternate >
DR S. S. REHSI Central Building Research Institute ( CSIR ),
Roorkee
SARI J. P. KAUSH~SH( Alternate )
SHRI A. V. S. R. SAST~ Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHKI SUBHASHS HARMA ( Alternate )
SHRI K. L. SEWI Central Road Research Institute ( CSIR ),
New Delhi
SKRI M. L. BHATIA( Alternate )
10
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14161.pdf
|
IS14161 :1994
Indian Standard
PESTICIDE - DETERMINATION
OF METALTYXYi RESIDUES
IN AGRICULTURAL, FOOD
COMMODITIES, SOIL AND WATER
UDC 664 : 543’544’25 [632’952’028 MET]
0 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAI-IADUR SHAH ZAFXR MARG
NEW DELHI 110002
my 1994
Price Group 2Pesticides Residue Analysis Sectional Committee, FAD 34
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the
Pesticides Residue kraljrsis Se&iional Committee had been approved by the Food and i;tgricultdre
Division CounCil.
hietalaxyl formulations are used as fungicides in agriculture. This standard will enable the food,. health
authorities armothers engag& in the field to follow uniform test procedure for the estimation of residues
of metalaxyi ih various agricultural and food commoditks;
In the preparation of this standard, dtie consideration has been given to the provisions of&ev~tk~ti-of
Food Aduiteiation Act, J954 and Ruies framed thereunder and Standtirds of Weights and Measures
(Packaged Commodities) Rult?s,1 977.
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 dohe in accordance with IS 2 : 1960 ‘Rules for
rounding off numerical values @vised)‘.IS I4161 : 1994
Indian Standard
PESTICIDE - DETERMINATION
OF METALAXYL RESIDUES
IN AGRICULTURAL, FOOD
COMMODITIES, SOIL AND WATER
1 SCOPE deep-freezer at - 15°C or in refrigerator until taken
up for analysis. Ensure that the samples do hot
1.1T his standard prescribes a gas chrom-
absorb or loose moisture during storage. Avoid
atographic method for determination of residues of
undue long storage period.
metalaxyl [methyl N - (2 - methody - acetyl)-N-(2,6-
xylyl)-DL-aladinate] in agricultural and food com- 7 APPARATUS
modities.
7.1 Gas Claromatograph
1.2 This method has a detection limit lower than
The gas chromatograph shall be fitted with an
of 0.05 ,@g (0.05 ppm) using a alkali-flame ioniza-
alkali-flame inoization detector (AFID) and
tion detector.
printer - plotter-cum-integrator. The following
2 REFERENCES operating parameters are suggested, which can be
changed provided standardization is done :
The Indian Standards listed at Annex A are neces-
sary adjuncts to this standard. Alkali-Flame Inoization Detector (AFID)
3 QUALITY OF REAGENTS Column : Glass, 100 cm length x 2 mm I.D.; pack-
ed with 3% carbowax 20 M on Gas
Unless specified otherwise, pure chemicals and dis-
Chrom Q DMCS treated (size: 0.15 -
tilled water (see IS 1070 : 1992) shall be employed
0.18 mm)
in tests.
Temperature :
NOTJZ- ‘Pure chemicals’ shall mean chemicals that do not Column Oven 185°C
contain impurities which affect the results of analysis.
Injection Port 240°C
4 SAMPLING Det&tor 240°C
The representative samples for the purpose of es- Carrier Gas and Flow Rate : Nitrogen; 35 ml/min
timating metalaxyl residues in the samples shall be Fuel Gas and Flow Rate : Hydrogen; 35 ml/min
drawn in accordance with IS 11380 : 1985. Air and Flow Rate: 230 ml/min
5 PRINCIPLE 7.1.1 Micro&e Syringe - 10~1 capacity.
Soil samples are extracted with methanol in a hot 7.1.2 Warning Blender or Equivalent
extractor. Plant material is extract@ with methanol
7.1.3 Centrifge
in a high speed homogenizer. The methanol ex-
tracts are diluted with water and cleaned up by 7.1.4 Rotary Evaporative Concentrator
water-methanol/dichloromethane partitioning. 7.1.5 Sample Grinder
The dichloromethhne phases are evaporated and
7.1.6 MechanicalShaker
the residue of the organic phases are cleaned up by
alumina column chromatography before the final 7.1.7 Ultrasonic Bath
determination by gas chromatography.
7.1.8 Chromatographic Column - glass, 200 cm
6 SAMPLE STORAGE x 18 mm I.D. with ground glass top.
Sample shall be stpred as such when chances of its 7.2 Reagents
degradation do not exist and the quantity is small.
7.2.1 Methanol - glass re-distilled.
Otherwise extraction shall be carried out and the
extract stored. Depending upon the nature of the 7.2.2 Saturated Sodium ChZoride Sob&on - AR
sample, keep the sample or its extract either in grade.
1IS 14161: 1994
7.2.3 n-hexane - glass re-distilled.
7.2.4 Diethyl Ether - glass redistilled.
7.2.5 DichZoromethane- glass redistilled.
7.2.6 Reference Standard Metalaxyl - of known
purity.
7.2.7 Sodium Hydrogen Carbonate - AR grade.
7.2.8 Alumina Acidic - W 200, activity grade V
(19% water added).
8 EXTRACTION
8.1 Vegetables
Shred the entire sample with food cutter. Weigh
100 g representative sample into a 500 ml wide-
mouth jar and add 200 ml methanol. Macerate with
the high speed blender for 2-3 minutes. Shake the
bottle for 2 hours on a mechanical shaker. Filter 100 ml
34 mm
through Whatman 40 or equivalent’filter paper on
130 mm
a Buchner funnel, under suction. Rinse the jar and
wash the filter-cake twice with 40 ml of methanol
each time. Adjust the volume to 400 ml and take an
aliquot of 200 ml corresponding to 50 g sample.
8.2 Grapes
Weigh 100 g representative sample into a 500 ml
wide mouth jar and add about 2 g of sodium “4 29132
hydrogen carbonate, 200 ml methanol and
macerate with the high speed blender for 2-3
minutes. Check the pH value to be above 7 other-
wise add more sodium hydrogen carbonate. Shake NI dimensions in millimetres.
the bottle for 2 hours on a mechanical shaker. Filter Fig. 1 METALAXYL EXTRACTION AIJPARATUS
through Whatman 40 or equivalent filter paper on dichloromethane by vigorously shaking the
a Buchner funnel, under suction. Rinse the jar and separatory funnel during each extraction. Collect
wash the filter-cake twice with 40 ml of methanol the dichloromethane phases and filter through a
each time. Adjust the volume to 400 ml and take an plug of cotton and evaporate to dryness using a
aliquot of 200 ml corresponding to 50 g sample. rotating evaporator at 40°C.
10 CLEAN-UP
8.3 Soil
10.1 Fill the chromatographic column with n-
Remove big stones from the sample. Homogenize
hexane. Add alumina acidic to a height of 7 cm (30
the sample in a planetory blender. Weigh 50 g
ml of volume). Drain the solvent to the top of the
representative sample into the glass insert of the
alumina. Dissolve the residue from partitioning in
hot extractor (Fig. 1). Moisten the dry sample with
5 ml of n-hexane by immersing the flask into the
10 ml of distilled water. Extract with 150 ml
ultrasonic bath for 3 minutes. Transfer this solution
methanol for 2 hours.
to the column. Rinse the flask twice with 5 ml of
NOTE - Samples with high stone content cannot be n-hexane and t~ransfer each portion to the column.
homogenized in the planetary blender. Airdly those samples Rinse the flask and then the column with 100 ml of
then grind in cross-beater mill and mix thoroughly.
n-hexane. Rinse the flask and then the column with
9 PARTITIONING 30 ml of a mixture of n-hexane and diethyl ether
(1:l). Discard both eluatcs. Elute the active in-
Transfer the corresponding extract-aliquots to a gredient with further~80 ml of the mixture of n-
100 ml separatory funnel and add 200 ml water and hexane and diethyl ether (1:l). Collect the eluate
20 ml saturated sodium chloride solution. Extract and evaporate to dryness in a rotation evoporator
the aqueous solution 3 times with 75 ml of at 40°C.
2IS 14161: 194
la.2 Transfer the residue with 3 increments each 12 CALCULATION
of 5 ml diethyl ether to 25 ml vials and evaporate to
Metalaxyl
dryness in a stream of clean air. Dissolve the residue AtxVZXVjXC
for gas chromatographic determination-in 1 ml n- residue, ,@g = AzxV1xM xf
hexane-ethanol (i:l) mixture. where
Al = peak area of the sample;
11 ESTIMATION
vz = volume, in ~1 of standard metalaxyl solu-
11.1 Preparation of Standard Curve tion injected,
Prepare solutions containing 2.5 to 1Opg reference v3 = total volume, in ml, of sample solution;
standard metalaxyl in one ml of n-hexane-ethanol c = concentration, in ,ug/g, of the standard
metalaxyl solution;
(1:l) mixture. Inject a minimum of 4 different
100
amounts of metalaxyl ranging from 2.5 to 10 mg for f = recovery factor =
AFID detector. Measure the peak areas and plot percent mean recoverv
them against the active ingredient on a log-log AZ = peak area of stand&d metalaxyl; -
Vl = volume, in ~1, of sample solution injected;
scale.
and
Il.2 Inject iyto the gas chromatograph, with the M =
mass, in g, of sample taken for analysis.
help of a microhtre syringe, a suitable aliquot of the
sample, identify the peaks by the retention times NOTE - Percent mean recovery is determined by taking
untreated control sample to which known amounts of
and measure the peak areas. Estimate the metalaxyl
metalaxyl standard is added and analysed as described
content by comparison with the standard curve. above.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1070 : 1992 Reagent grade water (third 11380: 1985 Methods of sampling for determina-
revision) tion of pesticide residues in agricul-
tural and food commoditiesBureau 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.
Copyrigbt
BIS has a 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 rea5rmed when such a 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. FAD 34 ( 83 )
Amendments Issued Since Pnblication
Amend No. Date of Issue Text Affected
_~.__ ~__
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 3310131,33113 75 Telegrams z Manaksanstha
( Common to all 05ces )
Regional Offices: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 ( 3377 8864 9296,, 3377 8856 6612
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 I 5533 3283 4834, 53 16 40
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113
{ 223355 0125 1169,,: ‘223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East > 632 92 95,6” ‘632 78 58
BOMBAY 430093 632 78 91, ‘*‘632 78 -92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. I&NPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
|
5873.pdf
|
Indian Standard
SPECIFICATION FOR STEEL CUT-WIRE SHOTS
FOR USE IN FOUNDRIES
Foundry Sectional Committee, SMDC 17
SHBI N. G. CHAXPABART~
3/D, Nandy Street, Calcutta 29
Members RefJmBting
SHBI M. AXJAxxYuLlJ Minirig and Allied Machinery Corporation Ltd,
Durgapur
SEBI S. R. SEN~~P~A ( Alfnnafe )
SEBI H. R. BADYAL The Indian Iron & Steel Co Ltd, Calcutta
SHRI S. G. ATEANIXAB ( A&emote )
SHBI R. P. BAJORIA J. D. Jones & Co Ltd, Calcutta
SRBI H. N. SEN ( Alternate )
SEBI B. N. BALI~A Cooper Engineering Ltd, Bombay; and Engineering
Associationo f India, Calcutta
SHRI S. D. BFIA~WAT Cooper Engineering Ltd, Bombay
( Altmorc)
SHRI D. N. BANERJEE Hindustan hfachine Toola Ltd, Bangalore
SHEI K. NA~ESEA RAO I Aftcmnte )
SRBI P. K. BANEBJEE Indian Non-Ferrous Met& Manufacturers Asnocia-
tion, Calcutta
SARI D. P. JA~N ( Alternate)
SERI 2. bl. BHATE Mukand Iron & Steel Works Ltd, Bombay
SHBI R. K. BHOWMI~K Bhartia Electric Steel Co Ltd, Calcutta
SHRI S. K. DAM Indian Engineering Association, Calcutta
D~ZTJTY DIRECTOB’ RESEARCH hiinistry of Railways
( MET )-3, RESEARCHD ESIQ~S
& STANDARDSO BQANIZA-SION,
CEITTABANJA~J
CREMIST & METALL~I~QIST
(SF), CH:~ARANJ~~
LOCOMOTITE WORKS,
CHITTARANJAN( AltmratcI )
WORKS MANAGEB ( MANC-
FACTCRIKQ)C, HIYYABANJAR
LOCOYOTIYE WORKS,
CAITTABANJAS ( AItemate II )
SHRI A. S. DE~AI Jyoti Ltd, Baroda
SHRI F. S. KATPITIA ( Altmrate)
SHBI M. S. DUA In persoual capacity ( 169, Sector 27-A, Chandigarh )
LT P. DFTTA Naval Headquarten
( Gntinwd on @ggc 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHIls : !i873- 1970
( Conlid from@ age1 )
MmtbcrS RqlwScnti?l#
SHBI S. J. GANDAI Tata Engineering & Locomotive Co Ltd, Jamahedpur
Sam P. K. DKJTTA ( Alkmz~e)
SFIRI P. c. GOEL Uttar Pradesh Steels Ltd. Mutaffarnagar
SRRI S. C. JAIN The Jay Engineering Works Ltd, Calcutta
Sam S. JOBRI Kumardhubi Engineering \l’orka Ltd, Calcutts
SEBI J. T. KANAGARAJ ( dl~enntc )
SHRI P. L. KATEUR~A Inspe;;~c~‘ing, Directorate General of Supplies &
SHRI M. C. AICR ( Aftcrnofr )
SNRI Y. N. KAU~EAL Indian Foundry Association, Calcutta
SHRI M. N. KHANNA Hindustan Steel Ltd, Bhilai
Snot P. S. Suatt~3t~Nt~M ( Allera& )
SHRI S. S. KHANNA Heavy Engineering Corporation Ltd, Ranchi
DR C. R. R. CHAR ( tIltem& )
SHRI R. M. KRISANAN National Metallurgical Laboratory ( CSIR ).
Iamshedmtr
Sam B. W. KULKARNI D&orate General of Technical Development
SHRI C. L. PANDEP ( AI&mctc )
SERI D. G. KVLKARNi The Institute of Indian Foundrymen, Calcutta
\‘. T.
MANIAl (
SHRI V. New ( ) Ltd,
SHRI S. ( Albmute )
SERI AXAL MITRA Machinery Manufacturers Corporation Ltd, Calcutta
SERI H. S. PAUL ( Afternatr )
SARI P. C. MVLLICK Electrosteel Castings- Ltd, Calcutta
Sam S. N. AQRAWAL ( Allentale )
SHRI S. N. RAO Laxmi Starch Factory Ltd, Bombay
SREI W. B. SINQR ( Alferaote )
SARI B. L. SEN Indian Oxygen Ltd, Calcutta
DR P. VASUDEVAN The Indian Institute of Metals, Calcutta
SRRI K. S. S. VA~~AN Pioneer Equipment Co Private Ltd. Bombay
SERI P. 8. H. JEA~RI (Altemutc)
SHRI R. K. SRIVASTAVA, Director General, IS1 ( Ex-ojkio Met&r )
Deputy Director ( Strut St Met ) ( Secretq )
Foundry Abrasive Shot and Grit Subcommittee, SMDC 17 : 2
Convener
SHRI AXAL MITRA Machinery Manufacturers Corporation Ltd. Calcutta
SEW P. A. ENOINEER Indabrator Ltd, Bombay
SHRI N. K. RAJGAREIA Orient Steel and Wire Industries Pvt Ltd, Calcutta
SARI w. B. SINQH Abrasives and Castings Ltd, Howrab
SHRX R. C. DAVE [ Alfma&)
2Is : 3873- 1970
Indian Standard
SPECIFICATION FOR STEEL CUT-WIRE SHOTS
FOR USE IN FOUNDRIES
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 30 December 1970, after the draft finalized by the Foundry
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2 This specification is intended to assist foundries in the purchase and
quality testing of steel cut-wire shots, and is based on SAE 5441
‘Recommended practice for cut steel wire shots’, issued by Society of
Automotive Engineers, Inc., New York, USA.
0.3 This standard contains clauses 5.1.1 and 7.1 which call for agreement
between the purchaser and the manufacturer at the time of placing an
order.
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 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 This standard covers the requirements for steel cut-wire shots for use
in foundries for blast cleaning processes.
2. DESIGNATION AND GRADING
2.1 Steel cut-wire shots shall be designated as ‘ SCW ’ and graded by the
shot number which represents the mean diameter of the wire in millimetres
from which it is made ( see Table 1 ).
3. SUPPLY OF MATERIAL
3.1 General requirements relating to the supply of steel cut-wire shots,
shall be as laid down in IS : 1387-1967t.
*Rub for rounding off numerical values ( rcoisd ).
tGeneral requirements for the supply of metallurgica I materials (/irrf recision ).
3*___-._-_. ._.__.
.I--
IS : 5873 - 1970
TABLE 1 DESIGNATION OF STEEL CUT-WIRE SHOTS AND
DIAMETERS OF WIRE
( Clauses 2.1 and 5.1 )
GRADE DESIQNATION WIRE DIAXETER
mm
s-CWI60 1.6Oh0-05
s-CM’135 1.35 f 0.05
s-CWIIB 1*18*@05
s-cwlO6 1.06 f O-05
S-CW 90 O-90 f o-025
s-cw 80 O-80 * o-02.5
S-cw 71 0.71 f O-025
s-cw 60 0.60 f O-025
S-cw 50 O-50 & 0.025
4. CHEMICAL COMPOSITION
4.1 The material, when tested in accordance with the method given in
IS : 228-19598, shall have the following chemical composition:
Constituent Pcmnt
Carbon 0.45 to 0.75
Silicon O-10 to O-30
Manganese 0.60 to 1.20
Sulphur O-050 Max
Phosphorus 0.045 Max
5. SIZE
5.1 The steel cut-wire shot shall be made from wire of the diameters given
in Table 1.
5.1.1 Shot sizes varying from those given in the table may also be
supplied by agreement between the purchaser and the manufacturer.
5.2 The combined length of 10 random steel cut-wire shot particles
when mounted, ground and polished to the centre line of the cylinder
longitudinal cross-section shall be within the limits given in Table 2.
6. WEIGHT
6.1 The total weight of 50 random particles shall be within the limits
specified in Table 2.
*Methods of chemical analysis of pig iron, cast iron and plain carbon and low-alloy
steels ( reuised) .
4TABLE 2 LENGTH AND WEIGHT LIMITS FOR STEEL
CUT--E SHOTS
( Clauses5 .2 and6 . I )
GRADE DESIGNATION LENQTROF ioPIECP,S WEIGHTOF ~OPIECES
mm g
s-cw160 16Dl f l-00 l-11 - 1-43
s-cw135 1350 f 1.00 O-68 - 0’91
S-CWI 18 11.80~ l-00 0.43 - O-60
s-CWlO6 1060 f 1.00 o-30 - 044
s.CW 90 9.00 f 0.75 0.20 - O-26
S-CW 80 80l f 0.75 0.13 - O-18
s-cw 71 7.10 f O-75 @09--13
s-cw 60 6.00 f O-50 0% - ot@
s-cw 50 5.00 f 0.50 0.03 - O-05
7. TENSILE PROPERTIES
7.1 Steel cut-wire shots shall be made from the wire having tensile
strength of 160 to 220 kgf/mm*. For special applications, wire having
tensile strength other than that specified above may be used by agreement
between the purchaser and the manufacturer.
8. HARDNESS
8.1T he average hardness of the steel cut-wire shots shall be as given in
Table 3.
8.1.1 Tn obtaining hardness values, particles shall be mounted in a
suitable material, such as thermosetting plastic and polished. A minimum
of 20 hardness readings shall be taken at random in accordance with the
method given in IS: 1501-1968*. A 5 kg load on indentor shall be
applied during the test.
9. SOUNDNESS
9.1 Steel cut-wire shot particles shall be free from shear cracks and laps
and shall not contain excessive seams or burrs.
10.S AMPLING
10.1 Samples each weighing O-5 kg shall be taken from top, centre and
bottom of at least five containers for every tonne of material. These shall
be combined, mixed and quartered to obtain a 2.5 kg laboratory sample
from which 100 g samples shall be taken for testing purposes. Three 100 g
samples shall be required for testing, one for chemical composition, one
for size and weight and one for hardness of material.
*Method for Vicken hardnesst eSt for steel (firsi rgc$.&n).lsr5673-1970
TABLE 3 HARDNESS OF STEEL CUT-WIBE SHOT
( Clatm 8.1 )
GRADE DEEIQNATION HAUDNESB VICXERB, Min
S-CW160 354
s-cw135 382
S-CM’1 18 402
s-CWlO6 412
s-cw 90 4.34
S-CW 80 446
s-CW 71 458
S-CW 60 and S-CWSO 484
11. RETEST
11.1 If the sample se!ected fails to meet the requirements given
under 4, 5, 6 and 8, two further samples shall be selected for each test.
Should the two retests satisfy the requirements of this standard, the lot
shall be accepted. Should either of the samples fail, the material shall
be taken as not complying with the requirements of this standard.
12. PACKAGING
12.1 Unless specified otherwise, the material shall be supplied in water-
proof double gunny bags or lined polythene bags each containing 50 kg.
13. MARKING
13.1 Each container shall be clearly marked with the following infor-
mation:
a) Manufacturer’s name or trade-mark, and
b) Designation of the material.
13.1.1 The material may also be marked with the IS1 Certification
Mark.
NOTE -The use of the 1% Certification Mark is governed by the provisions of
the Xndian Standards Institution (Certification Marks) Act, and the Rules and Regu-
lations made thereunder. Presence of this mark on products covered by an Indian
Standard conveys the assurance thar they have been produced to com~lv with the
requirements of that standard, under a well-defined system of inspe&n, testing
and quality control during production. This system, which is devised and supervised
by ISI and operated by the producer, has the further safeguard that the products as
actually marketed are continuously checked by IS1 for conformity to the standard.
Details of conditions, under which a licence for the use of the ISI Certification
Mark may be granted to manufacturerso r processorsm, ay be obtained from tbe Indian
Standards Institution.
6
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1367_11.pdf
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IS 1367( Part 11 ) :2002
ISO 4042:1999
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 11 ELECTROPLATED COATINGS
Third Revision)
(
ICS21 .060.01
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
I
NEW DELHI 110002
Y
December 2002 Price Group 9—.
Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
—
NATIONAL FOREWORD
This Indian Standard ( Part 11 ) (Third Revision )which is identical with ISO 4042:1999 ‘Fasteners —
Electroplated coatings’ 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.
IS 1367 which covers the ‘Technical supply conditions for threaded steel fasteners’ was originally published
in 1961 and first revised in 1967. Inthe late seventies, the second revision was taken up when the work
of lSOiTC 2‘Fasteners’ taken into consideration of our national work on industrial fasteners. Accordingly,
the Committee decided that IS 1367 should be brought out into several parts, each part covering a
particular feature or property of the fasteners. Subsequently, the second revision of this standard was
published in 1996 by adopting ISO 4042:1989. This third revision has been prepared by adoption of
latest edition of ISO 4042 published in 1999.
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.
Inthis 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 Indian Standard Degree of
Standard Equivalence
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 965-1:1998 IS 14962 ( Part 1 ) :2001 ISO General purpose metric do
screw threads — Tolerances : Part 1 Principles and
basic data
ISO 965-2:1998 IS 14962 ( Part 2 ) :2001 ISO General purpose metric do
screw threads — Tolerances :Part 2 Limits of sizes for
general purpose external and internal screw threads —
Medium quality
.
ISO 965-3:1998 IS 14962 ( Part 3 ) :2001 ISO General purpose metric do
screw threads — Tolerances : Part 3 Deviations for
constructional threads
ISO 1456:1988 IS 1068 : 1993 Electroplated coating of nickel plus Technically
chromium and copper plus nickel plus chromium — equivalent
Specification ( third revision)
ISO 1458:1988 IS 12393:1988 Electroplated coatings of nickel do
( Continued on third cover)..-
IS 1367( Part 11 ):2002
ISO 4042:1999
—.
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 11 ELECTROPLATED COATINGS
( Third Revision)
1 Scope
This International Standard specifies dimensional requirements for electroplated fasteners of steel or copper alloy. It
specifies coating thicknesses and gives recommendations for hydrogen embrittlement relief for fasteners with high
tensile strength or hardness and for surface-hardened fasteners.
This International Standard primarily concerns the electroplating of threaded fasteners, but it may also be applied to
other threaded parts. For the applicability to screws that cut or form their own mating threads, see clause 8.
The specifications given in this International Standard may also be applied to non-threaded parts such as washers
and pins.
2 Normative references
The following normative documents contain provisions which, through reference in this text, constitute provisions of
this International Standard. For dated references, subsequent amendments to, or revisions of, any of these
publications do not apply. However, parties to agreements based on this International Standard are encouraged to
investigate the possibility of applying the most recent editions of the normative documents 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 965-1:1999, 1S0 general purpose metric screw threads — Tolerances — Part 1:Principles and basic data.
ISO 965-2:1999, ISO general purpose metric screw threads — Tolerances — Part 2: Limits of sizes for general
purpose bolt and nut threads — Medium quality.
ISO 965-3:1999, ISO general purpose metric screw threads — Tolerances — Part 3: Deviations for constructional
threads.
ISO 1456:1988, Metallic coatings — Electrodeposited coatings of nickel plus chromium and of copper plus nickel
plus chromium.
ISO 1458:1988, Metallic coating — Electrodeposited coatings of nickel.
ISO 1502:1996, /S0 genera/purpose metric screw threads — Gauges and gauging.
ISO 2064:1996, Mets//ic and other non-organic coatings — Definitions and conventions concerning the
measurement ot thickness.
ISO 2081:1986, Metallic coatings — Electroplated coatings of zinc on iron or steel.
ISO 2082:1986, Metallic coatings — Electroplated coatings of cadmium on iron or steel.
1.—
IS 1367 (Part 11 ):2002
ISO 4042:1999
.—
ISO 3269:—I ), Fasteners — Acceptance inspection.
ISO 4520:1981, Chromate conversion coatings on electroplated zinc and cadmium coatings.
ISO 9227:1990, Corrosion tests in artificial atmospheres — Salt spray tests.
ISO 9587:—2), Metallic and other inorganic coatings — Pre-treatments of iron or steel for reducing the risk of
hydrogen embrittlement.
ISO 15330:-2), Fasteners — Pre/oading test for the detection of hydrogen embritt/ement — Para//e/ bearing
surface method.
3 Terms and definitions
For the purposes of this International Standard, the definitions given in ISO 2064 (in particular, the definitions of
significant surface, measuring area, local thickness and minimum local thickness) and ISO 3269 together with the
,
following, apply.
3.1
batch
quantity of identical fasteners from the same manufacturing lot processed together at one time
3.2
production run
those batches of parts processed continuously without any changes in coating techniques or constituents
3.3
batch average thickness
calculated average thickness of a coating if itwas uniformly distributed over the surface of the parts of the batch
3.4
baking
process of heating parts for a definite time at a given temperature in order to minimize the risk of hydrogen
embrittlement
3.5
baking duration
time at which the parts are held at the specified temperature which they shall have completely reached
1) To be published. (Revision ofISO32691988)
2, To be published.
2IS 1367( Part 11 ):2002
1s0 4042:1999 -
4 Dimensional requirements and gauging
4.1 Dimensional requirements before electroplating
Before coating, parts shall comply with the relevant International Standards if applicable or other standards as
specified, except where threads or other features are specifically manufactured to allow, for functional reasons, the
application of thicker coatings than are possible on normal threads.
Coating thicknesses which can be applied on ISO metric threads in accordance with ISO 965-1, ISO 965-2 and ISO
965-3 depend on the fundamental deviation available, which itself depends on the screw thread and the following
tolerance positions:
— g, f, e for external threads;
— G for internal threads or H if required.
The tolerance positions apply prior to application of the electroplated coating.
4.2 Dimensional requirements after electroplating
After coating, ISO metric screw threads shall be gauged in accordance with ISO 1502 with a GO gauge of tolerance
position hfor external threads and H for internal threads.
Other product dimensions apply only before coating.
NOTE Care should be exercised where relatively thick coatings mayaffect dimensions with small tolerances asinthe case
ofinternal drives; inthese cases an agreement should be made between the supplier and the purchaser.
The applicability of the recommended coatings to ISO metric threads is limited by the fundamental deviation of the
threads concerned and hence, by the pitch and tolerance positions. The coating shall not cause the zero line (basic
size) to be exceeded in the case of external threads, nor shall it fall below this line in the case of internal threads.
This means that for an internal thread of tolerance position H, a measurable coating thickness can only be applied
to the threads ifthe tolerance zone is not taken up to the zero line (basic size).
5 Other coating requirements
The electroplated coating shall comply with the provisions of the relevant International Standards (ISO 1456,
ISO 1458, ISO 2081, ISO 2082) for the coating concerned in respect of appearance, adhesion, ductility, corrosion
resistance, etc.
6 Hydrogen embrittlement relief
Incases of parts
— with high tensile strength or hardness or which have been surface hardened,
— which have absorbed hydrogen and
— are under tensile stress
there is the risk of failure due to hydrogen embrittlement.
When the core or surface hardness is above 320 HV, process investigation shall be conducted using a test to detect
hydrogen embrittlement, for example the “Parallel bearing surface method” in accordance with ISO 15330, to be
sure that the process with regard to embrittlement is under control. If embrittlement is discovered, modification of
the manufacturing process will be necessary, such as the inclusion of a baking process (see informative annex A for
more information).
3IS 1367 (Partll ):2002
ISO 4042:1999
For fasteners of hardness in excess of 365 HV, a written agreement should exist between the customer and
manufacturer to define how to manage the risk. Ifwritten agreement does not exist, the manufacturer shall process the
parts in accordance with his recommended practices to reduce the risk of hydrogen embrittlement.
Complete elimination of hydrogen embrittlement cannot be assured. If a reduced probability of encountering
hydrogen embrittlement is desired, alternative procedures should be evaluated.
NOTE Investigations areproceeding todevelop methods for the reduction of hydrogen embrittlement.
7 Corrosion protection
The corrosion protection of an electroplated coating depends to a considerable extent on its thickness. In addition to
greater coating thickness, a chromate conversion treatment can be specified for increased corrosion protection on
zinc and cadmium coatings.
Contact with other metals and materials, the frequency and duration of wetting and service temperatures may
influence the protective performance of coatings and expert advice is essential when uncertainties of choice arise.
Coatings of Zn and Cd applied to ferrous substrates are less electropositive than the steel base metal and
consequently provide cathodic protection. In contrast, Ni and Cr coatings are more electropositive than the steel
base metal and may intensify part corrosion where the coating is damaged or pitted.
Cadmium coatings are dealt with in ISO 2082.
Zinc coatings are dealt with in ISO 2081.
Nickel coatings are dealt with in ISO 1458.
Nickel + chromium and copper + nickel + chromium coatings are dealt within 1S0 1456.
Chromate conversion treatments are dealt with in ISO 4520.
NOTE Information onsalt spraycorrosion protection performance ofmetallic coatings isgiven ininformative annex B.
8 Applicability to fasteners that cut or form their own mating threads
All recommended coatings may be applied to screws that cut or form their own mating threads such as wood
screws, self tapping screws, self drilling screws and thread forming screws. The maximum value for batch average
thickness given in Table 1 maybe ignored unless otherwise specified.
9 Specification of coating thickness
The local and batch average thicknesses corresponding to the nominal coating thicknesses recommended in the
relevant International Standards for electroplating are given in Table 1.
In order to reduce the risk of interference on assembly of threads with electroplated coatings, the coating thickness ‘
shall not exceed one-quarter of the fundamental deviation of the thread. These values are specified in Table 2.
NOTE Foraccommodation ofthick coatings guidance isgiven ininformative annex C.
The effective coating thicknesses measured according to one of the methods specified in clause 10 shall comply
with the values specified in Table 1.
4----
IS 1367( Part 11 ):2002
ISO 4042:1999
Table 1— Coating thicknesses
Thicknesses inmicrometres
Effective coating thickness
Nominal coating thickness Locala Batchaverageb
min. min. max.
3 3 3 5
5 5 4 6
8 8 7 10
10 10 9 12
1 # I
12 12 11 15
15 15 14 18
20 20 18 23
25 I 25 I 23 I 28 I
30 30 27 35
a Formeasuring localthickness see 10.1.
b Formeasuring batchaverage thicknesssee 10.2.
In the case of batch average thickness measurement and if the threaded parts have nominal lengths 1> 5d, smaller
nominal thicknesses than those specified in Table 1shall be applied, see Table 2.
10 Measurement of coating thickness
10.1 Local thickness
The local thickness shall be not less than the minimum thickness specified in the order, and shall be measured
using one of the methods specified in the International Standard for the coating being applied. Thicknesses on bolts,
screws and nuts shall only be measured on the test surfaces shown in Figure 1.
-a
I
-
I 1’
Key
1 Measurementarea
Figure 1— Measuring area for local coating thickness measurement on fasteners6
au
+++
++
b-a-a-
82
w
t-- 111 224
‘-WY”*’
Oon
-.
mma mmm
a
m-u-l-ul
—
.
.
.
ulmm
IE
a
W.,--
rum
“
IS
1367(
Patill
):2002
.—IS 1367 (Part 11 ):2002
ISO 4042:1999
10.2 Batch average thickness
Batch average thickness shall be measured by the method described in normative annex D. Exceeding the
maximum batch average thickness shall not cause rejection if the coated thread is accepted by an appropriate GO
gauge (H or h).
10.3 Agreement on test method
Unless otherwise specified, local thickness shall be measured.
NOTE Most screws and bolts are electroplated inbulk inbarrels and as a consequence the greatest coating thickness is
always at both extremities of the parts. This effect is increased the longer the screw or bolt is in relation to its diameter and.
tends to reduce the coating thickness that can be accepted byaspecified pitchsize.
11 Sampling for thickness tests
Sampling for thickness measurement shall be carried out in accordance with the requirements of ISO 3269.
12 Ordering requirements for electroplating
When ordering threaded components to be electroplated in accordance with this International Standard, the
following information shall be supplied to the electroplate:
a) The coating designation and, if required, the International Standard for the desired coating.
b) The material of the part and its condition, e.g. heat treatment, hardness or other propetiies, which may be
affected by the coating process.
c) The stress relieving conditions, if any, for stress relieving prior to electroplating.
d) The requirement, if any, for precautions to be taken against the risk of hydrogen embrittlement (see clause 6).
e) Preference, if any, for batch average thickness measurement (see clause 10).
f) Any requirement for selective electroplating or reduction of thread dimensions.
9) Reference to the brightness or dullness; unless otherwise specified, bright finish shall be supplied.
h) Supplementary coating requirements, for example subsequent lubrication.
13 Designation
Fasteners shall be specified according to the appropriate product standards. The designation of the surface coating
shall be added to the product designation according to the specification of ISO 8991[11and shall be in accordance
with
— System A: see code system in normative annex E or
— System B: see coating classification code described in iSO 1456 (nickel-chromium and copper-nickel-
chromium), ISO 2081 (zinc), ISO 2082 (cadmium) and ISO 4520 (chromate conversion coatings).
For examples of coating designations, see informative annex F.
7..—
IS 1367( Part 11 ):2002
ISO 4042:1999
Annex A
(informative)
Hydrogen embrittlement relief
A.1 Introduction
NOTE 1 The followingtwoparagraphs are essentiallythetextofthe introductionofISO 9588:—3) (see[21).
When atomic hydrogen enters steels and certain other metals, for example aluminium and titanium alloys, itcan cause
loss of ductility or load carrying ability, cracking (usually as submicroscopic cracks) or catastrophic brittle failures at
applied stresses well below the yield strength or even the normal design strength for the alloys. This phenomenon often
occurs in alloys that show no significant loss in ductility when measured by conventional tensile tests, and is frequently
referred to as hydrogen induced delayed brittle failure, hydrogen stress cracking or hydrogen embrittlement. The
hydrogen can be introduced during heat treatment, gas carburizing, cleaning, pickling, phosphating, electroplating,
autocatalytic processes and in the service environment as a result of cathodic protection reactions or corrosion
reactions. Hydrogen can also be introduced during fabrication, for example during roll forming, machining and drilling
due to the break-down of unsuitable lubricants as well as during welding or brazing operations. Parts that have been
machined, ground, cold-formed or cold-straightened subsequent to hardening heat treatment are especially susceptible
to hydrogen embrittlement damage.
The results of research work indicate that the susceptibility of any material to hydrogen embrittlement in a given test is
directly related to its hydrogen entrapment population (type and effectiveness of traps). Therefore the time-temperature
relationship of the baking process is dependent on composition and structure of steels as well as plating metals and
plating procedures. Additionally, for most high strength steels, the effectiveness of the baking process falls off rapidly
with reduction of time and temperature.
NOTE2 “Traps” refertocertainmetallurgicalsiteswithinthesteelstructure,such as inclusions,foreignatoms, dislocations,etc.,
towhich atomic hydrogen may bond. Hydrogen thusbonded isnolongerfree to migrate toareas ofhighstress and contributeto
the initiationofembrittlementfracture.Traps maybe ofthe reversibleornon-reversible type. Forfurtherinformationsee Professor
Troiano’s paper [31.
There are many reasons why afastener may become embrittled. The total manufacturing process has to be controlled
in such a way that the probability of embrittlement will be reduced to a minimum. This annex gives examples of
procedures by which the probability of hydrogen embrittlement can be reduced during the manufacturing process for
electroplating of fasteners.
A.2 Stress relief
Fasteners which have been cold worked hardened to 320 HV or above and are to be electroplated may benefit from a
stress relieving process. This process should be carried out before application of the cleaning process defined in A.3.
The temperature and duration applicable to the process will vary according to the design, manufacturing and heat
treatment conditions of the parts concerned, and shall be notified to the coater, ifthe process is required in accordance
with clause 12. Parts with a hardness above 320 HV that have been machined, ground, cold-formed or cold-
straightened subsequent to heat treatment should be treated according to ISO 9587.
Stress relief may not be desirable in cases where residual stresses are intentionally introduced, for example, screws
which are thread rolled after heat treatment.
8IS 1367( Partll ):2002
ISO 4042:1999
A.3 Cleaning processes
Hydrogen absorption of the steel, leading to brittle failure after electroplating, maybe induced by the cleaning process.
Unless otherwise agreed, parts heat-treated or work-hardened to a hardness of 320 HV or above should be cleaned
with an inhibited acid, alkaline or mechanical process. Immersion time inthe inhibited acid depends on the as-received
surface condition and should be of minimum duration.
NOTE Inhibited acid is an acid to which a suitable inhibitor has been added to reduce corrosive attack on the steel and
absorptionofhydrogen.
Parts heat treated or cold worked to a hardness greater than 385 HV or property class 12.9 and above, should not be
subjected to acid cleaning treatment. Special pre-treatments are advisable using non-acidic methods such as dry
honing, abrasive blasting or alkali derusting.
Steel parts should be supplied with a surface which can be prepared for electroplating with a minimum immersion time
for cleaning.
A.4 Plating process
For fasteners heat-treated or cold-worked to a hardness greater than 365 HV high cathodic efficiency electroplating
solutions are advisable.
A.5 Baking process
With increasing hardness, increasing degree of cold working and increasing content of carbon and/or certain other
elements of steel parts, the volubility of hydrogen and therefore the amount of absorbed hydrogen during an acid
cleaning or electroplating process increases. At the same time, the critical amount of hydrogen which may cause brittle
fracture decreases.
The beneficial effect of a baking process after electroplating is removal of hydrogen by effusion and/or irreversible
trapping of hydrogen inthe steel.
Parts should be baked within 4 h and preferably within an hour of electroplating and before chromating, to a part
temperature of 200 “C to 230 “C. The maximum temperature should take into account the coating material and type of
base material. Certain coatings, e.g. tin, and the physical properties of some parts, maybe adversely affected by these
temperatures. In such cases, lower temperatures and longer temper durations will be required. This should be agreed
beteen purchaser and supplier.
With increasing coating thickness the difficulty of removing hydrogen increases. The introduction of an intermediate
baking process when the coating isonly 2 ~m to 5 ~m thick may reduce the risk of hydrogen embrittlement.
The user may agree that other conditions for embrittlement reduction may be used provided they can be shown to be
effective.
It should not be assumed that the baking recommended will completely prevent hydrogen embrittlement in all cases.
Alternative baking times and temperatures may be used if they have been shown to be effective for a part, but parts
should not be baked at a temperature above the temperature at which the parts were originally tempered. Generally,
lower baking temperatures require longer times at temperature. The chemical composition of some steels, in
combination with process conditions, may produce a higher susceptibility to hydrogen embrittlement. Fasteners with
larger diameters are less susceptible than those with small diameters.
At the time of publication of this International Standard it was not considered possible to give exact baking durations.
Eight hours isconsidered atypical example of baking duration. However, baking durations inthe range of 2 hto 24 h at
200 “C to 230 ‘C may be suitable according to the type and size of part, part geometry, mechanical properties,
cleaning processes and electroplating processes used.
9IS 1367( Part 11 ):2002
ISO 4042:1999
Annex B
(informative)
Salt spray corrosion protection petiormance of metallic coatings
This annex gives information on the salt spray corrosion protection performance of zinc and cadmium coatings with
chromate treatment (see Tables B.1 and B.2) and of nickel and nickel/chromium coating-s. (see Table B.3) under the
conditions of the salt spray test according to ISO 9227.
Table B.1 — Neutral salt spray corrosion protection performance of zinc and cadmium
Designation code Nominal Chromate Firstappearance
First appearance
for coatings a coating treatment of white corrosion
of red rust
(system Bb, thickness designation c product
Cadmium ?inc
~m h h h
Fe/Znor Fe/Cd3c1A A 2 24 12
FelZn orFe/Cd3c1B 3d B’ 6 24 12
FelZn orFe/Cd 3c2C c 24 36 24
FelZn orFe/Cd 3c2D D 24 36 24
FelZn orFe/Cd 5c1A A 6 46 24
Fe/Zn orFe/Cd 5c1B B 12 72 36
FelZn orFe/Cd 5c2C 5 c 48 120 72
FeLZnorFe/Cd 5c2D D 72 168 96
FeiZn orFe/Cd 5Bk Bk 12 — —
FelZn orFe/Cd 8cI A A 6 96 48
FeiZn orFe/Cd 6c1B B 24 120 72
Fe/Zn orFe/Cd 6c2C 8 c 72 168 120
Fe/Zn orFe/Cd 8c2D D 96 192 144
Fe/Zn orFe/Cd 8Bk Bk 24 120 72
Fe/Znor Fe/Cd 12c1A A 6 144 72
FelZn orFe/Cd 12c1B B 24 192 96
Fe/Zn orFe/Cd 12c2C 12 c 72 240 144
FelZn orFe/Cd 12c2D D 96 264 168
FelZn or Fe/Cd 12Bk Bk 24 192 96
Fe/Zn orFe/Cd25c1A A
FeLZnorFe/Cd 25c1B B
Fe/Zn orFe/Cd 25c2C 25 c data notavailable
FelZn orFe/Cd25c2D D
FeiZn or Fe/Cd25Bk Bk
a Forzinccoatings seeclassificationcode inISO 2081. Forcadmium coatingssee classificationcode inISO 2082.
b Fordesignation code systems, see clause 13.
c Chromate treatments are designated intable B.2.
d LOW coating thicknesses impairchromateconversion performance.
10IS 1367( Part 11 ):2002
ISO 4042:1999
Table B.2 — Designation of chromate treatments
I
Class I Designation I Type Typicalappearance CorrosionProtection
1 A Clear Transparent, clear, sometimes Slight,forexample against
withabluishtinge stainingduringhandlingoragainst
highhumidityinmildlycorrosive
cond~ions
]B I Bleached Transparent withslightiridescence I
c
2 Iridescent Yellow iridescent I Considerable, includingprotection
I I ragainstce’’norwic
I
D Opaque Olive green shadingtobrownor
Blackwithslightiridescence IDMerent degrees ofcorrosion
protection
NOTE This table ismodifiedfromISO 4520:1 ’81bytheadditionofblacktreatment.
a Blackcoatings inadditiontotypesAtoDpc sible.
Table B.3 — Salt spray corrosion protection performance of nickel and nickeUchromium coatings
I Ftrstappeemnca of redrust
Designation code forcoatingsa(system Bb,
onsignificant surfaces
I 1
Copper orcopper alloy base Ferrous material base Copper-
Neutral acceleratedacetic
saltsrxavtest acidaaftspraytest
(hissje (CASS)
Nickelc Nickel + Nickelc Nickel +
chromiumc, d chromium or
copper + nickel +
chromium c.d
X/Ni 3b Cu/Ni 3b Cr r I Fe/Ni 5b Fe/Ni 5b Cr I – I –f
WNi 5b Cu/Ni 5b Cr r IFe/Ni 10b Fe/Ni 10b Cr 12 h —f
Fe/Cu 10 Ni5b
I Cr r
2u/Ni 10b Cu/Ni 10b Cr r Fe/Nl 20b Fe/Ni 20b Cr 48 h —f
Fe/Cu 20 Ni 10 b
Cr r
2u/Ni 20b Cu/Ni 20b Crr Fe/Ni 30b Fe/Ni 30b Cr — 8h
Yotrecommended Cu/Ni 30d Cr r Notrecommended Fe/Ni 40d Cr l-l 16h
~ Fornickel coatings see classification code inISO 1456:1988.
b Fordesignation code systems see clause 13.
c “b”referstobrightnickel deposits and “d”referstoduplex nickeldeposits.
d “t’referstoregular (conventional) chromium, minimum thickness 0,3 ~m.
e Neutral salt spray tests (NSS) are notusually specified forNi/Cr coatings.
f pe~ormance ~mes in copper-accelerated acetic acid salt spray test (cAss) forthe lower grades ofcoating would be tOO
shorttobe meaningful.IS 1367( Part 11 ):2002
ISO 4042:1999
Annex C
(informative)
Guidance on procedures that may be adopted to accommodate thick
coatings
C.1 Modification of thread dimensions
When, in order to provide improved corrosion resistance, it is required to deposit coatings thicker than those that
appear in Table 2, or alternatively, when it is required to apply coatings to parts of pitches smaller than appear in
Table 2, it is necessary to manufacture threads to special limits and tolerances.
The minimum pitch limits of applicability in Table 2 can be lowered if for any particular thread the normal tolerance is
confined to the range near the minimum material limits (external threads) or maximum material limits (internal threads).
This provides a greater fundamental deviation or, inthe case of tolerance position H, it provides a deviation which does
not otherwise exist. Alternatively, the whole tolerance zone can be displaced to provide a greater fundamental
deviation.
The minimum fundamental deviation required for particular pitches and deposit thicknesses is given inTable C.1.
Table C.1 — Minimum fundamental deviation required to accommodate coatings too thick
to be applied to standards threads — Metric threads
Coating Minimumfundamentaldeviation, ~m
thickness
Iflocalthickness
Ifbatchaverage thickness measurement isagreed
measurement isagreed
pm Allnominal [<5d 5d<l=s10d 10d<1615d
lengths
3 12 12 15 18
5 20 20 25 30
8 32 32 40 48
10 40 40 50 60
12 48 48 60 72
15 60 60 75 90
20 80 80 100 120
25 100 100 125 150
30 120 120 150 180
NOTE Since larger fundamental deviations forthe thickerdeposits may significantly reduce the thread engagement,
their applicationshouldbe agreed between manufacturer andpurchaser.
C.2 Selective electroplating
Where a thick deposit is required on a portion of the fastener, for examr)le the heads of bolts or blind nuts, it is often
possible to use the procedure of selec&e electroplating. In such cases the thickness of the deposits applied to the
different areas of the pari should be specified.
12----
IS 1367( Part 11 ):2002
ISO 4042:1999
—
Annex D
(normative)
Determination of batch average thickness
D.1 Determination for cadmium and zinc
D.1.l Procedure
Degrease the sample of parts in an organic solvent, dry thoroughly and weigh to an accuracy of 1 in 10000; then
totally immerse the parts in the requisite stripping solution and turn them over to allow free access to all surfaces. After
the effervescence has ceased, remove the patts, wash immediately in running water, and wipe with a soft cloth to
remove any loose deposits. Immerse inclean acetone, remove, dry thoroughy and reweigh.
D.1.2 Reagents
A stripping solution consists of
— hydrochloric acid (1,16 g/ml < ps 1,18 g/ml): 800 ml
— distilled watec 200 ml
— antimony trioxide: 20 g
D.1.3 Calculations
D.1.3.1 Calculate the batch average thickness of coating, in micrometres, using the following formula:
K(mO–ml)
Batch average thickness =
A
where
10000 cm3/g ;
K isafactor dependent on the density of the deposit metal K =—
( P )
m. isthe original mass, ingrams, ofthe sample;
ml isthe final mass, ingrams, ofthe sample;
A isthe total area, insquare centimetres, ofthe parts ofthe sample.
D.1.3.2 Values of K are as follows:
— for cadmium, K= 1160,assuming a mass densityofp= 8,6 g/cm3 for cadmium;
— for zinc, K =1410,assuming a mass density of p= 7,1 g/cm3 for zinc.IS 1367( Part 11 ):2002
ISO 4042:1999
.
D.2 Determination fornickel andnickel with chromium
D.2.1 Procedure
I)egrease the sample of parts inan organic solvent, dry thoroughly and weigh to an accuracy of 1in 10000.
Ifthe batch of fasteners has been chromium-plated, remove the chromium by immersing and stirring them in stripping
solution A, which dissolves the chromium in less than 2 rein, after which time there should be no appreciable gassing.
The parts shall be removed without delay and rinsed in water, prior to stripping the nickel by the method given in either
D.2.1.1 or D.2.1.2.
D.2.1.1 Nickel on steel
Stripping solution B (see D.2.2), maintained between 75 ‘C and 85 “C, will completely strip 7,5 ~m of nickel in 30 rein,
provided the parts are turned over. The copper undercoat which is also stripped will be counted as if it were nickel,
provided itdoes not exceed 0,5 pm inthickness.
D.2.1.2 Nickel on copper or copper alloy
Stripping solution C (see D,2.2), maintained between 80 ‘C and 90 “C, will completely strip 2,5 pm inabout 10 min and
complete removal of the nickel will be indicated by the absence of further gassing. Patts are usually suspended’ in the
solution on thin copper wire.
As soon as the nickel coating has completely dissolved, remove the parts, wash well with water, wipe and dip in clean
acetone. Dry and reweigh as before.
D.2.2 Reagents
The stripping solutions consist of one of the following:
a) stripping solution A
— antimony trioxide: 120 g/1
— hydrochloric acid (p> 1,16 rjml) to make up to a one Iitre solution
b) stripping solution B
— sodium meta-nitrobenzene sulfonate: 65 g
— sodium hydroxide: 10 g
— sodium cyanide 100 g
Make up to a one Iitre solution with water
c) stripping solution C
— orthophosphoric acid (p= 1,75 g/ml)
NOTE Itisdangerous forwatertocomeintocontactwiththehotacid;water lostbyevaporation should bereplacedonlywhen
the solution hascooled.
Proprietary chemical stripping solutions for nickel may be used provided it can be shown that there is only negligible
attack on the base metal (i.e. less than 0,5 pm of base metal being removed).
14IS 1367 (Part 11):2002
ISO 4042:1999
.—
D.2.3 Calculations
Calculate the batch average thickness of coating, in micrometres, using the following formula:
Kx(mO –-ml)
Batch average thickness =
A
where
~ = 10000
— =1120, assuming the mass density of nickel p=8,9 g/ems;
P
m. isthe original mass, in grams, of the sample;
ml isthe final mass, in grams, of the sample;
A is the total area, in square centimetres, of the parts of the sample.
The surface area A can be evaluated according to informative annex G.
15IS 1367( Part 11 ):2002
ISO 4042:1999
.-
Annex E
(normative)
Designation code, system A, for electroplated coatings on threaded parts
NOTE Fordesignationcodesystems,seeclause 13.
E.1 Code system A
The following code system isgiven for electroplated coatings.
,*eeTab,eE1l~x
Coating metal
Minimum coating t~ckness
(see Table E.21
Finish and chromate-treatment
(see Table E.3)
Table E.1 — Coating metallalloy
I Coating metat/alloy I Designation
Symbol Elements
Zn Zinc A
I
I Cadmium B
Cu Copper c
CuZn Brass D
Nib Nickel E
I I I
Nib Crrb Nickel-chromium F
I
I CuNibb I Copper-nickel G
CuNi bCrrb Copper–nickel-chromiumc H
Srl Tin J
CuSn Copper–tin (bronze) K
Ag Silver L
CuAg Copper-silver N
,
I 1
ZnNi I Zinc-nickel P
ZnCo Zinc-cobalt Q
ZnFe Zinc-iron R
a Use ofcadmium isrestrictedorprohibitedincertaincountries.
b ForISO classificationcodesee ISO 1456.
c Thickness ofchromiumapproximately 0,3 pm.
16IS 1367( Part 11 ):2002
ISO 4042:1999
Table E.2 — Coating thickness (total deposit thickness)
Coating thickness Designation
pm
one coating metal twocoating metals a
nocoatingthickness required — o
3 — 1
5 2+3 2
8 3+5 3
10 4+6 9
12 I 4+8 I 4
15 I 5+10 1 5
20 8+12 6
25 10+15 7
30 12+18 8
a The thicknesses specified forthe firstand the second coating metal apply for all coating combinations except that
chromiumisthetopcoatingwhichhasalways athicknessof0,3 pm.
Table E.3 — Finish and chromate treatment
Finish Passivationbychromatetreatmenta: I Designation
I typicalcolour
nocolour A
Dull bluishtobluishiridescentb B
yellowishgleamingtoyellow-brown, iridescent c
drabolivetoolivebrown D
nocolour E
Semi-bright bluishtobluishiridescentb F
yellowishgleamingtoyellow-brown, iridescent G
drabolivetoolive-brown H
nocolour J
Bright bluishtobluishiridescentb K
yellowishgleaming toyellow-brown, iridescent L
drabolivetoolive-brown M
High-bright nocolour N
Optional likeB,CorD P
Dull brown-blacktoblack R
s
Semi-bright brown-blacktoblack !
Bright brown-blacktoblack T
Allfinishes nochromate treatment c u
a Passivationtreatments are possibleonlywithzincorcadmium coatings.
b Appliestozinccoating only.
c Example forsuchacoating:A5U
17IS 1367( Part 11 ):2002
ISO 4042:1999
E.2 Designation
EXAMPLE:
A hexagon head bolt ISO 4014- Ml Ox 60 -8.8 with electroplated zinc coating (A from Table E.1) having a minimum
coating thickness of 5 pm (2 from Table E.2) and brightness condition “bright”, being chromated yellow iridescent
(L from Table E.3) isdesignated as follows:
Hexagon head bolt ISO 4014- M1O x 60-8.8- A2L
NOTE 1 If no minimum coating thickness is explicitly required, then the symbol“O of the coating thickness according to
Table E.2 should be indicated inthecode number – forexample AOP-so thatthe code number contains complete specifications.
Symbol “O”applies correspondinglytothreaded partsbelowMl,6 orothervery smallparts.
NOTE 2 Ifothertreatments are required,forexample greased oroiled,thisshould be agreed upon. Ifapplicable, thistreatment
may be added tothedesignationascleartext.IS 1367( Part 11 ):2002
ISO 4042:1999
Annex F
(informative)
Examples for coating designation
EXAMPLE 1 Electroplated zinc coating, coating thickness 8 pm, bright, with yellow iridescent chromate conversion
coating
Designation tosystem A:A3L Designationtosystem B:Fe/Zn8c2C
where where
— AreferstoZn — Fe referstothebasicmetal
— 3isthe code numberfor8 pm — Zn referstothecoatingmetal
— Lreferstobrightwithyellowiridescentchromate — 8 isthe minimumcoatingthicknessinpm
conversioncoating
— creferstochromate conversioncoating
— 2 istheclassofchromate conversioncoating
— Cisthetypeofchromate conversioncoating
EXAMPLE 2 Electroplated nickel coating, thickness 20 pm, bright, plus regular coating of chromium (0,3 ~m)
Designationtosystem A F6J Designation tosystem E Fe/Nl 20bCrr
where where
— Freferstonickel-chromiumwithchromium0,3 pm — Fe referstothe basicmetal
— 6 isthecode numberfor20 ~m — Nireferstothecoating metal
— 20 isthe minimumcoatingthicknessofnickelinpm
— Jreferstobright,nocolour
— breferstobright
— Crreferstothechromiumcoating
— rreferstoregular(i.e.0,3 pm)
19IS 1367( Part 11 ):2002
ISO 4042:1999
—
Annex G
(informative)
Surface areas of bolts, screws and nuts
This annex gives guidance for the evaluation of the surface areas of bolts, screws and nuts which are needed for
the determination of the batch average thickness according to informative annex D.
NOTE The surface areas given inTables G.1and G.2 apply onlyifagreed between the parties concerned.
G.1 Bolts and screws
To obtain the total surface area of a bolt or screw the following parameter values are necessary (see Figure G.1):
— the surface area Al of a length of 1mm of the threaded shank of the bolt or screw;
. the surface area A2 of a length of 1 mm of the unthreaded shank of the bolt or screw;
— the surface area A3 of the head (including surface of the end face).
The total surface area A isthen calculated as follows:
A =Al x thread length + A2 x shank length + A3
d
a Total sutiace area ofthehead includingsurface area ofthe endface, see d
b Suflace area oftheshank of1mmlength
c Surface area ofthethreaded partof1mmlength
d Surface area oftheendface isincludedinthesurfacearea ofthe head (A3)
Figure G.1 — Surface area
20-.
IS 1367( Part 11 ):2002
ISO 4042:1999
.—
Ifthe thread is cut, the unthreaded shank will be approximately equal to the basic major diameter (nominal diameter). If
the thread is rolled, the unthreaded shank will be approximately equal to either the pitch diameter (reduced shank) or
the basic major diameter (full shank).
Table G.1 gives values for the surface areas Al, A2 and A3 for different shank and head types.
Table G.1 — Surface areas of bolts and screws
Dimensions insquare millimetres
Area permillimetre length Area ofhead,A3
Thread size Threaded Unthreaded shank, A2 Flat Raised
[coarsethread) shank, Al countersunk countersunk Pan Cheese Hexagon
(coarse Fullshank Reduced shank head head head head head
thread)
(coarse thread)
Ml ,6 7,34 5,03 4,32 20,4 22,1 — 19,3 29,7
M2 9,31 6,27 5,44 32,6 35,5 — 32,0 47,1
M2,2 10,21 6,91 5,99 37,8 40,9 — 37,3 —
M2,5 11,81 7,85 6,91 49,9 54,1 56,4 47,0 72,2
M3 14,32 9,42 8,36 66,7 72,2 78,3 72,8 91,0
M3,5 16,65 11,00 9,75 85,8 93,0 110,4 91,4 —
M4 18,97 12,57 11,10 118,8 128,6 144,9 120,3 152,9
M4,5 21,49 14,15 12,55 128,1 138,6 182,2 162,1 —
M5 23,98 15,70 14,02 167,7 181,6 225,2 184,1 297,7
M6 28,62 18,85 16,71 241,8 261,2 319,6 258,3 312,2
Ma 33,48 25,15 22,43 429,8 464,6 577,9 439,4 541,3
M1O 48,31 31,42 28,17 671,5 725,8 901,8 666,0 905,8
M12 58,14 37,63 33,98 990,5 1064 — 864 1151
M14 67,97 43,99 39,45 1257 1357 — 1158 1523
M16 78,69 50,27 45,67 1720 1859 — 1509 1830
M18 87,63 56,54 50,88 2075 2240 — 1913 2385
NOTE For the time being values for bolts and screws with sizes > Ml 8 or with fine pitch thread are not available and
should be calculated as appropriate.
G.2 Nuts
Table G.2 gives the surface areas of hexagon nuts style 1.
The effective sudace area of a nut for the purpose of electroplated coating application is normally less than its
actual geometrical area because of the difficulty in attaining uniform distribution of the coating over the internal
threads, the majority of the coating being on the first thread at each end.
For the purpose of this annex, therefore, the calculation of the surface area of a nut has been based on a solid
piece in the shape of the nut but neither drilled nor tapped.
21IS 1367 (Partll ) :2002
ISO 4042:1999
.
Table G.2 — Surface areas of hexagon nuts style 1
Surfaces insquare miliimetres
Thread size Surfac~ area
A
Ml ,6 32,2
M2 49,7
M2,2 —
M2,5 77,4
M3 95,9
M3,5 —
M4 163,2
M4,5 —
M5 221,3
M6 345,8
M8 585,8
M1O 971,0
M12 1282
M14 1676
M16 2078
M18 2678
OTE For the time being values for nuts with sizes > Ml 8 and
uts of style 2 are not available and should be calculated as
ppropriate.
22IS 1367( Part 11 ):2002
ISO 4042:1999
Bibliography
[1] ISO 8991:1986, Designation system for fasteners.
[2] ISO 9588:– 3), Metallic or other inorganic coatings — Post-coating treatments of iron and stee/ for reducing the
risk of hydrogen embrittlement,
[3] TROIANO, A. R., The ro/e of hydrogen and other intersfitia/s in the mechanica/ behavior of meta/s, Transactions
of the American Society of Metals, Vol. 52, 1960, p. 54.
3,To be published.
23.-
( Continued from second cover j
—
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 1502:1996 IS 2334 : 2001 ISO General purpose metric screw Identical
threads — Gauges and gauging ( second revision)
ISO 2081:1986 IS 1573:1986 Electroplated coatings of zinc on’iron and Related
steel ( second revision )
ISO 2082:1986 IS 1572:1986 Electroplated coatings of cadmium on do
iron and steel ( second revision )
ISO 3269: 1) IS 1367 ( Part 17 ) : 19962, Industrial fasteners — Identical
Threaded steel fasteners — Technical supply conditions :
Part 17 Inspection, sampling and acceptance procedure
( third revision)
ISO 4520:1981 IS 9839 : 1981 Chromate conversion coatings on Technically
electroplated zinc and cadmium coatings equivalent
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 2064:1996 Metallic and other non-organic coatings — Definitions and conventions concerning
the measurement of thickness
ISO 9227:1990 Corrosion tests in artificial atmospheres — Salt spray tests
ISO 95873) Metallic and other inorganic coatings — Pre-treatments of iron or steel for
reducing the risk of hydrogen embrittlement
1s0 153303) Fasteners — Preloading test for the detection of hydrogen embrittlement —
Parallel bearing surface method.
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)’.
I Tobepublished (Revision ofISO 3269:1988 ).
z) Identical ~lth IS() 3269:1988,
3’TobepublishedBureau 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
BIShasthecopyright ofallitspublications. Nopartofthesepublications maybe reproduced inanyformwithout
the prior permission inwriting ofBIS. 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), 131S.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthebasis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when suchreview indicates that no changes are
needed; ifthe 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 byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’
This Indian Standard has been developed from Doc :No. BP33(0126).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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412.pdf
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IS:412-1975
(Reaffirmed2001)
Edition 3.1
(1980-06)
Indian Standard
SPECIFICATION FOR
EXPANDED METAL STEEL SHEETS FOR
GENERAL PURPOSES
(Second Revision)
(Incorporating Amendment No.1)
UDC 669.14-417.3
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3IS:412-1975
Indian Standard
SPECIFICATION FOR
EXPANDED METAL STEEL SHEETS FOR
GENERAL PURPOSES
(Second Revision)
Wrought Steel Products Sectional Committee, SMDC 5
Chairman Representing
DR U. N. BHRANY Modella Steel and Alloys Ltd, Bombay
Members
SHRI E. ABRAHAM Association of Indian Engineering
Industry, Calcutta
SHRI M. ANJANEYULU Mining & Allied Machinery Corporation
SHRI D. P. SANYAL (Alternate) Ltd, Durgapur
SHRI N. C. BAGCHI National Test House, Calcutta
SHRI A. K. BANERJEE Metallurgical and Engineering
SHRI B. N. SINGH (Alternate) Consultants (India) Ltd, Ranchi
SHRI S. BANERJEE Steel Re-rolling Mills Association of India,
Calcutta
SHRI S. K. BASU Guest, Keen, Williams, Ltd, Howrah
SHRI A. ROY CHOWDHURY (Alternate)
DR S. S. BHATNAGAR National Metallurgical Laboratory (CSIR),
Jamshedpur
SHRI Y. P. S. BISHNOI Bokaro Steel Ltd, Bokaro Steel City
SHRI J. C. ERRY (Alternate)
SHRI P. K. CHAKRAVARTY The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI M. C. KUMARASWAMY (Alternate)
SHRI G. CHATTERJEE Hindustan Steel Ltd (Durgapur Steel
SHRI K. Z. MATHEM (Alternate) Plant), Durgapur
SHRI P. K. CHATTERJEE Ministry of Defence (DGI)
SHRI M. M. GUPTA (Alternate)
DR N. S. DATAR Hindustan Steel Ltd (Rourkela Steel
SHRI K. S. SINGH (Alternate) Plant), Rourkela
(Continued on page 2)
© BIS 2002
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:412-1975
(Continued from page 1)
Members Representing
MAJ-GEN M. G. DEWAN Tinplate Company of India Ltd, Golmuri
SHRI S. BALASHANKAR (Alternate)
DIRECTOR (M & C) Ministry of Railways
CHEMIST & METALLURGIST,
CHITTARANJAN LOCOMOTIVE WORKS
(Alternate)
SHRI A. K. GUHA Inspection Wing, Directorate General of
SHRI P. C. MUSTAFI (Alternate) Supplies & Disposals, New Delhi
JOINT DIRECTOR STANDARDS (WAGON) Ministry of Railways
JOINT DIRECTOR (IRON & STEEL)
(Alternate)
DR V. C. KASHYAP Special Steels Ltd, Bombay
SHRI S. S. MURANJAN (Alternate)
SHRI M. N. KHANNA Hindustan Steel Ltd (Bhilai Steel Plant),
SHRI K. C. SOM (Alternate) Bhilai
SHRI R. M. KRISHNAN Iron and Steel Control, Calcutta
SHRI D. M. LAKHIANI Indian Iron & Steel Co Ltd, Burnpur
SHRI T. K. DATTA (Alternate)
SHRI P. LAXMINARAYANA Hindustan Shipyard Ltd, Visakhapatnam
SHRI R. C. MAHAJAN Indian Steel and Wire Products Ltd,
SHRI AVTAR SINGH (Alternate) Indranagar
DR S. S. MALHOTRA Metal Box Co of India Ltd, Calcutta
SHRI K. R. NARASIMHAN (Alternate)
SHRI D. Y. MOGHE Ministry of Defence (DGOF)
SHRI D. SEN (Alternate)
SHRI R. A. RAMA RAO Hindustan Steel Works Construction Ltd,
Calcutta
SHRI R. H. G. RAU Mukand Iron & Steel Works Ltd, Bombay
SHRI S. A. NIGAM (Alternate)
SHRI D. V. REDDI Indian Institute of Metals, Calcutta
SHRI R. K. SETHI Industrial Fasteners Association of India,
Calcutta
DR S. J. SHAH Spinning Machinery (Cotton System)
Sectional Committee, TDC 30, ISI
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SHRI B. P. GHOSH (Alternate)
TECHNICAL ADVISER (BOILERS) Central Boilers Board, Ministry of
Industrial Development, New Delhi
SHRI K. S. VAIDYANATHAN M. N. Dastur & Co (Pvt) Ltd, Calcutta
SHRI G. VENKATESWARLU Ministry of Defence (R & D)
SHRI E. S. BHAGIRATHA RAO (Alternate)
SHRI C. R. RAMA RAO, Director General, ISI (Ex-officio Member)
Director (Struc & Met)
Secretary
SHRI SHANTI SWARUP
Assistant Director (Metals), ISI
(Continued on page 9)
2IS:412-1975
Indian Standard
SPECIFICATION FOR
EXPANDED METAL STEEL SHEETS FOR
GENERAL PURPOSES
(Second Revision)
0. F O R E W O R D
0.1This Indian Standard (Second Revision) was adopted by the
Indian Standards Institution on 20 November 1975, after the draft
finalized by the Wrought Steel Products Sectional Committee had
been approved by the Structural and Metals Division Council.
0.2This standard was first issued in 1954 and subsequently revised
in 1962. In this revision, the following modifications have been made:
a)Permissible variations for product analysis has been specified,
b)A new size of mesh 9.5×28.5mm has been included, and
c)The tolerances on size of mesh have been modified.
0.3This edition 3.1 incorporates Amendment No. 1 (June 1980). Side
bar indicates modification of the text as the result of incorporation of
the amendment.
0.4For 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
1.1This specification covers expanded metal steel sheets used for
general purposes.
2. SUPPLY OF MATERIAL
2.1General requirements relating to the supply of expanded metal
steel sheets shall conform to IS:1387-1967†.
*Rules for rounding off numerical values (revised).
†General requirements for the supply of metallurgical materials (first revision).
3IS:412-1975
3. MANUFACTURE
3.1Blank steel sheets and plates used in the manufacture of
expanded metal steel sheets shall be made from steel manufactured
by the open-hearth, electric, duplex, basic-oxygen or a combination of
these processes. In case any other process is employed by the
manufacturer, prior approval of the purchaser should be obtained. If
basic-oxygen process is employed for manufacture, the nitrogen
content of the steel shall not exceed 0.007 percent.
NOTE — The nitrogen content of steel should be ensured by the manufacturer by
occasional product analysis.
3.2The ladle analysis of steel for manufacture of expanded metal
sheets, when analysed in accordance with IS:228(Part III)-1972 *
and IS:228 (Part IX)-1972† shall be as follows:
Percent, Max
Sulphur 0.050
Phosphorus 0.050
3.2.1Permissible variation in the product analysis from the limits
specified under 3.2 shall be as follows:
Permissible Variation Over
the Specified Limits, Percent
Sulphur +0.005
Phosphorus +0.005
3.3Blank steel sheets and plates shall be supplied with or without
guaranteed mechanical properties as required by the purchaser.
3.3.1When blank steel sheets and plates are supplied with
guaranteed mechanical properties they shall have a tensile strength
between 280MN/m2 and 380MN/m2 when tested in accordance with
IS:1663-1972‡.
NOTE — 1N/mm2=1MN/m2=0.1020kgf/mm 2.
3.3.1.1A test piece cut from the blank sheets and plates when tested in
accordance with IS:1692-1974§, shall withstand without crack, being
doubled over, when cold, either by pressure or by blows from a hammer,
until the two sides of the test piece are parallel and the internal radius
is not greater than 1.5 times the thickness of the test piece.
*Methods of chemical analysis of steels: Part III Determination of phosphorus by
alkalimetric method (second revision).
†Methods of chemical analysis of steels: Part IX Determination of sulphur in plain
carbon steels by evolution method (second revision).
‡Method for tensile testing of steel sheet and strip of thickness 0.5mm to 3mm
(first revision).
§Method for simple bend testing of steel sheet and strip less than 3mm thick
(firstrevision ).
4IS:412-1975
3.4The tolerances on weights and dimensions of blank sheets and
plates shall be as agreed to between the supplier of blank sheets and
plates, and the manufacturer of expanded metal.
3.5The blank steel sheets and plates shall be cleanly rolled. They
shall be free from cracks; surface flaws; laminations; rough, jagged
and imperfect edges; and all other harmful surface defects.
4. SIZE OF MESH
4.1The size of mesh of expanded metal sheets shall be based on the
measurements of the shortway and the longway of the diamond as
shown in Fig.1.
FIG. 1 SIZE OF MESH
5. PROPERTIES AND DIMENSIONS
5.1The properties and dimensions of expanded metal sheets shall be
as given in Table 1.
5.2 Tolerances
5.2.1Dimensions—When expanded metal sheets are required to be
cut to specified dimensions, the limits of tolerances shall be as follows:
On nominal specified dimension ± 10mm
On minimum specified dimension – 0mm
+ 10mm
5IS:412-1975
TABLE 1PROPERTIES AND DIMENSIONS OF EXPANDED
METAL SHEETS FOR GENERAL PURPOSES
(Clause 5.1)
REF SIZE OF MESH DIMENSIONS OF NOMINAL CROSS LARGEST SIZE OF SHEET
NO. (NOMINAL) STRANDS MASS SECTIONAL STANDARD SIZE NORMALLY
(NOMINAL) PER AREA OF OFSHEETS STOCKED
SWM LWM SQUARE STRANDS
Width Thickness METRE PER LWM SWM
METRE
SWM
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
mm mm mm mm kg cm2 m m m
1 100 250 6.25 3.15 3.082 3.93 3.75 10.97
2 100 250 5.00 3.15 2.470 3.15 3.75 14.63
3 100 250 3.25 3.15 1.599 2.04 3.75 21.94
4 75 200 6.50 3.15 4.282 5.46 3.75 7.30
5 75 200 5.00 3.15 3.294 4.20 3.75 7.30 2.50×3.75
6 75 200 3.25 3.15 2.141 2.73 3.75 14.60
7 40 115 6.50 3.15 8.023 10.23 2.50 3.75
8 40 115 5.00 3.15 6.172 7.87 2.50 4.85
9 40 75 5.00 3.15 6.172 7.87 2.50 4.85
10 40 75 3.25 2.24 2.854 3.64 2.50 7.30
11 40 115 3.25 3.15 4.007 5.11 2.50 7.30
2.50×3.75
12 40 75 3.25 3.15 4.007 5.11 3.75 7.30 &
13 40 115 3.25 1.60 2.039 2.60 2.50 7.30 14 40 75 3.25 1.60 2.039 2.60 3.75 7.30 1.25×3.75
15 25 75 3.25 3.15 5.529 7.04 2.50 4.85 2.50×3.75
16 25 75 3.25 2.24 3.931 5.01 2.50 4.85 2.50×3.75
17 25 75 3.25 1.60 2.808 3.58 2.50 4.85 &
18 25 75 3.25 1.25 2.194 2.80 2.50 4.85 1.25×3.75
19 20 60 3.25 3.15 7.152 9.11 2.50 3.75 2.50×3.75 20 20 50 3.25 3.15 7.152 9.11 3.75 3.75
21 20 60 3.25 2.24 5.086 6.48 2.50 3.75
22 20 50 3.25 2.24 5.086 6.48 3.75 3.75 2.50×3.75
23 20 60 3.25 1.60 3.633 4.63 2.50 3.75 &
24 20 50 3.25 1.60 3.633 4.63 3.75 3.75 1.25×3.75
25 20 60 2.50 1.25 2.183 2.78 2.50 4.85
26 20 50 2.50 1.25 2.183 2.78 3.75 3.75
27 12.5 50 3.25 1.60 5.037 6.42 2.50 3.00
28 12.5 40 3.25 1.60 5.037 6.42 3.75 3.00
29 12.5 50 2.50 1.60 4.000 5.10 2.50 3.00 2.50×2.75
30 12.5 50 2.50 1.25 3.125 3.98 2.50 3.00 &
31 12.5 40 2.50 1.25 3.125 3.98 3.75 3.00 1.25×2.75
32 12.5 50 2.50 1.00 2.500 3.18 2.50 3.00
33 12.5 40 2.50 1.00 2.500 3.18 3.75 3.00
34 10 40 3.25 1.60 5.976 7.61 2.50 2.00
35 10 40 2.50 1.25 3.591 4.58 2.50 2.00
36 10 40 2.50 1.00 2.873 3.66 2.50 2.00
2.50×1.75
37 9.5 28.5 3.25 1.60 5.19 6.61 2.50 2.00
&
38 9.5 28.5 2.50 1.25 2.81 3.58 2.50 2.00
1.25×1.75 39 9.5 28.5 2.50 1.00 2.09 2.66 2.50 2.00
40 6 25 3.25 1.60 7.551 9.62 2.50 2.00
41 6 25 2.50 1.25 4.887 6.21 2.50 2.00
42 6 25 2.50 1.00 3.901 4.97 2.50 2.00
43 5 20 2.50 1.00 5.008 6.39 2.50 1.50
44 3 15 1.50 1.00 4.278 5.45 2.50 1.50 2.50×1.25
6
(cid:252) (cid:239) (cid:239)(cid:253) (cid:239) (cid:239)(cid:254)
(cid:252) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:254) (cid:252) (cid:239) (cid:239)(cid:253) (cid:239) (cid:239)(cid:254)
(cid:252)
(cid:239)
(cid:239)
(cid:239)
(cid:253)
(cid:239)
(cid:239)
(cid:239)
(cid:254)
(cid:252)
(cid:253)
(cid:254)
(cid:252)
(cid:253)
(cid:254)
(cid:252) (cid:253) (cid:254)
(cid:252)
(cid:239)
(cid:253)
(cid:239)
(cid:254)
(cid:252)
(cid:239)
(cid:253)
(cid:239)
(cid:254)
(cid:252)
(cid:239)
(cid:239)
(cid:253)
(cid:239)
(cid:239)
(cid:254)
(cid:252)
(cid:253) (cid:254)IS:412-1975
5.2.2Mass—The tolerance on nominal mass of expanded metal
sheets shall be ±10percent.
5.2.2.1The nominal mass of expanded metal sheets shall be
calculated on the basis that steel weighs 7650kg/m 3.
5.2.3Size of Mesh—The tolerances on sizes of mesh shall be as follows:
Tolerances
On SWM
Up to 20mm ±1mm
Over 20mm ±2mm
On LWM
Up to 60mm ±2mm
Over 60mm ±4mm
5.2.4The following tolerances shall apply for thickness and width of strands:
*
Dimension Tolerance
Thickness As per IS:1852-1973*
Width of strand ±0.25mm
6. SELECTION OF TEST SAMPLES
6.1For every lot of 10tonnes expanded metal sheets or less, two
sheets shall be selected for bend test.
6.2 One bend test piece shall be cut from each of the two sheets.
6.2.1The test piece shall preferably be cut from the edge of the sheet
to avoid wastage.
7. PHYSICAL TESTS
7.1Cold Bend Test —Cold bend test shall be carried out in
accordance with IS:1692-1974†. The test piece (strands) cut from the
meshes of expanded metal sheets shall withstand, without crack,
being doubled over either by pressure or by blows from a hammer,
until the two sides of the strands are parallel, and the internal radius
of the bend is not greater than 1.5 time the thickness of the test piece.
*Specification for rolling and cutting tolerances for hot rolled steel products
(second revision).
†Method for simple bend testing of steel sheet and strip less than 3mm thick
(firstrevision ).
7IS:412-1975
8. RETESTS
8.1Should any of the test pieces first selected fail to pass any of the
tests specified, two further samples shall be selected for testing in
respect of each failure. Should the test pieces from both of these
additional samples pass, the material represented by the test samples
shall be deemed to comply with the requirements of that particular test.
Should the test pieces from either of these additional samples fail, the
material represented by the test samples shall be liable for rejection.
9. FREEDOM FROM DEFECTS
9.1The finished expanded metal sheets shall be free from flaws, joints,
welds, broken strands, laminations and all other harmful surface defects.
10. PRESERVATIVE TREATMENT
10.1Expanded metal sheets shall be given a suitable protective
coating to prevent corrosion.
11.PACKING
11.1Unless specified otherwise by the purchaser, expanded metal
sheets shall be supplied in rolls or with any other suitable packing
that can withstand transit.
12. MARKING
12.1Expanded metal sheets shall be securely bundled and a metal tag
attached to each bundle and marked with manufacturer’s name or
trade-mark.
12.1.1 The material 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 the Rules and
Regulations made thereunder. The ISI 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 ISI and operated by the
producer. ISI marked products are also continuously checked by ISI for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the ISI Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
8IS:412-1975
(Continued from page 2)
Steel Sheets Subcommittee, SMDC 5 : 3
Convener Representing
PROF S. S. PANI Hindustan Steel Ltd (Rourkela Steel Plant),
Rourkela
Members
ASSISTANT DIRECTOR (MS) Ministry of Railways
ASSISTANT DIRECTOR STANDARDS
(B&S)-I ( Alternate)
SHRI D. D. BHUPTANI Indian Tube Co Ltd, Jamshedpur
SHRI B. CHATTERJEE J. K. Steel & Industries Ltd, Calcutta
SHRI K. S. BHARGAVA (Alternate)
SHRI RANJEE DUTT Indo Japan Steels Ltd, Calcutta
SHRI E. R. GONDA Ahmedabad Advance Mills Ltd, Navasari
SHRI S. V. DATAR (Alternate)
SHRI A. K. GUHA Directorate General of Supplies & Disposals,
SHRI P. C. MUSTAFI (Alternate) New Delhi
SHRI A. K. JEE Ministry of Defence (DGI)
DR M. KHAN The Tata Iron & Steel Co Ltd, Jamshedpur
DR D. M. LAKHIANI Indian Iron & Steel Co Ltd, Burnpur
SHRI B. KAUL (Alternate)
SHRI O. P. MIDHA Atlas Cycle Industries Ltd, Sonepat
SHRI LOK NATH NASEEM (Alternate)
DR PRANLAL J. PATEL Graham Firth Steel Products (India) Ltd,
DR K. K. AFZULPURKAR (Alternate) Bombay
REPRESENTATIVE Co-ordinating Committee on Materials for
Automobiles, SMDC 31
REPRESENTATIVE Kamani Metals and Alloys Ltd, Bangalore
9Bureau of Indian Standards
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802_1_2.pdf
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IS 802(Part 1/Sec 2) :1992
(Reaffirmed 1998)
Edition4.1
(1998-01)
Indian Standard
USE OF STRUCTURAL STEEL IN OVERHEAD
TRANSMISSION LINE TOWERS — CODE
OF PRACTICE
PART 1MATERIAL, LOADS AND PERMISSIBLE STRESSES
Section 2Permissible Stresses
( Third Revision )
(Incorporating Amendment No.1)
UDC621.315.668.2
©BIS2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group6Structural Engineering Sectional Committee, CED7
FOREWORD
This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Structural Engineering Sectional Committee had been approved by the Civil
Engineering Division Council.
This standard has been prepared with a view to establish uniform practices for design, fabrication,
testing and inspection of overhead transmission line towers. Part 1 of the standard covers
requirements in regard to material, types of towers, loading and permissible stresses apart from
other relevant design provisions. Provisions for fabrication, galvanizing, inspection and packing
have been covered in Part 2 whereas provisions for testing of these towers have been covered in
Part 3 of the standard.
This standard (Part 1) was first published in 1967 and subsequently revised in 1973 and 1977. In
this revision, the code has been split in two sections namely Section 1 Materials and loads, and
Section 2 Permissible stresses. Other major modifications effected in this revision (Section 2) are
as under:
a)Permissible stresses in structural members have been given in terms of the yield strength of
the material. With the inclusion of bolts of property class 5.6 of IS12427:1988, permissible
stresses for these bolts have also been included.
b)Critical stress in compression F has been modified for width/thickness ratio of the angles
cr
exceeding the limiting value for calculating the allowable unit compressive stresses.
c)Effective slenderness ratios ( KL/r) for redundant members have been included and
provisions further elaborated.
d)Examples for the determination of slenderness ratios have been extended to include ‘K’ and
‘X’ bracings with and without secondary members.
Designs provisions or other items not covered in this standard shall generally be in accordance
with IS800:1984 ‘Code of practice for general construction in steel ( second revision)’.
While preparing this standard, practices prevailing in the country in this field have been kept in
view. Assistance has also been derived from the ‘Guide for design of steel transmission line towers’
(second edition) — ASCE Manual No.52, issued by American Society of Civil Engineers (ASCE)
New York, 1988.
This edition 4.1 incorporates Amendment No.1 (January1998). Side bar indicates modification of
the text as the result of incorporation of the amendments.
For the purpose of deciding whether a particular requirement of this Code is complied with, the
final value, observed or calculated, expressing the result of a test, 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 should be the same as that of the specified
value in this standard.IS 802 (Part 1/Sec 2) :1992
Indian Standard
USE OF STRUCTURAL STEEL IN OVERHEAD
TRANSMISSION LINE TOWERS — CODE
OF PRACTICE
PART 1MATERIAL, LOADS AND PERMISSIBLE STRESSES
Section 2Permissible Stresses
( Third Revision )
1 SCOPE exceed the following percentage of the ultimate
strength of the conductor:
1.1This standard (Part 1/Sec 2) stipulates the
permissible stresses and other design Initial unloaded tension 35percent
parameters to be adopted in the design of
Final unloaded tension 25percent
self-supporting steel lattice towers for overhead
transmission lines. provided that the ultimate tension under
everyday temperature and full wind or
1.1.1Materials, type of towers, loading and
minimum temperature and two-thirds wind
broken wire conditions are covered in Section1
pressure does not exceed 70percent of the
of this standard.
ultimate tensile strength of the cable.
1.1.2Provisions on fabrication and testing of
transmission line towers have been covered in 5 PERMISSIBLE STRESSES
Part 2 and Part 3 respectively of the standard.
5.1 Axial Stresses in Tension
NOTE — While formulating the provisions of this
The estimated tensile stresses on the net
standard it has been assumed that the structural
connections are through bolts. effective sectional areas (see9) in various
members, shall not exceed minimum
1.2This standard does not cover guyed towers.
guaranteed yield stress of the material.
These will be covered in a separate standard.
However in case the angle section is connected
by one leg only, the estimated tensile stress on
2 REFERENCES
the net effective sectional area shall not exceed
The Indian Standards listed in Annex A are F , where F , is the minimum guaranteed yield
y y
necessary adjuncts to this standard. stress of the material.
3 STATUTORY REQUIREMENTS 5.2 Axial Stresses in Compression
3.1Statutory requirement as laid down in the 5.2.1The estimated compressive stresses in
‘Indian Electricity Rules, 1956’ or by any other various members shall not exceed the values
statutory body applicable to such structures as given by the formulae in 5.2.2.
covered in this standard shall be satisfied.
5.2.2The allowable unit stress F , in MPa on
a
3.2Compliance with this code does not relieve the gross cross sectional area of the axially
any one from the responsibility of observing loaded compression members shall be:
local and state byelaws, fire and safety laws
and other civil aviation requirements
applicable to such structures. a)
4 CONDUCTOR TENSION
and,
4.1The conductor tension at everyday
temperature and without external load should not b)
1IS 802 (Part 1/Sec 2) :1992
where
Table 1Ultimate Stresses in Bolts, MPa
C e =p 2 E/F y ( Clause 5.4 )
Fy =minimum guaranteed yield stress of Nature of Stress Permissible Remarks
the material, MPa Stress for Bolts
of Property
E =modulus, of elasticity of steel that is Class
2 × 105 MPa,
4.6 5.6
KL/r =largest effective slenderness ratio of
(1) (2) (3) (4)
any unbraced segment of the
member, Shear
Shear stress on gross 218 310 For gross area of
L =unbraced length of the compression
area of bolts bolts (see 10.4).
member (see 6.1.1) in cm, and
For bolts in double
r =appropriate radius of gyration in shear the area to
be assumed shall
cm.
be twice the area
5.2.2.1The formulae given in 5.2.2 are defined
applicable provided the largest width thickness Bearing
ratio b/t is not more than the limiting value Bearing stress on 436 620 For the bolt area in
given by: gross diameter of bearing (see 10.5)
bolts
(b/t) = 210/ F
lim y Tension
where
Axial tensile stress 194 250 —
b = distance from edge of fillet to the
extreme fibre in mm, and 6 SLENDERNESS RATIOS
t = thickness of flange in mm. 6.1The slenderness ratios of compression and
redundant members shall be determined as
5.2.2.2Where the width thickness ratio exceeds
follows:
the limits given in 5.2.2.1, the formulae given
in 5.2.2 shall be used substituting for F y the Type of Members Value of KL/r
value F given by:
cr
a) Compression Members
a) i) Leg sections or joint L/r
members bolted in both
faces at connections for
0<L/r< 120
and
ii) Members with L/r
b) concentric loading at
both ends of the
NOTE — The maximum permissible value of b/t for any unsupported panel for
type of steel shall not exceed 25. 0< L/r < 120
5.3The redundant members shall be checked iii) Member with 30 + 0.75 L/r
individually for 2.5percent of axial load carried concentric loading at
by the member to which it supports. one end and normal
framing eccentricity at
5.4 Stresses in Bolts
the other end of the
Ultimate stresses in bolts conforming to unsupported panel for
property class 4.6 of IS6639:1972 and to 0< L/r < 120
property class 5.6 of IS12427:1988 shall not iv) Member with normal 60 + 0.50 L/r
exceed the value given in Table1. For bolts framing eccentricities
conforming to IS3757:1985, permissible at both ends of the
stresses and other provisions governing the use unsupported panel for
of high strength bolts reference shall be made 0< L/r < 120
to IS4000:1992.
v) Member unrestrained L/r
5.4.1Where the material of bolt and the against rotation at both
structural member are of different grades, the ends of the unsupported
bearing strength of the joint shall be governed panel for 120 < L/r <
by the lower of the two. 200
2
(cid:252) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239)(cid:254)IS 802 (Part 1/Sec 2) :1992
vi) Member partially 28.6 + 0.762 L/r 7 MINIMUM THICKNESS
restrained against
7.1Minimum thickness of galvanized and
rotation at one end of
painted tower members shall be as follows:
the unsupported panel
for 120 < L/r < 225 Minimum Thickness,
mm
vii) Member partially 46.2 + 0.615 L/r
restrained against Galvanized Painted
rotation at both ends of
Leg members, ground 5 6
the unsupported panel
wire peak member and
for 120 < L/r < 250
lower members of cross
arms in compression
b) Redundant Members
Other members 4 5
i) For 0 < L/r < 250 L/r
7.2Gusset plates shall be designed to resist the
NOTE — The values of KL/r corresponding to (a) (vi) shear, direct and flexural stresses acting on the
and (a) (vii), the following evaluation is suggested: weakest or critical section. Re-entrant cuts
1The restrained member must be connected to the shall be avoided as far as practical. Minimum
restraining member with at least two bolts. thickness of gusset shall be 2mm more than
2The restraining member must have a stiffness factor lattice it connects only in case when the lattice
I/L in the stress plane (I = Moment of inertia and L = is directly connected on the gusset outside the
Length) that equals or exceeds the sum of the leg member. In no case the gusset shall be less
stiffness factors in the stress plane of the restrained
than 5mm in thickness.
members that are connected to it.
3Angle members connected by one leg should have the
8 NET SECTIONAL AREA FOR TENSION
holes located as close to the outstanding leg as
MEMBER
feasible. Normal framing eccentricities at load
transfer connection imply that connection holes are
8.1The net sectional area shall be the least
located between the heel of the angle end the
centreline of the framing leg. area which is to be obtained by deducting from
the gross sectional area, the area of all holes
6.1.1In calculating the slenderness ratio of the cut by any straight, diagonal or zigzag line
members, the length L should be the distance across the member. In determining the total
between the intersections of the centre of area of the holes to be deducted from gross
gravity lines at each end of the member. sectional area, the full area of the first hole
shall be counted, plus a fraction part X, of each
6.2Examples showing the application of the
succeeding hole cut by the line of holes under
procedure given in 6.1 and 6.1.1 and method of
consideration. The value of X shall be
determining the slenderness ratio of legs and
determined from the formula:
bracings with or without secondary members
are given in Annex B. .
X = 1 –
NOTE — Where test and/or analysis demonstrate that
any other type of bracing pattern if found technically
suitable, the same can be adopted. where
6.3The limiting values KL/r shall be as follows: P = longitudinal spacing (stagger), that is
the distance between two successive
Leg members, ground wire peak 120 holes in the line of holes under
member and lower members of the consideration;
cross arms in compression g = transverse spacing (gauge), that is the
distance between the same two
Other members carrying computed 200
consecutive holes as for P; and
stresses
d = diameter of holes.
Redundant members and those 250
carrying nominal stresses For holes in opposite legs of angles, the value of
g should be the sum of the gauges from the
6.4Slenderness ratio L/r of a member carrying back of the angle less the thickness of the
axial tension only, shall not exceed 400. angle.
3
(cid:252) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:254)
P2
----------
4gdIS 802 (Part 1/Sec 2) :1992
9 NET EFFECTIVE AREA FOR ANGLE designed as a single tee connected to one side of
SECTION IN TENSION a gusset only in accordance with 9.2.
9.1In the case of single angle connected NOTE — The area of the leg of an angle shall be taken
as the product of the thickness and the length from the
through one leg, the net effective section of the
outer corner minus half the thickness, and the area of
angle shall be taken as:
the leg of a tee as the product of the thickness and the
A + A k depth minus the thickness of the table.
1 2
where 10 BOLTING
A =effective sectional area of the 10.1 Minimum Diameter of Bolts
1
connected leg.
The diameter of bolts shall not be less than
A 2 =the gross cross-sectional area of the 12mm
unconnected leg, and
10.2 Preferred Sizes of Bolts
3A
k = ------------------1----------- Bolts used for erection of transmission line
()3A 1+A 2 towers shall be of diameter 12, 16 and 20mm.
10.3The length of bolts shall be such that the
where lug angles are used, the effective
threaded portion does not lie in the plane of
sectional area of the whole of the angle member
contact of members. The projected portion of
shall be considered.
the bolt beyond the nut shall be between 3 to
9.2In the case of pair of angles back to back in 8mm.
tension connected by one leg of each angle to
10.4 Gross Area of Bolt
the same side of gusset, the net effective area
shall be taken as: For the purpose of calculating the shear stress,
A + A k the gross area of bolts shall be taken as the
1 2
nominal area of the bolt.
where
10.5The bolt area for bearing shall be taken as
A and A are as defined in 9.1, and
1 2 d × t where d is the nominal diameter of the
5A bolt, and t the thickness of the thinner of the
k = ----------------1-------- parts jointed.
5A +A
1 2
10.6The net area of a bolt in tension shall be
9.3The angles connected together back-to-back taken as the area at the root of the thread.
(in contact) or separated back-to-back by a
10.7 Holes for Bolting
distance not exceeding the aggregate thickness
of the connected parts shall be provided with The diameter of the hole drilled/punched shall
stich bolt at a a pitch not exceeding 1000mm. not be more than the nominal diameter of the
The slenderness ratio of individual component bolt plus 1.5mm.
between adjacent stich bolts shall not be more
than that of the two members together. 11 FRAMING
9.4Where the angles are back to back but not 11.1The angle between any two members
connected as per 9.3, each angle shall be common to a joint of a trussed frame shall
designed as a single angle connected through
preferably be greater than 20° and never less
one leg only in accordance with 9.1.
than 15° due to uncertainty of stress
9.5When two tees are placed back to back but distribution between two closely spaced
are not connected as per 9.3, each tee shall be members.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
4000:1992 Code of practice for high
800:1984 Code of practice for use of
strength bolts in steel
structural steel in general
structures
building construction ( revised )
6639:1972 Hexagonal bolt for steel
3757:1985 High strength structural bolts structures
(second revision ) 12427:1988 Transmission tower bolts
4IS 802 (Part 1/Sec 2) :1992
ANNEX B
( Clause 6.2 )
EXAMPLES OF DETERMINATION OF SLENDERNESS RATIOS
B-0Example of determining the effective length of compression members of towers based on the
provision given in 6.1 are given below.
B-1LEG MEMBER USING SYMMETRICAL BRACING
Method of Loading/ Slenderness Ratio
Rigidity of Joints
L (cid:230)(cid:246) KL L
Concentric loading --------from 0 to 120 Łł --------=--------
r r r
vv vv
L (cid:230)(cid:246) KL L
No restraint at ends --------from 120 to 200 Łł --------=--------
r r r
vv vv
B-2 LEG MEMBER USING STAGGERED BRACING
Method of Loading/ Slenderness Ratio
Rigidity ofJoints
L L L
Concentric loading -------- or- -------or 0.67fr---o---m-- 0
r r r
xx yy vv
(cid:230)(cid:246) KL L
to120 Łł --------= ----
r r
L L L
No restraint at ends -------- or- -------or 0.67f--r--o--m-- 120
r r r
xx yy vv
(cid:230)(cid:246) KL L
to 200 Łł --------= ----
r r
5IS 802 (Part 1/Sec 2) :1992
B-3 EFFECT OF END CONNECTIONS ON MEMBER CAPACITY
Method of Loading/Rigidity of Slenderness Ratio
Joints
Tension system with compression L
--------from 0 to 120
strut (eccentricity in critical
r
axis) vv
(cid:230)(cid:246) KL L
Łł --------6=00.5+ ----
r r
Bracing Requirements (Single L
--------from 120 to 200
Angle Members):
r
vv
Single bolt connection, no
(cid:230)(cid:246) KL L
restraint at ends Łł --------= ----
r r
Multiple bolt connection partial L
--------from 120 to 250
restraint at both ends r
vv
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
B-4 CONCENTRIC LOADING TWO ANGLE MEMBER
Method of Loading/Rigidity Slenderness Ratio
ofJoints
Tension system strut compression L L
--------or --------from 0 to 120
concentric loading r r
xx yy
(cid:230)(cid:246) KL L
Łł --------= ----
r r
Bracing Requirements (Two Angle
Member):
L L
Single bolt connection, no --------or --------from 120 to 200
r r
restraint at ends xx yy
(cid:230)(cid:246) KL L
Łł --------= ----
r r
Multiple bolt connection, partial L L
--------or --------from 120 to 250
restraint at ends r r
xx yy
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
6IS 802 (Part 1/Sec 2) :1992
B-5 HORIZONTAL MEMBER OF K-BRACING-TWO ANGLE MEMBER
Method of Loading/Rigidity Slenderness Ratio
ofJoints
Tension-compression system
with compression strut:
Multiple bolts connection L L
0.5fr---o---m-- 1o2r- 0---- -t-o- 250
partial restraint at ends
r r
and intermediate yy xx
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
Bracing Requirements (Two
Angle Member):
L L
Concentric load at ends, 0.5fr---o---m-- 0o rt- -o--- -1--20
eccentric loading at r r
yy xx
intermediate in both
(cid:230)(cid:246) KL L
directions Łł --------3=00.7+5 ----
r r
Concentric loading at ends L L
0.5fr---o---m-- 0o rt- -o--- -1--20
and intermediate r r
yy xx
(cid:230)(cid:246) KL L
Łł --------= ----
r r
7IS 802 (Part 1/Sec 2) :1992
B-6 EFFECT OF SUBDIVIDED PANELS FOR THE HORIZONTAL MEMBER AND END
CONNECTIONS ON MEMBER CAPACITY
Method of Loading/Rigidity Slenderness Ratio
of Joints
Tension system with
compression strut:
L L
Eccentricity in critical axis 0.5fr---o---m-- 0o rt- -o--- -1--20
r r
vv xx
(cid:230)(cid:246) KL L
Łł --------6=00.50+ ----
r r
Bracing Requirements:
Single bolt connection, no L L
0.5fr---o---m-- 1o2r- 0---- -t-o- 200
restraint at ends for
r r
intermediate vv xx
(cid:230)(cid:246) KL L
Łł --------= ----
r r
Multiple bolt connection at
ends. Single bolt connection
at intermediate point:
Partial restraint at one end, L
0.5fr---o---m-- 120 to 225
on restraint at intermediate r
vv
(cid:230)(cid:246) KL L
Łł --------2=8.60.7+62 ----
r r
L
Partial restraint at both ends --------from 120 to 250
r
xx
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
Multiple bolt connection
L L
Partial restraint at ends and 0.5fr---o---m-- 1o2r- 0---- -t-o- 250
r r
intermediate vv xx
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
8IS 802 (Part 1/Sec 2) :1992
B-7CONCENTRIC LOADING TWO ANGLE MEMBER, SUBDIVIDED PANELS OF A
HORIZONTAL MEMBER
Method of Loading/Rigidity Slenderness Ratio
ofPanel
Tension system with
compression strut:
L L
0.5fr---o---m-- 0o rt- -o--- -1--20
Concentric loading r r
yy xx
(cid:230)(cid:246) KL L
Łł --------= ----
r r
Bracing Requirements:
Single bolt connection, no
L L
restraint at ends and 0.5fr---o---m-- 1o2r- 0---- -t-o- 200
r r
intermediate yy xx
(cid:230)(cid:246) KL L
Łł --------= ----
r r
Multiple bolt connection at
ends. Single bolt connection
at intermediate joint
Partial restraint at one end,
L
no restraint at intermediate 0.5fr---o---m-- 120 to 200
r
yy
(cid:230)(cid:246) KL L
Łł --------2=8.60.7+62 ----
r r
L
Partial restraint at both ends --------from 120 to 250
r
xx
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
Multiple bolt connection L L
0.5fr---o---m-- 1o2r- 0---- -t-o- 250
Partial restraint at ends r r
yy xx
and intermediate
(cid:230)(cid:246) KL L
Łł --------4=6.20.6+15 ----
r r
9IS 802 (Part 1/Sec 2) :1992
B-8 X-BRACINGS WITH AND WITHOUT SECONDARY MEMBERS
Slenderness Ratio Critical of:
B-8.1 AB/r
vv
B-8.2
AC/r or CB/r or
a) vv vv
*AB/r or *AB/r or
xx yy
*AD/r
vv
AC/r or CB/r or
b) vv vv
*AD/r
vv
AD/r or *AF/r or
B-8.3 vv xx
DC/r or *AE/r or
a) vv vv
CB/r or
vv
*AB/r or *AB/r or
xx yy
EF/r
vv
AD/r or *AF/r or
vv xx
DC/r or *AE/r or
vv vv
b) CB/r or
vv
AC/r or *AC/r or
xx vy
EF/r
vv
AD/r or *AF/r or
vv xx
DC/r or
c) vv
CB/r or *AE/r or
vv vv
EF/r
vv
B-8.4 AE/r or *AF/r or
vv xx
ED/r or *AE/r or
vv vv
DC/r or CB/r
vv vv
*Application for tension compression system only i.e. tensile stresses in one bracing must be at least equal to 75 percent
of the compressive stress in the other bracing.
#The corner stay should be designed to provide lateral support adequately.
10IS 802 (Part 1/Sec 2) :1992
B-9 K-BRACINGS WITH AND WITHOUT SECONDARY MEMBERS
Slenderness Ratio Critical of:
B-9.1 AB/r
vv
B-9.2 AC/r or
vv
a) CB/r vv or
AB/r or AB/r
xx yy
AC/r or
b) vv
CB/r
vv
B-9.3 AD/r or
vv
a) DC/r vv or
CB/r or
vv
AB/r or AB/r
xx yy
AD/r or
vv
DC/r or
b) vv
CB/r or
vv
AC/r or AC/r
xx yy
AD/r or
vv
c) DC/r or
vv
CB/r
vv
B-9.4 AE/r or
vv
ED/r or
vv
DC/r or
vv
CB/r
vv
#The corner stay should be designed to provide lateral support adequately.
11Bureau 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 7 (4725)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
Amd. No. 1 January 1998
BUREAUOFINDIANSTANDARDS
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
(cid:236)
NEW DELHI 110002 (cid:237) 323 38 41
(cid:238)
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi (cid:236) 3378499, 33785 61
(cid:237)
KOLKATA700054 (cid:238) 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 (cid:236) 603843
(cid:237) 602025
(cid:238)
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 (cid:236) 2350216, 2350442
(cid:237)
(cid:238) 2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) (cid:236) 8329295, 8327858
(cid:237)
MUMBAI 400093 (cid:238) 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
13390.pdf
|
IS 13390 : 1992
IS0 3560 : 1975
Indian Standard
ROAD VEHICLES - FRONTAL FIXED BARRIER
COLLISION TEST METHOD
UDC 629-3 : 656’084 : 620’178’153’2
@BlS 1992
BUREAU OF INDIAN STANDARDS
?wlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
*
NEW DELHI 110002
June 1992 Price Group 2IS 13390 : 1992
IS0 3560 : 1975
Indian Standard
ROAD ‘VEHICLES - FRONTAL FIXED BARRIER
COLLISION TEST METHOD
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 3560 : 1975 ‘Road,vehicles - Frontal fixed
barrier collision test method’ was adopted by the Bureau of Indian Standards on the recom-
mendation of the Automotive Vehicles Testing Performance Evaluation Sectional Committee
( TED 8 ) and approval of the Transport Engineering Division Council.
The text of IS0 standard has been approved as suitable for publication as Indian Standard
without deviations. Certain conventions are, however, not identical to those used in Indian
Standard. Attention is particularly drawn 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 Standard, the current
practice is to use point ( . ) as the decimal marker.
ln the adopted standard, reference appears to certain International Standard for which Indian
Standard also exist. The corresponding Indian Standard which is to be substituted in
its place, ,is listed below alongwith its degree of equivalence for the editions indicated:
lniernational Standard Correspondence Degree of
Indian Standard Equivalence
IS0 1176 : 1990 Road vehicles - IS 9211 : 1979 Dimensions and Identical
Weights - Vocabulary definitions of weights of road
vehicles
The concerned technical committee has reviewed the provisions of IS0 3784 : 1976, referred
in this adopted standard and has decided that it is acceptable for use in conjunction with this
standard.
This Indian Standard is applicable to all types of vehicles other than two and three wheelers.
PAs in the Original Standard, this Page is Intentionally Left BlankIS 13390 : 1992
IS0 3560 : 1975
1 SCOPE AND FIELD OF APPLICATION 4.2 Barrier specification
This international Standard specifies a uniform frontal 4.2.1 The barrier shall consist of a block of reinforced
fixed barrier collision test method for road vehicles which concrete at least 3 m wide, at least 1,5 m high and at least
should ensure that results obtained from different test 600 mm thick.
facilities are directly comparable.
4.2.2 The barrier face shall be flat and vertical, and shall
2 REFERENCES be aovered with plywood 20 + 1 mm thick.
IS0 1176, Road vehicles - Weights - Vocabulary. A metallic plate or structure at least 25 mm thick may be
used between the plywood and the barrier.
IS0 3784, Road vehicles - Measurement of impact velocity
in collision tests. t )
4.2.3 The effective mass shall be not less than 70 t.
IS0 . . ., Road vehicles - Instrumentation used in test
crashes. 2,
4.2.4 The barrier specification defined in 4.2.1 and 4.2.3
may be varied as required provided that the barrier face is
3 DEFINITIONS
large enough to accommodate the frontal crush area of the
3.1 angle of impact : Angle between a line drawn test vehicle.
perpendicular to the barrier face and the line along which
the test vehicle is travelling in a longitudinal forward 4.3 Propulsion of vehicle
direction.
4.3.1 At the moment of impact, the vehicle shall be
3.2 barrier face : Face of the element immediately behind moving at essentially constant velocity and be disconnected
the plywood facing (see 4.2.2). from any external propulsion device.
4 IMPACT TEST FACILITY 4.3.2 The attachment to the vehicle of any external
propulsion or guidance system shall not affect the vehicle’s
4.1 Testing site collapse characteristics.
4.1.1 The test area shall be large enough to accommodate
4.4 Alignment of vehicle
the run-up track, barrier and technical installations
necessary for the test. The vehicle shall impact the barrier so that its longitudinal
axis is within 2” of ‘the intended angle of impact.
4.1.2 The immediate crash site shall be hard, of a
minimum length of 15 m and horizontal (no more than 3 % The lateral misalignment between the median longitudinal
slope measured over any 1 m length of the last 15 m in plane of the vehicle and the median longitudinal plane of
front of the barrier). the collision face shall not exceed + 300 mm.
11 Ar present at rhe stage of draft
21 In preparation.
3
aIS 13390 : 1992
IS0 3590 : 1975
5 STA’TE OF VEHICLE 6 VELOCITY
5.1 Unless otherwise specified, the vehicle weight during 6.1 The velocity of the vehicle shall be measured prior to
test shall be the “complete vehicle kerb weight”defined in impact in ihe manner specified in IS0 3784.
IS0 1’176.
6.2 The velocity at the time of impact shall be that
It is permissible to substitute for the fuel a non-flammable specified in the appropriate test requirements.
liquid having ti density of from 0.7 to 1.0 kg/dm3.
7 INSTRUMENTATION
5.2 The state of the vehicle shall be that specified in the The instrumentation used for the test srlall be as specified
appropriate standards or regulations. in IS0
4Bureau of Indian Standard
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 writting 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 designation. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodicaby 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 TED 8 ( 4991 )
Amendments Issued Since Publication
‘Amend No. Date of Issue Text Affected
-
BUREAU OF LNDIAN 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 333311 0113 7351
NEW DELHI 110002
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola
CALCUTTA 700054 I 3377 8846 9296,, 3377 8855 6612,
( 5533 3283 4834, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
1 4411 2243 4125,, 4411 2259 1196,,
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 63 27 80,
BOMBAY 400093 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
*
Priatsd at Printwell Printerr, Aligarh, India
|
4410_13.pdf
|
IS : 4410 ( Part 13 ) - 1985
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART 13 OPERATION, MAINTENANCE AND REPAIR
OF RIVER VALLEY PROJECTS
Terminology Relating to River Valley Projects
Sectional Committee, BDC 46
Chairman Representing
SHRI K. K. FRAMJI Consulting Engineering Services ( India ) Pvt
Ltd. New Delhi
Members
SHRI P. ANANTHARAM Ministry of Defence (Engineer-in-Chief)
MAJ G. S. BAJAJ (Alternate )
SHRI S. M. DEB Irrigation and Water Works Department,
Government of West Bengal. Calcutta
DIRECTOR (HYDROLOGY-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( HYDROLOGY-I )
( Alternate )
SHRI N. K. DWIVEDI Irrigation Department. Governmentof Uttar
-Pradesh, iucknow-
JOINT COMMISSIONER(S OIL CONSER-M inistry of Agriculture
VATION)
SHRI K. V. KRISHNAMURTHY Hydro;ohnsult International Pvt Ltd, New
SHRI P. N. KUMRA (Alternate)
SHRI S. P. MATHUR Irrigation Department, Government of
Madhya Pradesh, Bhopal
SHRI 3. D. KULKARNI( Alternate)
MEMBER(I RRIGATION) Bhakra Beas Management Board, Chandigarh
SHRI J. K. BHALLA( Alternate )
SHRI A. MOHANAKRISHNAN Public Works Department, Government of
Tamil Nadu, Madras
SHRI P. RANGASWAM(Y A lternate)
PROF P. NATARAJAN Indian Institute of Technology, New Delhi
SHRI G. S. OBEROI Survey of India, Dehra Dun
SHRI K. N. SAXENA( Alternate)
( Conrinued on page 2 )
Q Copyright 1985
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyrighr Act ( XIV of 1957 ) and re-
production 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 ActIS : 4410 ( Part 13 ) - 1985
( Continuedfrom page 1 )
Members Representing
SHRI G. PANT Geological Survey of India, Calcutta
SHRI R. P. SINGH (Alternate)
PRINCIPAL AND DIRECTOR ( ADMINIS- Engineering Staff College (Irrigation Depart-
TRATION ) ment ), Nasik
DEPUTY DIRECIOR ( ADMINISTRATION)
( Alternate )
DR J. PURUSHOTHAM Irrigation and Power Department. Government
of Andhra Pradesh, Hyderabad
SHRI DAMODAR SAHU Irrigation and Power Department, Government
of Orissa, Bhubaneshwar
DR P. P. SEHGAL University of Roorkee, Roorkee
DR P. K. PANDE ( Alternote )
SHRI J. S. SINCHOTA Irrigation Works, Government of Punjab,
Chandigarh
SHRI G. R. KALRA (Alternate)
SHRI G. RAMAN, Director General, ISI ( Ex-oficio Member )
Director (ICiv Engg )
Secretary
SHRI HEMANT KUMAR
Ass&ant Director ( Civ Engg), ISI
Panel for Glossary of Terms Relating to Construction, Operation
and Maintenance and Repairs, BDC 46 : P 10
SHRI S. C. BALI National Projects Construction Corporation
Ltd. New Delhi
SHRI D. S. R. ANJANEYAM( Alternate)
SHRI A. S. CHATRATH National Hydro-Electrical Power Corporaticn
Limited, New Delhi
SHRI NVISHWANTHAN (Alternate)
DR K. S. CHAWL..~ Builders’ Association of India, New Delhi
SHRI G. K. SHETTY ( Alternate )
SHRI N. K. DWIVEDI Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRIY. R. KALRA Bhakra Beas Management Board, Chandigarh
SHRI M. L. ARORA (Alternate )
SHRI HARI MOHAN Irrigation Department, Government of Uttar
Pradesh, Lt~cknow
SHRI N. SATYAMVRTHY Central Water Commission, New Delhi
SHRI C. B VA~HISJA ( Alternate )IS : 4410 ( Part 13 ) - 1985
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART 13 OPERATION, MAINTENANCE AND REPAIR
OF RIVER VALLEY PROJECTS
0. FOREWORD
0.1 This Indian Standard ( Part- 13 ) was adopted by the Indian Standards
Institution on 28 February 1985, after the draft finalized by the Termi-
nology Relating to River Valley Projects SectiqnaI Committee had been
approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards have already been pab!ished cover;
ing various aspects of River Valley Projects and a large number of
similar standards are in the process of formulation. These standards
include technical terms and precise definitions of terms which are requir-
ed to avoid ambiguity in their interpretation. To achieve this end, the
Sectional Committee on Terminology Relating to River Valley Projects
has brought out ‘Glossary of terms relating to river valley projects
( Part 13 ), which contains definitions of terms relating to operation,
maintenance and repair of River Vailey Projects.
0.3 All the definitions taken from Multilingual Technical Dictionary
on Irrigation and Drainage, are acknowledged by asterisk ( * ) in the
standard.
1. SCOPE
1.1 This standard ( Part 13 ) covers the definitions of terms relating to
operation, maintenance and repair of river valley projects.
2. DEFINITIONS
2.1 Bank Strengthkning, or Strengthening of Banks* .- A general term
which includes, widening, raising and straightening of banks of a
channel; and also forming by silting tanks, banks of .a new channel
passing through low ground.
3IS : 4410 ( Part 13 ) - 1985
2.2 Benching*
a) Act of providing additional section to a bank at curvatures, or
at low lying points where cattle crossings exist; and
b) Ledges shaped like steps or terrace formed below beds of canals
and under the seats of banks in high filling for proper bonding
of earthwork with the natural ground.
2.3 Berm - A shelf that breaks the continuity of a slope.
2.4 Berm Trimming * - Cutting away the overgrown, overhanging
portion of the berm to restore it to its final regime shape.
2.5 Bolster - A bag of broken stones enclosed in a wire cage used in
the construction of an underwater embankment for assistance in closing
of breaches or checking erosion, or filling of scours below or adjoining
hydraulic structures in rivers or canals.
2.6 Borrow Area* - A source from where material is borrowed to com-
plete a section or make fills.
2.7 Borrow Pits - An excavation for the purpose of obtaining filling
material.
2.8 Breach - Break through, or gap caused in an embankment, flood
levee or earthen dam by water.
2.9 Bushing - An obstruction made of bushes, twigs of trees, leaves,
etc, projecting, from or along the sides of the channel to intercept silt.
2.10 Caulk* - To drive, force, or pour oakum, lead, mortar, or other
material into joints to seal them against leakage.
2.11 Caving -The collapse of the part of a bank caused by undermining
due to the wearing away of the toe of the bank by the action of flowing
water. Also applied to the fa!ling in of the concave side of a bend
whose curvature is changing.
2.12 Catwalk -A narrow perched footway along a structure.
2.13 Compaction - The densification of a soil usually by hand rammers
or by mechanical manipulation.
2.14 Consolidation* - A gradual reduction in volume of a soil mass
under saturated conditions resulting from an increase of compressive
stress.
2.15 Concrete Disintegration * -- Actual separation or breaking up of the
concrete itself, that is, the breaking down of the mass from any cause
whatsoever, for example, breaking up of the mass due to freezing of
entrapped moisture, disruption or loss of cementing vaiue of the paste
by solution or chemical action and breaking up through disintegration
of the aggregates themselves.
4IS : 4410 ( Part 13 ) - 1985
2.16 Concrete Replacement Method* - A method of repairing concrete
work by filling in concrete in the holes when they extend entirely
through the concrete section or are deeper than the reinforcement.
2.17 Cracks* - Fissures or openings, named according to their shapes,
causes, location, not necessarily extending through the body of the
structure,
2.18 Creep- The creep is used for one of the following happenings:
a> Slow movement of rock debris or soil usually imperceptible ex-
cept to observations over long duration;
b) The gradual permanent deformation of matter, either in solid or
particle form, under stress which does not disappear or reversed
when the stress is removed;
cl Gradual deformation of concrete under stress; and
dl The gradual yielding ( deformation-l of concrete under a constant
sustained load, at even very low .stresses. Although partly re-
coverable, it continues for an indefinite time at a continuously
diminishing rate. Sometimes also referred to as plastic flow.
2.19 Dam Safety Inspection - It is to locate the causes of potential dis-
tress affecting safety of dam and allied structures and to recommend
suitable remedial measures. Including expenses of staff and other
overhead expenses.
2.20 Dry Pack - A mixture of cement and sand/fine aggregate ina speci-
fied ratio, used for repair work of concrete, such as in holes of bolts,
grout inserts, narrow slots cut for the repair of cracks, neither suitable
for filling in back of considerable lengths of exposed reinforcement nor
for filling holes which extend entirely through the wall, beam, or bulk
head; hence dry-pack method.
2.21 Flame Cleaning - A method of cleaning metal surface by passing
an oxyacetylene flame over the surface.
2.22 Grout - Fluid or fluid mixture of cement and water or cement,
sand/fine aggregate and water that may be poured or injected under
pressure.
2.23 Inspection* - Careful examination, during one or more visits, of
the conditions and functioning of structural components of river valley
projects, the principal purposes being : (al to verify the safety of struc-
tures and facilities and disclose warning signals of their likely failure,
(b) to disclose conditions that might cause disruption or failure of
operation, (4 to determine the adequacy of the canal sections, structures
and other facilities to serve the purpose for which they were designed
and are being used, (d) to note the extent of deterioration as the basis
for planning, maintenance, repairs or remodelling, (e) to obtain
5IS : 4410 ( Part 13 ) - 1985
operating experience, data for improvement of design construction, main-
tenance and operation practices, (f) to suggest action in respect of repairs
or measures necessary to keep the canals in good operating conditions.
2.24 Internal Silting System* - A method of bank strengthening, in
which canal banks are initially set back from the normal section of the
canal channel. Inducements are laid down to encourage the deposit of
silt interna!ly on the berms; it can only be applied to a new canal which
is so constructed.
2.25 Long Reach System* -A method of bank strengthening, generally,
adopted in low ground, simi!ar in construction to in and out system
except that the cross banks are constructed at greater intervals. In
operation, the whole canal supply is diverted into each compartment at
a time to effect silt deposition.
2.26 Maintenance* - The operations performed in preserving irrigation
or drainage canals, hydraulic structures, service roads, and works in
good or near-original condition to derive the intended benefits.
2.27 Maintenance Cost* - The cost of maintaining structural com-
ponents of river valley projects. Including expenses of staff and other
overhead expenses.
2.28 Mortar-replacement Method* - A method of repairing concrete used
for holes too wide to dry pack and too shallow for concrete replacement
and for all comparatively shallow depressions, large or small, which
extend no deeper than the far side of the reinforcement bars nearest to
the surface.
2.29 Patching* - Repairing or restoring small isolated surface areas.
2.30 Plugging*
a) Filling up a hole with a suitable material or piece,
b) Any piece or material used to stop or fill a leak hole, and
c) A scaling of concrete or other materials to prevent flow.
2.31 Pickling* - The process of removing a coating of scale, oxide,
tarnish, etc, from metal objects, so as to obtain a chemically clean
surface; elected by immersing in an acid bath.
2.32 Piping
a) The movement of soil particles by water flowing through
soil leading to the development of underground channels, and
b) Formation of passage by water under pressure in the form of
conduits through permeable materials in natural way or under
hydraulic works including embankments when the hydraulic
head exceeds a certain critical value.
6IS : 4410 ( Part 13 ) - 1985
2.33 Pitching or Bcachiag’ - A protective covering of properly packed or
built-in-materials on the earthen surface slopes of irrigation canals,
drainage channels, river banks, etc, to protect them from the action of
water. The more solid facing of retaining wall protection required in
river or see works is referred to as revetment, while, pitching covers
rip-rap andother protection to river as well as to irrigation and drainage
channels.
2.34 Pneumatically Applied Mortar* - A mortar of Portland cement and
sand applied by pneumatic pressure against the surface or lining to be
or being treated, used for large scale repair and restoration of old
structures; hence pneumatically applied mortar method.
2.35 Popping* - A type of spalling which occurs on a concrete surface
from some expansive force originating in the mass, but near the surface.
Usually caused by expansion of apiece of aggregate either from moisture
or temperature changes. May also be caused by swelling of a lump of
clay or piece of wood.
2.36 Prepacked Concrete* - Concrete made by forcing mortar into the
voids of a compected mass of clean, graded coarse aggregate. After
compaction and just prior to grouting, the aggregate, is wetted or prefer-
ably inundated with water. As the mortar is pumped into the forms, it
displaces the water and fills the voids, thus creating a dense concrete
having a high content of aggregate. Prepacked concrete has been used in
the resurfacing of dams and the repair of tunnel linings, piers and spill-
ways. It is particularly well adapted for these types of repairs and for
underwater construction. The prepacked method of placing concrete
is patented.
2.37 Prepacked Concrete Method - A repair method using prepacked
concrete for deteriorated concrete, especially used for large repair jobs,
when underwater placement is involved or when conventional placing of
concrete would be difficult.
2.38 Prewetting, or Premoistening* - Keeping the concrete surface wet
for a few hours for proper bond before repairing material is applied.
2.39 Raveling, or Unraveling* - A term applied to a type of concrete
disintegration in which the concrete appears to be breaking up through
disruption of the mortar or loss of bond, leaving at any stage coarse
aggregate particles which are partially embedded.
2.40 Reconditioning of Hydraulic Structure* .- Modifying an existing
structure, such as by reshaping the entry conditions, providing transi-
tions, strengthening floors, to make it safe for the existing or changed
flow conditions.
7IS : 4410 (Part 13 ) - 1985
2.41 Recunstructiou - Rebuilding when the whole or a major part of a
structure is damaged or washed away replacement of flexible aprons
as well as other minor repairs are, however, covered under routine
maintenance.
2.42 Remodelling ( Channel ) - It is the process of altering or changing
the elements of existing channels and hydraulic structures with a view to
correcting/rectifying/modifying their design, or to enable them to pass
increased or decreased supplies.
2.43 Renewals - Extensive repairs over practically the entire structure,
including replacement of damaged portions without involving any
increase in the original capital value.
2.44 Repairs* - The restoration or mending of embankments, hydraulic
structures, roads, buildings, etc, involving no increase in the original
capital value. More extensive than patching but less than renewals.
2.45 Rip-Rap - It is the protection to the embankment material against
erosion due to wave action, velocity of flow, rainwash, wind action, etc,
provided by placing a protection layer of rock fragments or manufactured
material.
2.46 Roofing* - The void spaces created locally between a hydraulic
structure and its foundations due to settlement.
2.47 Routine Maintenance or Annual Repairs
a) Repairs or maintenance works done by routine, regular or
periodic temporary labour provided for the purpose; and
b) Repairs or maintenance work done annually or periodically.
2.48 Rust Removers* - Acid solutions that are applied on metal surfaces
to remove oxide contaminations on the surfaces or to convert them
(oxide, contamination) to innocuous films. Frequently used in main-
tenance of painting of small isolated areas where rusting is light.
2.49 Sand Bag* - A bag filled with sand, silt, or earth used for closing
of breaches, or to form temporary check dam. Sometimes filled with
concrete and used for the same purpose as rip-rap.
2.50 Sand Blasting* - A method of removing all surface impurities from
old metal surface and consists of forcible driving under pressure of hard
particles of sand causing controlled erosion of the surface against which
the blast is directed. The treatment not only removes all surface
impurities, including tight miil scale, but also imparts an etched texture
and a largely increased bonding area. If steel grit ( crushed shot ) is
used instead of sand, the method is called gritblasting.
8IS : 4410 ( Part 13 ) - 1985
2.51 Scaffold or Scaffolding* - A temporary erection used in the cons-
truction, alteration or demolition of a structure, to support or to allow
the hoisting and lowering of workmen, their tools and materials.
2.52 Scour - The erosive action, particularly pronounced local erosion,
of bed and banks running water in streams in excavating and carrying
away material from bed and banks. Scour may occur in both earth and
soiid rock material.
2.53 Seepage
a> The slow movement of gravitational water through the soil,
b) The percolation of water through soil, and
cl Infiltration seepage from canals and reservoir occurs in the form
of percolation under positive pressure.
2.54 Silting*
a) The process of accretion by filling up or raising of the bed of
channel by water-borne sediment flowing in it. Also called
accretion of silt. Building up of sides of a channel by silt
constricting the normal waterway is also referred to as
silting or berming. but not accretion of silt;
b) A physical control measure effected by diverting a silt-bearing
stream in low lying lands, marshes, loops, etc, to fill them up
and thus to reclaim them from mosquitobreeding; and
c) Silting of reservoir-gradual accumulation of silt in the reservoir.
2.55 Silt Clearance* - Removal and disposa! of the silt deposited in a
channel section above the designed bed level; clearance may be up to
designed bed or confined to levels higher than the designed bed leveis.
In the latter case, it is called partial silt clearance. The general term
also includes berm trimming in the event of constriction of width by
silting.
2.56 Silt Ejection - The process of hydraulic ejection of silt through
silt ejector.
2.51 Sloughing - It means falling out of side slopes of seepage drains
due to :
a) low angle of repose of wet soil,
b) exit gradient of seepage water exceeding the critical gradient,
and
c) velocity of inflow being greater than the critical velocity which
would lift up the soil particles.
2.58 Spalling* - Act or process of chipping or breaking of canal
sections or hydraulic structures due to water action or structural
causes.
9IS : 4410 ( Part 13 ) - 1985
2.59 Special Maintenance* - Repairs or maintenance work done under
special sanctioned estimate ( not normal estimate) for the purpose.
2.60 Undermining, or Undercutting *-Cutting away at the base, or
underpart, of a hydraulic structure by the action of water.
2.61 Unusual Conditions, or Emergency Conditions* - In operation and
maintenance a term construed to mean canal bank failures, generator
failures damage to transmission lines or other physical failures or
damages or acts of God, or of the public energy, fire, floods drought,
epidemics, strikes, or freight embargoes or conditions. causing or threa.
tening to cause interruption of water or power service.
2.62 Wet Sand Blasting* - An operation adopted for cleaning up joint
surfaces in concreting by the use of pressurized water-sand mixture. This
is usually followed by thorough watering of the surfaces.
2.63 Wire Brushing* - Cleaning of metal surfaces with a brush to
remove all surface rust, dust, and loose szale. It cannot be expected
to remove embedded oxides or tight mill scale, as wi:l blast cleaning.
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10532_3.pdf
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IS : 10532 ( Part 3 ) - 1983
Indian Standard
SPECIFICATION FOR
FIRE-RESISTANT HYDRAULIC FLUIDS
PART 3 WATER GLYCOL TYPE
Lubricants and Related Products Sectional Committee, PCDC 4
Vice-Chairman Representing
SHRI P. K. GOET, Indian Oil Corporation Ltd ( Research & Develop-
ment Centre ), Faridabad
Members
SHRI A. K. ARORA Steel Authority of India Limited ( Rourkela Steel
Plant ), Rourkela
DR N. T. BADDI Association of Manufacturers of Petroleum Speciali-
ties, Bombay
SHRI R. CHAKR~VARTY ( Alternate )
SHRI M. BHADRA Inter-Plant Standardization in Steel Industry,
Subcommittee on Oils and Lubricants, IPSS 1 : 9
SHRI P. M B~~MBI Indian Institute of Petroleum ( CSIR ), Dehra Dun
SHRI SLJDHIX SINGHAL ( Alternate )
SHRI M. K. BHARCAVA Petroleum Re-refiners Association of India, Madras
SRRJ SHAXTILAL DAYA ( Alternate )
SHRI S. R. BIIATNAOAK Indrol Lubricants & Specialities Ltd, Bombay
SHRI N. SETHURAMAN ( Alternate i
DR K.S. RHATTACHARAYA Ministry of Defence ( DGI )
SHRI A. K. SINHA ( Almnate )
SHRI B. K. CHAPRA Central Institute of Road Transport ( Training &
Research j, Pune
Srrrtl M. H. NARURKAR ( Alternate )
DR D. K. DAS National Test House, Calcutta
SHRI N. C. CIIATT~~:~JBB( Alternate )
DEPUTY DIRECTOR (CnEM), Railway Board ( Ministry of Railways )
RDSO Lucxh-ow
ASSISTANT RESEARCH
OFFICER ( CHEM-I ) ( Altwnate )
SHRI G. C. GOSWAMI Assam Oil Division, Bombay
SHRI I. CHANDRA ( Alternate )
SHRI J. D. HARIDAS Tata Engineering & Locomotive Co Ltd,
Jamshedpur
SHBI B. GOSWAMI ( Alternate )
( Continued an page 2 )
@ Copyright 1983
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 he deemed to he an infringement of copyright under the sa!d Act.IS : 10532 ( Part 3 ) - 1983
( Continued from page 1 )
Members Representing
DR G. JAYARAMA RAO Ministry of Petroleum, Chemicals & Fertilizers
SHHI T. P. SUBRAHMANYAM ( Alternate )
SHRI 0. K. JUNEJA Bharat Petroleum Corporation Ltd, Bombay
SHRI I. M. MERCHANT ( Alternate )
SHRI S. K. KALE Steel Authority of India Limited ( Bhilai Steel
Plant ), Bhilai
SHRI J. L. GROVER ( Alternate )
SRRI V. LOB0 Oil Co-ordination Committee, New Delhi
SHRI S. N. MATHUR ( Alternate )
LT GEORCX MATHEW Naval Headquarters, New Delhi
SRRI S. R. MEHTA Hindustan Petroleum Corporation Ltd, Bombay
SRRI P. M. RAO ( Alternate )
SHRI R. MUKHERJEE Indian OiI BIending Ltd, Bombay
SHRI M. J. SHAH ( Alternate )
SHRI S. K. N~MBIAR Indian Oil Corporation Ltd ( Marketing Division ),
Bombay
SHRI B. SA~~HAVI ( Alternate )
SHRI RAJIXDW SINGH Indian Oil Corporation Ltd ( Refineries Pipelines
Division ), New Delhi
SHRI D. K. DAS GUPTA ( Alternate )
SHILI T. R. RAMAKRISHNAN The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI R. .4. RAO Lubrizol India Ltd, Bombay
SHRI K. L. MALI]< ( Alternate )
SHRI S. V. SASTRY The Automotive Research Association of India,
Pune
SHRI B. GHOSH ( Alternate )
SHRI E. SATYANARAY~NAN Development Commissioner, Small Scale Industries,
New Delhi
SRRI N. N. SAVANT Petrosil Oil Co Ltd, Bombay
SHRI M. .4. PAES ( Alternate )
SWRI D. K. SINGH Bharat Heavy Electricals Ltd, Bhopal
SRRI R. K. GTJPTA ( Alternate I 1
SHRI T. V. SUNDERRAJAN ( A&ate II )
CDR K. C. SINHA Ministry of Defence ( R 8~ D )
SHRI RAJENDRA PRA~AD ( Alternate )
DR R. D. SRIVASTAVA Ministry of Defence ( IMS & RDE )
DR P. S. VENKATARAMANI ( Alternate ).
SHRI T. V. VARGHESE Madras Refineries Ltd, Madras
SHRI G. SAMBAMURTHY ( Alternate )
SERI M. S. SAXENA, Director General, IS1 ( Ex-ojica’o Member )
Director ( P & C )
Secretary
SHRI M. A. U. KHAN
Deputy Director ( P & C ), ISI
Turbine, Compressor and Hydraulic Oils Subcommittee, PCDC 4 : 1 I
Conconer
SEIRIK . S. ANAND Indian Oil Corporation Ltd ( Research & Develop-
ment Centre ), Faridabad
Members
SHRI B. RAM~CHANDRAN ( Alternate to
Shri K. S. Anand )
( Continued on page 7 )
iIS : 10532 ( Part 3 ) - 1983
Indian Standard
SPECIFICATION FOR
FIRE-RESISTANT HYDRAULIC FLUIDS
PART 3 WATER GLYCOL TYPE
0. FOREWORD
0.1 This Indian Standard ( Part 3 ) was adopted by the Indian
Standards Institution on 12 April 1983, after the draft finalized by the
Lubricants and Related Products Sectional Committee had been
approved by the Petroleum, Coal and Related Products Division
Council.
0.2 The use of fire-resistant hydraulic fluids is increasing due to a
growing awareness of the dangers inherent in using mineral oils for
applications where there is a fire risk. There are four types of fire-
resistant hydraulic fluids, namely, dilute emulsions, invert emulsions,
water glycols and synthetic fluids. Water giycols are true solutions
of water, glycols and high molecular mass thickners to increase viscosity.
Additives, such as antiwear, anti-corrosion, antioxidant and antifoam
are also added to obtain improved performance. In view of being true
solutions, their stability characteristics are good. Their working
temperatures are - 10 to +6O”C. These are normally compatible with
all kinds of seaIs, hoses and gaskets commonly used in mineral oil
systems. Use of magnesium, cadmium and zinc metals should be avoided
with these systems.
0.3 Other parts of the standard published so far are as follows:
( Part 1 )-I983 Dilute emulsions for powered supports
( Part 2 )-1983 Invert emulsions ( water-in-oil ) type
( Part 4 )-1983 Phosphate esters type
0.4 Selection and use of the fire-resistant hydraulic fluids are coveredTin
IS : 10531-1983* while determination of their fire-resistant characteristics
is given in IS : 7895-19757.
*Code of practice for selection and use of fire-resistant hydraulic fluids.
tTests for fire-resistant characteristics of hydraulic fluids used in mining machinery.
3IS : 10532( Part 3 ) - 1983
0.5 In the preparation of this standard considerable assistance has been
derived from NCB Specification No. 570/1970 published by the National
Coal Board, U.K.
0.6 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 rounded off value should be the same as that of the specified value in
this standard.
1. SCOPE
1.1 This standard ( Part 3 ) prescribes the requirements and methods of
sampling and test for fire-resistant hydraulic fluids, water glycol type
suitable for use in hydraulic systems.
2. GRADES
2.1 The material shall be in two viscosity grades namely, VG 22 and VG
46 designated as HF - C 22 and HF - C 46 respectively.
3. REQUIREMENTS
3.1 Description - The material shall be a clear fluid, free from
foreign matter, sediment and visible impurities. It shall not contain any
ingredients injurious to persons using or handling it.
3.2 Composition - The material shall be composed of glycols,
polymeric thickners, water and additives necessary for desirable antiwear,
anticorrosive and antifoaming properties. It shall not be corrosive to
ferrous and non-ferrous metals.
3.3 The material shall also comply with the requirements prescribed in
Table 1, when tested according to the appropriate methods specified in
co1 5 of the table.
4. PACKING AND MARKING
4.1 Packing - The material shall be packed in suitable containers as
agreed to between the purchaser and the supplier. Galvanized drums/
barrels shall not be used for packing these fluids.
t *Rules for rounding off numerical values ( revised ).
4IS : 10532 ( Part 3 ) - 1983
TABLE 1 REQUIREMENTS FOR FIRE-RESISTANT HYDRAULIC
FLUIDS- WATER GLYCOL TYPE
( Clause 3.3 )
CHARACTERISTIC REQUIREMENT METHODS OP
r ------ A_____----. TEST, REF TO
Grade Grade
HF-C 22 HF-C 46 M&I:;,’ OF
IS : 1448+
(1) (2) (3) (4) (5)
9 Appearance Clear, practi- Clear, practi- -
cally colour- tally colour-
less less
ii) Kinematic viscosity, cSt 19.8 to 242 41.4 to 50.6 P : 25
at 40°C
iii) pH value 8.5 to 10’5 8.5 to 10.5 IS : 5741-
1970?
iv) Foa2Ti~g stability, ml, at Nil Nil P : 67
0
v) Pour Point, “C, Max -10 -10 P: 10
vi) Rella;t density at 15”/ I.05 to 1’69 1.05 to 1’09 P : 32
vii) Water content, percent 40 to 60 40 to 45 P : 40
by volume
viii) Rust preventive charac- Shall pass ‘the test after 24 h P : 963
teristics
ix) Pump wear test:
a) Total ring and vane 500 500 p:g
mass loss, mg, Max
b) Fire resistant charac- Shall pass the test A, B and C IS : 7895-
teristics 197511
*Methods of test for petroleum and its products,
tMethods for determination of pH.
IFluid alone is to be taken for this test.
sunder preparation. Till such time ASTM D 2882-74 may be followed.
1lTests for fire resistant characteristics of hydraulic fluids used in mining machinery.
4.1.1 The containers, together with associated bungs, caps, seals and
other fittings shall not be made from aluminium, magnesium or titanium
nor from alloys containing these metals as major constituents. The
containers and their fittings shall not be painted with aluminium
paints.
5IS : 10532 ( Part 3 ) - 1983
4.1.2 The internal cleanliness of all containers before they are filled
shall be of a high standard. Any coating of the internal surfaces of the
barrels shall have no deleterious effect on the fluid.
4.2 Marking - The containers shall be securely closed and marked
with the name of manufacturer; name, type, grade and mass of the
material; recognized trade-mark if any; and with identification in code
or otherwise to enable the lot of consignment or manufacture to be
traced back; and the instructions for use.
4.2.1 The containers 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 Regu-
lations 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.
5. SAMPLING
5.1 Representative samples of the material shall be drawn as prescribed
in IS : 1447-1966*.
6. STORAGE
6.1 The material shall be stored and handled, strictly in accordance
with the suppliers instructions.
*Methods of sampling of petroleum and its products.
6IS : 10532 ( Part 3 ) - 1983
( Continued from page 2 )
Members Representing
SRRI A. K. ARORA Steel Authority of India Limited ( Rourkela Steel
Plant ), Rourkela
SHRI M. K. BH~RGAVA Petroleum Re-refiners Association of India, Madras
SHRI SHANTILAL DAYA ( Alternate)
SHRI S. R. BHATNACAR Indrol Lubricants & Specialities Ltd, Bombay
SKRI N. SETHURAMAR ( Alternate )
SHRI B. K. CRAPRA4 Central Institute of Road Transport ( Training &
Research ), Pune
SHRI M. H. NAR~JRKAR ( Alternate)
SRRI N. C. CHATTERJEE National Test House, Calcutta
SHRI S. A. DHIR Lubrizol India Ltd, Bombay
SHRI R. A. RAO ( Alternate )
SHRI 0. K. JU~EJA Bharat Petroleum Corporation Ltd, Bombay
SHRI G.-BALAKRISHNAN ( Alternate )
SHRI A. N. KARMARKAR Automobile Products of India Ltd, Bombay
SHRI S. R. MEHTA Hindustan Petroleum Corporation Ltd, Bombay
SARI P. KREWINAYOORTHY ( Alternate )
SHRI D. M. MER~IIANT Bhavnagar Oil & Chemical Industries Pvt Ltd,
Bombay
SHRI A. F. J. BAPLIST ( Alternate )
SHRI R. MUKHERJI Indian Oil Blending Ltd, Bombay
SHRI M. J. SH.\H ( Alternate )
SHRI P. N. PATEL Association of Manufacturers of Petroleum Speciali-
ties, Bombay
SHRI K. K. NEYOGI ( Alternate )
SHRI V. RAMACHANDRAN Brakes India Ltd. Madras
SRRI P. KRISHKAYOORTHY ( Alternate ) ’
REPRESENTATIVE Directorate General of Mines Safety, Dhanbad
SHRI B. SANGHAVI Indian Oil Corporation Ltd ( Marketing Division ).
Bombay
SHM B. LAXMIXARAYANAN i Alternate 1
SHEI N.N. SAVANT ' Petrosil Oil Co Ltd, Bombay
SHRI M. A. PAES ( Alternate )
DR A. SETJXJRAMIAH Indian Institute of Petroleum ( CSIR ), Dehra Dun
SHRI S. K. JAIN ( Alternate )
SHRI K. B. SHRIVAST~VA Tide Water Oil Co ( India ) Ltd, Calcutta
SHRI J. NAIK ( Alternate I )
SHRI N. C. MITTAL ( Alternate II )
SHRI D. K. SIN~H Bharat Heavy Electricals Ltd, Bhopal
SHRI G. ACHUTARAMAIAH ( Alternate I )
SHRI B. S. SRIVAST_4V_4 ( rlhrnate II )
SHRI G. P. STNGH Steel Authority of India Limited ( Bokaro Steel
Plant 1. Bokaro Steel Citv
S~KI A. K. MISRA ( Alternate )
SHRI J. P. SIRPAL Naval Headquarters, New Delhi
SHRI A. P. GOEL ( Alternate )
DR R. D. SRIVASTAVA Ministry of Defence ( DGI )
SHRI RAJENDRA SINGH ( Alternate ) ’
SHRI T .V. VARGHESE Madras Refineries Ltd, Madras
SHRI P. C. D. G. SAMUEL ( Alternate )INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candeIa cd
Amount of substance mole mol
Supplementary Units
QUMTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYiWBOL DEFINITION
Force newton N 1 N = 1 kg.m/?
Energy joule J 1 J = 1 N.m
Power watt W 1 W=lJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/mz
Frequency hertz HZ 1 Hz = 1 c/s (s-r)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 V=lW/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m2c
_
i ‘I _
AMENDMENT NO. 1' JULY 1988
TO
1S:10532(Part 31-1983 SPECIFICATION FOR
FIRE-RESISTANT HYDRAULIC FLUIDS
!PART 3 WATER GLYCOL TYPE 1
(Page 6, clause S-1) - Add the following new
clause after 5.1:
'5.2 Criteria for Conformity
--_--------
./
5.2.1 The lot shall be declared as conforming
to the requirements of the specification if all the
test results on the composite sample meet the
relevant specification requirements.'AMENDMENT NO. 2 JULY 1996
TO
IS 10532 ( Part 3 ) : 1983 SPECIFICATION FOR
FIRE-RESISTANT HYDRAULIC FLUIDS
PART 3 WATER GLYCOL TYPE
[Page 5, Table 1, S1No. (v), co1 3 and 4 ] - Substitute the following for the
existing:
‘(3) (4)
-9 -9’
(PCD4)
Reprography Unit, BE, New Delhi, India
|
9376.pdf
|
IS:9376 - 1979
Indian Standard
SPECIFICATION FOR APPARATUS FOR
MEASURING AGGREGATE CRUSHING
VALUE AND TEN PERCENT FINES VALUE
( First Reprint MAY 1997 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 Novmber 19S0IS:9376 - 1979
Indian Standard
SPECIFICATION FOR APPARATUS FOR
MEASURING AGGREGATE CRUSHING
VALUE AND TEN PERCENT FINES VALUE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
Da H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR, Research, Designs & Standards Organization
STANDARDS ( B&S ) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR, STANDARDS
( B&S ) ( Alternate )
SHRI K. C. A~~AKWAL Hindustan Prefab Ltd, New Delhi
SARI C. L. KASLIWAL ( Alternafe )
&Ei K p. &XERJEE T LJ _ ar .. s_ c^ r,- L9 x. Q l”- “_ “.. IL ”_ - r 8& .1J ” ) D Lx- l- uL l_ u. a. y
SR& HARISH N. MALANI ( Alternate )
SERI S. K. BANERJXE National T&t House, Calcutta
SHRI R. N. BANSBL Beas Designs Organization, Nangal Township
SHRI T. C. GARG ( Alternate )
CEIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
EXECUTIVE E,NGINEER
( DESIGNS ) III ( Alternate )
CHIEF ENGINEER ( PROJECTS ) Irrigation Department, Government of Punjab
DIRECTOR, IPRI ( Alternate )
DIRECTOR ( CShIRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
Ds R. K. GHOSH Central oad Research Institute ( CSIR ),
New Delhi
SHRI Y. R. PHULL ( Alternate I )
SHRI M. D~NAKARAN ( Alternate II )
DR R. K. GHOSR Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
SHRI P. C. JAIN ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JACXIS ( Alternate )
( Continued on page 2 )
Q3 Copyright 19@0
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian CopFight 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: 9376- 1979
( Continuedfrom page 1 )
Mcm hers Rqrascnting
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SmxS. R. KULK ARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHRI S. K. LAH.~ The Institution of Engineers ( India ), Calcutta
San1 B. T. UN~ALLA ( Alternate )
DR MOHAN RAI Centr&~or~;lding Research Institute ( CSIR ),
DR S. S. REHSI ( Alternate )
SHRI K. K. NaMBlaR In personal capacity ( Ramanalaya, II First Crescent
Park Road, Gandhinagar, Adyar, Madras )
DR M. RAMAIAR Structural Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BJ~AL ( dltcrnotti )
SHRI G. RAMD_48 Directorate General of Supplies & Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SHRI R. V. CAALAPATnI Rao Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
, SEIRI T. N. S. RAO Gammon India Ltd, Bombay
SARI S. R. PINHEIRO ( Alternate )
SHRI ARJDN RIJHSING~ANI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation and Power,
New Delhi
DEPUTY SECRETARY ( I ) ( Alternate )
SHRI N. SIVAGURU Roads Wing ( Ministry of Shipping and
Transport )
SRRI R. L. KAPOOR ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN ( Afternote )
SUPERINTENDINQE NGINEER Pub!ic Works Department, Government of
( DESIGNS ) Tamil Nadu
EXECUTIVE ENGINEER ( SM&R
DIVISION ) ( Alternate)
SRRI L. SWllROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SWRI Y. K. MEHTA ( Altcrnar )
&RI D. AJITHA SIMIIA, Director General, IS1 ( .Ex-o&o Member )
Director ( Civ Engg )
Set featry
SHRI M. N. NEELAKANDRAN
Assistant Director ( Civ Engg ), IS1
( Continued on pagr 8 )
2__ _--.
IS:9376 - 1979
dndiun Standard
SPECIFICATION FOR APPARATUS FOR
MEASURING AGGREGATE CRUSHING
VALUE AND TEN PERCENT FINES VALUE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 20 December 1979, after the draft finalized by the Cement and
Concrete Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been
recognized that reproducible and repeatable test results can be obtained
only with standard testing equipment capable of giving the desired level
of accuracy. The Sectional Committee has, therefore, decided to bring
out a series of specifications covering the requirements of equipments used
E,.,+,“&:,, ^____ L . ..A ^^- ^_^.__ 1 -.._I _____. ._. _.. -1
~VI L~;DLL~~*~em eni, any L.ULJL~~L~,t o encourage rtn’-eAr’r- - aevewprrlcIlL ana
manufacture in the country.
0.3 Accordingly, this standard has been prepared to cover the require-
ments of equipment used for measuring aggregate crushing value and ten
percent fines value. The aggregate crushing va!ue and the ten percent
fines value give a relative measure of the resistance of an aggregate to
crushing. The methods of measuring aggregate crushing value and ten
percent fines value using the equipment covered in this standard have
been specified in IS : 2386 ( Part IV )-1963*.
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.
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 accor-
dance wrth IS : 2-1960t. The number of significant places retained in
the rounded off value should be the same as that of the specified value in
this standard.
*Methods of test for aggregates for concrete: Part IV Mechanical properties.
tRules for rounding off numerical values ( rcvissd ).
3IS:9376-1979
1. SCOPE
1.1 This standard covers requirements of the apparatus for measuring
aggregate crushing value and ten percent fines value.
1.1.1 Two sizes of apparatus are covered in this standard, one with
150 mm cylindrical cell and the other with 75 mm cylindrical cell.
2. APPARATUS
2.1 The apparatus shall consist of an open-ended cell with base plate and
plunger, metal measure and tamping rod as described in Fig. 1.
3. MATERIALS
3.1 The material of construction of different DI a~r~ts-- - of the apparatus:
specified in 2 shall be as given in Table 1.
TABLE 1 MATERIAL OF CONSTRUCTION
SL PART MATERIAL SPECIAL REQUIREMENTS,I F ANY
No.
(‘1 (2) (3) (4)
i) Cylindrical cell Mild steel Hardness of inside surfzcr shall
Case hardened not be less than 650 T/H or
or tempered tool equivalent
steel
ii) Base plate do do
iii) Plunger do do
iv) Tamping rod do do
v) Metal measure do Shall have sufficient rigidity to
retain its form under rough
usage
4. DIMENSIONS
4.1 The dimensions with tolerances of the different parts ( see 2.1 ) for
the two sizes of apparatus specified in l.l,l shall be as given in Table 2.
5. CONSTRUCTION
5.1 The cylindrical cell shall be open endc 1 plunger and base plate.
The inside faces of the cell and the faces ok tr plungers and base plates
. V., YL II: Ic bh IA br, ”- ‘l. ‘m G _ 1:, 1 , brr d\ vIm ,ca+ lro L, -+. V ., ”: L+ CL U Go Lm ~fn jLr Lz ~. Urr Lo bU+ ~~ 0 oIhIcUa.Il l h“Qe ,Im1IaUz\.-IhI;LnImA.l. U.
4IS : 9376 - 1979
BASE PLATE
ASSEMBLY OF CYLINDRICAL CELL WITH
BASE PLATE AND PLUNGER
METAL MEASURE
TAMPING ROD
NOTE - The symbols in the figures are described iv Table 2.
FIG. 1 APPARATUS FOR MEASURING AGGREGATE CRUSHING VALUE
AND TEN PERCENT FINES VALUE
5IS : 9376 - 1979
5.1.1 The base plate shall be provided with a 1’5 mm groove to ensure
proper seating of the cylindrical cell. The base plate shall also be
provided with slant handles.
5.12 A scale with graduations in mm and 50 mm long shall be suitably
attached to the stem of the plunger.
5.2 Metal measure shall be machined smooth inside.
5.3 The tamping rod shall be of circular cross section and rounded at
one end.
TABLE 2 DIMENSIONS
( Clause 4.1, and Fig. 1 )
SL PART 150 mm CYLINDRICAL 75 mm CYLINDRICAL
No. CELL CELL
(1) (2) (3) (4)
mm mm
i) Cyliadrical crll:
a) Internal diameter A 150 + 0.5 75 f 0’5
b) Height B 130 to 140 70 to 80
c) Wall thickness C, Min 15 10
ii) Plunger:
a) Diameter of piston D 148 f 0.5 73 f 0’5
b) Diameter of stem E 100 to 145 50 to 70
c) Height F 100 to 115 65 to 75
d) Depth of piston G* 25 20
e) Diameter of hole H* 20 10
iii)
a) Thickness 3, Min 6 6
b) Side length of square Kt 200 to 230 110 to 115
iv) Tanspin rod:
a) Diameter P’ 16 8
b) Length Q 450 to 600 300 to 350
v) Metal.mnsure:
a) Diameter L 115 f O-5
b) Height M 180 & 0.5
c) Wall thickness .N, Min 5 5
NOTE -The Italic Capital letters in co1 2, succeeding the descriptions of
dimensions specified in this Table correspond to those indicated in Fig. 1.
*Dimensions G? H and P are nominal.
tDimenrion K IS not critical.
6IS : 9376 - 1979
6. MARKING
6.1 The following information shall be clearly and- indelibly marked on
each component of the apparatus in a way that it does not interfere with
the performance of the apparatus:
a) Name of manufacturer or his registered trade-mark or both,
b) Date df manufacture, a&l
c) Size of apparatus.
6.2 BIS Certification Marking
The product may also be marked with Standard Mark.
62.1 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.IS:9376 c1979
( Continued from page 2 )
Instruments for Cement and Concrete Testing Subcommittee,
BDC 2: 10 -
Convener Representing
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Mambcrs .
Pnor B. M. AEUJA India; Institute of Technology, New Delhi
SRRI T. P. EKAXBARAM Highways Research Station, Madras
DR R. K. GHOSR Central Road Research Institute ( CSIR ),
New Delhi
SHRI K. L. SETH1 ( z‘tkmafd )
-SHRI H. K. GTJEA All India Instruments Manufacturers and Dealers
Association, Bombay
SARI V. K. VASUDEVAW ( Ahrnate )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Fmba y
%RI D. A. M’ADIA ( Ahrnatc )
SHRI M. R. JOSRI Research & Developm,-nt Organization
( Ministry of Defence ), Pune
SHRI Y. P. PATHAK ( Alternate )
SRRI E. K. RAMACHANDRAN National Test House, Calcutta
PROB C. K. RAMESH Indian Institute of Technology, Bombay
DR R. S. AYYAR 1 Alternate )
SERI M. V. RANGA RAO Cement Research Institute of India, New Delhi
DR K. C. NARANCI( Alternate f
DR S. S. REHSI Centr$oruzding Research Institute ( CSIR ),
SHRI J. P. KAUSHISH ( Ahrnate )
SHRI M. M. D. SETH Public Works Department, Government of
Uttar Pradesh
SRRI J. P. BRATNAGAR ( Alternate )
SHRI H. C. VERXA Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRI A. V. SHASTRI ( AItcmatc )WREAU OF INDIAN STANDARDS
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Teleohones: 323 0131,323 3375,323 9402
Fax t 91 11 3234062,Sl 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all offices)
Central LsborBrary : 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 CITScheme 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 23523 15
tWestem : Manakaiaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380091 550 13 48
$Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th floor, Bhadbhada Road, T.T. Nagar, BHOPAL 482003 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
Savftri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 1998
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5856C, 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, 238923
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 7t
Pattiputra 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 4211, University P. 0. Paiayam, MlRUVANANlHAPURAM 695034 621 17
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCLRTA 700072
tSales Dffice is at,Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Dffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Pnntograph, New Delhi (INDIA).
|
14765.pdf
|
IS 14765 : 2000
Indian Standard
DETERMINATION OF WATER RETENTION CAPACITY
IN SOILS - METHOD OF TEST
KS 13.080
--
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.Junwir), 2000 Price Group 1Soil Quality and Improvement Sectional Committee, FAD 27
FOREWORD
This Indian Standard was adopted by the Bureau of lndian Standards, after the draft finalized by the Soil
Quality and Improvement Sectional Committee had been approved by the Food and Agriculture Division
Council.
The ability of soil to store water is called its water retention capacity. This depends upon the quantity and
arrangement of various sized particles, namely, sand,-silt and clay. Since water is retained in the pores created
by the arrangement of these primary particles, it is more appropriate to define water retention in terms of size,
number and arrangement of pores rather than of particles. The porosity is more for clay than sandy soil. In
swelling soils porosity can not be precisely defined. Similarly, the presence of high organic carbon content
and sodium in the exchange complex modify the water retention capacity of soils. The use of the term
‘capacity’ is, however, misleadin g as the soil-water system is not static but dynamic. The water movement
does not begin or cease at a particular value of soil-water content but is a continuous process. For this reason
the use of soil-water constants such as hygroscopic coefficient point is not preferred as these represent some
arbitrary values. More important is the energy with which water is held in the soil, also termed as the
‘intensity’ parameter. The energy of water in a saturated soil is nearly the same as that of pure free water at
the same temperature and elevation. However, with the decrease in water content of sail, adsorptive and
capillary forces become increasingly important and consequently decrease the potential energy (capacity to do
work) of soil water. The total potential energy of water in soil is divided into four components, namely, (i) the
matric potential, due to attraction of soil matrix for water, (ii) the osmotic potential due to dissolved salts,
(iii) the gravitational potential due to position, and (iv) the pressure potential due to external gas pressure or
water column. In saturated soil the matric potential is negligible, while for unsaturated soils the pressure
potential is negligible.
Matric potential results from forces associated with the coloidal matrix and includes forces associated with
adsorption, capillarity, and curved air-water interfaces. This is defined with respect to a free water at the same
elevation temperature and pressure. It has a negative sign which is often expressed as matric suction or soil
moisture tension. Since the suction and tension terms are themselves negative these are used with a positive
sign.
The soil-water is not equally available to the plants in the entire soil-moisture range from saturation to any
value in the dry range. As the matric potential decreases so is the decrease in water avaitability. The range’of
water potential of agricultural significance is usually from -l/3 (or -l/10 for coarse textured soils to -15 bar
under aerable soil conditions, and between positive heads -15 bar under unaerobic conditions). The particle
and pore-size distributions are reflected in the relationship between water content and water potential of a
soil. The curves showing the relationship are known as ‘soil moisture characteristic curves’. These curves are
not unique in character as they exhibit certain amount of hysteresis due to their dependency on soil structure
but do provide useful information on available water storage capacity of soils, moisture depletion at a
particular suction and basic information regarding soil-water relationships.IS 14765 : 2000
Indian Standard
DETERMINATION OF WATER RETENTION CAPACITY
IN SOILS - METHOD OF TEST
1 SCOPE samples), (3) Balance, (4) Drying oven, (5)
Moisture cans, (6) Syringe or pipette, (7) Sieve
This standard prescribes method for determination of
(2 mm size to prepare disturbed soil samples),
water retention capacity in soils.
(8) Rubber rings 1 cm high and about 6 cm
2 DETERMINAT-fON OF WATER RETENTION diameter to contain disturbed soil samples,
CAPACITY IN SOILS (9) Soil sampling augers to draw disturbed
and undisturbed soil samples, (10) Vacuum
2.1 Principle
desiccator, (11) Motor operated suction pump.
In a saturated soil at equilibrium with free water at
2.3 Procedure
the same elevation, the actual pressure is atmospheric,
and hence the hydrostatic pressure and the suction or 4 Tension Table - In tension table the flexible
tension are zero. As suction is increased or water plastic tubing is tilled with distilled water
pressure becomes higher than atmospheric the largest without any air bubble. It is then placed on a
pores which can not retain water against this movable arm of a stand having a scale. The
exceeding pressure begin to empty. This critical desired suction is created by varying the
suction is called the air-entry suction. Its. value is difference in ~the levels of the fixed Buchner
generally -small and distinct in coarse-textured and funnel at the middle of sample soil core and
well aggregated soils. If suction is further increased, the point of outflow in the flexible tubing.
more water is drawn out of the soil and more of the The undisturbed soil sample is placed on the
relatively large pores will drain cut. In other words saturated sintered disc glass funnel and a good
as each increment of water is lost from the soil,, the contact between the soil and sintered plate
work that must be done to remove the next increment ensured. The soil is fully saturated from
increases (or soil will release water at higher applied underneath by raising the point of outflow of
suctions). The influence of suction to remove a small the flexible water hanging column. After
increment of water is different for each soil as the saturation, cover the buchner funnel to prevent
amount of water retained in soil at equilibrium is a evaporation and lower the point of outflow
tinction of the sizes and volumes of the water-filled until the desired suction is obtained. The
pores and hence it is a function of the matric suction suction may be kept 0, 20, 50, 100, 150 and
or matric potential. This function is determined 200 cm to determine soil water retention
experiementally and represented graphically by a corresponding to 0 (saturation), 0.20, 0.05,
curve known as soil-moisture retention curve, or soil- 0.10, 0.15 and 0.20 bar. At each equilibrium,
moisture characteristic. when the water flow ceases through the
outflow tube of the hanging column, soil
2.2 Apparatus
sample is weighed, over-dried and reweighed
4 Tension Tub/e - Consisting of sintered disc to ascertain the water retention capacity of
glass buchner funnel of diameter aboyt 6 cm the soil at that suction. Usually water retention
and height IO-12 cm, connected to an over- up to 0.2 bar is determined by this method
flow system by means of flexible transparent and beyond this suction it is determined by
plastic tubing. The plate of the funnel is of pressure plate apparatus.
sufficiently fine porosity (G-4) to preclude
b) Pressure Plate Apparatus - Put desired
air-entry over the range of desired suction.
number of rubber rings on the ceramic plate
b) Pressure Plate - (1) Pressure plate apparatus cell. About 12 such rings are accommodated
complete with all fittings including air in one plate cell. Prepare soil samples after
compressor, and with a range of ceramic plate grinding and passing through a 2 mm round-
cells (at least one each for 1 and 15 bar), (2) hole sieve. Pour a representative soil sample
Brass soil retaining rings 3 cm high and about slowly with the help of a spoon into the rubber
6 cm in diameter (as per specifications of the ring. It is better to run a duplicate sample for
soil sampling auger to take undisturbed soil each soil type. Level the samples in the ringsIS 14765 : 2000
and note down the layout of samples placed sieving alter the pore-size distribution,
on the ceramic plate cell. Put excess of water particularly of larger pores, and the water
slowly on the plate cell and allow samples to retention in the low suction range with
saturate at least for 16-20 hours in the disturbed samples may not reveal the true
presence of free water. After this period, information. The undisturbed samples are
remove the excess water from the ceramic taken with the help of specially designed core-
plate with a pipette or syringe. Mount the sampler where there is a provision to
cell in the extractor and connect up the accommodate small rings, 3 cm high and of
outflow tubes. Use the plastic spacers if there about 6 cm in diameter. The core sampler is
are more than one plate cells to be put inside slowly pushed into the soil to the desired depth
the extractor. Close all unused outlet ports through repeated droppings of the hammer
with the plug bolts that are provided. Check on the sampler. This way representative
that ‘0’ ring is in place. Mount lid and screw ) samples from a given depth in the soil profile
down clamping bolts. Build up the desired are obtained. The core containing rings is
pressure in the extractor to the equilibrium disconnected and the rings are slowly pushed
value somewhat slowly. At this point water out. The excess soil protruding from the rings
will start flowing out of the outlet tube and is trimmed off and the soil samples along
continues to flow till equilibrium is reached with rings are wrapped in the polyethylene
inside the extractor. After the equilibrium has envelopes and may be stored in the refrigerator
been attained, the samples can be removed. for use. Rest ofthe procedure for determining
Most soils will approach hydraulic equilibrium water retention capacity is the same as
in one or two days depending upon the soil described for disturbed soil samples. In
type. Slowly permeable soils like alkali soils compact and slowly permeable soils the time
may take longer time. At the close of the run required for saturating the soil samples may
the pressure regulator is shut off and the be extended. It is also desirable to saturate
pressure exhausted from the extractor. The the soil samples in the vacuum desiccator. In
clampling bolts and lid are removed and soil that case the ceramic plate cell along with
samples transferred immediately to the soil samples is put in the vacuum desiccator
moisture boxes. The moisture boxes connected with motor operated suction pump
containing soil samples are weighed in the assembly for about 10 minutes before placing
balance and fresh weight is recorded. The in the extractor.
moisture boxes are put in the drying oven.
2.4 Calculations
The temperature in the oven is maintained at
105- 110°C and samples are dried to a constant The moisture content in the soil sample, after it has
weight at least for 12 hours and reweighed been equilibrated against the applied pressure and
after cooling in a desiccator. Determine the oven dried, is calculated as follows:
tare weight of the moisture cans.
Percent soil moisture content by weight (w)
The procedure is repeated for determining (Weight of wet soil + tare) - (Weight of
water retention at other equilibrium pressures dry soil + tare)
= x 100
to construct the curve over the entire soil-
(Weight of dry soil + tare) - (tare) --
moisture range. It is desirable to determine
soil-water retention at equilibrium pressures Loss in weight on drying (M,,,)
W (Percent) = x 100
of 0, l/50, l/20, l/10, l/3, l/2, 1, 5, 10 and
Weight of oven dry soil (MS)
15 bar. A plot of soil moisture content (on
the X-axis) versus suction (on the Y-axis) is Percent soil moisture content by volume (0)
drawn. Such curves can be drawn for different
w x bulk density (PJ for the soil depth
soil types and water retention at any given =
suction can be obtained from these curves. Density of water (P,)
Also, 0 = w ’ Pb
It is better to make these determinations on Here J%v = 1 g cm”
undisturbed soil samples as grinding and Depth of water in the soil - 0 x soil depth.
2Bureau 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 Abe reproduced in any form
wibout 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. FAD 27 (107).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
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Prinmd at : Prabhat Offset Press, New Delhi-2
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9284.pdf
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IS : 9284 - 1979
Indian Standard
METHOD OF TEST FOR
ABRASION RESISTANCE OF CONCRETE
( Second Reprint DECEMBER 1993)
UDC 666.972.55:620.178.14
@ Copyright 1980
BUREAU OF INDIAN STANDAR-D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR h4ARG
NEW DELHI 110002
Gr3. February I980rs: 9 284 - 1979
Indian Standard
METHOD OF TEST FOR
ABRASION RESISTANCE OF CONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR IT. C. VIYVEWARAYA Cement Research Institute of India, New Delhi
Members
A~~;AL DIRECTOR, STANDARDS Research, Designs & Standards Organization
( Ministrv of RailwavsI I)
’ D&TX DIRECTOR, STANDARDS ’
( B&S ) ( Alternate )
SHRI K. C. ACGARWAL Hindustan Prefeb Ltd, New Delhi
SHRI C. L. KASLIWAI, ( Alternate )
SRRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate )
SIIRI S. K. BANERJEE National Test House, Calcutta
SHRI R. N. BANS.~L Beas Designs Organization, Nangal Township
SRRI T. c. GARB ( il!ternate )
DR N. S. BHAL Structural Engineering Research Centre ( CSIR
Roorkee
CHIEF ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
EXECU~ZIV~E NGINEER
( DESIGNS ) III ( Alternate )
CHIEF ENGINEER ( PROJECTS ) Irrigation Department, Government of Punjab
DIRECTOR, IPRI ( Alternate )
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
DR R. K. GHOSH Cenj;z;hiRoad Research Institute ( CSIR ), New
SRRI Y. R. PHULL ( Alternate I )
SHRI M. DINAKARAN ( Alternate II )
DR. R. K. Gaos~ Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
SRRI P. C. JAIN ( Alternate )
SHRI A. K. GUPTA Hyderadad Asbestos Cement -Products Ltd,
Hyderabad
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombav
SHRI P. J. JANUS ( Alternate )
( Continued on page 2 )
0 Copyright 1980
BUREAU dF 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
nublisher shall be deemed to be an infringement of copyright under the said Act.LS : 9234 - 1379
( Continued frontp ap 1 )
~!iemhers Representing
Dlt I~I~AL Am Engineering Rrscarch Laboratories, Hyderabad
SHRI M. T. KANSB Dircctoratc General of Supplies & Disposals, New
Delhi
SHRI S. R. KULKARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
Snrtr B. T. UNWALLA ( Alternate )
DR MOIIAN RAI Centr$or~~~Iding Research Institute ( CSIR ),
DR S. S. REHSI ( Allernate)
SHRI K. K. NAXBIAR In personal capacity f ‘ Ramanalaya ’ II First Crescent
Park Road, Gandhinagar, Adyar, Madras )
Dn A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SPN GUPTA ( Alt&nate )
SHRI R. V. CKLAPATHI RAO Geological Survey of India, Calcutta
SIIRI S. ROY ( Alternate )
SHRI T. N. SUBRA RAO Gammon India Lrd, Bombay
SHHI S. 12. PINHEIRO ( Alternate )
SHRI ARJUN RIJHSINCHANI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( I ) ( Alternate )
SHRI N. SIVAGURU Roads Wing ( Ministry of Shipping & Transport )
SH~I J. R. K. PRASAD (Alternate)
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN ( Alternate )
SUPERINTENDING E N G I N E E R Public Works Department, Government of
( DESIGNS ) Tamil Nadu
EXECUTIVE ENGINEER ( SM&R
DIVISION ) ( Alternate )
SRRIL.SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alternate )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI Y. K. MEHTA ( Alterm:e )
SHRI D. AJITHA SIMHA, Director General, BIS,( Ex-ojicio Member)
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), BIS
Concrete Subcommittee, BDC 2 : 2
SHRI C. R. ALIMCHANDANI Stup Consultants India Ltd, Bombay
SHRI M. C. TANDON ( Alternate )
SHRI D. CHARRAVARTY Engineers India Ltd, New Delhi
D r: p u T Y DIRECTOR, STANDARDS Research, Designs and Standards Organization
(B&S) ( Ministry of Railways )
ASSISTANT DIRECTOR, STASJDARDS
( M/C ) ( Alternate )
( Continued on page 10 )
2IS : 9284 - 1979
Indian Standard
METHOD OF TEST FOR
ABRASION RESISTANCE OF WNCRETE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 30 October 1979, after the ~draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Abrasion resistance of concrete can be one of the measures of its
durability. Deterioration of concrete surface may occur due to abrasion
by sliding, scraping, percussion or action of abrasive materials carried
by water. Therefore, it becomes difficult to ‘assess the abrasion resis-
tance of concrete, as the mode of abrasive action in each case may vary,
but evaluation of relative resistance of concrete surfaces is possible.
0.3 This standard describes the method of assessing the relative resis-
tance of concrete surfaces by finding the abrasion loss of the specimen
subjected to an abrasive charge. The procedure laid down in this
standard approximately simulates abrasion under physical effects suffered
by concrete pavements ( roads and air-fields ), industrial floors, railway
platforms, dock-yards, footpaths, ~etc. This applies generally for normal
weight concrete with a density of 24-26 kN/ma. Tentative suggested
values of permissible abrasion loss for different concrete surfaces are
given in Appendix A for broad guidance only.
0.3.1 The method of test covered in this standard may also be
applied to assess the abrasion resistance of surfaces made up of materials,
such as stone and cement mortar.
0.4 .‘The Committee responsible for the preparation of this standard has
taken into consideration the practices followed in this country in
conducting test for determining abrasion resistance of concrete. Due
weightage has also been given to the need for international co-ordination
among the standards and practices prevailing in different countries of the
world.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
3IS : 9284 - 1979
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 rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers determination of abrasion resistance characteris-
tics of concrete under physical effects only by subjecting it to the
impingement of air-driven silica-sand using lo-cm concrete cubes.
2. WORKING PRINCIPLE
2.1 The surface of the concrete cubes is subjected to impingement of an
abrasive charge ( see 3.3). As a result, abrasion of the concrete surface
of the cubes occurs and resulting loss in mass of the cubes is taken as the
abrasion loss of concrete.
3. APPARATUS
3.1 Scale -The scale shall have a capacity of 5 000 g or more. The
permissible variation at a load of 5 000 g shall be 15 g.
3.2 Pneumatic Sand Blasting Cabinet
3.2.1 T$e pneumatic sand blasting cabinet consists of a wooden cabinel
with a tightly closing door ( see Fig. 1 ). A high carbon steel nozzle, the
axis of which is vertical, shall fit through the top of the cabinet. While
the inside ~diameter of the nozzle shall be 1.7 & *006 cm, the internal
diameter of the nozzIe tip shall be 0.8 & ‘003 cm. The body of the nozzle
tip shall be push-fit to the body of the nozzle and be replaceable. The
length of the nozzle along with the tip shall be 15 cm and shall be fitted
on the cabinet such that the distance between the tip of the nozzle and
the surface of the concrete sample shall be 5 f -02 cm. An ZUXIUlaJ
copper or brass air tube of 0’48 cm in diameter shall be provided inside
the nozzle. Beyond the nozzle, the diameter of the air tube shall changt
smoothly to a diameter of I.7 cm. Inside the nozzle, the tube shal
end at a distance of 2 cm from the tip of the nozzle. Four
number 0.48 cm diameter holes shall be provided on the side of the nozzh
immediately below the collar of the nozzle for passing sand into the nozzle.
Sand is drawn into the nozzle by suction caused by the high air velocit)
at the nozzle tip.
*Rule for rounding off numerical valuw ( revised).
4.IS:9284-1979
FIG. 1 PNEUMATIC SAND BLASTING CABINET SHOWING THE CRADLE
3.2.2A conical galvanized iron hopper shall be provided at the top of
the cabinet for holding the charge of sand driven by air pressure. The
nozzle shall be passed through the bottom of the hopper and also through
the top of the cabinet such that the sand inlet holes are located at the
bottom of the hopper. Where the nozzle passes through the top of the
cabinet, the pertinent portion there shall be threaded. A lock nut and
washer combination fixes the whole nozzle assembly to the cabinet. A
pressure gauge shall be fitted to the copper or brass air tube to record
accurately the air pressure as close to the nozzle as possible. The tube
shall be connected to a compressor with pressure control device giving a
supply of air at a pressure of 0‘14 N/mm2 as recorded in the pressure
gauge. The angle of the cone of the hopper shall be such that the sand
runs down the sides on its own as it is being fed into the cabinet. The
dimensions of the apparatus are given in Fig. 2.
5IS : 9284 - 1979
SAND
--- ----
CONTAINER
0RASS
FERRULE -
4 HOLES
EQUI-SPACED,+ b.8
WASHER FACED /’
-LOCK NUT -
‘$r6 COPPER TUBE -
All dimensions in millimetrcs.
l%. 2 DIMENSIONS OF THE NOZZLE
..IS : 9284 - 1979
3.2;3 The specimen carrier shall be mounted on a cradle, that can
be moved below the nozzle between two fixed points by means of a
manually operated handle ( see Fig. 1 ). The distance between the fixed
points for movement of the cradle shall be 17 cm. The angle of the
c,rrrier and the cradle shall be 10 degrees to the horizontal SO that the
face of the concrete specimen under test is presented to the direction of
th- nozzle jet at an angle of 10 degrees to vertical. The position of the
cradle shall be such that the tip of the nozzle remains approximately
2.5 cm away from the edge of the specimen (10 cm cube). This will
enable making two impingements on the same surface by rotating the
spdcirnen by 180”.
3.2.4 Provisions shall be made to collect the used charge of sand and
the dust emanated from the concrete wear from the bottom of the
c:!binct.
3.8 Abrasive Charge - The charge of sand driven by air pressure and
used for abrading the concrete surface is termed as the abrasive charge.
It’ shall conform to IS : 650-1966* but graded to Ipass l.OO-mm IS sieve
and retained on O-50-mm IS sieve. The charges can be reused after
deving through 0*50-mm IS sieve.
4. OPERATING CONDITIONS
4.1 The following operating conditions shall be kept for determining the
abrasion loss of concrete:
a ) Operating air pressure shall be 0.14 N/mmz,
b) Abrasive charge shall be as stipulated in 3.3,
cl The quantity of charge shall be 4 000 g for each impingement,
and
4 Abrasion loss of specimen shall be taken as the loss in mass in
grams for two separate impressions on the same face of the
concrete cube under test.
5. PREPARATION OF SPECIMENS
5.1 The 10 cm cube concrete specimens, duly cured for 28 days or as
received, shall be placed in an oven at 50°C for 24 hours and thereafter
removed for test. The scrrface of the specimen shall be rubbed with
emery paper to remove cement laitance and expose aggregate grains,
before conducting the test.
*Standard sand for testing of cement (first rez,ision).
7IS : 9284- 1979
6. PROCEDURE
6.1 The weighed, dry specimen shall be placed on the specimen carrier
( see 3.2.3) with the surface ( any one out of the four smoother vertical
surfaces of the cube, that were in contact with the mould ) to be tested
facing the nozzle tip. The nozzle tip shall be at the middle of the half
side of the cube ( that is, 2.5 cm away from the edge of the specimen ).
The surface shall then be exposed to blast for the full charge of sand
( 4 000 g ). During the process, the cradle shall be moved slowly between
the two fixed points ( see 3.2.3 ) by the handle provided there for. The
test shall be repeated on the same surface after rotating the sample by
1809 on the horizontal plane thus enabling two impressions to be made
on the same surface. After the test is over, the sample shall be removed,
cleaned and weighed to determine the loss of mass in grams for one
surface of the sample.
6.2 This procedure shall be repeated on the other three vertical surfaces
( see 6.1) of the same sample.
6.3 Three cube specimens ( of the same lot or as received ) shall be tested
to determine the abrasion loss of concrete.
7. CALCULATION
7.1 The loss in mass of the sample for each surface shall be calculated
as follows:
where
m - loss in mass in g,
ml = mass of the specimen before each test in g, and
m2 = mass of the specimen after each test ( on one surface
with two impressions ) in g.
8. REPORT
8.1 The abrasion loss of concrete shall be reported as the average of the
results obtained for the 12 surfaces ( that is 4 surfaces each of 3 cubes ),
to the nearest 0.01 g and expressed as percent loss.
8IS : 9284 - 1979
APPENDIX A
( Clause 0.3 )
TENTATIVE SUGGESTED VALUES OF ABRASION LOSS
A-l. The following maximum values of abr;tsion loss for the different
categories of concrete surfacings have been tentatively suggested for broad
guidance only.
s-1N o. Surfacing Category Maximum Values of ,lBlnsif/:i
Loss, Percent Loss
i\ Concrete Pavement:
a) With mixed tra& including il.on-
tyred traffic 0.16
b) With pneumatic tyred traffic only 0.2.4
ii) Factory floors 0.16
iii) Dockyard 0.16
iv) Railway platform O-24
v) Footpath 0.40
9IS t 9284 - 1979
( Continuedfrom page 2 )
Members Representing
DIRECTOR Engineering Research Laboratories, Hyderabad
DIRECTOR ( C&MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C&MDD ) ( Alternatc )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ).
Roorkee
SIIRI A. S. P~asavr RAO ( Alternate)
DR R. K. GHOSH Cent;ilhyoad Research Institute ( CSIR ), New
SHRI M. R. CI~A-J’TERJXE( Alternate)
SHXI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. V. TIGAI~ ( Aflrrmale )
Snar J. S. HINGO~ANS Associated Consulting Services, Bombay
SHRI A. P. REMEDIOS ( Alternate )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI M. R. VIN.\YAKA f .Ilternatc J
SHRI K. K. Klrarr~a fiational Buildings Organization, New Delhi
SHRI K. S. SRINIVAS.\N (Alternate 1
SHRl K. K. NAhlnlAR rh personal capacity ( ‘ Ramanala~a ’ II First
Crescent Park Road, Gandhinagar, Aajar, Madras )
SHRI S. R. PIN IIB~RO Gammon India Ltd, Bombay
SHRI G. P. SAJIA ( .4lteruatc )
SHRl N. S. Ranr.4sw.mv Roads Wing ( Ministry of Shipping & Transport )
SHIU R. P. STKKA ( .lltcmntc )
SHRI M. P. ~AJAP.4’l’HP R.40 Public Works and Housing Department, Bombay
s I~PERINTI~NI)I S(: E N G I N E & R Central Public Works Department, New Delhi
i DE~IONS 1
lkIwUT;vK ENGINEER
( Tlxs~sas ) III ( .iZtcrnate )
DR c:. .\. T.\w.l.4 Cent;~or~t~lding Research Institute ( CSIR ).
Saw B. S. Gt;lv.4 ( .Uternate )
ssJ1HI B. ‘r. UN\YAI.L.\ The Concrete Association of India, Bombay
Smtr Y. K. MEJ~TA ( :llternate )
DIX H. C. VISVESV.4 I( AYA Cement Research Institute of~ladia, New Delhi
L)J~ A. K. MULLIC’K ( dlternate )
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 Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 ~Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
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I
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BOMBAY 400093
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I
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BHOPAL 462003
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531’6. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
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HYDERABAD 500001
6347;
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t 6 98 32
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( 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
/nspaction 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. Princep 27 88 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty phambers, Grant Road, 89 85 28
Bombay 400007
$Sales Office in Bangalore is at,Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
1
-... ^
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1200_16.pdf
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IS : 1200 ( Part XVI ) - 1979
( Reaffirmed 1992 1
Indian Standard
METHODS OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XVI LAYING OF WATER AND SEWER LINES
INCLUDING APPURTENANT ITEMS
( Third Revision )
FourthR eprint FEBRUARY 1998
UDC 69.003.12 : 696.1
8 Copyright 1979
BUREAU OF INDIAN STANDARDS
htANAKB HAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 loo02
Gr 2 November 1979
.IS : 1200 (Part XVI ) - 1979
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XVI LAYING OF WATER AND SEWER LINES
INCLUDING APPURTENANT ITEMS
( Third Revisim )
Civil Works Measurements Sectional Committee, BDC 44
Chairman Representing
SHRI S. R. NAIR Engineer-in-Chief’s Branch, Army Headquarters
Members
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHRI T. V. SITARAM ( Alternate )
SHRI S. K. CHAKRABORTY Commissioner for the Port of Calcutta, Calcutta
CHIEF ENGINEER ( R & B ) Public Works Department, Government of Haryana
SUPERINTENDING ENGINEER
( P & D ) ( Alteinate)
DIRECTOR Irrigation Research Institute, Roorkee
DIRECTOR ( R & C ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( R & C ) ( AIternate )
SHRI P. N. GADI Institution of Surveyors, New Delhi
SHRI P. L. BHUIN ( Alternate)
SHRI G. K. C. IYENGAR Heavy Engineering Corporation Ltd. Ranchi
SHRI M. L. JAIN National Industrial Develooment Cornoration Ltd.
New Delhi
SHIU K. K. KHANNA National Buildings Organization, New Delhi
SHRI A. K. LAL t Alternate I
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 )
SHR~ B. S. MATHUR Roads Wing ( Ministry of Shipping t Transport )
SHRI A. D. NARAIN ( Alternate )
SHRI R. S. MOORTHY Gammon India L<d, Bombay
SHRI H. D. MATANGE ( Alternate )
(Continued on page 2 )
0 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 wrltten permission of
the publisher shall be deemed to be an infringement of copyright under the said Act.
‘.
.IS : 1200 ( Part XVI ) - 1979
( Continuedf rom page 1 )
‘Members Representing
SHIU C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
SHIU B. C. PATEL ( Alternate )
SHRI V. G. PATWARDHAN Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. G. KARMARKAR ( Alternate )
SHRI RADHEY SHIAM Hindustan Steelworks Construction Ltd, Calcutta
_*.
&RI P. 3. HaRr RAN nmdustan Construction Co Ltd, Bombay
SHIXIN . M. DASTANE( Alternate )
SHRI K. K. SACHDEv Hindustan Prefab Factory Ltd, New Delhi
SHI~IG . B. SINGH ( Alternate )
SHN P. B. SATHE Public Works & Housing Department, Government
of Maharashtra
SEDER CIVIL ENGINEER( P & D ), Railway Board ( Ministry of Railways )
SHRI B. K. SHAH Bombay Port Trust, Bombay
DR R. B. SINGH Banaras Hindu University, Varanasi
SHRI S. SRINIVASAN Hindustan Steel Ltd. Ranchi
SUPERINTENDINGE N G I N E E R, Irrigation Department, Government of Haryana
MANAK CANAL CIRCLS
SUPERINTENDINGE NGINEER
( JLN CIRCLE No. 1 ) ( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( 4Vl )
SURVEYOR OF WORKS (I)
( AVI ) ( AIfernate )
SHRI J. C. VERMA Bhakra Management Board, Nangal Township
SHRI I. P. Punr ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 (. Ex-officio Member )
Didctor ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg ), BIS
2IS : 1200 ( Part XVI ) - 1979
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART XVI LAYING OF WATER AND SEWER LINES
INCLUDING APPURTENANT ITEMS
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XVI ) ( Third Revision ) was adopted by
the Indian Standards Institution on 31 May 1979, after the draft finalized
by the Civil Works Measurement 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. The methods being
followed for the measurement are not uniform, and considerable differences
exist between the 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 the administrative and financial organisation with the departments
responsible for the work, a unification of the various systems at the
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 inadequate understanding
of the various systems followed.
0.3 Among the various civil engineering items, measurement of building
had been the first to be taken up for standardization and this standard
having provisions relating to building works, was first published in 1958
and was revised in 1964.
o V .7L I I Ln A . tbhLe.1 YP~”Y,,I~OP”P “nXf I“IYPU~~bO” P“n If tLhl1;cl. JUr tCanYrnlcIuxUrrLlU h“J., w.ca&rIin,“.U,~U “c“.IcI,.nYc3tCrrAr”rVt;Ir,\“nn n ucga”n“acm,cr~-i ca.
in~the country, several clarifications and suggestions for modifications were
received and as a result of study, the tP:hnical committee responsible for
this standard decided that scope of this standard besides being applicable to
building should be expanded so as to cover method of measurement
applicable to civil engineering works like industrial and river valley project
works.
3IS: 1200 (&rt XVI)- 1979
0.5 sCt&e measurement of each type of trade is not related to one another,
and &is&, to facilitate the second revision of IS: 1200-1964*, the Sectional
Committee decided that each type of trade as given in IS : 1200-1964* be
iWt%l separately as different parts. This will also be helpful to the specific
~rs in various trades in using the standard. This part covering the
method of measurement of laying of water and sewer lines including
appurtenant items applicable to building as well as civil engineering works
was therefore issued as a second revision 1969. The third revision has been
taken up so as to keep the provisions conform to the latest practice.
0.6 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 the measurement, shall be rounded off in accordance with
IS : 2-1960t. 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 ( Part XVI ) covers the method of measurement of laying
of water and sewer lines; and other appurtenant items of work, involved in
the execution of water suppiy and sewerage projects.
N~TB - The method of measurement of water supply, plumbing and drains is
covered in IS:1200 (Part X1X)-1970$.
2. GENERAL RULES
2.1 Clubbing of Items - Items may be clubbed together, provided these are
on the basis of detailed description of items as stated in the standard.
2.2 Booking of Dimensions-In booking dimensions, the order shall be
consistent 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 the required shape and size, setting, fitting and fixing in
position, straight cutting and waste, and other incidental operations.
2.4 Dimensions-All work shall be measured net as fixed, to the nearest
0.01 metre, unless otherwise stated hereinafter.
2.5 Bills of Quantities -Items of work shall fully describe the materials
and workmanship, and accurately represent the work to be executed.
*Method of measurement of building works ( revised ).
tRules for rounding off numerical values ( revised ).
fMethod of measurement of building works: Part XIX Water supply, Iplumbing,
drains and sanitary fittings.
4IS:1200 (Part XVI)-1979
2.6 Work to be Measured Separately - Work executed in the following
conditions shall be measured separately.
a) Work in or under water,
b) Work in liquid mud,
c) Work in or under foul positions,
d) Work interrupted by tides.
2.6.1 The levels of high and low water tides, where occuring, shall be stated.
2.6.2 Where special pumping, due to causes other than rains, and sub-
soil water, is resorted to, the same shall be measured separately, unless
otherwise stated, in kilolitres .of water against a separate specific provision(s)
made for this purpose [see 2.7 of IS : 1200 ( Part X+1974* 1.
2.7 Measurement in Stages - Work shall be measured under the following
categories in convenient stages stating the height or depth.
a) Below ground/datum line, and
b) Above ground/datum line.
NOTE - Ground/datum line shall be specified in each case.
2.8 Excavation and Earthwork - Method of measurement for excavation
and earthwork for laying pipelines and other allied works shall be as given
in IS : 1200 ( Part I )-1974”.
2.9 Red, Benchings and Covering - Method of measurement for beds,
benchings and covering shall be as given in similar item in IS: 1200
( Part II )-1974t.
3. METHOD OF MEASUREMENT OF WATER LINES
3.1 Pipes shall be classified according to their diameter, length of each pipe,
kind of material, the quality of pipe and the method of jointing, and shall
be measured in running metres inclusive of all joints. The measurement
shall be taken along the central line of the pipes and fittings or specials.
All fittings or specials shall be enumerated separately as extra over the
I
pipes. Cutting and jointing the pipes to such fittings or specials shall be
deemed to be included with the item of fittings or specials.
3.1.1 Alternatively, pipes shall be classified according to their diameter,
kind of material quality of the pipe and shall be measured in running
metres. The measurement shall be taken along the central line of the pipes
and in between the fittings or specials. All joints, fittings or specials shall
be fully described and enumerated separately. Cutting of pipes for jointing
to such fittings or specials shall be deemed to be included with the item of
fittings or specials.
*Method of measurement of building and civil engineering works: Part I Earthwork
( third revision ).
tMethod of measurement of building and civil engineering works: Part II Concrete
work ( third revision ).
5IS: 1200 (Part XVI) - 1979
3.2 Suspended Dips and vertical pipes shall be so described and the
supports and other fixing arrangement ( see 3.4.2 ) measured separately.
3.3 Testing - The measurement for testing of the pipelines shall be in
running metres, unless otherwise stated.
3.4 Miscellaneoss Works
3.4.1 The valve cistern, public fountain platforms, fire hydrants, etc, shall
be fully described and enumerated.
3.4.2 All other miscellaneous works, such as supports like hangers,
pillars, crossing of railway lines and culverts, cutting and reconditioning of
pavements, deviation ,of pipeiines and cabies, aai’s mmdn--rPlin--gr ’-f- atid RCOiistriiC-
tion of masonfy works shall be measured as recommended in relevant
Indian Standards.
4. METHOD OF MEASUREMENT OF SEW’ER LINES
4.1 Sewer lines shall be classified according to their diameter, length of each
pipe, kind of material, the quality of pipe and the method of jointing, and
shall be measured in running metres inclusive of all joints. The measure-
n)ent shall be taken along the central line of the sewers and fittings or
specials. All fittings or specials shall be enumerated separately as ‘extra-
_..__, rL_ . ^__._^^ fi..*c:.., ,..A :,.:..r:,, .l., na..,arn .a “..,.I. fit,:,,” ,._ n,,&-.:n,r
“VW Ulc DCWCIS.L UrrUlg ilL1U,“ ‘L’L”‘&L UGD GWGILJ” JUtill Urr,rrl;J “1 JpGti,olJ
shall be deemed to be included with the item of fittings or specials.
4.1.1 Alternatively, sewers shall be classified according to their diameter,
kind of material, quality of the pipe and shall be measured in running
metres. The measurement shall be taken along the central line of the sewers
and in between the fittings or specials. All joints, fittings or specials shall
be fully described and enumerated separately. Cutting and jointing of
sewers to such fittings or specials shall be deemed to be included with the
item of fittings or specials. 1
4.2 Manholes -The manholes and the inspection chambers shall be
.measured in detail as recommended in relevant Indian Standards.
4.2.1 Alternatively, the manholes and inspection chambers shall be
described and enumerated. They sha!l be classified into different groups
depending upon the depth, such as, up to half metre depth, half to one, one
to two, two to three and so on. The depth of the manhole shall be the
distance between the top of the manhole cover and the invert of the main
drain.
6IS : 1200 (Part XVI)- 1979
4.3 Appurtenant Items
4.3.1 Ventilating shafts, pumping mains and other appurtenant items of
work shall be described and enumerated. Alternatively, these items shall be
measured in detail as recommended in relevant Indian Standard.
4.3.2 For all other miscellaneous items of work, the method given
in 3.4.2 may be followed.
4.4 Testing - Measurement for testing of sewers shall be in running metres
between manholes.
1
7BUREAU OF INDIAN STANDARDS
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234962, 91 113239399, 91 113239362
Telegrams : Manaksanstha
(Common to all Offfces)
cmt& LabofaZofy: Telephone
Plot No. 2019, 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/l4 CIT Scheme VII M, VIP Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 603643
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakafaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 490093
Branch OIwces:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. AHMEDABAD 380001 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
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 0. 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
Patliputra Industrial Estate, PATNA 806013 26 23 05
T. C. No. 14/1421, University P 0: Pa--la-Iv--e-r n 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Buifding, 1332 Shiv@ 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
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Prtntlng Press, Khurja. lndla
._._ -...
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13142.pdf
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IS 13142 : 1991
(Reaffirmed 2001)
Edition 1.1
(1992-11)
Indian Standard
PROFORMAE FOR REPORTING PROGRESS
OF BENEFITS CREATED BY RIVER
VALLEY PROJECTS
(Incorporating Amendment No. 1)
UDC 651.72 : 627.81
© 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 1River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee,
RVD 6
FOREWORD
This Indian Standard was adopted by Bureau of Indian Standards, after the draft finalized by the
River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee
had been approved by the River Valley Division Council.
Proformae for reporting progress of benefits for river valley projects are being submitted to
concerned authorities in different patterns and formats. Necessity for some kind of uniformity in
presentation has been felt since long. This standard is proposed to serve as a guide to achieve this
object.
This edition 1.1 incorporates Amendment No. 1 (November 1992). Side bar indicates modification
of the text as the result of incorporation of the amendment.IS 13142 : 1991
Indian Standard
PROFORMAE FOR REPORTING PROGRESS
OF BENEFITS CREATED BY RIVER
VALLEY PROJECTS
1 SCOPE 2 GENERAL
1.1This standard provides guidance regarding 2.1Two types of proformae are given. The
presentation of proformae for reporting Proforma A gives irrigation potential crop-wise
progress of benefits from irrigation by river and the Proforma B deals with utilization of
valley projects. water and revenue receipts.
PROFORMA A
( Clause 2.1 )
Year of Report....................
The Irrigation Potential Crop-Wise/Area-Wise
Name of District Perennial Two Seasonal Kharif Rabi H.W. Total
(1) (2) (3) (4) (5) (6) (7)
— — — — i)
ii)
iii)
iv)
v)
— — — — i)
ii)
iii)
iv)
v)
i)On full development (only when project under construction)
ii)Created by................... Month and...................... year,
iii)Likely additional creation during year.....................
iv)
v)
1IS 13142 : 1991
PROFORMA B
( Clause 2.1 )
Year of Report..............
Utilization of Water and Revenue Receipts
District Description Crop-Wise Utilization in Thousand Ha Revenue Revenue receipts in Remarks
lakhs of rupees
Pere- Two Kharif Rabi H.W. Total Gene- Current Arrear
nnial Seasonal rated
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
Total of Dist.
Note a)Potential available by ............... and utilization during year.
b)Potential available by ............... and estimated utilization during year.
c)Estimated potential available by ............ and estimated utilization during year.
2
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 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. RVD 6 (4655)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 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.
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11813.pdf
|
IS : 11813- 1986
Indian Standard
METHOD FOR DETERMINATION OF
SOIL RESISTANCE AND SOIL RELEASE
EFFICIENCY OF FINISHED TEXTILE FABRICS
Chemical Methods of Test Sectional Committee, TDC 5
Chairman Representing
DR (KUMARI) M. D. BHAVSAR The Silk & Art Silk Mills’ Research Association,
Bombay
Members
SHRI JAMSHED D. ADRIANWAL~ The Tata Mills Limited, Bombay
DR V. G. AGNIHOTRI National Peroxide Ltd, Bombay
SHRI S. R. ANANTHAKRISHNA> ETTY Binny Limited, Madras
SHRI A. J. KADAVAN ( AIternate j\
SHR~ P. K. BASU Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SHRI A. K. SACGAL ( Alternate )
SHR~ M. L. BEHRANI Ministry of Defence ( R & D )
SHRI K. KAS~LJRIA ( Alternate )
SHR~ C. BHATTACHARYA Indian Petrochemicals Corporation Ltd, Vadodara
SHRI D. K. CHATTOPADHYAY ( Alternate )
DR D. K. DAS National Test House, Calcutta
SHRI N. C. CHAT~ERJEE ( Alternate )
SHRI K. S. DESIKAN Office of the Textile Commissioner, Bombay
SHRI PAUL LINGD~H ( Alternate )
DIRECTOR, WEAVERS’ SERVICE Development Commissioner for Handlooms,
CENTRE, BOMBAY New Delhi
SHRI M. D. D~XIT The Bombay Textile Research Association,
Bombay
SHRI D. K. SINHA ( Alternate )
DR V. G. KHA~DEPARKAR Cottognomb~ychnological Research Laboratory,
SHRI P. K. KHERE Central Excise & Customs ( Ministrv of Financ~e. ),,.
New Delhi
( Continued on page 2 )
@I 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:11813-1986
( Continrted from page 1 )
Members Representing
DR B. R. MANJUNATHA Intexa India, Bombay
SHRI SUNIL S. MEHTA Silk & Art Silk Mills’ Association, Bombay
DR A. K. MUKHERJEE . Indian Jute Industries’ Research Association,
Calcutta
SHRI H. B. NAGORIA Man-Made Textile Research Association, Surat
SHRI S. R. DESAI ( Alternate )
DR ( SHRIMATI ) U. NANDLJRKAR Wool Research Association, Bombay
DR S. N. PANDEY Cotton Technological Research Laboratory
( ICAR ), Bombay
KUMARI I. G. BHATT ( Alternate )
DR ( SHRIMATI ) G. R. PHALGUMANI Textiles Committee, Bombay
SHRI M. S. RATHODE National Textile Corporation, New Delhi
SHRI P. P. CHECKER ( Alternate )
REPRESENTATIVE Crescent Dyes & Chemicals Ltd, Calcutta
DR R. K. SAXENA Ministry of Defence ( DGI )
SHRI D. K. SRIVASTAVA ( Alternate )
SHRI J. J. SHAH The Bombay Millowners’ Association, Bombay
SHRI JAMNADAS K. SHAH The Arvind Mills Limited, Ahmadabad
SHRI I. M. PATEL ( Alternate )
SHRI K. G. SHAH Ahmedabad Manufacturing & Calico Printing Co
Ltd. Ahmadabad
DR J. I. SETALWAD ( Alternate )
SHRI S. S. TRIVEDI Ahmedabad Textile Industry’s Research Associa-
tion, Ahmadabad
SHRI J. N. VOHRA Punjab State Hosiery & Knitwear Development
Corporation Ltd, Chandigarh
SHRI P. T. BANERJEE( Ahernate )
SHRI R. I. MIDHA, Director General, BIS ( Ex-officio Member )
Director ( Tex )
Secretary
SHRI M. S. VERMA
Deputy Director ( Tex ), BIS
Chemical Test Methods Subcommittee, TDC 5 : 14
Convener
SHRI S. S TRIVEDI Ahmedabad Textile Industry’s Research Associa-
tion, Ahmadabad
Members
SHRI D. K. JAIN ( Alternate to
Shri S. S. Trivedi )
DR V. G. AGNIHOTRI National Peroxide Ltd, Bombay
SHRI K. S. DESIKAN Office of the Textile Commissioner, Bombay
SHRI PAUL LINGD~H ( Alternate )
( Continued on page 11)IS:11813-1986
Indian Standard
METHOD FOR DETERMINATION OF
SOIL RESISTANCE AND SOIL RELEASE
EFFICIENCY OF FINISHED TEXTILE FABRICS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 15 October 1986, after the draft finalized by the Chemical Methods of
Test Sectional Committee had been approved by the Textile Division
Council.
0.2 The soiling of textile fabrics is one of the most difficult problems asso-
ciated with their use. Cotton and cellulosic fabrics do not pose a severe
problem of soiling because of their high moisture regain. Nevertheless,
the resin finished cellulosic fabrics and fabrics rich in synthetic fibres pose
a severe problem of soiling during their usage. The soiling of fabrics is
due to: ( a ) interfacial attraction or Van der Wall forces, ( b ) electrostatic
attraction, ( c ) mechanical forces, and ( d ) hydrophobicity of the fibres.
0.3 The soil is mainly of two types, namely, dry or particulate soil and oily
or greasy soil. The former which includes particles of dust, sand, earth,
soot, metallic oxides and carbon with tarry substances may be hydrophilic
( metallic oxides ) or hydrophobic ( carbon ) in nature. The latter includes
glycerides, long chain fatty acids and alcohols, lubricating oil, etc, which
are mostly hydrophobic.
0.4 This Indian Standard prescribes a method for determination of soil
resistance and soil release efficiency of finished textile fabrics and garments
for both types of soil as mentioned above. In normal use, both types of
soils may be present on the fabric. It is, therefore, advisable to test the
fabric for both types of soil before use.
0.5 For evluation of soil resistance and soil release efficiency of the fabric,
synthetic soils are used for soiling purpose. Ferric oxide and carbon black
in fine powder form are employed as particulate soil whereas used lubricat-
ing oil SAE 40 is employed as oily soil. In the absence of a standard used
lubricating oil, it is recommended to use a standard oil and add to it 10
percent of carbon black particles of standard mesh size of 20 to 25 nm.
3The latter is hydrocarbon based and is similar to natural soiling encounter-
ed in actual usage as it contains carbon particles dispersed in oil phase.
The properties of these soils are given in Table 1 ( see 5.1 ).
0.6 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, expressing the
result of a test, is to be rounded off, it shall be done in accordance with
IS : Z-1960*.
1. SCOPE
1.1 This standard prescribes a method for determining soil resistance and
soil release efficiency of finished textile fabrics and garments.
1.2 The method can also be used to assess the relative washing efficiency
of surfactant auxiliaries.
2. PRINCIPLE
2.1 A specimen of the fabric under test is soiled with synthetic soil, wash-
ed under prescribed conditions and dried. Simultaneously, a control
specimen and a control washed specimen are taken from the fabric under
test. The soil resistance and soil release efficiency of the fabric is deter-
mined as described in 7.3.
3. SAMPLING
3.1 Lot - The quantity of one definite type and quality of a fabric or
garment delivered to a buyer against one despatch note shall constitute a
lot.
3.2 Sample shall be drawn so as to be representative of the lot.
3.3 Sample drawn in compliance with the material specifications or as
agreed to between the buyer and the seller to evaluate soil resistance and
soil release efficiency of the textile fabric in the lot shall be held to be
representative of the lot.
4. APPARATUS
4.1 An accelerator consisting of a rotor capable of rotating at 1 600 rpm.
The rotor consists of motor to which a shaft is attached. The shaft carries
two arms at the end which are enclosed in a circular chamber having a
door. A hole is provided on the upper part of this chamber for pouring
particulate soil.
*Rules for rounding off numerical values ( revised ).
4IS : 11813- 1986
NOTE - Ac&erotor type AB 7 of Atlas Electric Device Co, Chicago, USA may
be used without the liner. Other similar instruments capable of producing consistent
results may also be used. This type of instrument can be fabricated with little
efforts.
4.2 A gas tight micrometer syringe to apply oily soil on the fabric with an
accuracy of 0.01 ml. .
4.3 A launderometer for Hashing the specimen.
4.4 A drying oven in which temperature can be maintained at 70 &- 5°C.
4.5 A spectrophotometer used in colour matching systems.
4.6 A white plate coated with barium sulphate.
5. QUALITY OF REAGENTS
5.0 Unless otherwise specified, pure reagents shall be employed in the
tests. Distilled water ( see IS : 1070 - 1977” ), where the use of water as
a reagent is intended, shall be used.
NOTE - ‘Pure chemicals’ shall mean the chemicals which do not contain impurities
that affect the experimental results.
5.1 Soil - Ferric oxide or carbon black in fine powder form is used as
particulate soil, whereas lubricating oil SAE 40 conforming to IS :
496 - 19827 or IS : 10356 - 1982: after it turns black during usage, or any
other equivalent oil is employed as oily soil. The details of dry particulate
and oily soils are given in Table 1.
TABLE 1 PROPERTIES OF SOILS TO BE USED
( Cfauses 0.5, 5.1 a&7.1.2.2)
PROPERTY USED LUBRICATING FERRIC CARBON
2. OIL OXIDE BLACK
i) Physical nature Liquid Powder Powder
ii) Chemical nature Hydrophobic Hydrophilic Hydrophobic
iii) Colour Black Red Black
iv) Density ( g/cm* ) 0.91 9 0’01 -
v) Viscosity ( cps ) 275
vi) Particle size ( microns ) - 0’3 to 1% 2 to 4
*Specification for water for general laboratory use ( second revision ).
tspecification for automotive internal combustion engine lubricating oils (fourth
revision ).
fbpecification for automotive internal combustion engine lubricating oils from base
stocks of mixed crudes.
5IS : 11813 - 1986
5.2 A non-ionic detergent based on ethylene oxide condensate for washing,
conforming to Type 2 of IS : 9458 - 1980*.
Nom - The detergent selected should be capable of working at 50 f: 5°C satis-
factorily.
5.3 Carboxymethyl Cellulose ( CMC ) - Sodium salt to prevent redeposi-
tion of soil during washing.
5.3.1 CMC normally used in sizing and printing of textiles is suitable.
6. PREPARATION OF SPECIMEN
6.1 From the sample as selected in 3.2, cut twelve specimens of 10 x 10
cm size.
6.2 Take four of the twelve specimens as obtained in 6.1 and mark them
as control specimens. Mark the other eight specimens as test specimens.
7. PROCEDURE
7.1 Soiling of the Specimens
7.1.1 Method for Particulate Soil
7.1.1.1 Take four test specimens ( see 6.2 ) and weigh each of them
nearest to one mg.
7.1.1.2 Weigh the particulate soil exactly 5 percent on the bone dry
mass of the two test specimens.
7.1.1.3 Keep the arms of the accelerator in horizontal position and
place the two test specimens one on each arm.
7.1.1.4 Secure the door of the chamber tightly and pour the calculated
and weighed amount of soil ( see 7.1.1.2 ) inside the chamber through a
hole situated in the upper part of the chamber.
7.1.1.5 Switch on the rotor and maintain its speed at 1 600 rpm for
one minute. This simulates deposition of airborne soil on the test speci-
mens. Take out the uniformly soiled test specimens and keep them aside
for spectrophotometric measurement and washing.
7.1.1.6 Repeat the procedure from 7.1.1.2 to 7.1.1.5 for remaining
two test specimens as obtained in 7.1.1.1 ( see Note 1 under 7.1.2.6 ).
*Specification for synthetic detergents for washing woollen and other delicate
fabrics.
6IS : 11813- 1986
7.1.2 Method for Oily Soil
7.1.2.1 Take the other two test specimens ( see 6.2 ) and weigh each
of them nearest to one mg.
7.1.2.2 Calculate the amount of ‘used lubricating oil’ ( see 5.1 ) 45
percent on the mass of the test specimens and convert it into ml taking into
account the density of the oil ( see Table 1).
7.1.2.3 Pour exactly half of the calculated amount on each test speci-
men with the help of a gas micrometer syringe and place them on each arm
of the rotor of the accelerator.
7.1.2.4 Secure tightly the door of the chamber, switch on the motor
and maintain its speed at 1 600 rpm for three minutes. Take out the
uniformly soiled test specimens and keep them aside for spectrophotometric
measurement and washing.
7.1.2.5 The uniformly soiled test specimens shall not have maximum
reflectance variation of more than f5 percent. In case, the test specimens
as soiled in 7.1.2.4 do not meet this requirement, two fresh test specimens
shall be cut from the sample and treated as given in 7.1.2.1 to 7.1.2.4
till they meet the requirement given in 7.1.2.5.
7.1.2.6 Repeat the procedure given in 7.1.2.1 to 7.1.2.5 for the remain-
ing two test specimens ( see 6.2 ).
NOTE 1 - The chamber should be cleaned in between two successive soiling opera-
tions.
NOTE 2 - Alternatively the sample is fixed on an embroidery ring and secured
tight. The exact amount of soil is poured in the middle of the sample and allowed
to wick for 16 to 20 hours. Each sample is processed similarly.
7.2 Washing
7.2.1 Wash two of the control specimens ( see 6.2 ) and four soiled test
specimens, two each as obtained in 7.1.1.5 and 7.1.2.5 in a launderometer
in separate baths each containing 3.5 g/l of a non-ionic detergent (see
5.2 ) and lg/l carboxymethyl cellulose ( see 5.3 ) at 50°C for 30 minutes at
a liquor ratio of 1 : 50.
NOTE - The specimens should be fully exposed to the wash liquor from both the
sides.
7.2.2 Rinse the washed specimens with tap water for 10 minutes and
again rinse them with distilled water. -
7.2.3 Dry the washed specimens in an electric oven at 70 & 5°C for 20
minutes.
7Is : 11813- 1986
7.3 Assessment of Soil on Fabrics
7.3.1 Calibrate the spectrophotometer against a standard white plate of
barium sulphate as per the method given in Appendix A.
7.3.2 Find out the minimum percent reflectance on the spectrophometer
and note down the corresponding wave length for two specimens soiled
with particulate soil - ferric oxide as obtained in 7.1.1.6 and that of two
particulate - soiled and washed specimens at the same wavelength as
above, as obtained in 7.2.3 at four different places on each side for each
specimen and calculate the average value from these sixteen readings-
eight for each specimen for both the sets, soiled and soiled-washed separa-
tely. Repeat the exercise for one control and one control-washed specimen
at the same wavelength as above and calculate the average of eight readings
for each separately.
7.3.3 Find out percent reflectance on a spectrophotometer at 450 and 650
nm for the two specimens soiled with oily soil as obtained in 7.1.2.6 at four
different places on each side for each specimen and calculate the average
of 32 readings. Perform similar exercise on two oily soiled and washed
specimens as obtained in 7.2.3, and one control and one control-washed
specimen and calculate the average reflectance separately for oily soiled,
soiled-washed, control; and control-washed specimens.
7.3.4 Calculate the Kubelka-Munk ratio $- for soiled, soiled-
( >
washed, control and control-washed specimens separately as obtained in
7.3.2 and 7.3.3 for both types of soil using the following formula:
K (l-RY
s= 2R
where
K = Absorption coefficient,
S = Scattering coefficient, and
R = Average percent reflectance as measured in 7.3.2 or 7.3.3.
7.3.5 Determination of Soil Resistance
7.3.5.0 This can be done correctly only in case of particulate soil.
K
7.3.5.1 Find out -vsa lue for the soiled and control sample and deter-
mine the soil resistance as follows:IS:11813-1986
Soil Resistance. s =
(G)?? - EL
where
(4K
= Kubelka-Munk ratio for particulate soiled sample, and
s P
K
= Kubelka-Munk ratio for control sample.
( SC >
7.3.6 Determination of Soil Release Eficiency
7.3.6.1 Calculate the degree of soil retained on the fabric specimen
separately for particulate soil and oily soil using the formula:
(3, - (3,
D _
sR-/Kj lK\
where
DSR = Degree of soil retained on the fabric specimen,
Kubelka-Munk ratio for soiled-washed specimen,
( K )
= Kubelka-Munk ratio for control-washed specimen,
STJ
K
= Kubelka-Munk ratio for soiled unwashed specimen, and
H s s
K
== Kubelka-Munk ratio for control unwashed specimen.
(-) s c
7.3.6.2 Calculate the percent soil retained on the fabric separately
for both types of soil by multiplying DSR by 100, that is, percent soil
retained = DSR x 100.
7.3.6.3 Calcrllate the percent soil removed during washing for both
types of soil by the formula.
Percent soil removed during washing or soil release efficiency =
100 ( 1 - Dsn ) where Dsn is the value obtained in 7.3.6.1.
9IS : 11813 - 1986
8. REPORT
8.1 The report shall include the following information:
4 Nature, type and constructional details of fabric being tested;
b) Nature and type of finish given to the fabric;
4 Percent soil retained on the fabric after washing separately for the
particulate and the oily soil;
4 Soil release efficiency separately for the particulate and the oily
soil; and
e) Soil resistance of the fabric or garment for particulate soil only.
APPENDIX A
( Clause 7.3.1 )
METHOD FOR CALIBRATION OF SPECTROPHOTOMETER
A-l. Keep the spectrophotometer in an air-conditioned chamber at
27 5 2°C.
A-2. Switch on the instrument about 90 minutes before use.
A-3. Set the arbitrary value, given with the instrument, on the panel.
A-4. Keep the white plate coated with barium sulphate below the sensor
and calibrate the instrument at an interval of 10 nm. Set the reading to
100 -& 0.5 on the digital panel, each time.
A-5. Calibrate the instrument for the full range of wavelength from 380
to 760 nm. The instrument is now ready for recording the measurements.
10IS : 11813- 1986
( Continuedfrom page 2 )
Members Representing
DR B. L. GHOSH Indian Jute Industries’ Research Association,
Calcutta
DR K. D. DAS ( Alternat; )
DR ( SHRI~~AT)I U. NANDURKAR Wool Research Association, Bombay
SHRIMATIG . P. RANE ( Alternate )
DR ( SHRIMATI) G. R. PHALGUMANI Textiles Committee, Bombay
DR R. K. SAXENA Ministry of Defence ( DGI )
KUMARI L. C. PATEL( Alternate )
SHRI J. J. SHAH The Bombay Millowners’ Association, Bombay
SHRI JAMNADASK . SHAH Raipur Manufacturing Co Ltd, Ahmadabad
SHRI I. M. PATEL( AIternate)
SHRI KANUBHAI M. SHAH SLM-Maneklal Industries Ltd, Bombay
DR G. S. SINGH Raymond Woollen Mills Ltd, Thane
SHRI J. K. BANERJEE( Alternate )
SHRI K. S. TARAPOREWALA The Silk & Art Silk Mills’ Research Association,
Bombay
SHRI S. VARADARAJAN TheBoEb;$y Textile Research Association,
11INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base uuits
QUANTITY UNIT SYMF%OL
Length metre m
Mass kilogram kg
.
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTITY UN-r SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMeOL DEFINITION
Force newton N 1 N = 1 kg.m/@
Energy joule J 1 J = 1 N.m
Power watt W 1 w = 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/me
Frequency hertz Hz 1 Hz = 1 c/s (s-l)
Electric conductance siemens S 1 S=l A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pa 1 Pa = 1 N/m*
|
2174.pdf
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m
IS : 2174 - 196i
1
.I
‘-1
L/
Indian’ Standard
SPECIFICATION FOR
REINFORCED CONCRETE DUST BINS
( First Reprint MAY 1983 )
111X: 628-443.3 : 666.982
Ctukirmm .
PH HI K. K. NAMRJAH
Member8
HHHI K. V 'J'HADAN,:~ ( AIlrrn~rtr to
Shri K. K.‘NJamhis.r )
MHRI K. F. ANTJA M. N. Dastur 8: Co. Private Ltd., Calcutta
&RI P. X. RHATNA~AH Rhakrs Dam Designs Directomte, New Delhi
SHRI N. D. DAFTARY Khira, Steel Works Private Ltd., Bombay
SHRI N. G. DEWAN Central Public Works Department
SHRI V. KANDASWAMY ( _4/krn1r/r)
1)~. R. R. HATTIAN~ADI The Associat,ed Cement Companies Ltd., JJon111a.~
8HRl V. N. PA1 ( AIkrnrrkr )
SHRI P. C. HAZRA Geological Survey of Jnditt, Cttlcntta
DR. R. C. Hoax (‘entral Water C Power (brnmixsion ( Jlinistry of
Irrigatioil 82 Power )
SHRI Y. K. MURTI~Y ( Alternuta )
Resew&, Desigrls k Stcllderds 01.gnnizatiorr ( Ministry
of Railways )
AS~I~.~AXT DJH&TOH STANJ)AHJI*( 13 & S ) ( Altermte )
SHRI S. t3. J~SHJ R. El. Joshi 8z Co. Private Ltd., Rornhay
*sHRl M. M. LAI> U. P. Government Cement Factory, Churk
SHRI R. N. ~bfA.J11Ml)4l< Directorate General of Snpplies & Dinpos& t >Jinist,Py
of Works, Housing & Supply )
HHHI P. I.. DAS ( A//r~rn.u/r )
SHHl (:. P. M.tl.rh. National Buildings Organist&on ( Ministry of Wor*ks.
Housing & Supply )
Sk4m ICABINJJE:R SI.NGH ( A /f.rrmrlr )
SJ~HI 8. H. MEHRA Central Road Research Instit,nte ( CSI It ). Neu, DelIai
SHRI N. II. MOHJI.H The Concrete Association of India, 13ornl~rt~
SHRI S. N. MUKERJJ Government Test House, Celcnttw,
SHIU RHACJ~ A. NADIHRJ?AH Institution of Engineers ( India ), C*Icutt*
PROF. G. Y. RAMA~wAMY Central Bnilding Rennal*ch Jnstit.lltr CC SJR ). I~or)~kee
SHRI K. SIVA ‘J’RARAII I A//rrn~rlr )
ICK~-RE~~NTATJVJC Gammon India Ltd., Uornhrt?
REPRES~CNTATIVK Martin Hum Ltd., Calcutt~a
SRRI NIHAR C:HANJ>H*H .o\ Delmia Cement. ( 13harttt ) I.tcl., (:I~CIII ttr
SRCRRTAR\ Central Board of Irrigation Xr I’ower ( Xl1llixt.q ‘,l
Irrigation & power )
t%RJo, 0. s. 8JHCWA Engineer-in-Chief’s Branc~h, A~JII~ Hwdqllavtwc;
Sari R. S. ILI~cHANuJ*I~ ( AIlrrn~rlv
DR. HH. S~~BA~A.J~ Indian Roads Congmss, New Dclh~
SHRI J. M. TREHAN Roads Wing. Minist.ry of T~~+nspovt W (!clflllnllfli~!nt.iolr~;
SHR~ N. H. KFSWANI f AItrrmrlr )
@ Copyright 1962
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 RAHADUR SHAH ZAFAR MARG
NEW DELHI llOOO2
Gr 3
October 1962is : 2174 - 1%2
( Continued from page I )
Member Representing
Da. H. C. VISVESVA~AYA, Dire&or, I81 ( Ex-oflcio Member )
Deputy Director ( Bldg )
Secretay
SHBI A. PRITEIVI RAJ
Extre Assistant Director ( Bldg )
Precast Concrete Blocks Subcommittee, BDC 2 : 9
Convener
SHE1 N. H. MOEILE The Conorete Assooiation of India, Bombay
iWembere
AB~IBTANT DI~ECTOB S%.rrutina, RBsE.%BoH, Railway Board ( Ministry of Reilweys )
DEEI~NS & ST~DABDE GXUJANIZATION
i3rrr~rH.B. CHATTEBJEB Hindusthan Bleak Manufaoturing Co. Ltd., Panihati
SHBI M. K. GIJPTA Himalayan Tiles & Merbles Privets Ltd., Bombay
f3rr~1H.D. NABGOLWALA Central Publio Works Department
8~x1 L. G. PATEL Engineer-in-Chief ‘s Branch, Army Headquarters
SHBI M. RAMAIAE Central Building Researoh Institute ( CSIR ). Roorkee
SHBI N. M. THAD~~ Sahu Cement Service, New DelhiIS : 2174 - 1962
Indian Standard
SPECIFICATION FOR
REINFORCED CONCRETE DUST ‘BINS
0. FOREWORD
0.1 This Indian Standard was adopted by the to sizes and constructional details for reinforced
Indian Standards Institution on 7 September concrete dust bins.
1962, after the draft finalized by the Cement
0.3 The Sectional Committee responsible for ‘the
and Concrete Sectional Committee had been
preparation of this standard has taken into con-
approved by the Building Division Council.
sideration the views .of producers, consumers and
0.2 Refuse collection and disposal is becoming technologists and has related the standard to the
more and more important with the industrial manufacturing and trade practices followed in the
development and the consequent urbanisation in country in this field.
the country. With the expansion of existing towns
0.4 Wherever a reference to any Indian Standard
and the springing up of new towns, sanitation and
appears in this specification, it shall be taken as
hygiene have naturally become the primary duties
a reference to the latest version of the standard.
of civic bodies and such other organizations.
Hygienic requirements necessitate the collection 0.5 For the purpose of deciding whether a parti-
of refuse in well designed containers located at cular requirement of this standard is complied
predetermined places for its subsequent disposal. with, the final value, observed or calculated,
The container or the bin should be such that the expressing the result of a test, shall be rounded
collected refuse does not leak through or is carried off in accordance with IS : 2 - 1960 Rules for
away by wind; it should also be such that it does Round.ing Off Numerical Values ( Revised ) . The
not get damaged in any manner under the condi- number of significant places retained in the
tions normally met with in actual practice. rounded off value should be the same as that of
Various municipalities and other organizations the specified value in this standard.
are already using dust bins on a large scale but
there is no uniformity yet either m size or in 0.6 This standard is intended chiefly to cover the
construction. This standard has, therefore, been technical provisions relating to reinforced concrete
prepared with a view to unifying the existing dust bins, and it does not include all the necessary
practices and guiding manufacturers with regard provisions of a contract.
1 SCOPE Specitication for Mild Steel and Medium Tensile
Steel Bars and Hard-Drawn Steel Wire for Con-
1.i This standard covers both cast-in-situ and Crete Reinforcement ( Revised ).
precast reinforced concrete dust bins.
2.5 Admixtures - Admixtures are not generally
recommended. They may be used only with
2. MATERIALS
the previous approval of the purchaser.
2.1 Cement - The cement used in the manufac- 2.6 Concrete - The concrete shall comply with
ture of dust bins’shall comply with the provisitins the requirements specified in IS : 456 - 1957 Code
of IS : 269 - 1958 Specification for Ordinary, of Practice for Plain and Reinforced Concrete for
Rapid-Hardening and Low Heat PortlandCement C eneral Building Construction ( Revised ). Unless
( Revised ). otherwise specified, a nominal mix of 1 : 2 : 4 as
2.2 Aggregates - The aggregates shall be clear specified in IS : 456 - 1957 or its equivalent shall
and free from deleterious substances and shall be used. The concrete shall be consolidated by
comply with the requirements of IS : 383 - 1952 spinning, vibrating, spinning combined with
Specification for Coarse and Fine .4ggregates vibration, or other appropriate mechanical
from Natural Sources for Concrete. Air cooled means.
blast furnace slag may also be used as coarse
aggregate. 3. SHAPES, DIMENSIONS AND
2.3 Water-The water shall be clear and free REINFORCEMENT
from deleterious matter either in suspension or 3.1 U 1
n ess otherwise specified, the bins shall be
in solution.
circular or square in plan. Bins of other shapes,
2.4 Reinforcemeet - The reinforcement shall such aid hexagonal or octagonal shapes, may also
comply with the requirements of IS : 432 - 1960 be supplied by agreement between the purchaser
3IS,: 2174 - 1962
and the supplier. In such cases, the dimensions 3.3 The minimum thickness and reinforcement
of these special shapes shall be such that a square used therein shall be as specified in Tables III
or circle drawn circumscribing the extreme outer and IV for cylindrical and square bins, respecti-
edges of the dust *bin shall conform to the dimen- vely.
sions specified for square or cylindrical dust bins,
3.4 The dust bins may be supplied with or with-
respectively.
out reinforced concrete bottoms as desired by the
3.2 The dimensions shall be as given in Tables I purchaser. Where bottoms are provided, the
and II for cylindrical and square bins, respecti- dimensions of all such bottoms shall conform to
those specified in Table V.
vely.
3.5 Sharp corners shall not be allowed either in-
side or outside the bins. All corners shall beal
TABLE I DIMENSIONS OF CYLINDRICAL a radius. Vertical corners should have a radius
DUST BINS of not less than 25 mm.
4. OPENINGS AND FIXTURES
4.1 Door - Every dust bin shall be provided
with a door at its bottom. The door shall be so
fitted that when closed, it shall not allow any gap
to permit leakage of refuse from the bin. Fur-
ther, the frame of the door shall be so fitted that
it does not project above the bottom slab of the
dust bin where bottom slabs are provided. Where
TABLE II DIMENSIONS OF SQrJARE DUST BINS bottom slabs are not provided, the bottom rim
for the frame shall not be provided.
DESICTATIOX SIDEP OF BIx HIU~HT
( INTERNAL ) 4.1.1 The floors of the dust bins shall have
sufficient slope towards the door to enable propel
cleaning. The size of the door for designations
C,, C,, S, and S, shall be 300 mm in height x
250 mm in width and for designations C,, C,, S,
and S, shall be 400 mm in height x 350 mm in
width.
TABLE III THICKNESS AND REINFORCEMENT FOR CYLINDRICAL DUST BINS
( Clnmw 3.3 )
DBXI~XA.~IOY THICKNESS OF REINFORCEMENT
CONCRETE SHELL r ~~~_ _L~_ _.. ___. __ __._~
mm Hoop Vertical
C, 36 6 mm round bars (i mm round hers
at 200 mm c-to-c et 200 mm o-to-c
C* 46 6 mm rodnd bars 6 mm round bars
at 200 mm c-to-c at 200 mm c-t,04
c, 56 6 mm round bars 6 mm round bars
at. 100 mm c-t,o-c st 200 mm c-to-c
C, 65 (i mm round bars ti mm round bars
At, 100 mm c-to-c Rt 200 mm c-to-c
TABLE IV THICKNESS AND REINFORCEMENT FOR SQUARE DUST BINS
( mmse 3.3 )
DE~IQNATION THICKNESS OF REINFOBCEMENT
CONCBETE SHELL c .A----_ - . . -- ---MY
mm Horizontal Vertical
35 6 mm round bars 6 mm round, bnrs
Sl
ILt 200 mm c-to-c et 100 mm c-to-c
S* 46 6 mm round hers 6 mm iound burrs
k7.t2 00 Iilrn c-to-c et 100 mm c-to-c
S, 66 A mm round brtrs 6 mm rouud bars
at 100 mm r-to-c at loo mm c-to-c
S, 66 6 mu round bars d mm round bars
et 100 mm c-to-c At 100 mm c-to-c
4IS:2174-1962
TABLB V THICKNESS AND REINFORCEMENT FOR DUST BIN BOTTOMS
( Ckause 3.4 )
DHJIQNATION TXWXXEBS 01 R~xNs-~RCEHENT
BOTTOM SLAB
mm
C, and S1 36 0 mm Foundb ars at 100 mm c-to-c both waye
C, and 8, 46 6 mm round bare at 100 mm c-to-o both weys
C, and S, 66 6 mm round bars at 100 mm c-to-c both ways
C, and S, 66 6 mm round bars at 100 mm c-to-o both weys
4.2 Binb may be either closed or open at top. If 6. MARKING
a closed type of bin is desired it shall have a lid
6.1 Each bin shall be clearly and permanently
w.ith a lever which could be operated by foot for
marked with the following information:
opening and closing. No part of the lever shall
project beyond 100 mm from the outer face of t1:e
4 Manufacturer’s name and trade-mark;
dust bin.
b) Designation of bin; and
4.3 Suitable fittings such as eyes may be provided
to facilitate the handling of bins. No such c) Year of manufacture, if required by the
fittings shall, however, extend beyond 100 mm purchaser.
from the outer face of the bin;
6.1.1 The bins may also be marked with the
4.4 Where so desired by the purchaser, drainage IS1 Certification Mark.
holes may also be provided at the bottom of the
bins. NOTE -The use of the IS1 Certi5oetion Mark ir
governed by the provisions of the Indian Stendards
Institution ( Certification Merks ) Aot, 1952 end the
5. FINISH
Rules and Regulations made thereunder. Details of
oonditions, under whioh a licenoe for the use of the
5.1 The inside of the dust bins shall be smooth
IS1 Certiflcetion Mark m8y be granted to menufao-
and free from sharp corners or other obstructions turere or processore, msy be obtained from the Indian
for easy cleaning. Standard8 Xnatitution.
Printed at Slmco Prlntlng Prerr, Delhi, lndla
|
14243_2.pdf
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IS 14243 (Part2) : 1995
y.v?-&rn
m&h
on2
Indian Standard
SELECTIONANDDEVELOPMENTOFSITE
FORBUILDINGINHILLAREAS-
GUIDELINES
PART 2 SELECTION AND DEVELOPMENT
UDC 69.0352 : 69.051 (026)
@ BIS 1995
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1995 Price <hup 4Rock Mechanics Sectional Committee, CED 48
FOREWORD
This Indian Standard (Part 2) was adopted by the Bureau of Indian Standards, after the draft linalized by
the Rock Mechanics Sectional Committee had been approved bythe Civil Engineering Division Council.
Buildings in hilly regions are constructed on varying types of foundation soil and rock formations
occurring on hill slopes, undulating ground, hill tops and level terraces. The behaviour and geological
characteristics of such sites are in general significantly different from those encountered in plains.
Cost of site development in hilly areas is much more than that in plains. The stability of the sites especially
after cutting hill slopes to obtain level ground to locate the building greatly affects the cost of site
developement. Such costs are about 20 to 40 percent of the total cost of building complex or even more
on unsuitable sites.
Improper selection and development of building sites often causes landslides. This causes damages to
buildings and loss of life and injury to the occupants, and the affected area remain in danger from probable
landslides, uprooting of trees and related surfacial movements.
Damage to buildings located on cut slopes, often occur due to failure of the cutting, which may have been
excavated without any considerations of its stability. Methodology for stability analysis and excavation of
cut slopes and construction of protection works vary from hill to hill and from area to area depending on
the character of geological formations, vegetation, weathering and various other climatological,
geohydrological and metreological conditions in region.
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 values should be the same as that of the specified value in this standard.IS 14243 ( Part 2 ) : 1995
Indian Standard
SELECTION AND DEVELOPMENT OF SITE
FOR BUILDING IN HILL AREAS -
GUIDELINES
PART 2 SELECTION AND DEVELOPMENT
1 SCOPE IS No. Title
13063 : 1991 Code of practice for structural safety
1.1 This standard (Part 2) gives guidelines for the
of buildings on shallow foundations
selection of building sites in mountainous terrains
on rock
on various types of soils and rock with least slope
stabilization and/or protection works. An in- 3 STABILITY OF SLOPES
dividual building site, depending upon the specific
3.1 Hill slopes and cuttings which are stable under
requirement, importance and special foundation
normal climate and weather conditions undergo
soil and terrain characteristics may require
movements and failures due to weathering along
separate detailed study and investigations.
joints and other discontinuities in rocks, changes in
drainage conditions, erosion and surface excava-
1.2 In high altitude cold regions freezing and thaw-
tions, earthquakes and other causes. Surfacial soil
- ing of the ground pose special problems which
and rocks over lying in-situ rock often undergo
require separate careful study for selection of build-
creep movements, and under extreme
ing sites and evaluate the depth ofbuilding founda-
hydrometerological conditions result in debris
tions. Also snowfall and avalanches along steep
slides and avalanches. Field survey and stability
slopes which result in damage to building require
analysis of hill slopes and cuttings should be carried
detailed investigations for each site.
out and buildings located on stable hill slopes.
2 REFERENCES 3.2 Cuttings and excavations on stable hill slopes
are made to locate buildings, Such cuttings often
2.1 The following Indian Standards are necessary
require protection works which adds to the site
adjuncts to this standard:
development costs. It is essential to ensure stability
IS No. Title of such cuttings to have adequate safety of the
buildings. Cut slopes as shown in Table 1 with
1893 : 1984 Criteria of earthquake resistant height less than 5 m or two to three storey heights
design of structure (fourth revision)
of residential buildings are in general stable. For
12070 : 1987 Code of practice for design and con- higher cut slopes special investigations should be
struction of shallow foundation on carried out and details of protection works should
rock be worked out and implemented.
Table 1 Stable Cut Slopes
(Clauses 3.2,6.1 and 109)
Type of SoiVRock Stnble Cut Slope Stabk Cut Slope
N”,: Without any Protection with Breast-Walt or
Work (Vertkal to Horizontal) Minor Protection Works
(1) (2) (3) (4)
9 Soil or soil-mixed boulder with:
a) Disturbed vegetation 1:1 6:l
b) Disturbed vegetation Vertical for mk portion Vertical for rock portion
over-laid on firm rock and 1: 1 for soil portion and 6 : 1 for soil portion
ii) Same as above but with dense vegetation 1 : 0.5 6:l
forests medium rock and shales
iii) Hard rock, shale or harder rocks with 1: 0.25 to 0.1 and vertical Not needed
inward dip or over-hanged
iv) Same as above but with outward dip or At dip angle or 1:O.S 6:l
badly fractured rock shale
1IS 14243 ( Part 2 ) :1 995
4 SELECTION OF BUILDING SITES IN HILLY consist of soil formed by weathering of in-sihcr ocks,
AREAS flood plain deposits, rock scree and other overbur-
den material over ~-situ rock, adequate clearance
4.1 Building sites in hilly areas are generally lo- in between the outer face of the wall of building
cated on slopes and hill tops with roads girdling in facing the hill side and the toe of the buttress or
between levels to provide access to the residences. retaining Walls constructed for protection of cut
Large flat grounds and valley bases are left as open slope is required to be provided. The width of the
spaces for recreational and agricultural use. For clearance depends upon the stability of the cutting
selection of an individual building site, nature and with its protection works and the probable extent
behaviour of soil or rock (and dip and strike of of movement of soil debris of cut slope forming
discontinuity surfaces) should be assessed at the slope angle of about 40” or equal to the angle of
cuttings or test pits (450 mm x 450 mm) at bottom repose of talus or the soil rock aggregate,
and 1 to 2.m in depth or by augur boring (in soils).
4.5 The foundation of an individual building
Many rocks behave like clay or silt on wetting or on
should be located away from the edge of the ter-
submergence, rock pieces should therefore be kept
races formed as natural flood plain deposits or
in water for 24 hours for assessing the effect of
constructed by cutting and filling along the hill side
wetting.
or at the river bank. Such foundations should lie
4.2 Hill sides with less than 30” slope in general are away from the line extending from the toe of the
noted to be stable as the gradient correspond to safe terrace or the river bank at an angle of 30”. The
angle of repose of slope forming material. Stable location of buildings with respect to other drainage
slopes steeper than 30” with in-situ rock exposure courses or streams should also be at safe distances
are encountered in hilly terrain, if the discontinuity depending on the angle of repose of material exist-
surfaces dip into the hill to prevent outward and ing in the area.
downward movement of rock wedges. Building sites
4.6 Individual buildings should be so oriented that
should in general be located on hill side with not
it is properly sunlit and it shall not be located on.
more than 30“ slope. None residential temporary
the bottom of the valleys or permanent shadow
buildings may be constructed on steeper slopes up
zones of ridges and peaks, and high wind zones. The
to 45”. The heights of cutting in hill slopes should
buildings shall be so oriented that no part of the
not exceed as detailed in Table 2.
building can be blown off during high winds or hit
by falling boulders and avalanches from steep
Table 2 Maximum Height of Cutting
slopes and cliffs.
(Clauses 4.2 and 10.9)
SI. Nalure of Soil/ Maximtim Heights of 4.7 In hilly areas the building interact with wind,
No. Soil Strata CUlliilg modifying flow pattern in its own neighbourhood
and generating a new flow regime mainly depend-
(1) (2) (3)
ing upon locations of building sites on the hill
9 Loose soil or boulders with soil 4m
matrix slopes with respect to whole valley. A new flow
regime shall produce small scale turbulance in the
ii) Compact soil or boulders with soil 6m
matrix which remains vertical in 4 flow, the magnitude and direction of the turbulant
m high cutting when dry flow depending upon the orientations of the in-
iii) Soil or boulder with soil matrix 5m dividual buildings. Such turbulant flow over the
overlain on loose, soft or fractured surface of the building determines the wind loads
rock strata on the building, specially on the roofs. In areas
iv) Soil or boulders with soil matrix 6m where important building complex are proposed in
overlying firm hard rock hilly terrains it is advisable that model studies are
v) Hard stable rock with or withott 8m undertaken and wind pressures determined. It is
compact soil or boulder with soil desirable that the direction of prominent winds are
matrix up to 2 m thick
observed and orientation of buildings is choosen
4.3 Building foundations resting on in-situ rock accordingly. Sheet roofings in buildings in hilly
with discontinuity surfaces, if any, dipping inside terrains should be provided with ties, properly
the hill are in general stable and buildings may be hooked in the roof and embedded in the ground.
constructed without any clearance in between the
4.8 Hill sides susceptible to landslides and erosion
building and the rock face. Stepped storeyed build-
ings may be planned on such hard stable rock zones. at toe due to probable meandering of the rivers and
gullies should be avoided to locate the buildings.
4.4 If the bedding and other discontinuity surfaces Hill sides with moderate soil cover supporting thick
dip away from the hill side or the near surface strata
vegetation with tall trees often are uprooted and
2IS 14243 ( Part 2 ) : 1995
fall down during extreme hydrometerological con- b) Dip of rock beds strata near the foundations
ditions resulting in cyclones and heavy rainfall. are more than 20”.
Such areas as far as possible should be avoided in C> Wide fissures, regular cracks, faults, voids,
location of building complexes. etc, exist-at building site.
The building site should be at a reasonably higher d) Heterogeneous rock formation with shear
level above river and gullies such that the site is zones and layer or seams of soft rock or clay
unaffected by landslide dam reservoirs. In exist.
Himalayan region, landslide dams are often formed e) If the proposed foundation area of the
in narrow gorges ofweak rocks in cloud burst prone building complex is infested with long green
areas. roots.
9 If there is appreciable seepage of water and
The site should also be much away from quarries as
erosions in the foundation area of the build-
repeated blasting may cause landslide or cracks in
ing complex site.
the building due to slope movement.
4.9 If the hill side consist of in-situ rock strata
4.13.1 Detailed geotechnical investigations should
exposed on the surface with dips greater than 20”
be done by competent geotechnical engineers and
outwards from the hill side safety against creep or
engineering geologists who will certify that the site
sliding of the rock strata should be checked and
after development is stable along with slopes in the
factor of safety against sliding of the hill side should
above situations.
not be less than 1.2 m.
4.10 Hill sides having extensively folded, faulted, 5 GEOTECIINICAL INVESTIGATIONS
fractured and fissured rock strata should be avoided
5.1 Site development in hilly regions consumes
for location of buildings. In case of non-availability
about 30 to 40 percent of total cost of building
of other sites detailed geotechnical investigations
complex, therefore the following investigations
should be undertaken to check the stability of hill
shall be done to obtain the following geotechnical
side before a decision is taken to locate a building.
parameters:
The location of building complex in such cases shall
preferably be finalised by a technical committee a) Type of Soil Rock : Weathered or intact, dip
consisting of a geotechnical engineer, a civil en- of bedding planes, drainage conditions,
gineer, a geologist, a town planner and an architect shear planes, material between the joints,
or a technical commitee of a Municipal Corpora- tension cracks, type of plantation, verticality
tion in case of private construction. of trunks of the trees, etc.
4.11 In hill sides with varying near surface soil and b) Thickness of overburden, nature of soil-
rock strata which could undergo unequal settle- strata, details of soil matrix, etc.
ments, buildings should be so planned, oriented C) Estimation of shear-parameters of the in-
and designed that higher loads comes on the more situ soil mass which will govern the failure.
compact foundation strata. Such situations are very 4 Drainage pattern of the area and per-
frequently observed on hill sides. Width and depth meability tests in the area to see the
of foundations have to be suitably designed depend- drainage conditions.
ing upon the distribution of the soil and hard rock e) Specific slip zones in the area, if any.
strata in different parts of the foundations, and the
dimensions worked out conservatively for softer 5.2 After above parameters have been obtained it
rock or soilbase part of the foundation in com- shall be decided as to what type of buildings are to
parison to hardrock part of the foundation. be constructed that is whether of rigid type or
4.12 For heterogeneous rock and soil mass existing flexible type. Both have their own merits and
on hill sides RCC strip foundations should be demerits. The type of buildings shall depend upon
provided. There should be enough reinforcement the specific requirement of buildings and whether
along the wall to take care of loose and soft pockets they are temporary or permanent.
below strip footing. In case of framed structures
a) The safe bearing capacity of building foun-
with isolated footing structural beams intercon-
dations shall be calculated. Where seismic
necting isolated footing shall be provided.
forces arc also considered; the safe bearing
4.13 Detailed gcotechnical investigations of site capacity shall be increased as specified in
shall be done in following casts for assessing IS 1893 :’1 984.
suitability of site and development works: b) Building foundations shall be fully
a) When area of a building is more than safeguarded against thecauses ofsettlcment
500 m2. (see IS 13063 : 1991 and IS 12070 : 1987).
3IS 14243 ( Part 2 ) : 1995
6 TERRACE DEVELOPMENT these structures and so for the safety of foundation,
the ingress of surface or sub-surface water behind a
6.1 Following points shall be kept in mind during
structure may be prevented by constructing proper
development of terrace for a building site:
surface drains and keeping soak pit far away.
a) Height of Cutting - shall be as minimum as
possible. It shall not be more than given in 6.3 The slope of ground all around building should
3.2. Slope of cutting shall be kept as given in be not less than 1 : 50 built in such a way that rain
Table 1 or as slope of stable-cuts observed water does not find way to ingress in ground exces-
at the nearby buildings and roads. sively and moves away quickly to surface drains or
b) Clearance Around Buildings - Failed cut away on adjoining hill surface towards natural
slopes will tend to make a slide debris with streams. A minimum of 0.75 m wide apron should
a slope angle of about 40” or equal to angle be provided all around the building to prevent entry
of repose. For a typical site for construction of water into foundation.
of a building on hill-slope suitable clearance
6.4 Proper Orientation of Building
shall be left between edge of cut-face and
outer face of the wall of building even if Buildings in hilly areas should be so planned,
breast wall is constructed for protection of oriented and designed but higher load comes on
cut slope. A minimum clearance of 1.5 m harder part of foundation soil. Since inner side of
between toe of wall and building wall should cut slope may have higher bearing capacity, build-
be provided. A suitable breast wall may be ing should be so oriented and planned that higher
made, when soil or soil mixed boulder load may come on inner side.
deposit rests over rock which are mostly met
6.5 Width of developed land in hilly areas is often
in practice. On valley side, the clearance
quite small and restricted because of cuttings.
should be such that base of foundation rests
Therefore, longer buildings should be planned in
on firm soil or rock and not on filled up
view of above facts depending on the slope of
ground. It should be more than 1.5 m. Top
ground and width of land available after cutting. If
of soil crust should be made impervious by
it is an office complex or school which cannot be
any suitable method such as stone pitching,
planned in. one long building or the length of the
vegetation, etc. In case of hill sides with hard
complex is more than 50 m, then it should be built
stable rock mass stepped storeyed buildings
in a number of smaller and stepped storeyed build-
without any clearance in between hill face
ings.
may be constructed.
4 Blasting - The effect of blasting on slope 6.6 Protective works like drains, breast wall, stone-
conditions is a most significant factor and as pitching, cut slope trimming, plantation or other
far as possible it should not be resorted to protective and drainage works shall be completed
for rock-cutting. If necessary, it may be res- as early as possible. Delay in execution of protec-
tored to when rock is very hard and of stable tion and drainage works result in manifold increase
nature and when there’are no structures in of problems during rains. These works shall not be
thevicinity. It shall only becarried out under delayed. Preferably these be done simultaneously as
thorough and competent supervision and cutting progresses. No site development work like
with the written permission of appropriate cutting in loose soil, rock strata or protection work
authorities, taking all precautions con- should preferably be done before rains and during
nected with blasting operations. monsoon season.
d) Proper Drainage - On the uphill side of a 6.7 The material excavated for site development
building on a sloping site, drainage requires
shall be disposed of properly in such a manner that
special consideration. The natural flow of
it causes no problem of maintenance and is not a
water shall be diverted away from the foun-
source of trouble to neighbouring lower sites. It has
dations. Suitable lined or unlined drains
been seen at many.places that land-slides of loose
shall be provided all around the building in
material dumped along the slope occured at lower
order to get proper drainage. The rain water
sites and resulted in heavy damages to buildings,
should flow as scattered as possible towards
transmission lines, trees, etc. Depositing excavated
water course or stream or main drains.
soil by the side of site, therefore shall not be per-
6.2 The problem of failure of retaining walls and mitted. All excavated material shall be dumped at
foundations of buildings is generally due to per- far away places where there is no likelihood of any
colation of sewerage or soak pit water and house future problem and where no future development
waste water from kitchen, bathrooms, etc, behind works are planned.
4IS 14243 ( Part 2 ) :1 995
6.8 Normally, height of breast wall for protection Building should have both external and
of cut-slope and hill side retaining wall shall not be internal stairs.
more than 4 m. It shall be further raised by 1 m Building complex should have approaches
incase of danger of jumping boulder. Vertical front from sides via terrace sides connected from
face and sloping back face retaining walls shall be rooms and verandahs.
economical since its height shall be much lesser In order to provide for safety against fire
than front-sloped retaining wall. Suitable weep protection, escape routes shall be provided.
holes shall be provided in breast wall and retaining For this each storey of the building complex
wall for proper drainage. shall be connected by adjoining hill slope.
A 300 mm thick impervious layer of com-
6.9 Retaining walls and ‘breast walls should be
pacted silty soil should be laid on all terrace
made of dry stone masonry or dry stone masonry
behind retaining walls up to aprons. This
with masonry bands in 1: 6 cement sand mortar of
will prevent flow of rain water inside backfill
400 mm to 600 mm thick at top and bottom with
of retaining walls.
3 m to 5 m vertical spacing in bands. In case of fine
soils like silt, clay or shales which behave like soils 8 STABILITY OF SLOPES AND STEPPED
in presence of water, retaining walls and breast TERRACES
walls shall be designed after detailed study of soils,
8.1 The purpose of slope stability analysis in this
rocks, etc, in laboratory and at site.
context is to contribute to the safe and economic
7 STEPPED TERRACE DEVELOPMENT design of excavations required for the development
of terraces. The factor of safety shall be calculated
7.1 Stepped terrace development and stepped
for individual slopes as well as for the whole
storeyed building construction may be adopted for
stepped terrace.
offices,‘schools and other building complexes be-
cause of following advantages: 8.2 The following, minimum factors of safety of
both natural and cut slopes be ensured for the safety
a) It results in least hill cutting, disturbance to
of the foundations on these slopes:
hill stability and also in least deforestation.
b) Cost of site development works, slope Type of Slope Static Factor Dynamic Factor
of Safety of Safe9
protection and other protection works is
reduced considerably. Soil slope/Talus/ 1.5 1.2
c) Least load comes on valley side, so danger Debris slopes
of foundation failures is avoided, Rock slopes 1.2 1.0
7.2 Stepped terrace development should not be 9 STILT FOUNDATIONS FOR ECOFRIENDLY
done on soil mixed boulders, loose weathered soft CONSTRUCTION
rocks, badly fractured rocks, rocky zone having dip
more than 20“ dipping outward on downward site. In hilly regions, cutting of slopes for building
horizontal terraces creates complicated problems,
7.3 Following precautions shall be taken for
like unstable slopes, new drainage problems and
construction of buildings on stepped terraces ex-
other related problems. In order to economise in
cavated on hill sides:
time and money STILT foundations have been
a) Any face of hill (except hard stable rock out developed. The superstructure may consist of
crops) shall not be used as building wall. wooden or steel framed structures with fibre-glass
b) Minimum clearance of 1.0 m, preferably or aluminium or corrugated GI sheet roofings.
1.5 m should be given between retaining wall Walls may be claded with PVC sheets. However,
face and building wall for proper ventila- for large tall buildings. RCC stilt frames with RCC
tion, lighting and minimum dampness. columns foundations at different levels may be
c> Height of hill cutting for stepped storey made.
buildings in stable rock hill sides for any step
10 SURFACE PROTECTION OF HIGH STEEP
shall not be more than 4 m.
CUT SLOPES
d) Kitchen, lavatory, water-closets, etc, shall be
located and oriented away, as far as possible, 10.0 Selection and development of site should be
from hill cut face and at outer spaces of such that high steep cuts are avoided. Steep cuts
building so as to avoid dampness due to invoive very costly and difficult protection works. It
seepage of water and to avoid foul smell, if has been observed that most of the slips and
any. landslides occur during monsoon when water per-
e) Upper storeys should be as light as possible. colates in the joints, fissures, seems providingIS 14243 ( Part 2 ) : 1995
lubrication to weak-planes. The main aim of sur- plane. Rock slide is thus prevented along the an-
face protection works is therefore to provide ticipated failure plane.
proper drainage measures in the area. The follow-
10.7 In hilly regions storm water drainage is the
ing measures may be adopted.
main problem. The object of the storm water
10.1 Minor trimming or cutting may be done to drainage is to collect and carry, for suitable dis-
make the slope stable with minor protection works posal, the rain-water collected within the premises
both for soil and rock of the building complex. Drainage shall avoid all
possibilities of slope failure due to ingress of water.
10.2 Suitable or unlined drain as per necessity shall
The best way to get best drainage pattern is to have
be provided. These shall be so located and dis- a group-discussion at site between habitants of the
charged that rain water flow is spread over in a large
area and the field engineers.
area because concentrated high discharge may
cause erosion on lower side surface of hill which 10.8 Fundamental requirement of efficient
may lead to serious problems. Proper drainage drainage is that rain water should move away from
holes for subsurface discharge and rain water the site as early as possible without stagnation.
should be provided. Filters may also be provided Further, water should flow as scattered as possible
where necessary. The ultimate aim of providing on surface so as to avoid any surface erosion. Sur-
drainage works is that water coming from the up- faces which are soft and susceptible to erosion
hi!ls is diverted to natural streams without causing should be made impervious by any of the suitable
any harm to the structures. Water shall not be means like grass, vegetation, stone-pitching, sur-
allowed to flow along the bottom of cut. It shall face grouting, guniting, etc. It is also necessary that
reduce and check undermining, erosion and failure the natural drainage pattern is restored at the ear-
of slope. Suitable breast walls may be made. liest after site development.
Proper slopes shall be maintained all around for
10.9 The following works normally done on just
quick drainage of the whole area.
thumb rules lead to serious accidents, slope failures
10.3 All the barren surface above the cut should be and other catastrophies. These points need sig-
planted with light but deep rooted bushes, shrubs, nificant attention on the part of field-engineer
etc. This will check soil erosion and also improve responsible for execution:
stability of slope and also improve the microsystem
a) Non-restorationo f Existing Drainage Pattern
for abosrbing the toxic gases from the environment
- Normally drainage pattern existing
and enrich the lining environment.
before site development is not restored
10.4 Grouting or guniting may be resorted to with properly. Water should be disposed off to
caution in all those cases where plantation cannot natural streams or water-courses by means
be developed. It will check entry of water into the of lined or unlined drain as per necessity of
rock joints and avoid slope failures in most of the site.
cases. In order to improve the top surface of b) Improper Ground Slope Around Building -
ground, guniting may be done around the building, Many times proper slope is not given in
top surface of cut slope, filled or built-up ground developed ground after hill cutting or fill-
surface. ing. It causes ingress of large quantity of
water which causes water pressure and
10.5 On all sloping surfaces, stone pitching may be provides lubrication to soil grains, rock-
done in 150 mm to 200 mm thickness, filling all joints ultimately causing slope failures.
joints with 1 : 6 cement-sand mortar. If economy Field engineer, should check that proper
does not allow stone pitching, all joints may be slope has been provided during hill-cutting
filled in by fine soils, and grass or small plants may and after construction of building.
be planted on it. Roots of grass shall spread in the
Cl Improper Location of Soak Pits - Many
voids and grip the soil pebbles, rock pieces, etc,
times soak pits are constructed in front or
thereby preventing the entry of water into the
the rear of buildings which causes dampness
ground.
in adjoining soil-rock masses, leading to
slope failures. If hill slopes are greater than
10.6 Reinforcing bars and rock bolting may prove
30”, then soak-pits should neither be made
very useful in cases where the rock is highly frac-
at front or at the back of building but they
tured, fissured or weathered. The basic underlying
should be made by the side of buildings. This
idea of using rock-anchors for slope stabilization is
will avoid any slope failure and building
that rock-anchors create compressive forces which
shall not be damaged.
are uniformly distributed over the potential failure
6IS 14243 ( Part 2 ) : 1995
There shall be a minimum clearance of 2 m due to toe pressure of upper retaining walls.
between the foundation on rock mass and Heavy higher retaining walls of height more
the soak pit so that pressure bulb is unaf- than 5 m are more susceptable for collapse
fected by the seepage through joints from due to heavy back-pressure or failure of
the soak pit. foundation rock soil below toe of retaining
d) High Cutting and High Retaining Walls - walls. These walls fail most often. They
Many times high cutting is done vertically remain intact only when they are subjected
and high retaining walls are constructed. to remarkable pressures that is when there
The stability of such construction always are stable. rock behind retaining walls or
remains in question and many times they fail when rock below toe of every retaining wall
causing fatal accidents including damage to is stable and strong.
buildings. Retaining walls become unable to gl Vertical Tension Cracks - Presence of a
bear heavy back pressures causes by slopy vertical crack around a building complex on
hill face in the back of retaining wall along hilly terrain should be taken as an indication
with induced water pressures due to ingress of potential instability and that, in case of an
of water behind retaining wall. It is there- important slope, this should signal the need
fore, recommended that criteria as given in for detailed investigations into the stability
Tables 1 and 2 should be adhered to, where of that particular slope. Not only the build-
high cuts are involved. Height of retaining ing but also the vertical crack, if any, seen in
walls shall normally be not more than 4 m. the area should be investigated thoroughly
The foundation of the retaining wall shall be because it is a sure indication that shear
given a slope of 3:l towards hill side. failure has initiated within the slope.
e) Improper Selection of Site - Many times
improper and steep hills of more than 35” 10.10I n hilly regions, failure of a building on
are selected which requires high cutting uphill side may result in damage to many other
posing significant economic problems and buildings on downhill side resulting in loss of
accidents too. As such, steep grounds shall human lives apart from involvement in legal court
always be avoided. cases. Strict inspection and quality control
f) Successive Retaining Walls - Successive measures shall be taken during construction ofsuch
retaining walls should not be made since areas. From safety point of view during construc-
these walls have more chances of collapse tion of such complexes, regular inspections should
under heavy surcharge pressures, caused be done bythe municipal engineer of the locality.Bureau of Indian Standards
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Amendments Issued Since Publication
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1200_2.pdf
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IS:1200 (Part II) - 1974
(Reaffirmed1997)
Edition 4.2
(1984-02)
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART II CONCRETE WORKS
( Third Revision )
(Incorporating Amendment Nos. 1 & 2)
UDC 69.003.12:693.5
© 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 4IS:1200 (Part II) - 1974
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART II CONCRETE WORKS
( Third Revision )
Civil Works Measurement Sectional Committee, BDC 44
Chairman Representing
SHRI V. R. VAISH Bureau of Public Enterprises, Ministry of Finance
Members
SHRI N. P. ACHARYYA Commissioner for the Port of Calcutta, Calcutta
SHRI B. G. BALJEKAR Hindustan Steelworks Construction Ltd, Calcutta
SHRI J. DURAI RAJ (Alternate)
SHRI P. L. BHASIN Institution of Surveyors, New Delhi
CHIEF ENGINEER (R & B) Public Works Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDING ENGINEER
(P&D) (Alternate)
SHRI R. K. CHOUDHRY Bhakra Management Board, Nangal Township
SHRI I. P. PURI (Alternate)
SHRI W. J. DA GAMA Bombay Port Trust, Bombay
SHRI V. B. DESAI Hindustan Construction Co Ltd, Bombay
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
DIRECTOR (RATES & COSTS) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (RATES &
COSTS) (Alternate)
SHRI P. K. DOCTOR Concrete Association of India, Bombay
SHRI D. S. VIJAYENDRA (Alternate)
EXECUTIVE ENGINEER (PLANNING Ministry of Railways
& DESIGN), NORTHERN RAILWAY
SHRI P. N. GADI Institution of Engineers (India), Calcutta
SHRI G. V. HINGORANI Gammon India Ltd, Bombay
SHRI G. K. C. IYENGAR Heavy Engineering Corporation Ltd, Ranchi
SHRI S. L. KATHURIA Ministry of Shipping & Transport (Roads Wing)
SHRI KRISHAN KUMAR (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 II) - 1974
(Continued from page 1)
Members Representing
SHRI H. K. KHOSLA Irrigation Department, Government of Haryana,
Chandigarh
SHRI S. K. KOGEKAR National Buildings Organization, New Delhi
SHRI J. P. SHARMA (Alternate)
SHRI K. K. MADHOK Builders Association of India, Bombay
SHRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE (Alternate)
SHRI R. S. MURTHY Engineer-in-Chief’s Branch, Ministry of Defence
SHRI V. V. SASIDARAN (Alternate)
SHRI C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJI (Alternate)
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY (I) (Alternate)
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 (AVIATION)
SURVEYOR OF WORKS (I)
ATTACHED TO SSW
(AVIATION) (Alternate)
TECHNICAL EXAMINER Building & Communications Department,
Government of Maharashtra, Bombay
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 II) - 1974
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART II CONCRETE WORKS
( Third Revision )
0. F O R E W O R D
0.1This Indian Standard (Part II) (Third Revision) was adopted by the
Indian Standards Institution on 20 September 1974, 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 practices followed by one construction agency
and another and also 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 the technical level has been
accepted as very desirable, especially as it permits a wider circle of
operation for civil engineering contractors and eliminate ambiguities
and misunderstandings arising out of inadequate understanding of
various systems followed.
0.3Among various civil engineering items, measurement of building
had been first to be taken up for standardization and this standard
having provisions relating to all building works, was first published in
1958 and revised in 1964.
0.4In 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 Sectional
Committee responsible for this standard decided that its scope, besides
being applicable to building, should be expanded so as to cover also
method of measurement applicable to other civil engineering works
like industrial and river valley project works.
0.5Since various trades are not related to one another, the Sectional
Committee decided that each type of trade as given in IS:1200-1964*
*Method of measurement of building works (first revision).
3IS:1200 (Part II) - 1974
be issued in different parts which will be helpful to the specific users in
various trades. This part covering method of measurements of concrete
works applicable to building as well as civil engineering works was,
therefore, issued as a second revision in 1968.
0.6This part is, therefore, intended to provide comprehensive
guidance for measurement of concrete construction in wide field of
building and civil engineering works including bridges, industrial
structures, etc, taking into account in a large measure advanced
practice of concrete construction. This, third revision, has been done so
as to keep the provision as per latest practices.
0.7This edition 4.2 incorporates Amendment No. 1 (December 1981) and
Amendment No. 2 (February1984). Side bar indicates modification of the
text as the result of incorporation of the amendments.
0.8For the purpose of deciding whether a particular requirement of
this standard is complied with, 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 same as that of the
specified value in this standard.
1. SCOPE
1.1This standard (Part II) covers the method of measurement of
concrete works in building and civil engineering works.
NOTE — The method of measurement of concrete work in roads, piling, wells and
tunneling is covered respectively in IS:1200 (Part XVII)†, IS:1200 (Part XXIII)‡,
IS:1200 (Part XXIV)§ and IS:1200 (Part XXV)¶.
2. GENERAL RULES
2.1Clubbing of Items — Items may be clubbed together provided the
break-up for such items is agreed to be on the basis of the detailed
description of items stated in this standard.
2.2Bill of Quantities/Items of Work — Items of work shall fully
describe the materials and workmanship to represent work to be
executed.
2.3Description of Items — The description of each item shall,
unless otherwise stated, be held to include where necessary,
conveyance and delivery, handling, unloading, storing, fabrication,
*Rules for rounding off numerical values (revised).
†Method of measurement of building and civil engineering works: Part XVII Road
work including airfield pavements (second revision).
‡Method of measurement of building and civil engineering works: Part XXIII Piling
(second revision).
§Method of measurement of building and civil engineering works: Part XXIV Well
foundations (second revision).
¶Method of measurement of building and civil engineering works: Part XXV
Tunneling (second revision).
4IS:1200 (Part II) - 1974
lowering, hoisting, all labour for finishing to required shape and size,
setting, fitting and fixing in position, straight cutting and waste,
disposal of packings, etc.
2.4Dimensions — Unless otherwise stated all work shall be
measured net in decimal system as fixed in its place as given in 2.4.1
to 2.4.3. Any work done extra over the specified dimensions shall be
ignored.
2.4.1Dimensions shall be measured to nearest 0.01m except for the
thickness of slab which shall be measured to nearest 0.005m.
2.4.2 Areas shall be worked out to nearest 0.01 square metre.
2.4.3 Cubic contents shall be worked out to nearest 0.01 cubic metre.
2.5Booking of Dimensions — In booking dimensions, order shall be
consistent and generally in sequence of length, width and height or
depth or thickness.
2.6Works to be Measured Separately — Works executed in
following conditions shall be measured separately:
a)Work in or under water,
b)Work in liquid mud,
c)Work in or under foul positions,
d)Work under tides, and
e)Work in snow.
2.6.1In the case of work under tides the levels of high and low water
tides shall be stated.
2.7Measurement in Stages — Works shall be measured under the
following categories in convenient stages stating the height or depth:
a)Below ground/datum level, and
b)Above ground/datum level.
NOTE — The ground/datum level shall be defined in each case.
3. LIME CONCRETE AND MUD CONCRETE
3.1Works of lime concrete and mud concrete shall be fully described
and measured in cubic metres.
4. CEMENT CONCRETE WORKS
4.1 General
4.1.1Concrete works shall be measured under the following
categories. Works in plain/reinforced/prestressed concrete shall each
5IS:1200 (Part II) - 1974
be measured separately. Works in precast and cast in situ concrete
shall be kept separate:
a)Bridges;
b)Dams and spillways;
c)Barrages and weirs;
d)Canal works;
e)Tunnels and shafts;
f)Harbour, docks and marine works;
g)Special structures, such as power house, overhead water reservoir,
chimneys and shafts, towers, silos and similar other structures;
h)Buildings; and
j)Other structures not covered by (a) to (h) above.
4.1.2Units of Measurement — Unless otherwise stated all concrete
work shall be measured in cubic metres.
4.1.3Formwork — Unless otherwise stated formwork shall be
measured separately under IS:1200 (Part V)-1972*.
4.1.4Finishes — Fair finishing of exposed surfaces of concrete
including hacking or roughening surfaces of concrete shall be included
in the description. Special finishes other than those obtained through
formwork shall be so described and measured separately in square
metres.
4.1.5Reinforcement — Unless otherwise stated reinforcement shall be
measured separately [see IS:1200 (Part VIII)-1974†]. Where concrete
and reinforcement are measured as a composite item they shall be
fully described indicating that supply of reinforcement is included in
the item; in such cases items identical in other respects but varying in
reinforcement shall be measured separately.
4.1.6Special Concrete — Concrete processed in special manner, such
as cooled, heated, cellular, expansive and heat resisting shall be fully
described and measured separately.
4.1.7All plain, rebated, grooved, locking and tongued joints shall be
included in the description.
4.1.8 No deductions shall be made for the following:
a)Ends of dissimilar materials for example, beams, posts, girders,
rafters, purlins, trusses, corbels and steps up to 500cm2 in
cross-section;
*Method of measurement of building and civil engineering works: Part V Formwork
(second revision).
†Method of measurement of building and civil engineering works: Part VIII Steel and
iron work (third revision).
6IS:1200 (Part II) - 1974
b)Opening up to 0.1m2 or as specified;
c)Volume occupied by reinforcement;
d)Volume occupied by pipes, conduits, sheathing, etc, not exceeding
100cm2 each in cross-sectional area or as specified;
e)Small voids, such as the shaded portions in Fig. 1, when these do
not exceed 40cm2 each in cross-section;
f)Moulds, drip moulding, chamfers, splays rounded or coved angles,
beds, grooves and rebates up to 10cm in width or 15cm in girth;
and
g)Stops, mitres, returns, rounded ends, junctions, dishings, etc, in
connection with linear or super labours.
NOTE — In calculating area of an opening, the thickness of any separate lintel or sill
shall be included in the height. No extra labour for forming such openings or voids
shall be measured.
FIG. 1 SHADED PORTION SHOWING SMALL VOIDS
4.2 Reinforced/Plain Cement Concrete (Cast In Situ )
4.2.1 Concrete cast in situ shall be classified as follows:
a)Foundations, footings, bases for columns;
7IS:1200 (Part II) - 1974
b)Walls (any thickness) including attached pilasters, buttresses,
plinth and string courses, fillets, etc;
c)Slabs, supported on wall/beams/columns, landings, balconies,
canopies, bridge slabs;
d)Slabs other than those specified in (c);
e)CHAJJAS including portions bearing on the wall;
f)Lintels, shelves, beams and bressumers;
g)Columns, piers, abutments, pillars, posts and struts;
h)Staircase including stringer beams but excluding landings;
j)Balustrades, newels and railing;
k)Spiral staircases (including landing);
m)Arches;
n)Domes, vaults;
p)Shell roof, arch rib and folded plates;
q)Chimneys and shafts;
r)Canal lining;
s)Ballast walls, retaining walls, return walls;
t)Concrete filling to precast components;
u)Kerbs, steps and the like;
v)String or lacing courses, parapets, copings, bed block, anchor
blocks, plain, window sills and the like;
w)Cornices and moulded window sills; and
y)Louvers, fins, fascia.
NOTE — All projections, etc, shall be included in the main items.
4.2.2 Concrete in Columns and Beams
4.2.2.1Columns shall be measured from top of column base to
underside of first floor slab and subsequently from top of floor slab to
underside of floor slab above.
4.2.2.2In case of columns for flat slabs, flare of column shall be
included with column for measurement.
4.2.2.3Beams shall be measured from face to face of columns and shall
include haunches, if any, between columns and beams. The depth of
beams shall be measured from bottom of slab to bottom of the beam
except in case of inverted beam where it shall be measured from top of
slab to top of beam.
4.2.3Concrete in CHAJJAS — The CHAJJA shall be measured
inclusive of bearing. When CHAJJA is combined with lintel, beam or
slab, it shall be measured as clear projection.
8IS:1200 (Part II) - 1974
NOTE — The projected reinforced cement concrete member of average thickness not
exceeding 100mm shall be treated as CHAJJA; exceeding 100mm shall be measured
as slab [see 4.2.1 (c)].
4.2.3.1Whenever vertical fin(s)/facia(s) and CHAJJAS are combined,
CHAJJAS shall be measured clear between fin(s)/facia(s). The vertical
fin(s) and facia(s) shall be measured through.
4.2.4 Forming Cavity in Wall
4.2.4.1Forming of cavity shall be measured in square metres. The
description shall state the width of cavity, the material, size, shape of
ties and their number per square metre.
4.2.4.2Measurements of cavity shall be taken along a plane at centre
of cavity; deduction being made for all openings and solid portion of
walls.
4.2.4.3Labour and material for closing cavities at the jambs, sills and
heads of openings shall be described and measured separately in
running metres.
4.2.4.4Items shall include use of cores for keeping cavity clear,
uniform, and forming the requisite weep and vent holes.
4.2.5 Concrete Casing to Beams and Steel Stanchions
4.2.5.1Concrete casing to steel joists or beams, steel stanchions, etc,
shall be measured in cubic metres.
4.2.5.2Volume occupied by joists shall not be deducted except in the
case of boxed stanchions or girders, in which case boxed portion only
shall be deducted.
4.2.6 Surface Channels
4.2.6.1Concrete in channel shall be measured in cubic metres. Volume
of channel shall be deducted from the concrete. Where shape of
cross-section is round, elliptical or oval, area of section shall be taken
as three-fourth of the width at top, multiplied by average depth at
centre.
4.2.6.2Forming channels in concrete shall be measured in running
metres and inner girth stated.
4.2.6.3Channel, finished fair or formed in spade finish to receive
lining of brick, concrete or stone, etc, shall be measured separately.
4.3Reinforced/Plain Concrete—Precast — Precast concrete works
shall include use of mould, finishing faces and supply of reinforcement
as described. Mix and ingredients of setting mortar, providing and
fixing inserts, if required, for fixing at site and finishing shall be
stated. Alternatively, reinforcement may be measured separately.
Unless otherwise stated hoisting and setting in position shall be
included in item. The work shall be classified and measured as
indicated in Table 1. Each item of work shall be fully described.
9IS:1200 (Part II) - 1974
TABLE 1 MEASUREMENT REINFORCED/PLAIN CONCRETE — PRECAST
COMPONENT
(Clause 4.3)
(1) (2) (3)
SL NO. CLASSIFICATION METHOD OF MEASUREMENT
i) Wall panel, floor/roof slabs In square metres
ii) Beams unit and columns, trusses, etc In running metres or numbers
iii) Channel unit and purlins In running metres or numbers
iv) String or lacing courses, copings, bed In running metres or numbers
plates, anchor blocks, plain window
sills, shelves louvers, steps,
staircases, etc
v) Kerbs, edgings, etc In running metres or numbers
vi) Solid blockwork In cubic metres or square metres
vii) Hollow blockwork In cubic metres or square metres
viii) Light weight partitions In square metres stating the thickness
ix) Door/window frames In running metres stating the size
x) Waffle units In square metres or numbers
xi) Water tank In numbers
xii) JALLIES In square metres of opening filled
stating thickness
xiii) Fencing posts In numbers or cubic metres
xiv) Folded slab In cubic metres
4.3.1 Plain and moulded work shall be measured separately.
4.3.2Any finishing work on precast component shall be fully described
and measured separately in square metres.
4.3.3 Fencing Posts
4.3.3.1Concrete fencing posts, corner posts, straining or terminal
posts and struts shall be classified according to size as follows:
a)Those having an average sectional area not exceeding 100cm2,
b)Those having an average sectional area exceeding 100cm2 but
not exceeding 250cm2, and
c)Those of an average area over 250cm2.
4.3.3.2The item shall include forming of chamfered or rounded angles,
and flat, splayed, rounded or mitred tops. Holes for wire or nails and/or
building in fastenings shall also be included.
4.4Prestressed Concrete — Cast In situ — Prestressed concrete
work cast in situ shall be fully described.
10IS:1200 (Part II) - 1974
4.4.1Concrete in structural members, such as columns, beams and
slabs shall each be measured separately.
4.4.1.1Members cast in sections (that is not in one continuous
operation) shall be fully described.
4.4.2Forming and grouting or sealing ducts or grooves shall be
measured in running metres fully describing size and other particulars
of sleeves (or sheathing), temporary supports required in formation of
ducts and composition of grout.
4.4.3Forming and grouting the air-holes at ends, middle or sides or in
any other position of ducts shall be included in the description of item.
4.4.4Filling in the jacking or anchoring recesses shall be described
stating finish to exposed surface or filling and measured separately in
cubic metres.
4.4.5Supplying, fixing and tensioning steel wires/strands/or cables
(measured between anchorages) shall be measured in kilograms
stating ultimate strength and proof stress and size of wire or cable.
Each size shall be measured separately. No allowance shall be made
for extra lengths in anchorages or elsewhere. The number of strands in
each cable, type of central core, and type of sheathing if any to wires
shall be stated. De-greasings, straightening, cutting to lengths and
assembling wires and cables, cones, wedges, anchor-plates, spacers,
distance pieces and other expandable items shall be deemed to be
included with main item.
4.5Prestressed Concrete — Precast — Prestressed concrete
precast works shall be fully described.
4.5.1Formwork or moulds for precast units and for forming anchorage
pockets shall be deemed to be included with items.
4.5.2Precast units shall be enumerated stating number, size, length,
method of fixing and bedding. Unless otherwise stated, hoisting,
transportation, assembly and setting in position shall be included in
item. The classification shall be as follows:
a)Pre-tensioned in the mould;
b)Post-tensioned on ground after casting;
c)Cast in section, assembled and post-tensioned before erection;
d)Post-tensioned after hoisting but capable of self-support;
e)Cast in sections for assembly in situ and post-tensioned after
erection; and
f)Post-tensioned after hoisting but requiring support until
tensioning is completed.
11IS:1200 (Part II) - 1974
4.5.3Cores, wires, strands and cables for post-tension members shall
be measured as in 4.4.5. In case of pre-tension members, these items
shall be included in the main item.
4.6 Miscellaneous Items
4.6.1Expansion Joints — Expansion joints in floors, roofs and walls
shall be described as including all formwork and labour necessary to
form joint and shall be measured in running metres stating depth and
width of joint. Alternatively, these may be measured in square metre
stating the width of the joint.
4.6.1.1Material used in filling and or for covering shall be fully
described and measured separately in running metres.
4.6.1.2Where sheet of copper, brass, aluminium or of any other
material is used, it shall be fully described and measured in running
metres.
4.6.2Damp-proof course in concrete shall be described and measured
in square metres stating thickness. Item shall include formwork and
fair finish to edges and also levelling and preparing of brickwork or
stone masonry to receive damp-proof course. Horizontal and vertical
damp-proof courses shall each be measured separately.
4.6.3 Waterproofing Concrete
4.6.3.1Waterproofing material used for waterproofing of concrete
shall be described stating quantity of material to be used and
measured separately in litres or kilograms.
4.6.3.2Surface treatment of concrete shall be measured in square
metres stating number of coats or dressings and proportion of
waterproofing material to water.
4.6.4Guniting — Guniting shall be fully described and finished
surface measured in square metres.
4.6.5 Pack/Pressure Grouting
4.6.5.1Grout Holes — The length of grout holes drilled either for pack
grouting or pressure grouting through concrete shall be measured in
running metres. Grout holes drilled through plate steel liners shall,
however, be enumerated separately.
4.6.5.2Grout Pipes and Fittings — Grout pipes and fittings provided
for grouting shall be measured in kilograms and weight of all pipes
and fittings shall be derived either by actual weighment or from
known weights and lengths.
4.6.5.3Water Pressure Testing — Measurement for water pressure
testing shall, where necessary, be made separately for each hole and
enumerated.
12IS:1200 (Part II) - 1974
4.6.5.4Measurement for grouting shall be made on basis of the weight
of cement in grout actually forced into holes. Stone dust and other
additions, if used, shall be measured separately in loose dry state
before mixing and shall be measured by boxes of approved size and
design.
4.6.6Grouting Stanchion Bases — Cement grouting under plates of
stanchion or precast concrete column or steel grillages shall be
measured in square metres and its mix stated.
4.6.7Holding Down Bolts — Grouting in of holding down bolts and the
temporary boxings or wedges to form holes for the same shall be
enumerated. Depth and height of the hole and mix shall be stated and
grouting included in description.
4.6.8 Cutting in Concrete
4.6.8.1Work involving cutting, or sinking into existing concrete shall
be classified as follows:
a)Grooves, chases and like shall be measured in running metres
stating girth; and
b)Holes, mortices and openings shall be measured per centimetre of
depth of cutting and shall be classified as follows:
1)Up to 250cm2 in area, and
2)Exceeding 250cm2 and up to and including 0.1m2 area.
NOTE — Area shall be reckoned as the net area required and not necessarily the area
actually cut.
4.6.8.2Cutting opening exceeding 0.1m2 in area shall be measured in
cubic metre and items shall include provision for fixing and removal of
existing support and temporary support.
4.6.8.3Cutting of existing reinforced cement concrete surfaces and
exposing reinforcement without damaging the same shall be measured
in square metres stating depth.
4.6.9Toothing and Bonding — Where new concrete walls are bonded
to existing walls an item of labour and material in cutting, toothing
and bonding shall be measured in square metres.
13Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
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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 December 1981
Amd. No. 2 February 1984
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281.pdf
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IS 281 :1991
Indian Standard
MILD STEEL SLIDING DOOR BOLTS FOR
USE WITH PADLOCKS - SPECIFICATION
( Third Revision )
UDC 683’311’2
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1991 Price Group 3Builder’s Hardware Sectional Committee, CED 15
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Builder’s Hardware Sectional Committee had been approved by the
Civil Engineering Division Council.
This standard was first published in 1951 and subsequently revised in 1964 and 1990. In this
revision, important changes in design of the staple have been incorporated. Further in this
revision cold rolled low carbon steel sheets as per Grade D of IS 513 : 1986 has also been
included apart from hot rolled carbon steel sheets and strips as per grade 0 of IS 1079 : 1988.
Atso general updating has been done in the standard.
This standard contains clauses 4.1.1, 7.3, 8.1 and 8.2 which permit the purchaserto use his
option for selection to suit his requirements.
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.
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 281 : 1991
Indian Standard
MILD STEEL SLIDING DOOR BOLTS FOR
USE WITH PADLOCKS -SPfiCIFICATION
( Third Revision )
1 SCOPE until. the internal diameter is equal to twice
the thickness of the test piece and the sides
This standard specifies the requirements become parallel.
regarding materials, dimensions, manufacture
and finish of mild steel sliding door bolts 5.2 Mild Steel Wire
commonly used in general building construction
for Iocking doors, gates, etc, with padlocks. 5.2.1 The steel wire used in the manufacture
of slidi~ng door bolts shall have a tensile
strength of 40 kgf/mm2, Min conforming to 4 H
2 REFERENCES
of IS 280 : 1978 and shall satisfy the bend test
as given in 5.2.2.
The Indian Standards listed in Annex A are
necessary adjuncts to this standard.
5.2.2 The wire shall withstand being bent
through an angle of 900 round former of
3 TYPE
diameter equal to twice its own diameter
without breaking or splitting.
Mild steel sliding door bolts shall be of two
types, namely, plate type ( see Pig. 1 ), and clip
5.3 Mild Steel Rods
or bolt type ( see Fig. 2 ).
Mild steel. rods used in the manufacture of
4 SIZES
sliding door bolts shall conform to Grade Fe
410 of IS 226 : 1975.
4.1 Mild steel sliding door bolts shall be of
the following sizes:
6 DIMENSIONS AND TOLERANCES
a) Plate type sliding bolts - 150, 200, 250,
The leading dimensions of the plate type
300,375 and 450 mm; and
sliding door bolts and tolerances thereon shall
b) Clip or bolt type sliding bolts - 200,250, conform to those given in Table 1 and Pig. 1
300, 375 and 4~50m m. and of clip or bolt type sliding door bolts to
those given in Pig. 2 and the following:
4.1.1 Sliding door bolts of sizes other than
those specifiedin 3 may also be supplied by Size of Sliding Bolts, Clip Leng’hrpofr;Sl id ing
mutual agreement between the purchaser and or Bolts Type
the supplier but they shall conform generally ( see Fig. 2 ) A
to the provisions laid down in this standard. mm mm
200 200 f 2
5 MATERIALS
250 250 i- 2
5.1 MiId Steel Sheets 300 300 * 2
375 375 f 3
5.1.1 Mild steel sheets and plates used in the
450 450 f 3
manufacture of mild steel sliding door bolts
shall conform to Grade 0 of IS 1079 : 1988 and
7 MANUFACTURE
shall satisfy the bend test given in 5.1.2.
7.1 General
5.1.2 Suitable test pieces when cold shall
withstand without fracture, being doubled over, The sliding door bolts shall have smooth
either by pressure or by blows from a hammer, sliding action. All screw holes shall be
1Table 1 Dimensions of Mild Steel Sliding Door Bolts, Plate Type
( Clauses 6 and 7.1; and Fig. 1 )
Size Dimensions Holes Drilled No. of No. of No. of
~------_~~----__*_ _-_- and Counter- Rivets Screw 8mm
A B c E F G H T- sunk to Accom- Holes Square
j&n modate Wood Holes for
Screw Designa- Carriage
tion No. ( see Bolts
IS 451 : 1972 )
yw r---*----Y e
(‘1 (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)
mm mm mm mm mm mm mm mm mm mm
150 150&I 170& 3 llOf2 75 f 2 25 -+ 1 20 f 1 34fl 12 1.60 f 0.10 9 42 424 42
200 200f 2 220* 3 135f2 75 *2 32f 1 25 & 1 34-&l 12 l-60 f 0.10 9 42 624 42
h)
250 250f 2 280& 3 180&2 100*2 32f 1 32 f 1 64& 1 18 2GO f 0.10 d 44 644 42
300 300-4.2 330 f 3 200 f 2 100 & 2 38 f 1 38 f 1 6451 18 2.00 * 0.10 9 64 644 42
375 375 f 3 405 f 3 200 * 2 lOOf 38 &- 1 38 f 1 64fl 18 2.00 * 0.10 9 84 844 42
450 450& 3 480& 3 200 f 2 100*2 38 f 1 38-+ 1 64* 1 18 2.00 f o-10 9 84 844 42
NOTE - For 375 mm and 450 mm siies of bolt, one extra supporting clip, 31 & 1 mm in length and made of 1.25 & O-10 inm thick mild steel sheet
shall be provided.SECTION XX X-
442.Ot *s -J
8 mm SQ HOLES
FOR CARRIGE
12: 1
10’0?.5-
3.15 mm THICK HASP
NOTE - Shapes of parts are only illustrative but the dimensions and the minimum requirements, where
specified, are binding.
All dimensions in millimetres.
FIG. 1 MILD STEEL SLIDING DOOR BOLT, PLATE TYPE
countersunk to suit the countersunk-head wood specified in 7.2. Alternatively, staples shall be
screws of sizes specified in Table 1 -and Fig. 2. Imanufactured in one piece design out of mild
All sharp edges and corners shall be removed steel sheet as shown in Fig. 2. Sliding bolts
and finished smooth. shall be provided with cast iron bolts manu-
factured from Grade Fe of 200 of IS 210 : 1978
7.2 Sliding Door Bolts, Plate Type or mild steel clips, as specified by the purchaser.
The Cxing bolts, if used, shall have threaded
Back plate, straps and hasp shall be made from ends and-shall be provided with round washers
mild steel sheets. Sliding bolt shall be made and nuts of square or ~hexagon type. Sliding
from round mild steel bar. Hasp shall be cut to bolts of sizes up to and including 300 mm shall
shape, finished and securely riveted in the bolt. be provided with three fixing bolts or clips,
The plate for the staple shall have holes for and sliding bolts of 375 mm and 450 mm sizes
the staple and countersunk at the back. Staple with five fixing bolts or clips.
shall be firmly riveted. In case the~staple rod .is
not undercut at the ends for the purposes of 8 FINISH
riveting, it shall be so constructed as to form 8.1 Sliding Bolts, Plate Type
a check on the upper side to prevent its sliding.
Back’plate, straps and staple plate shall be stove
Alternatively, staples shall be manufactured in
enamelled black before assembling: Hasp and
one piece design out of mild steel sheet as
bolt shall be finished bright or copper oxidized
shown in Fig. 2. The screw holes on the staple
in accordance with IS 1378 : 1987 or shall be
shall be so positioned that they are completely
plated with nickel or chromium in accordance
covered by the hasp in the closed position.
with IS 1068 : 1985 as specified by the purchaser.
Square holes 8 mm in size for the purpose of
fixing carriage bolts shall be provided on the 8.2 Sliding Bolts, Clip or Bolt Type
plate.
Hasp, bolt, staple and clips or fixing bolts shall
be copper oxidized in a-ccordance with
7.3 Sliding Bolts, Clip or Bolt Type
IS 1378 : 1987 or shall be plated with nickel or
Hasp, clips and staple shall be made from mild chromium in accordance with IS 1068 : 1985 as
steel sheets. Sliding bolt shall be made from specified by the purchaser.
round mild steel bar. Hasp shall be of suitable NOTE _ When the sliding bolts is to be finished
shape and shall be firmly riveted in the bolt. bright, a thin coating of rust preventive shall be
Staple shall be fitted to the staple plate as given.
3-1 25t1 P/MAB CO HRE I NETO D BE ,,
71 I ’
i_! _ Y
P27?1 -
12*i-1 -&- ,,cn
RIVETED OR
SPOT WELDED,
HASP/
C I BOLT (ALTERNATIVE TO CLIP)
SECTION XX
‘BACK PLATE CSK HOLE FOR DtSiGNATlON
No.9 CSK WOOd SCREW
CilP STAPLE
Emm SQ HOLE FOR
CARRIAGE BOLT CSK HOLE FOR
DESIGNATION NO. 9
/ WOODSCREW
3
55
-1
RL
i 39
U
ALTERNATIVE STAPLE
NOTE - Shapes of‘ parts are only illustrative but the dimensions and the minimum requirements, where
specified, are binding.
Alld imensions in millimetres.
PIG. 2 MILD STEEL SLIDING DOOR BOLT, CLIP OR BOLTT YPE
4IS 281,: 1991
9 MARKING strong paper and shall be suitably packed in
bundles or cardboard boxes. Each bundle or
9.1 Each sliding door bolt shall be stamped,
box shall bear a label showing the name of
preferably on the hasp, with the manufacturer’s
manufacturer or trade-mark, type, size and
name or trade-mark.
quantity of door bolts.
9.1.1 Sliding door bolt may also be marked
with the Standard Mark. 11 SAMPLING AND CRITERION FOR
CONFORMITY
10 PACKING
The scale of sampling and criteria for
10.1 Sliding door bolts shall be wrapped in conformity shall be as given in Annex B.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. * Title IS No. Title
210 : 1978 Grey iron castings ( third 1068 : 1985 Electroplated coatings of
nickle plus chromium and
revision )
3. copper plus nickel plus
226 : 1975 Structural ‘steel ( standard chromium on iron and steel
quality ) ( jifth revision ) ( second revision )
280 : 1978 Mid steel wire for general 1079 : 1988 Hot rolled carbon steel sheet
engineering purposes ( third and strip (fourth revision )
revision )
Oxidized-copperfinishes ( third
451 : 1972 Technical supply conditions for 1378 : 1g87
revision )
wood screws ( second revision )IS-281 : 1991.
ANNEX B
( Clause 11 )
SAMPLING AND CRITERION FOR CONFORMITY
B-l LOT B-1.2.1 Door bolts for testing shall be selected
at random from at least 10 percent of the
B-l.1 In any-consignment, all the door bolts packages subject to a minimum of three
of -the same type and size ma,nufactured at the packages, equal number of door bolts being
same time shall be grouped together to selected from each such package.
constitute a lot.
B-l.3 Tests
B-l.2 Lot Size and Sample Size
All the door bolts selected as in B-l.2 shall be
The number of door bolts to be selected from
checked for dimensional requirements ( see 16 ),
the lot shall depend on the size of the lot and
defects in manufacture ( see 17 ) and finish
shall be in accordance with co1 1 and 2 of
( see 18 ). Any door bolts which fails to satisfy
Table 2.
any one or more of the requirementsfor the
Table 2 Scale of Sampling and Criterion characteristics shall be consldered as a defec-
for Acceptance tive door bolt.
( Clauses B-l.2 and B-2.1 ) B-2 CRITERION FOR CONFORMITY
Lot Size Sample Size Permissible No. of B-2.1 The lot shall be considered as conforming
Defective Door
to the requirements of this standard if the
Bolts
number of defective door bolts among those
(1) (2) (3) inspected does not exceed the corresponding
up to 200 15 0 number given in co1 3 of Table 2 otherwise it
201 to 300 20 1 shall be considered as not conforming to the
301 to 500 30 2 requirements of the standard.
501 to 800 40 2
801 and above 55 3 B-2.1.1 For conformity of the requirements of
the material the manufacturer shall provide
NOTE - The sampling plan given here is such. that
lots with 1.5 percent or less defectives will be a certificate of compliance to the requirements
accepted most of the times. of the corresponding Indian Standard ( see 5 ).
6Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards 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 inspec-tion, 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 designatious. 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 15 ( 4888 )
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
N-EW 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, CHANDIGAR-H 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
_
__.~_. - - ._- .._-. ___.__l__.- : ‘““;. ,.__ -... ~~~. __~_ ~. _ _ . _.
AMENDMENT NO. 1 JULY 1992
TO
I$ 281: 1991 MILD STEEL SLIDING DOOR BOLTS
FOR USE WITH PADLOCKS -SPECIFICATION
( Third Revision)
(Puge 1, &use 5.1.1) - Substi~te the following for the existing clause :
‘5.1.1 Mild steel sheets and plates us4 in the manufacture of sliding door bolts
shall conform to Grade D of IS 513 : 1986 or Grade 0 of IS 1079 : 1988 and shall
satisfy the tund UXXg iven in 5.1.2.’
(Page 5,Annq A) - Insert the following :
‘IS 513 :1986 Cold mlkd low carbon steel sheets and strips ( bird revision ).’
. Rqmgmphy Unix,B IS,N ew Delhi, India
*-. -AMENDMENT NO. 2 OCTOBER 1997
TO
IS 281: 1991 MILD STEEL SLIDING DOOR BOLTS
FOR USE WITH PADLOCKS - SPECIFICATION
( Third Revision)
1 Page 1, clause 52.1, line 3 ) - Substitute ‘450-650 MPa’ fir ‘40 kgf/
mm , Mid.
( Puge I, clause 5.3, line 3 ) - Substitute ‘IS 2062 : 1992’ for ‘IS 226 :
1975’.
( Page 5, Anna A) - Substitute ‘ IS 2062~1992 Steel for general structural
purposes (j&m/l rebision)’ for ‘226 : 1975 Structural steel (standard quality)
~#I2 revision)‘.
(CED15)
keprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 APRIL 2001
TO
IS 281:1991 MILD STEEL SLIDING DOOR BOLTS
FOR USE WITH PADLOCKS — SPECIFICATION
( Third Revision)
(Paqe 4, Fig. 2 ) — Substitute ‘3.15 * 0.08’ for ‘3.1 5’, ‘2.24 * 0.08’ for
‘2.24’, ‘39*1’ for ‘39’; and ‘19*0.5’ for ’19.
(CED 15 )
Reprographythi~ BIS,NewDelhi,India
|
2720_33.pdf
|
IS : 2720 ( Part XXXIII ) - 1971
( Reaffirmed 1995 )
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIII DETERMINATION OF THE DENSITY
IN-PLACE BY THE RING AND WATER
REPLACEMENT METHOD
( Third Reprint MARCH 1997 )
LJDC 624.131.431.5
0 Copyright 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 February 1972IS : 2720 ( Part XXX111 ) - 1971
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIII DETERMINATION OF THE DENSITY
IN-PLACE BY THE RING AND WATER
REPLACEMENT METHOD
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
PROP DINESHM OH~N Central Building Research Institute ( CSIR ),
Roorkee
Members
SHRI D. R. NARAHARI ( Alternate to
Prof Dinesh Mohan )
DR ALAM SINOH University of Jodhpur, Jodhpur
DR A. BANERJEE The Cementation Co Ltd, Bombay
SHRI S. GUPTA ( Alternate )
SHRI B. B. L. BHATNACAR Irrigation and Power Research Institute, Amritsar
SHRI K. N. DADINA In personal capacity ( P-820, New A&ore,
Cakutta 53 )
SHRI A. G. DA~TIDAR The Hindustan Construction Co, Bombay
SHRI R. L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
DR G. S. DHILLON Indian Geotechnical Society, New Delhi
DIRECTOR ( CBNTRAI. SOIL Central Water c(r Power Commission, New Delhi
MECHANICSR ESkARCHS TATION)
DIRECTOR ( Dms II ) ( Alternate )
PROP R. N. DOGRA Indian Institute of Technology, New Delhi
SHRI S. K. GIJLATI ( Alternate)
SHRI B. N. GUPTA Irrigation Research Institute, Roorkee
JOINT DIRECTOR, RESEARCH Railway Board ( Ministry of Railways )
(FE), RDSO
DEPUTY DIRECTOR,R ESEARCH
( SOIL MECHANICS), RDSO ( Alternate )
SHPI S. S. JOSHI Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. VARADARAJA ( Alternate )
SHRI G. KUECKELMANN Rodio Foundation Engineering Ltd; and HaLarat &
Co, Bombay
SWRI A. H. DIVANJI ( Alternate )
SHRI 0. P. MALHOTRA Public Works Department, Government of Punjab
SHR~M . A. MEHTA Concrete Association of India, Bombay
SHRI T. M. MENON ( Altcmafe )
SHRI T. K. NATARAJAN CentgralhFd Research Institute ( CSIR ), New
SHRI RAVINDERL AL National Buildings Organisation, New Delhi
SHRI S. H. BALACHANDAN(I Alternate )
( Continued an page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW IX&HI 110002IS : 2720 ( Part XXX111 ) - 1971
( Continuedf rom/i age1 )
Members Representing
DR SHAMSHERP RAKASH University of Roorkee, Roorkee
RESEARCHO FFICER Building and Roads Research Laboratory, Pubiic
Works Department, Government of Punjab
RESEARCHO FFICER Engineering Research Laboratory, Hyderabad
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI S. N. SINHA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BISHNOI( Alternate )
SUPERINTENDING EN G INEER Concrete and Soil Research Laboratory, Public
( PLANNINGA ND DESIGNC IRCLE) Works Department, Government of Tamil Nadu
EXECUTIVEENGINEE( RIN CHARGE,
SOIL MECHANICS& RESEARCH
DIVISION) ( Alternate )
SHRI C. G. SWAMINATHAN Institution of Engmeers ( India ), Calcutta
SHRI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SIIRI S. R. TALPADK ( Alternate)
SHRI H . G . VERMA Public Works Department, Government of Uttar
Pradesh
SI~RID . C. CHATURVEDI( Alternafe )
SHRI D. AJITHA SIMHA Director General, BIS ( Ex-O.&O f&nder )
Director ( Civ Engg )
Secretary
SHRI G. RAMAN
Deputy Director ( Civ Engg ), BIS
Soil Testing Procedures and Equipment Subcommittee, NC 23 : 3
Convener
DR ALA~-~S INGEI University of Jodhpur, Jcdhpur
Members
DR R. K. BIIANDARI Central Road Research Institute ( CSIR ), New
Delhi
SHRI T. N. BHARGAVA Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. BIS~NOI( Alternate )
SHRI R. L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
DIREIXOR ( CENTRAL SOIL Central Water & Power Commission, New Delhi
MECIII\NICRSE SEARCHS TATION)
DJRECTOR( DAMS II ) ( Alternate)
SHRI H. K. GUHA Geologists Syndicate Private Ltd, Calcutta
SFIRIN . N. BHATTACHARYYA( Alternate )
SIIRI S. S. <JOSIII Engineer-in-Chief’s Branch, Army Headquarters
SIIRI MAIIAUIR PRASAD PublFraye;;ks Department, Government of Uttar
SI~RI0 . P. MALIXOTRA Buildings and Road Research Laboratory? Public
Works Department, Government of PunJab
DR I. S. UPPAL ( Alternate )
SICRID . R. NARAIXARI Central Building Research Institute ( CSIR ),
Roorkee
SHRI G. S. JAIN ( Alternate )
DR V. V. S. RAO United Technical Consultants Pvt Ltd, New De!hi
SHRI K. K. GUPTA ( Alternate )
SHRI H. C. VERMA Associated Instrument Manufacturers ( India ) Pvt
Ltd, New Delhi
SHRI M. N. BALIGA ( .I&ernnte) .?
2IS : 2720 ( Part XXX111 ) - 1971
Indian Standard
METHODS OF TEST FOR SOILS
PART XXXIII DETERMINATION OF THE DENSITY
IN-PLACE BY THE RING AND WATER
REPLACEMENT METHOD
0. FOREWORD
0.1 This Indian Standard ( Part XXX111 ) was adopted by the Indian
Standards Institution on 24 September 1971, 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 to facilitate comparative studies of
results, the Indian Standards Institution is bringing out this Indian
Standard methods of test for soils ( IS : 2720 ) which will be published in
parts. Thirty-one parts of this standard have been published so far.
0.3 This part ( Part XXX111 ) deals with the determination ofdry density
of soil in-place by the water replacement method using a ring. 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
for comparison with design data. The correct estimation of the in-place
density of both natural and compacted soils is therefore of importance.
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*.
1. SCOPE
1.1 This standard ( Part XXX111 ) covers the method for determining the
in-place density of a coarse grained soil including gravels, cobbles, boulders
and rock by the water replacement method using a circular ring on the
surface and a plastics film to retain the water ( see Notes 1 and 2 >.
Norx 1- If desired, successive density tests may be performed as the hole is pro-
gressively deepened to determine the vartion of density with depth, for example,
when placing and compacting material in relatively. thick layers.
*Rules for rounding off numerical values ( r&cd)).
3IS t 2720 ( Part XXXIII ) - 1971
NOTE 2 -A field grading of the excavated soil, may, if desired, be done while the
test hole is being excavated.
1.1.1 The field dry density is determined either for the total material
or for the material smaller than a specified or given size.
2. APPARATUS
2.1 Density Ring and Steel Spikes (if required) -The ring diameter
shall be at least 3 to 4 times the size of the largest particle. The diameter
usually ranges between O-5 and 2.5 m in multiples of 0.5 m. The rings
may be made of 4 to 8 mm mild steel sheet, either in one unit ( when
smaller ) or in segments ( when bigger) with suitable provisions for
assembling in the field. The rings may be of any construction provided
the inner surface is that of a right cylinder approximately 10 to 20 cm
high and horizontal flanges of 10 to 25 cm suitably varying with the
diameter of the ring. Stiffening flanges shall be provided to resist
distortion.
2.2 Straightedge
2.3 Plastics Film
a) 0.1 mm thick, 2 to 4 m square ( for small diameter rings ); and
b) 0.2 mm thick, 4 to 8 m square (for large diameter rings ),
2.4 Pointer Gauge Assembly and Supports - Horizontal bar with
supports resting on or outside the ring, fitted with an adjustable vertical
pointer and lock nut.
2.5 Quick-Setting Plaster or Sand Filled Gunny Bags
2.6 Apparatus for Delivering into the Hole, Measuring and Remov-
ing the Volume of Water Required
2.6.1 For small test holes, and for test holes located in sites which are
not readily accessible,. the most convenient and economical method of
delivering and measurmg water may be by hand or by syphon hose from a
small calibrated container ( waler can).
2.6.2 For larger test holes in readily accessible sites, it is usually
advantageous to use one or more calibrated water tanks for measuring
the water when filling the hole covered with plastics film, and to provide
a portable, power driven, self priming pump for removing the water after
each filling. Each calibrated tank should be provided with an outlet
valve and an attached volume measuring gauge. Delivery holes from
such tanks shall be fitted with a valve at the delivery end so that the flow
of water into the hole covered with the plastics film can be suitably con-
trolled when the water level approaches the level of the pointer gauge,
;”
4
:,IS : 2720 ( Part XXXIII ) - 1971
2.6.2.1 The area of each calibrated tank should be such that the
graduations on its volume measuring gauge can be easily read. Tanks
used for filling holes of large capacity should have volume gauges graduat-
ed at 10 and 1 litre intervals; gauges on tanks used for filling holes of
smaller capacity should be graduated at 2 and 0.2 litre intervals.
2.6.2.2 The graduations on the volume measuring gauges of calibrated
tanks shall be verified. To verify the graduations proceed as follows:
a) Fill each tank with water to the top graduation on the gauge and
draw off successive volumes so that the water level drops to each
graduation in turn.
b) Calculate the volumes drawn off from the weight of each with-
drawal and compare with the volumes read on the gauge.
2.7 A Balance- capable of weighing up to 20 kg ( class C type ) of
IS: 1433-1965*, sensitiveness at no load and at full load 10 g, greatest
error allowed when fully loaded 20 g ( see Note under 2.9 ).
2.8 Apparatus for Moisture Content Determination - shall be in
accordance with IS : 2720 ( Part II )-1969t.
2.9 Platform Weighing Machine- capable of weighing up to 100 kg
( dial type ) in accordance with IS : 1435-1960$, sensitiveness when fully
loaded 20 g, greatest error when fully loaded 40 g ( see Note ).
Nom - Other types of weighing scales of similar accuracy may be used.
2.10 Containers
2.11 Suitable Hand Tools -for excavating and cleaning holes in
coarse soils and rocky materials, such as pick, shovel, crowbar, broom and
scoop.
2.12 IS Sieves - loo-mm, 80-mm, 40-mm, 25-mm, 20-mm, IO-mm and
4*75-mm, 30 cm in diameter, as required.
2.13 Syphon Can and Measuring Cylinders
3. PROCEDURE
3.1 Approximately level the ground at the site of the test. Place the ring
on the levelled ground and secure it to the surface to prevent any move-
ment during the performance of the test.
3.2 Fill the voids between the underside of the ring and the surface with
quick-setting plaster. As the plaster is setting, clean the surplus from the
*Specification for beam scales ( revised).
+Methods of test for soils: Part II Determination of moisture content (first revision).
$Specification for platform weighing machines.
5IS : 2720 ( Part XXX111 ) - 1971
inside of the ring. Remove all loose material and sharp projections from
the test surface.
3.2.1 If required, sand-filled gunny bags may also be placed on the
flange of the ring to prevent the movement of the ring.
3.3 Set up the pointer gauge assembly so that the pointer can be removed
and returned to a fixed position below the top of the ring (see Note ).
Remove the pointer gauge bar to a safe position.
NOTE- For small rings the pointer is often mounted on a datum bar supported on
legs driven into the ground outside the ring. The datum should be made so that it
can be removed between readings, and replaced with the pointer in precisely the same
position. For large rings, which are usually more stable, it is usual to lay a small datum
bar on the rim of the ring if it is a flat flange, marking the position so that the bar can
be returned accurately to the same position, or the bar may be suitably clamped to the
ring.
3.4 After checking for punctures, spread the plastics film over the test
surface and the ring taking care to remove all the wrinkles. Replace the
pointer gauge bar.
3.5 Fill the plastics film-ring assembly with water to the precise level of the
pointer (see Note 1 ). While filling, ensure the film makes full contact with
the test surface and the inside surface of the ring. Check for leaks (see
Note 2 ). The measured volume of water used is the initial reading Vi
for the test.
NOTE 1 -The required accuracy of volume measurement depends on the volume of
the test hole and the diameter of the ring used. For smaller test holes and rings, record
the volume to the nearest 09 litre. For larger test holes and rings, a lesser accuracy
may suffice. Since the test cannot be easily repeated, all observations and recordings
should be independently checked.
Nora Z-Observe the water level at the pointer gauge tip for several minutes to deter-
mine whether water is leaking through the plastic film. If leakage is occurring, repeat
the volume measurement with a sound film. Do not walk upon the plastics film or
drag it across the ground or sharp projections.
3.6 Remove the pointer gauge bar to a safe position. Remove the water
and the plastics film, checking the ground surface for indications of
leakage.
3.7 Excavate, as nearly as practicable, a cylindrical cavity within the ring
using the digging tools. When excavating very coarse materials, it may be
necessary to employ a mechanical device, such as a tripod with either a
block and tackle or a chain hoist, for lifting large rocks from the cavity.
Make the wall of the cavity as near vertical as possible; but avoid under-
cutting the ring and deformation of the cavity. The movement of heavy
equipment in the immediate test area should not be permitted. Leave in
place any large rocks near the cavity boundary. Keep the floor and wall
of the cavity as even as possible and free from sharp protrusions which
6IS : 2720( Part XXXIII ) - 1971
may puncture the plastics film. When the desired depth (see Note 1 under
1.1 ) has been reached, clean all loose material from the cavity. Carefully
collect all the excavated material in containers ( see Note 1 ) and weigh
each to the nearest 0.1 kg. Sum the individual weights of the material in
the containers to obtain the total weight ( W, ) of the excavated material
(see Note 2 ).
NOTE 1 -Use containers with close fitting lids when testing soils and absorbent
rocks holding significant amounts of water. To avoid undue loss of moisture, the cover
shall be kept on the container at all times when the soil is not being pIaced in it. In
hot and dry climate, shade for the test area and a damp cloth over the container shall
be provided. When the material consists predominantly of hard, non absorbent rock
of negligible moisture content, open containers are satisfactory.
NOTE 2 - If practicable, large rocks in excess of scale capacity may be broken into
smaller pieces. Alternatively, their volume may be determined by water displacement
and their weight computed using the specific gravity of the stone. If larger rocks are
broken, it shall be ensured that all fragments from each rock are weighed.
3.7.1 The gradation of particles in the excavated material may be
determined, if desired by sieving it through sieves specified in 2.12.
3.8 When the moisture content of all or part of the material will have a
significant effect on the field dry density, determine the moisture content
i of the soil in accordance with IS : 2720 ( Part II )-1969*.
3.8.1 The sample for moisture content shall be representative of the
whole of the soil excavated except that, if only the density of the material
smaller than a given size is required, any stone coarser than this size shall
first be removed. The moisture sample should be as large as is practicable
and convenient. It should be collected in an airtight moisture content
container by incrementally sampling the excavated soil during the course
of the digging operations and after the increments of W, (see 3.7 )
have been weighed. In taking moisture content sub-samples of soil contain-
ing coarse rock fragments, neglect rocks larger than 80 mm if these are
predominantly non-absorbent and in surface dry condition.
3.9 After checking for punctures, and taking care to remove all wrinkles,
spread the plastics film properly into the cavity thus formed. Replace the
pointer gauge bar.
3.10 Fill the cavity covered with plastics film with water to the precise
level of the pointer as set for the initial volume measurement ( see Note 1
under 3.5). When delivering water to larger test cavities from calibrated
tanks, run an exact number of litres of water rapidly into the film-covered
cavities, from a larger tank equipped with a delivery hose capable of supply-
ing the bulk of the water in a relatively few minutes. A smaher tank may
then be used for slowly bringing the water level to the tip of the
pointer gauge and for obtaining the required accuracy of the volume
*Methods of test for soils: Part II Determination of moisture content (f;rst r&.& ).
7IS : 2720( Part XXXIII ) - 1971
measurement. While filling, loosely support the sheet away from the wall
of the cavity and allow the rising water to form the film to the shape of the
cavity and the ring. Check for leaks ( see Note 2 under 3.5). The
measured volume of water used is the final reading ( V, ) for the test.
3.11 The steps given in 3.1 to 3.10 complete the work specifically required
at the test site to determine the in-place density.
3.12 If a soil contains particles larger than a given size and only the
density of the material smaller than this size is required, proceed as
in 3.12.1 to 3.12.3.
3.12.1 Sieve the material excavated from the cavity. Determine the
weight W, and volume V, of stones retained on the sieve.
3.12.2 The volume V, of the stones in the sample may be determined
directly by displacement of water from a graduated flask or syphon can
from which the overflow can be accurately measured or by weighing the
stones, or by weighing the stones in air and water, calculating their
specific gravity ( see Note ) and determining their volume by dividing their
weight by their specific gravity.
NOTE- For construction control,-the volume of stones need not be measured every
time a test is made. From the experience gained after a number of successive tests, if
it is found that the specific gravity of stones from particular source is constant, a suit-
able value for the specific gravity may be assumed and the volume computed by
obtaining the weight of stones in a wet surface-dry condition and dividing the weight
by the assumed specific gravity of the stone.
3.12.3 Calculate the dry density y, of the soil from the formula:
wul- WV
YIi -
(V-v,)(l++
where
W, = total weight of the material excavated to form the
cavity,
W, = total weight of the portion (stones ) of the excavated
material retained on a given sieve,
V= volume of the cavity,
V, = volume of the stones in the excavated material retained
on the given sieve, and
w = moisture content of material finer than the given sieve
&;;pined in accordance with IS: 2720 (Part II)-
*Methods of test for soils : Part II Determination of moisture content (first r&s&t ).
8IS : 2720 ( Part XXX111 ) - 1971
If there is a large proportion of stone in the sample, the calculated
density value for the fraction passing the given sieve may lack physical
significance.
4. CALCULATIONS
4.1 Calculate the volume of the cavity V from the formula:
V= V,-Vi
where
V, = final volume reading ( see 3.10 ), and
V, = initial volume reading ( see 3.5 ).
4.2 Calculate the wet density of the soil y from the formula:
where
W, = weight of the wet material from the cavity (see 3.7 ),
and
V = volume of the cavity (see 4.1 ).
4.3 Calculate the dry density of the soil y, from the formula:
yx 100
Yd=
(lOO_tW)
where
,y = wet density of the soil ( see 4.2 ), and
w = the moisture content in percent of the soil determined in
accordance with IS: 2720 ( Part TT )-1969: (see
also 3.8.1 and 3.12 ).
5. REPORTING OF RESULTS
5.1. .The results of the test shall be. suitably reported and the report shall
specifically mention about the following. A recommended proforma for the
record of test results is given in Appendix A:
a) The date of the test,
b) The test location,
c) The elevation of the test,
d) The soil description,
e) The method used,
~~~-
*l\lcthods of test for soils : Part II Determination of moisture content ( first rcni_&n ).
9IS : 2720 ( Part XXX111 ) - 1971
f) The fraction of the soil for which the density has been
determined, and
g) The dry density in kg/m3 to the nearest 10 kg/m3 or in g/cm3 to
the second place of decimals.
APPENDIX A
( Clause 5.1 )
DETERMINATION OF DENSITY OF SOIL IN-PLACE BY
RING AND WATER REPLACEMENT METHOD
Project: Test No.:
Date: Elevation of test location:
Test location:
Soil description:
Fraction of soil for which density is determined:
DETERMINATIONO F VOLUME OF CAVITY
Initial volume reading (with ring Final volume reading ( with ring
only) Vi and cavity ) V,
Initial Final Difference Initial Final Difference
reading reading V* reading reading v,
Volume of cavity V = V,- Vi
DENSITY OF OVERALL MATERIAL
No. of container
--I_*-_ .-___..
Weight of container $- wet
material
_L_----_
Weight of container
--- --_I_---__,
Weight of wet material
10IS : 2720 ( Part XXX111 ) - 1971
Total weight of wet material = W, Moisture content of portion
for which density is deter-
mined, w percent
Volume of cavity = V
Wet density Y,T
1ooy
Dry density ‘d = (100$-w)
GRADATION OF EXCAVATED MATERIAL
~~__
IS Sieve Size (mm ) 4.75
Percent retained
---
I I i- I I
Size
Gradation of stones
larger than 100 mm
Percent of
total material
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 6-77 00 32
Regional Offices:
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 66 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 36 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Mar01 Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangafore-Tumkur Road, 839 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
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 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 761003 54 11 37
5-6-56C. L. N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171416 8, 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, 621 17
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
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja. India
|
2116.pdf
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IS t 2116 - 1980
( Realllrmcd 1W8)
Indian Standard
SPECIFICATION FOR
SAND FOR MASONRY MORTARS
( First Revision)
Fifth Reprint FEBRUARY 1999
UDC 691.223:691.53
@ Cobyright 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAII %.\I:i\R hlARG
NEW DI:LHI 1 lObO2
Cr2 Murch 1981IS:2116- 1980
(
Rearmed 1987 )
Indian Standard
SPECIFICATION FOR
SAND FOR MASONRY MORTARS
( First Revision )
Building Construction Practices Sectional Committee, BDC 13 ’
Chairman
SHRI C. P. MALIK
C-4/38, Safdarjung Development Area, New Delhi
Members Repesenf ing
SYRI SVRAJ S. J. BAHADUX Housing & Urban Development Corporation Ltd,
New Delhi
SH~I A. N. BAJAJ Forest Research Institute & Colleges, Dehra Dun
SHRI D. R. BATLIVALA Bhabha Atomic Research Ceatre, Bombay
SERI J. R. BHALLA Indian Institute of Architects, New Delhi
Saat M. G. BHARQAVA Public Works Department, Government of Uttar
Pradesh, Lucknow
SRRI R. K. MATEUR ( AIlera& )
C~IEE ENPIXE~~ t BLD~S 1, PWD, Public Works Department, Government of Tami!
MADRAS Nadu, Madras
SUPERINTENDINQ ENQINEER,
( SPECIAL BUILDING CIRCLE ),
PWD, MA~VRAI ( Akrnate )
CHIEF E N Q I N E E n-CVM-ADDL Public Works Department, Government of Raj-
SECRETARY TO THE GOVERNMENT asthan, Jaipur
(B&R)
EXECVTIVE EN~XNEEB ( DESIQN
& SPEOIBICATION) ( Alternate )
CEIEF ENQINEER ( NDZ ) Central Public Works Department, New Delhi
SUPEBINTENDINQ SURVEYOR
OF WORKS ( NDZ) ( Alternafc)
DIRECTOR ( ARCHITE~TVRE ), Railway Board ( Ministry of Railways )
RDSO, LVCKNOW
JOINT DIRECTOR ( AROHITEC-
TVRE ), RDSO, LVCxNOW ( Alternate )
SHRI H. S. DUQAL Builders’ Association of India, New Delhi
BRIQ HARISH CBANDRA ( Alternate )
( Continued on page 2 )
@ Co@right1 981
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian CofiyriiphtA ct ( 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:2116-1980
( Continuedfrom page 1 )
Members Representing
Saar B. S. GREWAL Public Works Department, Government of Punjab,
Chandigarh
SHBI R. L. KUMA~ Institution of Surveyors, New Delhi
SARI K. S. KHARB ( Alternate)
SERI M. Z. KURIEN Tata Consulting Engineers, Bombay
SHRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PAERICHA ( Alternate)
SHRI R. C. MANUAL CentrRa~or~~lding Research Institute ( CSIR ),
SHRI M. P. JAISINOH ( Alternate )
SEW R. K. PANDARE Life Insurance Corporation of India, Bombay
DY CEIEF EHQ’INEER ( NORTH ) ( AItrmate)
SHRI G. M. RANADE Public Works & Housing Department, Bombay
Sasr T. K. SARAN Bureau of Public Enterprises ( Ministry of
Finance ). New Delhi
SHBI S. S. KAIMAL ( Alternate )
SERI R. D. SINOH Engineer-in-Chief’s Branch, Army Headquarters
SHRI M. G. VIRMANI ( Alternate )
SH~I S. R. SIVAS~AMY Gammon India Ltd, Bombay
SRRI H. D. MATAN~E ( Alternote )
San1 K. S. SRINIVASAN National Buildings- Org-a niiation, New Delhi
DY DIRECTOR ( Afternate )
SHRI SUS~IL KUMAU National Buildings Construction Corporation Ltd,
New Delhi
SHRI B. T. UNWALLA Concrete Association rf India, Bombay; and Insti-
tution of Engineers ( India ). Calcutta
Snnr y. K. MEHTA ( Alternate ) Concrete Association of India, Bombay
SHBI JIVAN DUTT ( Alternate ) Institution of Engineers ( India), Calcutta
SHRI G. RAMAN, Director General, IS1 ( Ex-o&cio Member )
Director ( Civ Bngg )
Secretary
Saar S. SENQUPTA
Assistant Director (Civ Engg), IS1
Masonry Construction Subcommittee, BDC 13 : 7
Convener
SHRI R. K. GHOVH Cent;Jlhyd Research Institute ( CSIR ), New
MCIllbaS
CHIEF ENGINEER National Buildings Construction Corporation Ltd,
New Delhi
Snnx DALJIT SINQH ( Alternate )
SRBI I. S. CHOPRA Tirath Ram Ahuja Prt Ltd, New Delhi
SHRI K. S. KHARB Institution of Surveyors, New Delhi
SURI JEET MALUOT~A Indian Institute of Architects, Punjab, Chandi-
garh
( Continued on page 8 )
2IS t 2116 - 1960
Indian Standard
SPECIFICATION FOR
SAND FOR MASONRY MORTARS
( First l&vision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 September 1980, after the draft finalized by
the Building Construction Practices Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1965. The revision has been
prepared in the light of experience gained in the use of the standard
during course of these years.: A number of modifications in the provisions
of the standard have been made, important among which is the particle
size grading of sand for masonry work. The grading has been made more
practicable by specifying only one limit of grading for both reinforced
and unreinforced masonry work.
0.2.1 The performance of masonry mortars is characterised by properties
like strength, volume change, water retentivity, workability, etc. The role of
sand in the mortar is to obtain these properties in the mortar to the best
extent as would be possible with the amount of binder materials, such as
cement, lime, etc, that are used in the mortar. It is not widely apprecia-
ted that sand for use in masonry mortar has got certain essential require-
ments to satisfy, namely, freedom from detrimental impurities and
particle size distribution within specific limits of grading. Quite often sand
is specified naming the localities from which it should be procured and
probably it is the experience in many places that sands so available give
satisfactory performance in normal construction work. While it would not
be practicable often to change existing practice completely, there is room
for improvement in the light of research and some of the basic require-
ments for sand to serve as an ingredient in masonry mortar can be
specified, by choosing, if need be, better sources of supply and also by
proper blending of sands from different sources. This standard specifies
the basic requirements for sand for use in masonry mortars.
0.3 In the formulation of this standard, due weightage has been given to
co-ordination among the standards and practices prevailing in different
3IS t 2116 - 1980
countries in addition to relating it to the practices in this field in
the country.
0.4 This standard contains clause 7 which requires the supplier to furnish
some technical information at the request of the purchaser.
0.5 For the purpose of &ciding whether a particular requirement of this
standard is complied x’X1, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : Z-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 requirements of naturally occurring sands,
crushed stone sands and crushed gravel sands used in mortars for
.
construction of masonry.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Sand - A fine aggregate which is either natural sand or crushed
stone sand or crushed gravel sand.
2.2 Natural Sand - A fine aggregate produced by the natural disinte-
gration of rock and which has been deposited by streams or glacial
agencies.
2.3 Crushed Stone Sand and Crushed Gravel Sand - A fine aggre-
gate produced by crushing stone or natural gravel.
3. QUALITY OF SAND
3.1 General - The sand shall consist of natural sand, crushed stone sand
or crushed gravel sand or a combination of any of these. The sand shall
be hard, durable, clean and free from adherent coatings and organic
matter and shall not contain the amount of clay, silt and fine dust more
than specified under 3.3 (a).
3.2 Deleterious Material - The sand shall not contain any harmful
impurities such as iron pyrites, alkalis, salts, coal or other organic
impurities, mica, shale or similar laminated materials, soft fragments, sea
shells in such form or in such quantities as to affect adverseIy the harden-
ing, strength or durability of the mortar.
3.3 Limits of Deleterious Material - Unless found satisfactory as a
result of further tests as may be specified by the engineer-in-charge, or
unless evidence of such performance is offered which is satisfactory to him,
*Rules for rounding off numerical values ( revised) .
4IS : 2116 - 1966
the maximum quantities of clay, fine silt, fine dust and organic impurities
in the sand shall not exceed the following limits:
a) Clay, fine silt and fine dust when determined in accordance with
IS : 2386 ( Part II )-1963*.
1) In natural sand or crushed gravel Not more than 5 percent
sand by mass
2) In crushed stone sand Not more than 5 percent
by mass
b) Organic impurities when determined Colour of the liquid shall
.
accordance with IS : 2386 be lighter than that
TPart II )-1963* indicated by the stan-
dard solution specified
ygIf*: 2386 ( Part II )-
NOTE - In particular cases, crushed stone sand with even higher proportions
of fine dust than specified above may be satisfactory and the limit so permitted may
be subject to the agreement between the supplier and the purchaser.
4. GRADING OF SAND
4.1 The particle size grading of sand for use in mortars shall be within
the limits as specified in Table 1.
TABLE 1 GRADING OF SAND FOR USE IN MASONRY MORTARS
JS SIXVE DESIGNATION PERCENTAGE P.~SSINQ REF TO METHOD OF TEST
[See IS : 460 ( PART I )- BY MASS
1978’ ]
(1) (2) (3)
4.75 mm 100 IS : 2386 ( Part I )-1963t
2.36 mm 90 to 100
1.18 mm 70 to 100
600 micron 48to100
300 micron 5 to 70
150 micron Oto 15
*Specification for test sieves : Part I Wire cloth test sieves ( second minion ).
tMethods of test for aggregates for concrete : Part I Particle size and shape.
4.2 A sand whose grading falls outside the specified limits due to excess or
deficiency of coarse or fine particles may be processed to comply with the
standard by screening through a suitably sized sieve and}or blending with
required quantities of suitable sizes of sand particles. Based on test results
*Methods of test for aggregates for concrete : Part II Estimation of deleterious
materials and organic impurities.
5IS t 2116 - 1980
and in the light of practical experience with the use of local materials,
deviation in grading of sand given in 4.1 may be considered by the
engineer-in-charge.
4.3 The various sizes of particles of which the sand is composed shall be
uniformly distributed throughout the mass.
4.4 The required grading may often be obtained by screening and/or by
blending together either natural sands or crushed stone screenings, which
are, by themselves unsuitable.
5. SAMPLING AND TESTING
5.1 Sampling - The method of sampling shall be in accordance with
IS : 2430-1969*. The amount of material required for each test shall be
as specified in relevant parts of IS : 2386-1963t..
5.2 Testing - Any test which the purchaser or his representative may
require in connection with this standard shall be carried out in accordance
with the relevant parts of IS : 2386-1963t. Unless otherwise stated in the
enquiry or order, duplicate tests shall be made to all cases and the results
of both tests reported.
5.2.1 If further confirmation as to the satisfactory nature of the
material is required, compressive test on cement mortar cubes ( 1 : 6 )
may be made in accordance with IS : 2250-1981: using the supplied
material in place of standard sand and the strength value so obtained
shall be compared with that of another mortar made with a sand
of acceptable and comparable quality.
6. SUPPLIER’S CERTIFICATE AND COST OF TESTS
6.1 The supplier shall satisfy himself that the material supplied conforms
to the requirements of this standard and, if requested, shall furnish a
certificate to this effect to the purchaser or his representative.
6.2 If the purchaser or his representative requires independent tests to be
made, the sample for such tests shall be taken before or immediately after
delivery, at the option of the purchaser or his representative, and the tests
shall be carried out in accordance with this standard and on the written
instructions of the purchaser or his representative.
6.3 The supplier shall supply, free of charge, the material required
for tests.
~-
*Methods for ram ling of aggregates for concrete.
tMethod of terts Po r aggregates for concrete.
$We of practice for preparation and use of masonry mortars (first revision) .
61s : 2Ii6 --I880
6.4 The cost of the tests carried out under 6.2 shall be borne as follows:
a) By the supplier, if the results show that the material does not
comply with the requirement of this standard; and
b) By the purchaser, if the results show that the material complies
with the requirement of this standard.
7. INFORMATION TO BE FURNISHED BY THE SUPPLIER
7.1 When requested by the purchaser or his representative, the supplier
shall provide the following particulars:
a) Source of supply, precise locality from where the materials were
obtained, with the name of quarry or pit;
b) Trade group of principal rock type used in the case of manu-
factured sand ( see Appendix C of IS : 383-1970* ); and
c) Particle size grading when determined in accordance with
IS : 2386 ( Part I )-19637.
7.2 Subject to prior agreement, the supplier shall furnish the following
additional information when required by the purchaser or his representa-
tive:
a) Specific gravity of sand when determined in accordance with
IS : 2386 ( Part 1X1)-1963$; and
b) Bulk density when determined in accordance with IS : 2386
( Part ItI )-1963$.
*Specification for coarse and fine aggregates from natural source for concrete
~~econd rmision ) .
tMethods of test for aggregates for concrete : Part I Particle siie and shape.
$Mcthods of test for aggregates for concrete : Part III Specific gravity, density,
voids, absorption and bulking.
7IS : 2116 - 1980
( Continurdfr4m pap 2 )
Mrmbcrt Representing
Sum Y. K. MEHTA Concrete Association of India, Bombay
SHRI V. D. LONDEE ( Alternate )
Dn S. S. REHSI Centl;Jorf:ilding Research Institute ( CSIR ),
SHRI B. K. JINDAL ( Altnnatc )
SENIORC IVIL ENOINEEH( DEBIONS/ Railway Board ( Ministry of Railways )
SPL ), NORTEERNR AILWAY
Snsr K. S. SRINIVAEAN National Buildings Organization, New Delhi
ASSISTANTD IRECTOR( Alternate )
SUPERINTENDIN@ E N o I N E 10a Public Works Department, Government of Tamil
(PLANNING & DESIQNS ) Nadu , Madras
EXECUTIVEE NQINEER( BUIL-
DING CENTRE) ( Alternate )
SIJPERINTENDINOE NGINEER AND Public Works & Housing Department, Govern-
DY SECRETARY( B) ment of Maharashtra, Bombay
SUPERINT~BDINQ S~IXVEY~R OF Central Public Works Department, New Delhi
WORKS ( FOOD)
SURVEYORSO F WORKS ( FOOD) ( Alicrnatr )
SERI K. M. TANDON Engineer-in-Chief’s Branch, Army Headquarters
SHRI B. S. GOPALAN( Altanalc )
8BUREAU OF INDIAN STANDARDS
Headquartets:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234062, 91 113239399, 91 113239382
Telegrams : Manaksanstha
(Common to all Offices)
Cenfral Laboraiory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional Of&es:
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 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 Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg. Khanpur. AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1 st 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, COffvlBATORE 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
Patliputra Industrial Estate, PATNA 800013 26 23 05
T. C. No. 14/1421. University P. 0. Palayam, 621 17
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
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Frinled at New India Printing Press, Khurja, India
|
6113.pdf
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UBC 621.88 [669 711 : 691.88 ( Second R&print MARCH 19232 1 15::6113- 1970
Indian Standard
SPECIFICATION ~FOR ALUMINIUM
FASTENERS FOR BUILDIN~G PURPOSES
1. Scope--]- t yp e hook bolts and nuts, mushroom head seam bolts and nuts, and washers of aluminiurr
‘or roofing sheets.
I. Material
1.1 Hook Bolts
2.1.1 Rolled thread bolrs-From aluminium alloy NG S-M, NG 6-&H, HG 19-WP or HG 30-WP 01
S:739-1966 ‘Specification for wrought aluminium and aluminium alloys, wire (for general engineering
ourposes) (revised ) ‘, or NE 5-M, NE 6--M, NE 8-M, HE l9-WP or HE 30-WP of IS: 733- 1967 ‘Specificatior
:or wrought aluminium and aluminium alloys, bars, rods and sections (for general engineering purposes;
: first revision ) ‘.
r
2.1.2 Cut thread bolts-From aluminium alloy:
NG 5-M, NG 6-&H, HG l9-WP or HG 30-WP of lS:739-1966 or NE 5-M, NE 6-M, NE 8-M
HE l9-WP or HE 30-WP of IS: 733- 1967.
1.2 Mushroom Head Seam Bolt-From aluminium alloy:
~NG 5-M, NG 6-AH, HG l9-WP or HG 30-WP of IS: 739-1966 or NE 5-M, NE 6-M, NE 8-M,
HE 19-WP or HE 30-WP of lS:733-1967.
1.3 Nuts for Hook:‘Bolts and&Seam 8olts- From one of the following aluminium alloys:
NE 4-M, NE 5-M, NE 6-M, HE, l9-WP or HE 30-WP of lS:733-1967 or NS 4-AH, NS 5-JH
NS 6-$H, HS 20-WP or HS 30-WP of IS :737-1965 ‘Specification for wrought aluminium and aluminiun
alloys, sheet and strip (for general engineering purposes) (revised)‘.
L.4 Washers- From one of the following alloys:
NS 3-jH, NS 4-aH, HS 20-WP or HS 30-WP of IS : 737-1965.
I. Grade-Black grade B of IS: 1367-1967 ‘Technical supply conditions for threaded fasteners (firs
*evislon ) ‘.
1. Dimensions
I.1 ]-Type Hook Bolts-As specified in Table- - I.
TABLE I DIMENSIONS OF J-TYPE HOOK BOLTS
All dimensions in millimetres.
ROLLED THREADS
TYPE A CUT THREADS
The screw thread may be formed by either thread cutting or thread rolling. In the latter case, the diametrrof the
unthreaded shank *nay be equal to the pitch diameter. ~___
___---.
Size B Inside Radius lnsiue Eepth Inside Width 1 zi;egJ Preferred Lengths __ Size of
d Nom of Hook i of Hook of Mouth of L Nut
R I D Jaw IV z
Min Min / Min Min
_ -- ---- __._~
Mb 20 4 15 : I2 25 70, 80, 90. 100, I IO, M6
, 120, 130,140, 150
______
M8 25 5 20 14 25 70, 80, 90, 100, I IO, M8
120, 130,140. 150,
160, 170, 180, 190,
200
MI(, 25 6 20 1 I6 25 -___- 70, 80, 90, 100, I IO, MI0
120. 130, 140, 150.
160, 170. 180, 195,
I 200
*Since revised. . . ______~W 1
Adopted 30 December 1970 @ April 1972, BIS Gr2 J
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:61 13- 1970
4.2 Mushroom Head Seam Bol:s-As specified in Table 2.
TABLE 2 DIMENSIONS FOR MUSHROOM HEAD SEAM BOLTS AND NUTS
All dimensions in millimetres.
-- - - - --._-
1 I n
Size D k : n : t Preferred Lengths s(h 14) In Size
d I of
Nut
Min Min Max
M5 9 3 12. 14, 16, 20, 25, 30, 7.64 8’00 2.5 MS
35, 40, 45, 50
.- -__ ___
M6 4 I.6 I.8 I.8 12, 14, 16, 20, 25. 30, 9.64 IO.00 3.15 M6
35,40, 45, 50. 55,
60, 70. 80, 90, 100
._
M8 I6 5 ’ I*6 I.8 2.0 12, 14. 16, 20, 25, 30, 12.57 I3.CO 4 M8
35, 40,45, 50, 55,
60, 70, 80, 90, 100
___
MI0 6 2.5 2.8 2.5 12, II, 16, 20, 25, 30, 1657 17.00 5 MI0
35, 40, 45. 50
- __- -
*According to IS : 1369-1961 ‘ Dimensions of screw thread run outs and undercuts ‘.
4.3 Washers- As specified in Table 3.
4.4 Square Nuts for Use with]-Type Hook Bolts -Conforming to IS : 2585-I 968 ‘ Specification for black square
bolts and nuts (diameter range 6 to 39 mm) and black square screws (diameter range 6 to 24 mm) (first
revision ) ‘.
5. Designation
5.1 J-type hook bolts, Type A, size MS, length 100 and material NG 5-M of lS:739-1966 shall be
designated as:
J-Type Hook Bolt AM8 x 100 IS : 61 I3 NG 5-M
5.2 Seam bolt size M8, length 80 mm and material HG I9 of IS : 739- 1966 shall be designated as:
Seam Bolts M8 x 80 IS:61 I3 HG I9
5.3 Nut size M8 and material HE l9-WP of lS:733- 1967 shall be designated as:
Nut M8 IS:61 13 HE l9-WP
5.4 Washers of size 8, Type A, and material HS 20 of IS : 737-1965 shall be designated as:
Washer A8 IS:61 13 HS 20
6. General Requirements
6.1 Manufacture, tolerance, tests, marking and packing as specified in IS : l367- 1967.
6.2 Sampling as specified in lS:2614-1969 ‘ Methods for sampling of fasteners (first revision) :
6.3 Tests as specified in IS : I367- 1967.
6.4 Requirements for washers as specified in 5369-1969 ‘General requirements for plain washers and
lock washers. ’
2IS:61 13- 1970
TABLE 3 DIMENSIONS FOR WASHERS
All dimensions in millimetres.
TYPE A TYPE B TYPE C TYPE D
- -
Size Hole Thickness Thickness Outside Outside Outside Depth Width
Dia Dia Dia Dia Acrose
Flats
4 t i* D D, 4 h s
____._. __~ -
5.8 I .bO 0.90 IO 25 :: :: 36
~.__
7 I.60 0.90 I2 25 ) ) ; 36
-__ -___ __ ~~__._
IO I.60 0.90 lb 25 35 IO 36
____ ___--
IO 12 I.60 0.90 22 25 35 IO I 36
- -
EXPLANATORY NOTE
The technical requirements and dimensions for fasteners manufactured from aluminium alloy have
been covered in this standard. These fasteners are suitable for use where the structure to which they
are attached is also of aluminium or aluminium alloy. These fasteners are particularly useful in the case
of structures made up of dissimilar material, where suitable protection against electro!ytic’ actions is
necessary. The types of fasteners covered in this standard are similar to those given in IS: 730-1966
‘ Specification for fasteners for corrugated sheet roofing ( revised) ‘. The purpose of issuing this standard
is to draw attention to the requirements mentioned above where the aluminium fasteners are used in
contact with sheet or with other dissimilar metals.
This standard is based on BS 1494: Part I : 1964 ‘Fixing accessories for building purposes, Part I
Fixing for sheet, roof and wall coverings’.
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2974_5.pdf
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IS : 2974 ( Part 5 ) - 1987
(Reaffirmed 1993)
Indian Standard
CODEOFPRACTICEFOR
DESIGNANDCONSTRUCTIONOF
MACHINEFOUNDATIONS
PART 5 FOUNDATIONS FOR IMPACT MACHINES OTHER THAN HAMMER
(FORGING AND STAMPING PRESS, PIG BREAKER, DROP CRUSHER
AND JOLTER )
( First Revision )
Second Reprint FEBRUARY 1998
UDC 624.159.11
@ Copyright 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR’ SHAH ZAFAR MARC
NEW DELHI I10002
Gr 2 Aky 1988IS : 2974 ( Part 5 ) - 1987
Indian Standard
CODEOFPRACTICEFOR
DESIGNANDCONSTRUCTION OF
MACHINE FOUNDATIONS
PART 5 FOUNDATIONS FOR IMPACT MACHINES OTHER THAN HAMME.R
( FORGING AND STAMPING PRESS, PIG BREAKER, DROP CRUSHER
AND JOLTER )
First Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part !? ) ( First machines and equipment other than the
Revision ) was, adopted by the Bureau of hammers.
Indian Standards on 26 September 1987, after
0.3 This standard was first published in 1970.
the draft finalized by the Foundation Engineer-
This revision has been prepared based on
ing Sectional Committee had been approved
general experience gained in the implementa-
by the Civil Engineering Division Council.
tion of this standard in the past 15 years. The
principal modifications made in this revision
0.2 The installation of machines and equip- are deletion of elevator and hoist tower struc-
ments such as forging, sheet metal and stamp- tures ( which do not fit into the scope of this
ing presses, pig breakers and jolters involves code ), and inclusion of provisions for the foun-
careful design of their foundations taking into dations for jolters.
consideration the impact and related vibration
0.4 For the purpose of deciding whether a
characteristics of the load and the condition of
particular requirement of this standard is com-
the soil on which the foundation rests. While
plied with, the final value, observed or calcula-
many of the special features relating to design
ted, expressing the result of a test or analysis,
and construction of such machine foundations
shall be rounded off in accordance with IS : 2-
will have to be as advised by the manufacturers
1960*. The number of significant places retai-
of these machines, still most of the details will
ned in the rounded off value should be the
have to be according to the general principles
same as that of the specified value in this
of design. This standard lays down the general
standard.
principles of planning and design of reinforced _
concrete foundations supporting impact causing *Rules for rounding off numerical values ( revised ).
1. SCOPE 3. NECESSARY DATA
1.1 This standard ( Part 5 ) deals with design 3.1 The following information shall be obtain-
and construction of block type foundations of ed from the manufacturers of the machinery
reinforced concrete for the installation of the for guidance in design,
following machines:
a) Forging Sheet Metal and Stamping Presses
a) Forging, sheet metal and stamping
presses, 1) Layout and outline drawing of the
b) Scrap breakers or pig breakers, and installation,
c) Jolters. 2) Details of anchor bolts and other
embedded parts,
2. TERMINOLOGY 3) Pressure to be exerted by the press
(P ),
2.1 For the purpose of this standard, the defi-
nitions given in IS : 2974 ( Part 1 )-1982* 4) Stroke of the press ( S ),
shall apply. 5) Weight of the cross head ( we ),
6) Gross weight ( wp ),
*Code of practice for design and construction of
Weight of material to be forged
machine foundations: Part 1 Foundation for reciprocat- 7)
ing type machines ( second rekion ). (%I)>
1Ist2874(PutS)-1987
8) Load-time relationship of the pulse be taken to make a resilient connection using
realized during the action of the rubber, cork, falt or any other soft resilient
press (p versus t), material.
9) Dynamic force and moment in the
4.1.3 Overhanging cantilever supports for
case of eccentric presses ( M ), and
walkways shall be avoided as far as possible.
10) Height and cross section of steel Where unavoidable, they shall be designed to
columns. ensure adequate rigidity against vibrations.
b) Pig and Scrap Breaker Installations 4.2 Permissible Stressem
1) As in (a) (1) above, 4.2.1 Full value of permissible stresses for
2) As in (a) (2) above, steel and concrete as specified in IS : 456-1978*
3) Weight of ram and.height of fall, may be allowed if dynamic loads are considered
in detail design by applying suitable dynamic
4) Weight df pig scrap, and
and fatigue factors.
5) Constructional loads.
4.2.2 The approximate values of dynamic
c) jwtcl elastic modulus of concrete for different grades
1) As in (a) (1) above is given below:
2) As in (a) (2) above Grade of Concrete Dynamic Elastic
3) Weight of jolting table with rated Modulus
charge on it ( wt ), kgf/cms
4) Weight of anvil ( W, ), M-20 300 oco
5) Frequency of jolts ( Blows/min ), M-25 340 000
6) Height of fall of the table or stroke M-30 370 000
(s),and
4.2.3 Soil - The soil stress below the found-
7) Maximum pressure of the steam/
ationq under the combined static and dynamic
compressed air ( p ).
loads shall not exceed 80 percent of the allowa-
ble stress under static loading determined in
3.2 Data of Ground and Site Conditions-
The following soil data shall be known: accordance with IS : 6403- 198 It.
4 Soil profile and soil characteristics up 4.2.4 When seismic forces are considered in
to a depth at least 3 times the mean design, the allowable stresses in soil may be
plan dimensions of the foundation increased as specified in IS : 1893-19841.
(which can be taken as the square
4.3 General Provisions of Design
root of the expected area) or hard
strata, whichever is less. 4 The centre of gravity of the machine
b) &ii investigation to the extent necess- as well as the foundation shall prefera-
ary in accordance with IS : 1892- bly lie on the same vertical line
1979* and for determination of passing through the centroid of the
dynamic properties of the soil in base area.
accordance with IS : 5249.1977t. b) The natural frequency of the founda-
4 The relative position of the water tion soil system ( or, ) shall not be a
table below ground at different times whole number multiple of the operat-
of the year. ing frequency of impact ( w,,, ). To
avoid resonance, the following inequa-
4. DESIGN CRITERIA lity relation is suggested:
4.1 General
0.7 >
4.1.1 To avoid transmission of vibration, no
part of the machine foundation shall be allowed 4.4 Dynamic Analysis
to have a rigid contact with parts of adjoining
4.4.1 When the Duration of Impact is Nt-$i&ble
structures. For best isolation, a gap is recomm-
but the E$ect of Repeated Blows ( Poriodrcity of
ended between parts of the machine foundation
Blows ) needs to be Considered : The amplitude
and adjacent structures.
( A ) of the foundation considered as a rigid
4.1.2 In case it becomes necessary to sup body resting on a spring ( represented by soil
port unimportant parts of a neighbouring
structures, sensitive to vibration measures shall *Code of practice for plain and reinforced concrete
( third rczGion ).
*Code of practice for subsurface investigltioo for tCode of practice for determination of bearing
foundation ( jirst r eoirion ). capacity of shallow foundations (/irst revision ).
$Criteria for earthquake resistant design of struc-
t_A&thod oftesr for determination of dynamic pro-
perties of soil ( firrf r &rion ). tures ( f/zird revision ).
2IS:2974(Part5)-1997
springs or other underlayers as the case may be b) Steb 2 - Obtain the dvnamic magni-
obtained from the relation: fication factor corresp&nding to the
period ratio tl/T, where tl is the dura-
I
A = tion of the blow. Fig. 1 gives values of
24/kmSinrr II ‘1 for three standard forms of pulse
( I 1 loading where 9 is dynamic magnifi-
where I.is the impact momentum, k is the stiff- cation factor. For any other arbitrary
ness of the subgrade of the foundation, m is the loading, rigorous dynamic analysis
total mass of the machine foundation, II is the needs to be carried out.
periodicity of blows and I is the natural
4 Step 3 - The dynamic force Fd may
period.
be obtained from the relation:
As a measure of simplification, in cases
Fa = fq pd
where the impulse momentum is not specified,
the amplitude of motion of the foundation Where 6 is the fatigue factor which
body may be obtained from the following may be taken as two for normal
approximate relation: machinery and Pd is the peak dynamic
force induced by the machine in each
WV
A = ,.-s- \ blow.
11 )
2w, WSinn __
t T 4.5 Forging and Stamping Presses
where W is falling weight, Di s terminal
4.5.1 Forging sheet metal and stamping
velocity and w,, is natural frequency.
presses may be hydraulic, eccentric or friction
4.4.2 When the Durution of Impact k flat NegLi- type. The dynamic analysis of the foundation
gible, and the Eflect of One Blow Alone need be may be carried out as explained in 4.4.
Consideredz Following steps may be followed:
4.5.2 Alternatively, for stamping machines
a) step I - Obtain the natural period having anchor columns and resting on hard
( I ) of the foundation-soil system as rock, in the absence of pressure time data the
given in IS : 2974 ( Part I )-1982*. dynamic magnification factor may be obtained
V Wh
*Code of practice for design and construction of from the relation d-- g ~ where 8 = _ E_ A_ ;’
machine foundations *: Part 1 Foundation for recipro-
cating type machine.9 (seconff revision). and A being the height and area of cross
P
RECTANGULAR
0 o-2 O-4 O-6 O-8 1-o l-2 1-L 1-6 l-8
IMPULSE RATIO, tl/ T
Fro. 1 DISPLACEMENT RESPONSE SPECTRA FOR THREE SrANDaRD PIJUES
3IS I 2974 ( Part 5 ) - 1987
section of anchor columns, W is the weight of and designed and placed in accordance with
the machine without the cross head and V is IS : 456-1978*. Concrete should be specified
the velocity at the middle of stroke ( S ) given on the basis of 28 days cube strength and shall
by 2xfmS, f ,,, being the operating frequency of be of grade not less than M-20.
the moving cross head in cvcles/sec. In the case
5.2 The concrete used should be of plastic con-
of large eccentric presses, other forms of
sistency without excessive water. A slump of
dynamic loads also occur. For design purposes,
5 to 8 cm is allowable. The same consistency
a dynamic moment equal to five times the
should be maintained throughout the con-
normal torque and dynamic force equal to five
creting.
times the centrifugal force, both acting at the
centre of the fly wheel may be considered. 5.3 Continuous concreting should be done as
far as possible for the entire block leaving pro-
4.6 Pig Breakers or Scrap Breakers
visions for grouting.
4.6.1 Hammers inducing very high impact
energy should be located, as far as possible, 5.4 If a construction joint is unavoidable, the
from other structures susceptible to vibration, plane of joint shou1.d be horizontal and measu-
namely laboratory buildings, shops, housing res should be taken to ensure perfect bond at
precision equipment and complete process lines, the joint. Reinforcement should be continuous
etc. across the joint. Before placing the new layer
of concrete, the previously laid surface should
4.6.2 The foundation for crushing platform
be roughened, thoroughly cleaned and washed
should preferably be designed as a hollow cyli-
by a jet of water and then covered by a layer
nder or hollow cup and made of RCC and
of rich 1:2 cement grout 2-cm thick. Concrete
filled with well compacted sand. and scrap
should be placed not later than 2 hours after
ingots to increase the crushing efficiency.
the grout is laid.
4.6.3 The crushing anvil may also be placed
5.5 Grouting of the machine bed plate and the
on RCC block in a rectangular or circular well.
pockets of anchor bolts should be done in a
Block foundation under the anvil should be
condnuous operation. The surfaces should be
made of richer concrete and suitably reinforced
thoroughly cleaned prior to grouting. All
to withstand the high impact energy.
exposed surfaces should be made rough so as
4.6.4 Timber battens should be suspended to secure good bond with the fresh concrete.
on hinges from a metallic ring installed above Cement grout with non-shrinkage additive
the wall and tied to each other at places by a should be used for purpose of grouting.
rope so that they can intercept the flying chips.
Rubber lining may also be provided at the 5.6 All units of foundation should be provided
inner face for the same purpose. with reinforcements both ways and amount of
reinforcement should be not less than 25 kg/ms
4.7 Jolters of concrete.
4.7.1 Block foundations supporting jolter
5.7 The minimum diameter of bar should be
tables often used in foundry-forge plants are
12 mm and the maximum spacing 200 mm in
designed following the procedure outlined
order to take care of shrinkage in concrete.
in 4.4. The moving weight in a jolter installa-
Unless specified otherwise, the concrete cover
tion is the total weight of the jolter table
for the protection of reinforcement should be
together with the charge on it.
a minimum of 75 mm thick at the bottom and
50 mm thick on the sides and top.
5. CONSTRUCTION DETAILS
5.1 The concrete for foundations and support- 5.8 Foundation bolts should be properly
ing structures should be controlled concrete anchored.
*Code of practice for plain and reinforced concrete
( l/&dr evision).
4Bureau 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. CHD 025 ( 0251 )
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 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
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60 20 25
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PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BE, New Delhi
|
1322.pdf
|
IS1322:1993
BITUMEN FELTS FOR WATER-PROOFING AND
,
DAMP-PROOFING - SPECIFICATION
(Fourth Revision)
Second Reprint MAY 1998
LJDC 691.165 : 699.82 _
0 BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1993 Price Group 4Water-proofing and Damp-proofing Sectional Committee, CED 41
FOREWORD
This Indian Standard ( Fourth Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Water-proofing and Damp-proofing Sectional Committee had been approved by
the Civil Engineering Division Council.
This standard was first published in 1959 and revised in 1965, 1970 and 1982. The fourth revision of
this standard is based on the experience gained during the last few years in the use of the bitumen
felts for water-proofing and damp-proofing purposes. This revision mainly incorporates the method of
test for determination of the binder content by Soxhlet extraction method, the revised method for
determination of water absorption of bitumen felts and increasing of the total weight of the finished
bitumen felt ( see’ Table 1 ) on the basis of the practical experience of using the minimum quantity of
dusting powder. The requirement of base fabrics for fibre base felts has also been changed. The weight
of saturant for fibre base felts has also been revised on the experience gained during the last few years.
The self finished felt Type 2, Grade 2 has been deleted.
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 practice in
the field in this country.
The composition of the Sectional Committee responsible for the formulation of this standard is given in
Annex A.
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 1322 : 1993
Indian Standard
BITUMEN FELTS FOR WATER-PROOFING AND
DAMP-PROOFING - SPECIFICATION
/ Fourth Revision /
1 SCOPE penetration of not less than 80 at, 25°C
( see IS 1203 : 1978 ).
This standard covers the requirements for
saturated bitumen felts ( underlay ) and self- 4.2.2 Weight
finished bitumen felts used for water-proofing
The weight of the saturant shall be not less than
and damp-proofing
110 percent of the weight of the untreated fel t
for fibre-base felts and not less than 60 percent
2 REFERENCES
of the weight of the untreated fabric for hessian
base felts subject to the minimum weight given
The Indian Standards listed in Annex B are
in Table 1.
necessary adjuncts to this standard.
4.3 Bituminous Coatant
3 CLASSTFICATION
4.3.1 Composition
3.1 Bitumen felts shall be classified as given
in 3.1.1 and 3.1.2 depending upon the type o f a) The bituminous coatant used for Types 2
base used in their manufacture and the uses to and 3 felts shall consist of bitumen
which the felts are suited. conforming to IS 702 : 1988, with or with-
out admixture of bitumen conforming to
3.1.1 Fibre Base IS 73 : 1992 and inert and water insoluble
fine mineral filler which shall pass
Type 1 - Saturated felt for underlay
100 percent through 150-micron Sieve
Type 2 - Self finished felt ( for water- and 95 percent through 75 micron Sieve
proofing ) [ see IS 460 ( Part 1 ) : 1978 ] or inert and
water insoluble fibrous mineral filler.
3.1.2 Hessian Base
b) The inert filler shall not exceed 42 percent
Type 3 - [ Self-finished felt ( for water- by weight of the coatant, subject to the
proofing ) - Grade 1 ]
minimum weight specified in Table 1 for
coatant.
- [ Self-finished felt ( for damp-
proofing ) - Grade 2 j 4.3.2 The bituminous coatant shall have a
softening point of not less than 105°C when
4 MATERIALS
measured by the Ring and Ball method
( see IS 1205 : 1978 ) and a penetration of not
4.1 Base Fabrics
less than 7 at 25°C ( see IS 1203 : 1978 ). The
4.1.1 Fibre-Base Felt coatant shall be designed so that the finished
felts comply with high temperature storage test
The base fabric for fibre-base felts shall consist
and the low- temperature pliability test.
of a suitable blend of vegetable and/or animal
fibres. The weight ofash on incineration of the 4.3.3 Weight
fabric shall not exceed 10 percent of its ortginal
weight. The weight of the coatant shall comply with the
minimum weights specified in Table 1 for Type 2
4.1.2 Hessian Base Fibre and Type 3 felts.
The fabric shall conform to Type II hessian
4.4 Mineral Powder for Dusting
conforming to IS 28 18 ( Part 2 ) : 1971.
4.2 Bituminous Saturant 4.4.1 Composition
The mineral powder shall be powdered mineral
4.2.1 Composition
matter, for example, mica, talc or slate, passing
The saturant used in the case of all types of through 600-micron IS Sieve [ see IS 460
felt shall conform to IS 73 : 1992 with a ( Part 1 ) : 1985 1.
1IS 1322 : 1993
Table 1 Miniinum Weight of Bitumen Felt ( in kg )
( Clauses, Foreword, 4.2.2, 4.3.1(b), 4.3.3, 5.4 and 7.2)
SI Type of Felt For 10 ma
No. r------ ------.---____ ~___-_-__-_-__--------
Untreated Base Satursnt Coatant Bitumen Total Weight
( see Note 1 ) Content of the Finished
Bitumen Felt in
Dry Condition
with Mica
Dusting
Powder, Min
( yzdN;p 2
(13 (2) (3) (4) (5) (6) (7)
a) Fibre Base
i) Type 1 Underlay 4’0 3’6 - 3’6 7’6
ii) Type 2 Self 5’0 4’5 12’9 12’0 22’6
finished felt
b) Hessian Base
i) Type. 3 Self 2’3 1’8 17’7 12’1 23’0
Er;t;dl felt
ii) Type. 3 Self 2’3 1’8 31’8 20’2 37’1 .
6n;;;;d2 felt
NOTES
1 The weight of the untreated base shall be taken as in dry coudition for fibre base felts. In the case of hessian
base tlte weight of untreated base shall conform to IS 2818 ( Part 2 ) : 1971.
2 In&& allowance for 1’2 kg minimum mica dusting powder in dry condition except for Type 1.
3 W&n other type of mineral powdersare used, the weights shown in the last column shall be changed on the
basis of 4.4.2.
4.42 Weight the saturated felt shall be treated by passing
through the bituminous coatant material. The
The weight of the dusting powder incorporated
coatant shall be uniformlv applied. The
shall be as follows: resultant coated felts shall be given a superficial
a) Mica powder - l-2 to 2 kg/ 10 ma application of iine mineral powder.
’ b) Talc powder - l-5 kg to 2.25 kg/ IO me
5.4 Weight
c) Slate powder - l-5 kg to 2.25 kg/l0 ma
The weights of the ingredients of bitumen felts
5 MANUFACTURE for 10 m* shall be not less than those specified
in Table 1 during process.
5.1 The base fabric, fibre or hessian, after lhe
removal of the major portion of the inherent 5.5 The finished material shall be free from
moisture, shall be saturated by immersion in visible external defects, such as holes, oil
the bitumen maintained in a molted condition patches, ragged or untrue edges, breaks, cracks,
and the surplus saturant shall be removed. The tears, protuberances and indentations.
manufacture of the underlay, that is, Type 1
felt, is complete at this stage. 6 DIMENSIONS
5.2 The base fabric shall be thoroughly and
Unless otherwise specified, bitumen felts shall
uniformly saturated.
be supplied in width of 90 cm or 100 cm and in
5.3 For the manufacture of self-finished felts, lengths of 10 m or 20 m.
2IS 1322 : 1993
7 OTHER REQUIREMENPS OF BITUMEN 8 TESTS
FELTS
Tests shall be carried out as per Ltie relevant
7.1 Bitumen felts shall be subjected to the standards mentioned in 7 and as specified in
following tests, in addition to bitumen content
col 2 to 8 of Table 2.
test as per 7.2, and shall conform to the
requirements given in Table 2. Sample shall be 9 SAMPLING AND CRITERIA OF
cut as explained in Fig. 1 CONFORMITY
Type Test References to 9.1 Sampling
Type 1 Breaking strength IS 13826 9.1.1 Lot
Underlay test ( Part 1 ) : 1993
9.1.1.1 The conformity of the lot to the require-
Pliability test IS 13826
ments of this standard shall be determined on
( Part 2 ) : 1993
the basis of inspection and tests carried out on
Type 2 Breaking strength IS 13826 the samples selected from the lot.
and test ( Part 1 ) : 1993
9.1.2 The number of rolls to be selected from
Type 3 IS 13826 the lot shall depend upon the size of the lot and
All Pliability test ( Part 2 ) : 1993 shall be in accordance with co1 1 and 2 of
grades Table 3.
Storage sticking IS 13826 9.1.2.1 These rolls shall be selected at random
test ( Part 3 ) : 1993
from the lot, and in order to ensure random-
Pressure head test IS 13826
ness of selection, random number tables may be
(Part 4) : 1993 used. In case random number tables are not
Heat resistance IS 13826
available, the following procedure may be
test ( Part 5 ) : 1993 A&pted for the selection of the rolls.
Water absorption IS 13826
test ( Tail 6 ) : 1993 Starting from any roll in the lot count them as
1, 2, 3, . . . . .._ , r, and so on, in order. Every
rth roll thus counted may be selected till the
NOTES
requisite number of rolls for the sample is
1 Diameter of Mandrel for pliability shall be as obtained, r being the integral part of N/n,
follows: where N is the number of rolls in the lot, and
Type 1 1 the number of rolls to be selected in, the
Type 2 ) 50-O mm sample.
Type 3, Grade 2 J
9.1.3 Test Samples and Number of Tests
Type 3. Grade 2 75’0 mm
2 The tests shall be carried out not earlier than two 9.1.3.1 All the rolls selected in 9.1.2 shall be
days from the date of manufacture. inspected for width, length and visible external
defects.
7.2 Total Bitumen Content
9.1.3.2 The number of rolls to be tested for
The minimum weight of bitumen in the bitumen breaking strength, pliability and storage stick-
felts, when determined in accordance with ing, heat resistance, water absorption test,
IS 13826 ( Part 7 ) : 1993 shall conform to the pressure head test and binder content shall be
values given in co1 6 of Table I. in accordance with co1 4 of Table 3. These rolls
A, B-Breaking Strength C, D-Pliability E-Storage Sticking
F-Heat Resistance G-Pressure Head H-Water Absorption K-Binder Content
All dimensions in millimetres.
FIG. 1 TYPICAL LAYOUT FOR CUTTING TBST PIECES FROM THE ROLL
3IS 1322 : 1993
shall be taken at random from those inspected of test specimens shall be taken from each of
under 9.1.3.1 and found, satisfactory for the test sample and subjected to the
dimensions. From each of these rolls, one test corresponding tests.
sample 5 m long and the full width of the felt
shall be cut out for preparing test specimens. 9.1.3.3 From each sample the test specimens
Test sample shall not be taken from damaged shall be cut out in the manner shown in Fig. 1
portion of the roll, if any. The required number which depicts the layout of test specimens.
Table 2 Requirements of BEtumen Felts
( Clauses 6 and 8 )
Type of Breaking Strength, Min. Kg Pliability Test Storage Heat Pressure Water
-Felt C-___h--,-_ ~ St&king Test Resi:;nce Head Test Absorp-
Warpway Weftway tion Test,
IUoX
IS 13826 ( Part 1 I : 1993 IS 13826 IS 13826 IS 13826 IS 13826 IS 13826
(Part 3) : (Part 5) : (Part 4) : (Py;9;) :
(pYr;9? : 1993 1993 1993
(I) (2) (3) (4) (5) (6) (7) (8)
r i) The roll shall - - - -
not show
I cracks on
unrolling
I
72 24 j ii) Consider any - -
I surface rup-
ture exceed-
I ing 5 mm in
length as
failure
f i) The roll ;k;z The test The test The test 5’0 per-
not pieces shall pieces shall pieces shall cent
I cracks on be examined show show no
unrolling after cooling sign of me? sign of
i ing of the leakage
bitumen
I compound
I ii) Consider any After release
TYPO 2 9.5 60 surface rup- of the load,
1 ture exceed- the layers
ing 5 mm in of felt shall
I length as be capable
failure of being
separated
i without
damaging
the coatant,
in any
way
[ i) The roll s&t The lest The test The test 2’0 per-
not pieces shall pi:; shall ;Focs shall cent
I cracks on be examined no no
unrolling after cool- sign of melt- sign of
I ing ing of the leakage
bitumen
I compound
Type 3 135 90 After release - -
( all of the load,
grades I I - rupture the layers
exceeding of felt shall
I 5 mm in oy wad;
length as
I failure separated
without
damaging
i the coatant
in any way
I
NOTE - Appropriate tests for the above requirements are described in 7.
4w 1322:1993
Table 3 Sample Size and Criterion of 2 Range R is the difference between the
maximum and the minimum in a set of observed
Conformity
values. _
[ Clauses’9i1.2, 9.1.3.2 and 9.1.4.1(a) ]
c) All the sample rolls tested for water
No. of Rolls No. of Rolls Permissible Sub-Sample absorption shall satisfy the conditions of
in the Lot to be Selected No. of Sirces, No. IS 13826 ( Part 6 ) : 1993 individually.
in the Sample Defective of Rolls
Rolls to be
Selected in d) For the other characteristics mentioned
the Sample in 9.1.3.2 ( except breaking strength and
(1) (2) (3) (4) water absorption ), all the test pieces
UptolOO 5 0 2 satisfy all the requirements of the charac-
101 to 150 8. 0 3 teristics individually.
151 to 300 13 0 4
10 PACKING AND MARKING
301 to 500 20 1 5
501 to 1 000 32 2 6 10.1P acking
1 001 to 3 000 50 3 8
3 001 and 80 5 10 Unless otherwise specified, bitumen felts should
be securely packed in rolls. The rolls of
above
hessian base Type 3 bitumen felts shall be
9.1.4 Criteria for Conformity wound on cores and the fibre base Types 1 and
2 bitumen felts need not be wound on cores,
9.1.4.1 The lot shall be considered to be in but they shall be securely wrapped in a kraft
conformity with the requirements of the paper of the same width as the fabric. The
standard if the following conditions are wrapper shall completely encircle the roll and
satisfied: shall be pasted at the overlap in manner that
will prevent it from opening out. The ends of
a) The number of rolls found defective with
the roll need not be covered.
respect to any characteristics mentioned
in 9.1.3.do1e s not exceed the correspond-
ing number given in co1 3 of Table 3. 10.2 Marking
b) From the observed values of breaking Each package shall be legibly and indelibly
strength, the average X and the range R marked pith the following information:
are calculated for each direction ( that
is, warp-way and weftway ) separately, a) Indication of the source of manufacturer;
and the value of the expression X- O-6 R
is found to be greater than or equal to b) Type and grade of the bitumen felt;
the applicable specified value.
c) Length, width and weight of the roll;
NOTES and
1 Average X is the value obtained by dividing d) Batch number in code and date of
the sum of the observed values by the number
manufacture.
of observed values.
5Is 1322 : 1993
ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Water Proofing and Damp-Proofing Sectional Committee, CED 4 I
Chairman
PBOF M. S. SHETTY 1x1 personal capacity ( No. 4, sapan Barrg, .Near .&press Garden,
Punr 411001 )
Members
CAPT ABHOR SEASTRY Osnar Chemical Pvt Ltd, Bombay
SBBI S. K. BANEBJEE ( Altrrnats )
SERI T. CHAIJDEURY National Test House ( ER ), Calcutta
SIIRI B. MANDAL ( Alternate )
DSBECTOR( DESIGN ) National Buildings Organization, New Delhi
SXRI D. C. GOEL Central Road Research Institute, New Delhi
SERI A. K. GUPTA Engineers India Ltd, New Delhi
SEBI D. MOUDC+IL( Altematr )
Sanr A. K. GUPTA Metro Railway, Calcutta
SEBI K. RAJWPALAN ( Alternate )
SHRI M. B. JAYAWANT Synthetic Arphalts, Rombay
SERI MoIz S. KAODI Polyseal India Engineering Centre, Bombay
SEBI SUB~N M. TEAXKER ( Altnnatc )
Sxxx M. K. KAI~OIIA~+ Central Public Works Department, CD0
SERI K. D. NABULA ( A@m~tr )
BBIQ V. K. KANITKAR Engineer-in-Chief3 Branch, Army Headquarters, New Delhi
SBRI C. S. S. RAO ( Allanate )
SBBI M. H. KHATRI Overseas Water-Proofing Corporation Ltd, Bombay
SEBI A. BONE ( Al&mate )
S~BI Y. P. KAPOOB Fosroc India Ltd, Bangal ore
Sasr V. NATARAJAN ( Aftumafr )
S~BI H. C. MSTAI Building Materials CLT echnology Promotion Council, New Delhi
Sasr M. M. MATBAI Cempire Corporation, &&as
SEBI R. D. NAYAX Bharat Petroleum Corporation Ltd, Bombay
SIIBI P. C. SRIVAETAYA( AlLcrna~)s
Cot ( Retd ) D. V. PADSAMIKAR B. G. Shirke & Co, Ptme
SIIRI R. P. PUNJ Lloyd Bitumen Products Pvt Ltd, Calcutta
SEEI A. K. SEN ( AZfnno& )
SARI RAVI WI0 MISS Builders’ Association of India, New Delhi
SERI K. K. MADEOK ( Allsrnalr )
SII~I T. K. ROY STP Ltd, Calcutta
S~BI B. B. BANERJI~~( Altemafr )
~311x1S AMIR SURLAPER MC-Bauchemic ( India ) Ltd, Bombay
SIIRI JAYANT DEOOAONKAX
( AWnate )
S~BI R. SABABEUVA~ Integrated Water-proofing Ltd, Madras
Sn DBPlJTYC HIEF BNaINBlR Public Works Department, Government of Tamil Nadir
SIJP~~~~INTENDIENNQ~ UNEER( Madras Circle )
( Alternate )
SRRI A. SBARIFF FGP Ltd, Bombay
,%a~ D. KUSEWAEA ( Alfernafc )
S~ilrr J. S. SEARMA Central Building Research Institute ; C3iK ), Roorkre
SHRI R. S. RAWAT ( Alternate )
SERI SRA~AL SENQUPTA Projects and Development India Ltd, Dhanbad
SHRI U. R. P. SINHA ( Alternate )
SBRI j. VF,NXATARAYAN, Director General, BlS ( Ex-O&o Member )
Director ( Civ Engg )
SI~RI J. K. PRASAU
Joint Director ( Civ Engg ), BIS
6IS 1322 : 1993
ANNEX B
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
1s ivo. Title
IS No. Title
73 : 1992 Specification for paving 2818 Specification for Indian
bitumen ( second revision ) ( Part 2 ) : 1971 hessian: Part 2 305 and
229 g/ma at 16 percent
460 Specification for test sieves:
contract regain (first
( Part 1 ) : 1985 Part 1 Wire cloth test sieves
revision )
( rhird revision )
13826 Methods of tests for bitumen
702 : 1988 Specification for industrial
based felt :
bitumen ( second revision )
( Part 1 ) : 1993 Breaking strength test
1203 : 1978 Methods of testing tar and ( Part 2 ) : 1993 Pliability test
bituminous materials:
( Part 3 ) : 1993 Storage sticking test
Determination of penetra-
tion ( jirst revision ) ( Part 4 ) : 1993 Pressure head test
( Part 5 ) : 1993 Heat resistance test
1205 : 1978 Methods for testing tar
( Part 6 ) : 1993 Water absorption test
and bituminous materials:
Determination of softening ( Part 7 ) : 1993 Determination of binder
point ( jirst revision ) content\
Bureau of Indian Standards
BIS is a statutory institution established under 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 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
1 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 ( 5 186 ).
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/14 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 { 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 I 23502 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.
COIMB~TORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPIJR. LUCKNQW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Pnnted at New India Printing hess. Khurja, IndiaAMENDMENT NO. 1 AUGUST 1995
TO
IS 1322 : 1993 BITUMEN FELTS FOR WATER-
PROOFING AND DAMP-PROOFING - SPECIFICATION
[ Pnge 1) clnrrsc 4.3.1(. n) , nirtdr line ] - Substitute ‘[ see IS 460 ( Part 1 ) :
19S5 ]‘fi~r ‘I see IS 460 (Part 1 ) : 197s 1’.
(Pclge 2, Tnbk 1 ) -Substitute ‘-1.5’ for ‘3.6’ and ‘5.7’for ‘4.5’ in co1 4.
(Pogc 2, clnrrse 6 ) - Substitute the following for the misting mallcr:
‘Unless olhcrwisc spccil‘ied, bitun~n kits shall bc supplied in widths of 90 ~‘111
or 100 cm and gclierall!~ in lengths of 10 111o r 20 111.’
( P~<ge 3, cltruw 7.1 ) - Substitute ‘Pliability tcs~ alicr conditioning the
SiiI11]JlC for 3 I1 at YC’ for ‘Pliability tat and “Heat rcsistancc tat conducted at
6S +2’C’for ‘Heat rcsistancc test’.
( Ptrgc 3, clc7f/se 7.1. ATale I ) - Substitute the ii)llowiIlg for the csisting
note:
Type 3, Grade 2 75.0 mm
(Page 3, c/rwse 7.1, No!e 2 ) - Substitute ‘thrce’for ‘IWO in the first line. ,
(Pqe 3, clarrsc 9.1.1 ) -Add the following nlatter below ‘9.1.1 tof:
‘All the rolls of’ the S~IIIC type and grade md from the same batch of
nvmdacturc, in one consignnlent shall constitute a lot.’
(Page 3, clmrsc 9.1.2.1, pm 2, lines G nnd 7 ) - Insert ‘11i s’ between the
words ‘lot, and’ and ‘thwwmtxr’.
( Page 4, Table 2 ) - Substitute ‘( Clorrses 7 and 8 )’ for ‘( Clauses 6
nnd S )’ below the title.
(CED41)
Prmcd at New Indm Prmtmg Press. Khurp. India
|
11993.pdf
|
IS 11993 : 1987
Indian Standard
CODE OF PRACTICE FOR
USE OF SCREED BOARD CONCRETE
VIBRATORS
( First Reprint SEPTEMBER 1996 )
UDC 666.97.033.16
6 Copyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR IbfARG
NEW DELI11 110002
Gr 2 August 1987IS:11993-1987
Indian Standard
CODE OF PRACTICE FOR
USE OF SCREED BOARD CONCRETE
VIBRATORS
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman Representing
M~J-GEN J. C. SAC~DEV~ Directorate General Border Roads, New Delhi
Mcmbm
SHRI R. P. CHOPRA National Projects Construction Corporation Ltd,
New Delhi
SHHl 0. s. GUPTA ( .#tmate )
CHIEF BNGlNEEn Punjab Irrigation & Power Department, Chandigarh
Drascrot< ( Alternate )
CnIEF BEQtn~rzx ( ELEC ) (I) Central Public Works Department, New Delhi
SUPERINTGNDINQE NQINEER ( Alternate )
DIKECTOR ( P cli M ) Central Water Commission, New Delhi
DY DI~ECTOH ( P & M ) ( Altrrnnte )
DR A. K. MULLICH National Council for Cement & Building Material,
New Delhi
SBRI RATTAN LAL ( Alt~rnatt )
DR A. K RAY Jessop & Company, Calcutta
SHRI A. K. MUKBERSEE ( Altsrnatc )
DR M. P. Dam Central Board Research Institute ( CSIR ),
New Delhi
SHRI Y. R. PEULL ( Alfern& )
Ssmr D. M. GUPTA U.P. State Bridge Corporation, Lucknow
SHRI V. GULATI Heatly & Gresham (I) Ltd, New Delhi
SHRI S. A. MEBEZES ( Alternate )
SHRI G. S. GOPALRAO Hindustan Construction Co Ltd, Bombay
SHRI R. V. DA-~YE ( Alternate)
Bare SoaErr. JAWYTA, VSM Directorate General Border Roads, New Delhi
SRRI D. S. N. AYAR ( Altcrnatr )
JOINT DIRECTOR ( WOKKS ) Ministry of Railways, New Delhi
JOINT DIREOTOR ( CIVIL
ENQG ) ( Altanate ) .
SERI Y. R. KALRA Bhakra Beas Management Board, Chandigarh
Snnr M. L. AQQARWAL( Altsrnalc )
SHRI J. P. K~LJSBISR CentrRFdrk~eilding Research Institute ( CSIR ),
Da S. S. WADXWA ( Altmots )
( Continued on page 2 )
I @ CoPYTight 1987 I
I BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyight 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:11993 -1987
( Confinucdfrom page 1 )
Members Representing
SRRI S. K. KELAVK~R Marshall Sons & Co India Ltd, Madras
SHRI P. C. SunH:sa ( Alfernate)
MAJ-GEN P. N. KAPOOR Research 61 Development Organization ( Ministry
of Defence ), New Delhi
SHRI S. N. SIDHANTI ( Ahmale )
SHRI S. Y. KH.~N Killick Nixon & Co Ltd, Bombay
SHIU A. MEHRA ( Alfernafc )
SHRI V. K. KHANNA International Engineering & Construction Co,
Calcutta
SARI M. E. MADHUSU~AN Directorate General of Technical Development,
New Delhi
SARI K. L. NAN~IA ( Alfrmafr )
SHRI M. NARAIANASWAXY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI H. S. DUQQAL, EE ( Alfcmafe )
SHRI T. H. PESHORI Recondo Limited, Bombay
SHRI S. J. Bnsu ( Alfcrnnfa)
SHRI T. H. PESHOR~ Builder’s Association of India, Bombay
Sum TRILOCHAN SINQH ( Alf#rnarr )
SHR~ S. S. PRAJAPATI~Y Sayaji Iron & Engineering Co Pvt Ltd, Vadodara
SHRI NAVIN 5. SHIB ( Aifnnafc )
SHHI G. RA~DAS Directorate General of Supplies & Disposals,
New Delhi
SHRI I. C. KHANNA ( Affcrnafa )
SHRI D. SESHA~IKI RAO Sahayak Engineering Pvt Ltd, Hvderabad
SERI R. C. REKHI International Airport Authority, New Delhi
SHRI B. S. MATEU~ ( Alterttat~ )
MAJ RAVINDRAS HARMA Department of Standardization ( Ministry of
Defence ), New Delhi
SERI M. N. SlNQH Indian Road Construction Corporation Ltd,
New Delhi
Sam K. S. SRINWASAN National Buildings Organization, New Delhi
SHRI MUHAR SINQH ( Alfrrnats )
SHRI J. SWAX~NATEAN Bharat Earth Movers Ltd, Bangalore
DR K. APR~MEYAN ( Altcrnafc I )
SHRI K. S. PADM~NABHAN( Altcrnafr II )
SARI G. RAMAN, Director General, BIS ( E.+oficio Member )
Director ( Civ Engg )
SHRI HEIUNT KUMAR
Deputy Director ( Civ Engg ), BIS
Panel for Concrete Vibrators, BDC 28 : P2
COWfIW
SHRIY . R. PHULL Central Road Research Institute, New Delhi
Mmnbrrs
SHRI K. C. AGQARWAL Hindustan Prefab Ltd, New Delhi
SHRI V. K. MATH~B ( Altmatr )
( Continuedo n pogr 8 )
2IS :11993- 1987
Indian Standard
CODE OF PRACTICE FOR
USE OF SCREED BOARD CONCRETE
VIBRATORS
0. FOREWORD
0.1 This Indian Standard was n;!opted by the Indian Standards
Insritution on 27 March 1987, after the tiraft finalized by the Construction
Plant and Machinery Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 The introduction of the concept of compaction of concrete by
vibration has macle it possible to use IOW slump, stiff mixes for produc-
tion of high quality concrete with required strength and impermeability.
The use of vibration is essential for the production of good quality con-
crete, when hand compaction methods fail to eliminate the voids.
Insufficient compaction results in formation of voids in concrete, which
in turn reduce the strength. If, the void content is 10 percent, the
strength may be reduced by as much as 50 percent. Where the exposed
surface is large, and thickness of layer is relatively small as in the case
of concrete slabs, for road and airfield pavements, building roofs, etc,
screed board type vibrators play a very important role in improving the
compaction and strength of concrete. Results of research in many
countries and at Central Road Research Institute, New Delhi has esta-
blished that reasonably high amplitude of vibration corresponding to a
matching frequency is of primary importance for sufficient compaction,
while using screed vibrators.
0.3 IS : 2506-19858 stipulates that the amplitude of vibration of such
vibrators shall not be less than I.5 mm under ‘operation in air’
condition for sufficient compaction. As against this, several major user
departments in the country have reported that the indigenously
available screed board vibrators exhibit rather low amplitude of
vibrations of the order of 0.4 to 0.5 mm. While EUCII low amplitude
screed vibrators may be adequate for surface finishing operations only,
they are unable to do satisfactory compaction beyond the top 10 cm
or so. Cases of honey-combing at lower layers of thicker slabs have
been reported in the case of airfields.
*General requirements for concrete vibrators, screed board type (first rcuision ).
3IS I 11993 - 1987
0.3.1 The Central Road Research Institute, New Delhi has developed
an improved high amplitude screed vibrator indigenously which is now
under commercial exploitation. The high amplitude screed vibrator is
reported to provide amplitude of vibration in the range of 1’5 to 2 0 mm
for matching frequencies of 3200-3800 revolutions per minute when
operated in air, corresponding amplitude and matching frequency range
under ‘loaded’ condition that is under actual operation on green con-
crete being 0 8 to 1’8 mm and 3300-3600 cycles per minute respectively.
Comparative tests on a series of full size concrete slabs of thicknesses
varying from 15 to 25 cm have shown that the high amplitude screed
vibrators with an amplitude of vibration of 2 mm when ‘operated in
air’ condition may compact up to 25 cm thick slabs with a minimum
of 97 percent efficiency ( 3 percent voids ) at the lower layers as against
only 90 percent efficiency that is 10 percent voids in case of commonly
available screed vibrators having 0’4 to 0 5 mm, as amplitude of vibration
when ‘operated in air conditions’.
1. SCOPE
1.1 This standard deals with the use of screed board vibrators for the
compaction of concrete, the maintenance of the screed vibrators in
proper running order and the safety requirements for their use and gives
recommendations regarding placing of concrete and its compaction by
vibration.
2. TERMINOLOGY
2.0 For the purpose of this standard, the definitions given in IS : 2505-
1980* and IS : 2506-1985t shall apply.
3. GENERAL CONSIDERATIONS
3.1 Suitability of Screed Board Vibrations
3.1.1 Screed board vibrators may be satisfactorily use,d for compaction
of plain as well as reinforced concrete slabs of highway and airfield
pavements, building roofs, etc. The size of the vibrators shall be in
accordance with IS : 2506-19857.
3.2 Power Unit
3.2.1 The screed board vibrator shall be powered by a suitable
integral power unit, that is, an electric motor or an internal combustion
engine. The electric motors and internal combustion engines shall
conform to IS : 996-1979$ and IS : 10 000-1980s. Suitable arrangement
*General requirements for concrete vibrators, immersion type ( second r&ion ).
tGenera1 requirements for concrete vibrators, screed board type (first rctisioa ).
Single phase small ac and universal ekctric motor ( second w&ion ).
$Merhod of tests for internal combustion engine.
4IS : 11993 -1987
may be provided fnr adjusting the vibration characteristics of the vibrat-
ing unit and the efficiency of the device provided for this purpose may
be such that constantly uniform performance of the vibrator is assured
under the entire range of operating conditions.
3.2.2 Where reliable supply of electricity is available, the electric
motor is generally the most satisfactory and economical power unit as
the speed is relatively constant and cables used are light to handle.
3.2.3 The type of power unit and rating in terms of kilowatts shall
be specified by the manufacturer of the vibrator.
4. HANDLING
4.1 The vibrators operate under heavy stresses and, therefore, require
regular maintenance to keep them under proper working conditions. After
use, the vibrators shall be thoroughly cleaned and stored in clean and dry
place. All repairs shall be carried out under careful supervision and in
accordance with manufacturer’s instructions. Stand by units shall also
be provided. There is also a tendency for bearings to wear out because
of centrifugal force and the resultant impact. Worn-out parts shall be
replaced in time to avoid premature damage to the whole machine.
4.2 Overloading of Driving Unit - Proper precautions shall be taken
in selecting the driving unit to avoid over heating of motor, when the
concrete is very stiff the vibrator will usually be over loaded and the
electric motor or petrol engine may get excessively heated. The motor
shall be provided with a suitable automatic cut-off device.
4.3 Operational and Safety Requirements
4.3.1 The moving parts shall be suitably enclosed to guard against
accident.
4.3.2 Suitable earthing and safety arrangements shall be provided for
electric motors so as to effectively protect the operator from shock which
may be fatal. The protective device shall be checked everyday before
the vibrators are used. The components of the motor shall be in accord-
ance with the relevant Indian Standards.
5. CONCRETE MIX
5.1 Correct design of concrete mix and an effective control in the
preparation of concrete during the different phases, that is, se.ection of
constituent materials, their proportioning, mixing and placing are essen-
tial to obtain maximum benefits from screed vibration. For best results,
the concrete to be vibrated shall be of the stiffest possible consistency
compatible to the compacting efficiency of the vibrator, generally wirhin
a range of 0’75 to 0.85 compacting factor and shall conform to very low
5IS:11993 - 1987
range of workability as specified in IS : 456-1978*. Screed vibration of
concrete of very high workability may not increase its strength, it may,
on the contrary, cause segregation, if continued for usual length of time.
Formation of watery grout on the surface of concrete soon after screed
vibration is an indication that the concrete is too workable and unsuit-
able for vibration, a close textured layer of viscous grout may, however,
be allowed. It has been proved that the best compaction is achieved at
resonant conditions.
6. DESIGN OF FORMWORK
6.1 For vibrated concrete used for airfield and highway pavetnents, the
formwork shall be well designed necessary for hand-compacted concrete
and greater care shall be exercised in its assembly. It should he designed
to take up the increased pressure of concrete due to the screed vibrator.
The design of formwork depends upon the experience and judgement
and the type of work. Generally, steel channels supported by stakes
driven into subgrade or subbase are used except in curves where wooden
formwork may be used. In the latter case, it should be cappecl with
50 mm angle iron along the inner side and kept flush with the face.
The joints of the formwork shall be tight and close enough to prevent
the squeezing out of grout or sucking in of air during vibration.
Absence of this precaution may cause honey-combing at th? end surface
of concrete.
6.2 The amount of mortar leakage or the permissible gap between
channels will depend on the desired final appearance of the work but
normally gaps larger than 1.5 mm between the channels shall not be
permitted. The number of joints should be made as small as possible
by the use of long lengths of channel sections adequately supported.
Application of grease or oil on the formwork to prevent the adhesion of
concrete should be very thin as otherwise they may mix with the concrete
under the effect of vibration.
7. VIBRATION OF CONCRETE
7.1 The concrete to be vibrated shall be placed in position in level layer
or layers ( in case of multi layered construction ) of suitable thickness
and the concrete at the surface shall be distributed as horizontally as
possible, since the concrete flows in slopes while being vibrated and may
segregate. The screed vibrator shall rest on side forms and shall be
lowered vertically on to the concrete surface, evenly spread to the
required level above the base, making due allowance for compaction
by providing adequate surcharge. The vibrator is allowed to
*Code of practice for plain and reinforced concrete ( third revision ).
6IS : 11993- 1987
remain in position for a few seconds until compaction is com-
plete, then lifted vertically and lowered on to the adjacent strip of
uncompacted concrete with an overlap of about half the width of the
screed board keeping in view that there shall not be any segregation.
After the length of concrete already placed is compacted, the screed
shall again be taken to its original position and allowed to move slowly
over the surface sliding with its axis slightly tilted away from the
dioection of sliding and the operation repeated until the required dense,
close knit textured surface is obtained. Slabs of thicknesses up to 20 cm
may be compacted in single layer using screed vibrator, in all cases
immersion vibrators are required to be used in addition for compacting
the corners and edges of the slabs. For thicknesses greater than 20 cm,
multi-layered construction may be resorted to.
7.2 The surcharge during compaction is the additional height to which
the concrete is spread above the level of the form work. When the
surcharge is lower than the optimum which the vibrator may compact
efficiently, the force on the concrete is inadequate resulting in insufficient
compaction of concrete. The relation between surcharge and com-
pactive effort is affected by changes in the characteristics of the vibration
and in the workability of concrete. For the same surcharge, when the
vibration is not very powerful, the concrete is not compacted in depth,
so that there is a surplus of concrete which is pushed in front of the
beam. On the other hand, when the vibration is powerful the use of
too low surcharge results in complete compaction.
7.3 Compaction by screed vibrator shall be carried on till the mortar in
the mix just works up to the surface. Care shall, however, be exercised
and the operation so controlled as to prevent over vibration leading to
bleeding, that is, appearance of excess of mortar and/or water at the top.
Generally, with properly designed mixes, extended vibration will only
be waste of effort.
7.4 If the concrete is too workable or the quantity of mortar is in
excess of the volume of voids in coarse aggregates or grading of aggre-
gates is unsatisfactory, over vibration will encourage segregation, causing
migration to the surface of tighter and smaller constituents of the mix
and so producinn a layer of mortar on the surface and leakaee of mortar
through defectiv; joints in the formwork.
8. PERFORMANCE OF SCREED BOARD VIBRATOR
8.1 The screed board vibrators shall be tested in accordance with
IS : 6923-1973’.
*Method1 of test for performance of screed board concrete vibrator.
7IS : 11993- 1987
( Continued from paga 2 )
Members Reprercnting
GRIEF ENGINEER (E) 1 Central Public Works Department, New Delhi
SUPERINTENDINQ ENGINEER
( ELECT ) ( Alternate)
DIRECTOR ( P & M ) Central Water Commirsion, New Delhi
DEPUTY DIRECTOR ( P & M )
( Alternate )
SHRI V. GULATI Heatly & Gresham ( India ) Ltd, New Delhi
SHRI S. A. MENEZE9 ( Alternate )
SHRI S. Y. KHAN Killick Nixon & Co Ltd, Bombay
SHRI V. K. KHANNA International Engineering Sr Construction Co,
Calculta
S~rnr J. P. KAUSHXSA Central Buliding Research Institute, Roorkee
SIIRI M. NAR~INASWAMY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MAJ V. V. SIX-~H ( Alternate )
SHRI A. G. PAT~L Millars, Bombay
SHRI N. B. JOSHI ( Alternate )
SHRI G. RAXDAS Directorate General of Supplies & Disposals,
New Delhi
SARI I. C. KH ANNA ( Alternote )
SH~U D. SESAAQIRI RAO Sahayak Engineering Pvt Ltd, Hyderabad
SRRI S. S. SACHDRV.< International Airports Authoritv of India, New Delhi
SIIRI P. VENKJ.TACH~LAM Gammon India Ltd, New Delhi
8BUREAU OF INDIAN STANDARDS
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1916.pdf
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IS 1910 :1989
(sm g?wJT)
Indian Standard
STEEL CYLINDER PIPES WITH CONCRETE
LINING AND COATING -- SPECIFICATION
( First Revision )
-
First Reprint JUNE 1994,
UDC 621’643’2 - 034’1 - 033’37 : 628’1/‘2
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 199 I PriceCroup 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard (First Revision ) was adopted by the Bureau of Indian Standards on
24 November 1989, after the draft finalized by the Cement and Concrete Sectional Committee had
been approved by the Civil Engineering Division Council.
Ordinary reinforced concrete pipes being unsuitable for use in situations where relatively high
water pressures are met with, other types of pipes, such as prestressed concrete pipes, steel pipes,
cast iron pipes and asbestos cement pressure pipes, etc, are often used in such situations. One such
type is the steel cylinder pipe with concrete lining and coating and these pipes have the advantage
that they provide the required rigidity even when thin shells are used to form the steel cylinder.
Steel cylinder pipes with concrete lining and coating are used in water mains and, to a limited
extent, in the pressure sewer lines and irrigation works. When used for carrying highly acidic
sewage or industrial waste, necessary precautions should be taken to prevent exposure of steel
cylinder to the action of the sewage or industrial waste. When the pipes are likely to be in
contact with corrosive soil, proper precautions should be taken, such as coating with bitumen on
the outside, using richer mix and/or ‘using sulphate resistant mixes.
This standard covers the technical provisions relating to steel cylinder pipes with concrete lining
and coating. Specials for steel cylinder pipes with concrete lining and coating are covered in
IS 7322 : 1985.
This standard was first published in 1963 with the title ‘Steel cylinder reinforced concrete pipes’.
The present revision has been done with a view to modifying some of the requirements in the light
of experience gained in the use of this standard. This revision incorporates a number of technical
changes, the most important of them are as follows:
a>
Inclusion of pipes of internal diameter 800, 1 000, 1 300, 1 500 and 1 700 mm and extending
the internal diameter of pipes up to 3 000 mm;
b) Modification in recommendations regarding reinforcement cage;
cl Modification of ends of pipes for jointing;
4 Modification in the thickness of lining, coating and barrel thickness;
e) Deletion of pressure steam curing; and
f> Splitting of the standard into three distinct sections as follows:
Section 1 General
Section 2 Steel cylinder
Section 3 Lining and coating
In this revision the title of the standard has been modified sinre such pipes are basically steel
cylinder pipes on which lining and coating of concrete is done for better performance and
rigidity.
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, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( reuisrd)‘. The nttmhcr of
significant places retained in the rounded off value should be the same as that of the specified
value in this standard.IS 1916 : 1989
Indian Standard
STEEL CYLINDER PIPES WITH CONCRETE
LINING AND COATING - SPECIFICATION
( First Revision )
1 SCOPE 4 DIMENSIONS
A.1 This standard lays down the requirements 4.1 Diameter
for steel cylinder pipes with concrete lining and
coating having nominal internal diameter from The internal diameter of finished pipes shall be
200 mm to 3 000 mm for use in water mains, 200, 250, 300, 350, 400, 450, 500, 600, 700, 800,
sewers, irrigation works and similar situations. 900, 1 000, 1 100, 1 200, 1 300, 1 400, 1 500,
1 600, 1 700, 1 800, 1 900, 2 000, 2 100, 2 200,
NOTES 2 300, 2 400, 2 500, 2 600, 2 700, 2 800, 2 900
and 3 000 mm.
1 Such pipes shall generally be provided with:
a) plain ends 4.1.1 Tolerance on internal diameter shall be
f3 mm for pipes of diameter 300 mm and
1) for butt welded joints with collar upto 700 mm
dia, and under, and f6 mm or &I& percent of internal
diameter, whichever is less, for pipes of
2) for simple butt welded jointing above 800 mm
diameter exceeding 300 mm.
dia.
b) flanged ends; and 4.2 Length
c) Spigot and socket ends ( conforming to relevant
Indian Standard ) for joints with rubber rings. The length i.n which the pipes are to be supplied
shall be mutually agreed to between the
2 Pipes having other type of ends may be used, where
purchaser and manufacturer. However, the
specifically required.
recommended length is 6 m. The overall length
2 REFERENCES of the pipe shall not vary by more than &-I
percent of the agreed length, unless otherwise
2.1 The Indian Standards listed in Annex A are agreed to between the purchaser and the
necessary adjuncts to this standard. manufacturer.
SECTION 1 GENERAL 5 WORKMANSHIP AND FINISH
3 CLASSIFICATION 5.1 The pipes with lining and coating shall be
straight and free from cracks; except craze
3.1 For the purpose of this standard, steel cracks. The ends of the pipes shall be square
cylinder pipes with concrete lining and coating with their longitudinal axis so that when placed
shall be classified as under: in a straight line in the trench no opening
between ends in contact shall e’xceed 3 mm in
Class Test Pressure pipes up to 600 mm diameter ( inclusive), and
6 mm in pipes larger than 600 mm diameter.
Class 1 0’5 Mpa ( or 50 m head )
5.1.1 The lining and coating of the pipes shall
Class 2 1’0 Mpa ( or 100 m head )
be smooth, dense and hard, and shall not be
Class 3 1’5 Mpa (or 150 m head) coated with cement wash or other preparation
unless otherwise agreed to between thepurchaser
Class 4 2’0 Mpa ( or 200 m head )
and the manufacturer. The lining and coating
Class 5 2’5 Mpa ( or 250 m head ) shall be free from excessive laitance and surface
irregulalitics. Projections exceeding 3 mm
;pecial class Above 2’5 Mp,i ( or above measured from the general surface of the linihg
250 m head ), tile exact test shall be removed either by trowelling before the
pressure being specified by the lining has set, or by grinding after curing ofthe
purchaser lining.
NOTE - 21s a general guide the corresponding working 5.1.2 In case of coating applied under pressure
pressure for these pipes may be taken as 50 percent and
by rotary brushes or by guniting the surface may
b,T percent of the above values for pumping maius and
gravity mains, respectively. not have smooth fiuish.
1IS 1916 : 1989
5.2 Defects Table 1 Minimum Thickness of Plates
for Steel Cylinders
Defects shall be deemed to include voids, sand ( Clause 8.2 )
and clay pockets, blisters, areas that are thin or
drummy or excessively cracked or not in contact
with the surface of the pipe and cracks into Internal Diameter Minimum
of Finished Pipe Thickness
which a flat metal filler gauge 0’8 mm thick can
( see also 4.1) of Plate
be inserted to a depth of half the thickness of mm mm
lining and coating at intervals along the crack
not exceeding 75 mm. Superficial cracks shall 200 IO 450 3’0
be deemed not to be defects. 500 to 900 5’0
1 000 to 1 100 6’0
5.2.1 Repair of Defects I 200 to I 500 8.0
1 600 to 1 800 10’0
Defects shall be repaired as soon as practicable.
1 900 to 2 200 12.0
Unless otherwise specified, defects shall be
2 300 to 2 600 14.0
repaired to the full thickness by hand trowelling.
2 700 to 3 000 16.0
NOTE - Other methods of repair are subject to agree-
ment between the purchaser and the manufacturer.
9 MANUFACTURE
6 MARKING
9.1 The steel cylinder shall be formed by
6.1 The following information shall be clearly shaping and welding together steel plates of
marked on the each pipe: specified thickness. Either lap welding or butt
welding shall be adopted for all longitudinal
a) Size of pipe, and circumferential welds. All welds shall be
made down-hand by the manual welding or
b) Class of pipe,
automatic shielded arc welding process. Welding
c) Date of manufacture, and shall be done so that there shall be thorough
fusion and complete penetration. Prior to
d) Indication of the source of manufacture.
welding, .the plates shall be fitted closely and
during welding they shall be held firmly. For
SECTION 2 STEEL CYLINDER
guidance on metal arc welding, reference may
be made to IS 816 : 1969.
7 MATERIALS
9.2 The ends of the steel cylinder shall be square
7.1 The steel cylinder shall be manufactured with its longitudinal axis.
from steel plates conforming either to IS 226 :
1975 or to IS 2062 : 1984. Stiffening bands and 10 HYDROSTATIC TEST
flats, where used, shall also conform either to
IS 226 : 1975 or to IS 2062 : 1984. Where the 10.1 Each steel cylinder shall be subjected, be-
thickness of the steel plate, the stiffening band fore concreting, to hydrostatic test under a water
or flat exceeds 20 mm, only steel conforming to pressure equivalent to the test pressure given
IS 2062 : 1984 shall be used. in 3.1. The steel cylinder shall be kept under
pressure by pumping water for a period of not
7.2 Electrodes for Welding less than one minute, and while under pressure,
the cylinder shall be moderately hammered with
The electrodes used for welding of steel plates a 1 kg hammer throughout its length. The steel
shall conform to IS 814 ( Part 2) : 1974. cylinder shall withstand the pressure test without
showing any leakage. Cylinders \vhich show
leakage may be rewelded at the points of
8 DESIGN
leakage and subjected to a repeat hydrostatic
test and may be accepted if it does not show any
8.1 General
leakage.
Steel cylinder shall be designed such that the SECTION 3 LINING AND COATlNG
maximum tensile stress in steel under the speci-
fied hydrostatic test pressure does not exceed 11 MATERIALS
200 Mpa, assuming that no tension is taken up
by the concrete. 11.1 Reinforcement
8.2 The thickness of the plate used for steel All cage reinforcement used in the pipe shall
cylinder shall be not less than the thickness conform to 1S 432 ( Part 1 ) :, 1982 or IS 432
specified in Table 1. ( Part 2 ) : 1982.
2IS 1916 : 1989
11.2 Cement 13 MANUFACTURE
The cement for concrete or mortar used in the 13.1 Cage Reinforcement
lining and coating of steel cylinder pipes shall
conform to IS 269 : 1989 or IS 455 : 1989 or Minimum reinforcement in the coating shall be
IS 1489 : 1976 or IS 8041 : 1990 or IS 8043 : 1978 three percent of the quantity of steel cylinder of
or IS 8112 : 1989 or IS 6909 : 1990 or IS 6452 : minimum plate thickness given in Table 1. The
1989 or IS 12269 : 1987 or IS 12330 : 1988. reinforcement shall be wire, wound spirally or
wire fabric. The coating shall be applied before
11.3 Aggregates any rusting occurs to the reinforcement. Long;-
tudinal reinforcement is required in case coating
The aggregates used shall conform to IS 383 : is done by vibration.
1970. The maximum size of aggregate shall be
one-third the thickness of concrete covering the 13.1.1 wire
steel cylinder either outside or inside.
Anchoring of,ends and splices in the wire shall
11.4 Concrete and Mortar be by welding or by other suitable means. The
wire reinforcement may be given a tension
The concrete mix shall have a minimum cement of 50 to 75 Mpa while wrapping on the shell
content of 450 kg/m3 and a characteristic com- before the coating is applied.
pressive strength of 25 N/mms at 28 days. If
mortar is used, it shall have a minimum cement 13.1.2 M7ireF abric
content of 600 kg/m3 and a characteristic com-
pressive strength of 25 N/mm2 at 28 days. Splices shall be made by welding or other
suitable means. The fab.ric shall be wrapped on
NOTES the shell by tack welding.
1 Compressive strength test of concrete shall be conduc- 13.2 Mixing of Concrete or Mortar
ted on 150 mm cubes in accordance with IS 516 : 1959
and compressive strength test of mortar shall be conduc-
ted on 70’6 mm cubes in accordance with IS 4631 The concrete or mortar for lining and coating
( Part 6) : 1988. shall be mixed in mechanical mixers. Mixing
shall be continued until there is a uniform
2 The water-cement ratio shall be the least that will distribution of the materials and the mass is
produce a workable mix. No limit has been set for the
uniform in colour and consistency but in no case
water-cement ratio because the optimum ratio depends
on the mix proportions, the diameter of the pipe to be shall the mixing be done for less than two
lined and coated, and the method of applying concrete minutes.
or mortar to t!be pipe.
13.3 Lining and Coating
12 THICKNESS AND COVER
‘Lining shall always be done at the manufacture’s
12.1 Lining and Coating Thickness works. Whilst coating shall be done later either
at the manufacturer’s works or at site.
The minimum thickness of lining and coating
shall be as given in Table 2. 13.3.1 Lining shall be done by spinning or
spinning combined with vibrations or vibrations.
Table 2 Minimum Thickness of
Lining and Coating 13.3.2 Preparation of Steel Surface
At the time of application of the concrete or
mortar, the surface of the pipe shall be clean.
Ioternal Minimum Minimum
Loose rust, loose millscale, dirt, debris. oil, grease
Diameter of Thickness of Thickness of
Finished Pipe Lining Coating and other detrimental materials shall be removed
mm mm mm by manual, mechanical or chemical means. If
chemicals deleterious to steel or cement are used
200 to 300 15 25
to clean the steel surface, such chemicals shall
350 to 400 20 25 be removed at the completion of cleaning
process.
450 to 3 000 25 25
13.3.3 Coating shall not commence before the
expiry of three days after the completion of the
12.2 Cover lining unless otherwise it is established that the
lining has attained a works cube strength of not
The clear cover to the reinforcement whether less than 10 Mpa earlier than this period. During
steel cylinder or cage shall not be less than 9 mm this entire period the lining shall be under
for lining and 12 mm for coating. curing. The coating shall be either vibrated or
3IS 1916 : 1989
applied under pressure by rotary brushes or such as immersion in water, covering by wet
guniting. gunny bags or by mechanical sprinklers for a
period of not less than 14 days when cement
13.3.4 In case any portion of the pipe is to be conforming to IS 269 : 1989, IS 455 : 1989,
left exposed without lining and coating, the IS 1489 : 1976, IS 8043 : i978 and IS 6909 : 1990
same shall be mutually agreed to between the is used; not less. than 7 days when cement
purchaser and the manufacturer. conforming to IS 8041 : 1990 and IS 8112 : 1989
is used; not less than 3 days when cement con-
NOTE-After field welding of the joint, the exposed forming to IS 6452 : 1989 and IS 12269 : 1989 is
portions of adjacent pipes shall be protected by placing used and not less than 21 days when cement
wire fabric with tack welds and applying cement mortar
conforming to IS 12330 : 1988 is used.
by hand.
13.4.1 Steam Curin
3.4 Curing
Non-pressure steam curing may be permitted
After completiqn of concreting, the concrete or provided the requirements of non-pressure
mortar shall be kept wet by any suitable means steam curing are fulfilled.
ANNEX
A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS NO. Title IS No. Title
226 : 1975 Specification for structural 816 : 1969 Code of practice for use of
steel ( standard quality ) (fifth metal arc welding for general
revision ) construction in mild steel (first
revision )
269 : 1989 Specification for 33 grade
1489 : 1976 Specification for Portland
ordinary Portland cement
Pozzolana cement ( second
(fourth revision )
revision )
383 : 1970 Specification for coarse and 2062 : 1984 Specification for weldable
fine aggregates from natural structural steel ( third revision )
sources for concrete (second
4031 Methods of physical tests for
revision )
( Part 6) : 1988 hydraulic cement : Part 6
432 Specification for mild steel and Determination of compressive
( Part 1 ) : 1982 medium tensile steel bars and strength of hydraulic cement
hard-drawn steel wire for ( other than masonry cement )
concrete reinforcement : Part 1 ( Jirst revision )
Mild steel and medium tensile 6452 : 1989 Specification for high alumina
steel bars ( third revision ) cement for structural use (Jirst
revision )
432 Specification for mild steel and
( Part 2 ) : 1982 medium tensile steel bars and 6909 : 1990 Specification for supersulpha-
hard-drawn steel wire for ted cement ( jirst revision )
concrete reinforcement : Part 2 8041 : 1990 Specification for rapid harden-
Hard-drawn steel wire (third ing Portland c<ment (second
revision ) revision )
8043 : 1978 Specification for hydrophobic
455 : 1989 Specification for Portland slag
Portland cement ( jrst revision )
cement (fourth revision )
8112 : 1989 Specification for 43 grade
516 : 1939 Method of test for strength of ordinary Portland cement
concrete ( jksl revision )
12269 : 1987 Specification for 53 grade
814 Specification for covered elec-
ordinary Portland cement
( Part 2 ) : 1974 trodes for metal arc welding
of structural steels: Part 2 12330 : 1988 Specification fo1 sulphate
Welding sheets (fourth revision ) I esisting Portland cement
4IS 1916 : 1989
ANNEX B
( Foreword )
COMPOSITION OF THE TECHNICAL COMMITTEE
Cement and Concrete Sectional Committee, CED 2
Chairman Reprtstnling
DB H. C. VISVESVA~AYA In personal capacity (All-10 South Extension II, Ring Road,
NC= Delhi 110049 )
Members
SERI H. BHATTAC~ARYA Orissa Cement Limited, New Delhi
DR A. K. CHATTEHJEE Associated Cement Companies Ltd, Bombay
SRRI S. H. SUBKAMANIAN ( Ahrna~r )
CRIEB ENQINEEB ( DEHCNS ) Central Public Works Department, New Delhi
SUPE~IN~IXNLJIN~ ENGINEER ( S & S ) ( Allcrnalt )
CHIEF ENQINEER, NAVAGAY DAF.I Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPPBINTENDINO ENGINEER, QCC ( Alkrnalt )
CHIEF ENGINEER ( RESEARCH-CUM-DIHECT~R ) Irrigation and Power Research Institute, Amritsar
RESEARCH OFFICER ( CONCHETE TECKNOLOGX-) ( Alttrnatc )
DIRECTOR A. P. Engineering Research Laboratocies, Hyderabad
JOINT D~~~ECTOI~ ( Alternate )
DIREOTOX ( CMDD \ ( N & W) Central Water Commission, New Delhi
DEPUTY DCRECTOR ( CMDD) ( NW & S ) ( .4lltrnalt )
SERI K. 11. GA~Q~AL Hyderabad Industries Ltd, Hyderabad
SHI~I V. Pattabhi ( Alfrrndt )
SHRI V. K. GHANNRAH Structural Engineering Resrarch Centre ( CSIR ), Ghaziabad
SHRI S. GOPINATII India Cements Ltd, Madras
SHCI R. TAXILAKAI~AN ( Alternate )
San1 S. K. GUHA T~IA~UI~T 4 Gannon Dunkerley & Co Ltd, Bombay
SHRI S. P. SANKARANANAYANAN ( Alltrnalc )
DR IRSIIAD MASOOD Central Building Research Institute ( CSIR ), Rnorkee
JJINT DIIIHCTOR STANIUBIB ( H & S ) ( Cl&I) Research, Designs & Standards Organization ( Ministry of
Railwa’ys ), Lucknow
JOINT DIXIECTOR STANDARDS ( B & S ) ( CR-II ) ( Afltrnatc )
S~LRI N. G. JOSHI Indian Hume Pipes Co Ltd, Bomba\
SRRI P. D. KELXAR ( Alltrnalt)
SARI D. K. KANUXQ~ National Test House, Calcutta
SHRI B. K. MEENA ( Allrmak )
SERI R. L. KIPOOR Ministry of Transport, Deptt of Surface Transport ( Roads
Wmg ), New Delhi
SHRI R. K. SAXENA ( Allcrnatt )
SHRI P. KRIIIXNAMUHTHY Larsen and Tollbro Limitrd, Bombay
SIIRI S. C~AKRAVA~THY ( Altsrnatt )
San1 G. K. MAJUYDAR Hospital SIrvices Consultancy Corporation ( India ) Ltd,
New Delhi
SI~HI S. 0. RAXQAXI ( dlfcrnnfc)
SRRI P. N. MEI~TA Geological SI:rv,,y of India, Calcutta
SIIRI J. S. SANQAXEI~IA ( Aktrnatt )
~~EM~~X-SE~RETARY Central Board of Irrigation and Power, New Delhi
DIRE(.TOR ( CIVIL ) ( Aktrnalt )
Dn A. K. Mullick National Council for Ccmrnt and Ii&ding Material, New
Delhi
DK S. C. AHLU~ALIA ( Alttrnatt )
SH~I NIRMAL SINQII Develooment Commissioner for Cement Industrv , I. Ministrv
of industry )
SIIXI S. S. MIOLANI ( Alternate)
SHIZI R. C. P.\RATE Engineer-in-Chief’s Branch, Army Headquarters
LI-COT. 1~. K. SINCII ( Alltrnalc )
Sun1 H. S. l’ASRI(‘HA Hindustan Prefab Ltd, New Delhi
SHWI Y. R. PICOI,~, Central Road Research Institute ( CSIR ), New Delhi
SIIICI S. S. SE~I~RA ( Alttmafr )
SHIII Y. R. PIIUI.L Indian Roads Cona.r ess. New Drlhi
SIII:I K. 6. THANDEVAN f Alhnah j
SHRI G. RAsll,AS Directorate General 01 Supplirs and Disposals, Nrw Delhi
Da hi. RAMAIAH Structural Engin.:ering Rrscarch Centre ( CSlR ), Madras
DIG A. G. AMa~~t.4va R to ( Alto-natr )
RIZPI~ESI~:NTA*~IVF: Builders Atsociation of India. Bombay
SHRI A. U. RIJHSIN~IIANI Cement Corporation of India, New Delhi
S1rn1 c. s. SJlAlXM.4 ( AItrrnaft )
SHIII J. SEN GU~TA National Buildings Organization, New Delhi
SH~I A. K. LAL ( Allemolt )
SHRI T. N. SIJB~A RAO Gammon India Limited, Bombay
SHRI S. A. Reddi ( .Nttmalc )
SUPICRINTEXIJINQ ENQINF~R ( DESIGNS ) l’llblic Works Department, Govrrnment IIf Tamilnadu
EXECUTIVE: EXGINEER ( S. M. R. DIVISION ) ( .dlltmaft )
5IS 1916 : 1989
Ssnx S. B. SDRX Central Soil and Materials Research Station, New Delhi
SARI N. CEANDRASBKABAN ( Alttrnatr)
DR H. C. V~evttsvr~~~r Institution of Engineers ( India), Calcutta
SHB~ D. c. CXAT’IcUPkDl (Abemotr)
SHRI C. RAMAN, Direcror General, BIS (Ex-o&s Mm&r)
Director ( Civil Engg )
SHB~ N. C. BANDYOIADHYAY
Joint Director ( Civil Engg ), BIS
Concrete Pipes Subcommittee, CED 2 : 6
celwew
SHB~ N. G. JOSBI Indian Hume Pipe Company Limited, Bombay
M&S
Saul B. SANKABABUB~UXONIP AYTAB Kerala Premo Pipe Factory Ltd. Quilon
SHBI S. N. BUJU Director General of Supplies and Disposals, New Delhi
Smxl T. N. UBOVEJA ( Affmutr )
SABDAB BHAOWAHT SINOH Concrete Pipe Manufacturm Association of India, New
Delhi
SaRl H. S. M~t4Iti ( Altnnuk )
CHirF ENOINB~~ ( S~WZBA~E PROJXCT ) ( R & D ) Municipal Corporation of Greater Bombay, Bombay
Salrr J. D. PRIDEUs ( Al:rrnotc)
SHB~ A. W. DLSIIPANDE National Environment4 Engineering Research Institute,
Nagpur
Sam B. V. KALE ( ANmU)
Sam P. S. GUFTA Haryana Cement & Concrete Pipes and Polcr Manufacturers
Association, Faridabad
SEBI V~DEIJB BHASKAB (Ahrno1r )
SEBI G. R. HABIDAS Gammon India Ltd. Bombay
JOXNT DIPXOTOB ( STAND&am8 ) ( B & S/CB-I ) Research. Desipns and Standards Organization. Lucknow
JOWT DIEWTOB ( STANDARDS ) ( B & S/CR11 ) ( Altrrnats ) - -
SEBI P. D. KELKAR Indian Hume Pipe Company Ltd, Bombay
SEBI H. S. PASBIC~A Hindustan Prefab Ltd. New Dalhr
DB C. RAJKVYAR National Council for Cement and Building Materlak, New
Delhi
SEBI S. S. RAMBAX~YANI Municipal Corporation of Delhi, Delhi
Sam S.P~ASASB ( Altematr )
SHB~ G~PAL SADASEIV SHIBALKAB Spun Pipa Manufacturer’r Association of Mabarashtra,
Pune
SERI MUKUND NAMDI~OP OB~ ( Altrrnetr )
h-&L v. P. SINOJi Engineer-in-Chief’s Branch, Army Headquarters, New
Delhi
SIIBI SVCIIA SINOH (Ahma )
SVPERINTRND~KO Svnrcyan or WOBRS ( NZ ) Central Public Workr Department, New Delhi
SHRIS U VI . Z MPC . Y T~ AH L O ATF I WORKS ( NZ ) ( AtirrMts) Spun;2 da$ Construction Co ( Barods) Private Ltd,
a
SHRI A. V. TALATI ( AltrrnoIc )
DR B. VSNKAT~C~WABLV Structural Engineering Raearch Centre ( CSlR ), Madras
SIIBI J. SHANMVOABVNDABAY ( Altemutc )
6Bureau of Idiu Strndrrdr
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.
Copyrigbt
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 BXS. 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. CED 2 ( 4204 )
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 : 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. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 I3 7 86 26, 37 86 62
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LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
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14143.pdf
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PRBFABRICATED’BRICK PANEL AND
PARTIALLY PRECAST CONCRETE
JOIST FOR FLOORING AND ROOFING -
SPECIFICATION
UDC 691’328-413 : 692’4
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAX BHAVAN, 9 BAHADUR SHAH ZAFAR MABG
NEW DELHI 110002
ntovem 5er 199 4 Prier Grorp 4Housing Sectional Committee, CED 51
FOREWORD
This Indian Standard was adopted by the Bureau of indian Standards, after the draft finalized by
the Housing Sectional Committee had been approved by the Civil Engineering Division Council.
Considerable shortage of houses in the country, which is also increasing continuously, has led to
increasing stress being laid in the development programmes of central and state governments, for
facilitating speedy and economical construction of houses. Problem of housing being enormous
amongst the lower income groups, both rural and urban, the maximum stress is being laid OD
housing for these target groups.
This standard is one of a series of standards on new materials and techniques of rbof/floor cons-
truction, which when implemented, is likely to result in substantial savings in material and cost
of construction, in addition to achieving speedy construction. The other standards being
published in the series are:
a) Design and construction of roofs and floors with prefabricated brick panel - Code of
practice
b) Precast reinforced concrete channel unit for construction of floors and roofs - Specification
c) Design and construction of floors and roofs with precast reinforced channel units - Code of
practice
d) Precast reinforced concrete planks and joists for flooring an d roofin g - Specification
e) Design and construction of floor and roof with precast reinforced concrete planks - Code
of practice
f ) Precast reinforced concrete L-panel for roofing - Specification
g) Design and construction of roofs using precast reinforced concrete L-panel - Code of
practice
The use of reinforced brick roofs had been quite common in Northern parts of India. Its design
was based on the crushing strength of brick. The large variation in crushing strength of bricks
had, however, inhibited their use and raised doubts about the feasibility and performance of rein-
forced brick roofing/flooring slab. Further, the corrosion of reinforcement due to contact between
mild steel bars and bricks caused reduction in the life of roof. Also, the crushing strength of
bricks usually being low, the thickness of slab increaser causing an increase in dead load too.
The Central Building Research Institute, Roorkee has developed prefab brick panel system which
is a combination of concrete, bricks and reinforcement such that concrete is used in the zone of
maximum compressive stresses thereby permitting the use of lower compressive strength bricks and
T-beam action develops between partially precast joist and the in-situ concrete.
The Committee responsible for the formulation of this standard is given in 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 ( 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.I@ 1414S1 1994
Indian Standard
PREFABRICATED BRICK PANEL AND
PARTIALLY PRECAST CONCRETE
JOIST FOR FLOORING AND ROOFING -
SPECIFICATION
?l SCOPE 3.2 Relnforcement
This standard lays down requirements for The reinforcing steel as recommended in IS 456 :
prefabricated brick panel and partially precast 1978 shall be used.
joist for flooring and roofing.
3.3 Bricks
2 REFERENCES
Bricks used for making prefabricated panels
The Indian Standards listed below are shall conform to IS 1077 : 1991 or IS 12894 :
,necessary adjuncts to this standard: 1990 or IS 13757 : 1993. Bricks of higher
IS No. Title strength conforming to IS 2180 : 1988 may also
be used.
432 Specification for mild steel
(Part 1 ) : 1982 and medium tensile steel
4 DIMENSIONS AND TOLERANCES
bars and hard-drawn steel
wire for concrete reinforce-
ment : Part 1 Mild steel and 4.1 Prefabrlcrted Brick Panel ( see Fig. 1 )
medium tensile steel bars
( third revision ) 4.1.1 Length
456 : 1978 Code of practice for plain Length of panel shall not exceed 1’1 m for bricks
and reinforced concrete
having strength less than 40 N/mm?. For bricks
( third revision )
having strength more than 40 N/mma conforming
to IS 2180 : 1988 the length of panel shall not
‘1077 : 1991 Specification for common
exceed 1’2 m. From economic point of view, the
burnt clay building bricks
minimum recommended length of panel is 0’9 m.
( jfrh revision )
Thickness of transverse joints may be varied
2180 : 1988 Specification for heavy duty within the range specified in 4.3.2 for varying
burnt clay building bricks the length.
( third revision )
4.1.2 Width
4305 : 1968 Methods for random eampl-
ing
Width of the panel shall be 53 cm for panels
12894:1990 Specification for fly ash lims made of conventional size ( 230 mm X 110 mm
x 75 mm ) bricks and 45 cm for panels made of
bricks
modular size ( 190 mm X 90 mm X 90 mm )
bricks.
l3757 : 1993 Specification for burnt olay
fly ash building bricks
4.1.3 Thickness
14142 : 1994 Code of practice for design
and construction of roofs Thickness of the panel ahall be equal to thick-
and floors with prefabricated ness of a brick, that is, 75 mm for conventional
brick panel size bricks and 90 mm for modular size bricks.
3 MATERIALS
4.2 Partially Precast Joist
3.1 Concrete
The concrete used for making prefabricated brick
panels and joists shall conform to grade M-15
of IS 456 : 1978. Coarse aggregate used for Partially precast joist shall be rectangular in
making concrete shall be well graded with shape with steel stirrups kept projecting out
maximum size of 12 mm for brick panels and which shall be tied with reinforcement along the
well graded with maximum size of 20 mm for joist to achieve monolithicity with concrete ( see
joist. Fig. 2 ).
1~~~_~ -._---- ---- ^ .--__1~ -“I.I.- -- - ..“. --_ r ;_. “”. .,.-. __._-_ .__._~”-
.I_. -.-... -... . ._^_- -.._ _..,. .-.
1s 14143: 1994
L-246 BARS IN
EACH PANEL
Alld imensions in millimetres.
Fro. 1 ISOMETRICV IEW OFPREFAB BRICK PANEI
96n-nST IRRUPS
I @135 c/c~+6mme*R
AS PER DESIGN
AS PER DESIGN
AlI dlmeosions in millimetrcs.
FIG. 2 TYPICAL PARTIALLYPRBCAITJOIST
2IS 14143 : 1994
4.2.2 Width to IS 432 ( Part 1 ) : 1982 may be used in
residential building without needing calcula-
.Width of partially precast joists shall be sufficient tions.
to support two successive spans of brick panels
with sufficient bearing, leaving an adequate gap 5.1.2 Reinforcement for RC joist shall be provid-
between them. The minimum recommended ed as per design ( see IS 14142 : 1994 ).
.width is 13 cm, which may be increased if
.required for structural strength. 5.2 Cover to Reinforcement
-4.2.3 Depth A minimum clear cover of 15 mm shall b:
provided to reinforcement in the panel while
The recommended depth for precast joist, for
for the joist the minimum clear cover shall
.clear span of joist up to 4’2 m shall be 100 mm
be 25 mm.
for both conventional and modular size bricks,
Accordingly overall depth of joist with in-situ
,concrete of 35 mm shall be 210 mm for conven- 6 MANUFACTURE OF PRECAST
tional bricks and 225 mm for modular bricks. ELEMENTS
4.3 Thickness of Joints 6.1 Prefabricated Brick Panel
4.3.1 Longftudinal Joints 6.1.1 Mould
Thickness of longitudinal joints shall be 40 mm Th e moulds should generally be mlde from well-
to accommodate one &mm reinforcing bar with seasoned good quality timber or an equivalent
adequate cover ( see Fig. 1 ). However, the wood substitute. In case of mass production,
thickness of joints may vary to compensate for mild steel or other rigid, non-absorbant and
variation in brick dimensions, so that specified non-corrodible materials such as FRP may be
panel dimensions remain the same. used with advantage.
‘4.3.2 Transverse Joints
6.1.2 Casting
Thickness of transverse joints shall vary from a
The moulds which are open at bottom shall be
minimum of I5 mm to a maximum of 30 mm.
kept on a levelled ground having thin layer of
.However in a single panel unit, this shall be kept
sand or pucca floor or platform. The bricks
uniform for all transverse joints. The range of
shall be properly wetted and arranged in the
15 mm to 30 mm has been permitted to facilitate
mould with outermost bricks touching the sides
variation in panel length, using same number of
of mould and the specified gaps for joints shall
bricks to suit room dimensions.
be left between bricks. For breaking ( stagger-
ing ) transverse joints, broken brick bats may be
4.4 Tolerances
used as shown in Fig. 2. The frogs of the brick8
shall face upward to provide shear key to deck
.Tolerances on various dimensions of the panel
concrete ( in-situ concrete ). About 15 mm thick
shall be as given below:
layer of concrete or 1 : 3 cement coarse sand
Dimension Tolerance mortar shall then be placed in the longitudinal
gaps between the bricks and two reinforcing
Length of panel f10mm
bars shall be placed over it. All the gaps
Width of panel f 5mm between the bricks shall then be filled with
concrete or mortar. The mould may be removed
Thickness of panel * 4mm
just after casting.
NOTE - Recommended dimensions of the panel
have been decided so that the panols are light 6.1.3 Curing
enough to be handled manually and are safe struc-
turally and economical. Dimensions other than
those recommended, if required, shall be designed The panel shall be cured for at least 14 days by
as per 5 and tested as per 8. sprinkling water and dried for 14 days thereafter,
before it is used for construction.
.5 REINFORCEMENT
6.2 Partially Precast Joist
5.1 Reinforcement required for brick panel shall
‘be provided as per design along the length. This 6.2.1 Mould
shall consist of 2 bars of required diameter
embedded in the longitudinal joints as shown The mould should generally be made of well
in Fig. 1. seasoned good quality timber or an equivalent
wood substitute. In case of mass production,
,5.1.1 For span and dimensions of brick panelr use of mild steel or other rigid, non-absorbant,
covered in this standard a reinforcement with non-corrodible materials such as FRP may be
two mild steel Grade I bars of 6 mm conforming advantageous.
3load test is applied at the time of any change in
62.2 CaNing
the design/size.
Mould shall be placed on a smooth and levslled
surface and a 25 mm thick layer of concrete 9 CRITERIA FOR CONFORMITY
shall be laid in the mould. The reinforcement
cage shall then be placed in the mould over 9.1 If four out of five samples satisfy the shape
the concrete layer. The concrete shall be and dimensional requirements given in 4, the
poured in the mould and compacted well by lot represented by the sample shall be deemed
vibration. The mould may be stripped off after to have passed the dimensional requirements. If
about 2 to 3 h ( depending upon weather ) after more than one panel fails to satisfy the dimen-
casting. sional requirements given in 4.1.1 to 4.1.3, the
lot represented by sample shall be rejected.
6.3 Tolerances on dimensions of moulds shall be
as given below: 9.2 In the deflection recovery test as per Annex B,.
if the deflection 24 h after the removal of
Dimension Tolerance
imposed load is at least 75 percent of the deflec-
Length f8 mm tion under the load for 24 h, the units shall be
deemed to have passed the test. if the deflection
Width &3 mm
recovery is less than 75 percent, the lot represent-
Depth f3mm ed by the unit shall be rejected. If the maximum
deflection in mm, shown during 24 h under load
is 40 Is/D, where I is the effective span in mm
6.4 Curing
and D, the overall depth of the section in mm,
it is not necessary for deflection recovery to be
The panel and joists shall be water-cured for a
measured and the recovery provision mentioned
minimum of 2 weeks followed by air-curing for
in this clause earlier shall not apply.
another 2 weeks before using them in construc-
tion.
9.3 In the case of the failure load performed in
7 SAMPLING accordance with Annex B, the unit shall carry a
load at least equal to 1’33 times the characteri-
7.1 All prefabricated brick panels and joists of stic load to pass the test. If the load at failure
the same size manufactured from similar is less than 1’33 times the characteristic load,
materials and under similar conditions of pro- the load represented by the sample shall be
duction shall be grouped together to constitute rejected.
the lot.
10 MARKING
7.2 Five units of prefabricated brick panel and
joist shall be selected at random out of a lot
10.1 Each component shall be legibly and,
consisting of 300 units or less. For a lot bigger
indelibly marked with the following:
than 300 units, 5 units shall be selected for every
300 units or part thereof. In order to ensure
a) Identification of the source of manufac-
randomness of selection, procedure given in
ture, and
IS 4905 : 1968 may be followed.
b) Month and year of manufacture.
7.3 The samples shall be suitably marked for
future identification of the lot it represents. 10.2 BIS Certification Marking
The product may also be marked with the
8 TESTS
Standard Mark.
Tests shall be conducted on samples of the units 10.2’1 The use of the Standard Mark is governed
as given in Annex B.
by the provisions of Bureau of Indian ,Standards
Act, 1986 and the Rules and Regulations made
8.1 Dimensional test and deflection recovery thereunder. The details of the conditions under
test shall be routine tests whereas failure load which the licence for the use of the Standard
test shall be a type test. Type test is intended Mark may be granted to manufacturers or
to prove the suitability and performance of a producers may be obtained from the Bureau of
new design and size of a component. Failure Indian Standards.
4ANNEX A
( Foreword )
COMMITTEE COMPOSITION
Housing Sectional Committee, CED 51
Chairman Representing
DR P. S. A. SUNDARAM Ministry of Urban Development, New Delhi
Members
FHRI G. R. AMBWANI Municipal Corporation of Delhi, Delhi
SHRI AROMAR RAW The Action Research Unit, New Delhi
PROF H. P. BAHARI School of Planning and Architect, New Delhi
PROP SUBIR SAHA ( Alternate )
SHRI K. K. BHATNAGAR Housing and Urban Development Corporation, New Delhi
SHRI M. N. JOGLIXAR ( Alternate )
SHRI H. U. BI%ANI In Personal Capacity ( I, Sadhna Enclave, Panchsheel Park,.
New Delhi I10017 )
SHRI S. N. CHATTERJEE Calcutta Municipal Corporation, Calcutta
CHIEF ARCHITECT Central Public Works Department, New Delhi
SR ARCHITECT ( H % TP-1 )
( Alrernate )
CHIEF ENGINEER. AUTHORITY Maharashtra Housing and Area Development Authority, Bombay
ARCHITECT, AUTHORITY ( Alternate )
CHIEF ENGINEER ( D ) Central Public Works Department, New Delhi
SUPERINTENDINGE NGINEER ( D )
( Alternate )
ENGINEER MEMBEII, DDA Delhi Development Authority, New Delhi
SHRI Y. K. GARG National Housing Bank, New Delhi
SHRI CHETAN VAIDYA (Alternate )
SHRI 0. P. GARYALI National Council for Cement and Building Materials, New Dejb]
DR N. K. JAIN ( Alternate )
SHRI T. N. GUPTA Building Materials and Technology Promotion Council, New Delhi,
SHRI HARBINDER SINGH Public Works Department, Government of Rajasthan, Jaipur
SHRI R. N. AGRAWAL ( Alternate )
DR K. S. JAGDISH Centre for Application of Science and Technology to Rural
DR B. V. V~NKATARAMA REDDY ( Alternate ) Areas ( ASTRA ), Bangalore
SHRI N. N. JAVDEKAR CIDCO, Mahnrashtra
SHRI P. M. DESHPANDB (Alternate )
SHRI T. P. KALIAPPAN TarndiE;lu Slum Clearance Board, Government of Tam]] Nadu,
SHRI J. BHUVANESWARAN( Alternate )
KUMARI NINA KAPOOR The Mud Village Society, New Delhi
SHRI A. K. M. KARIM Housing Department, Government of Meghalaya, Shlllong
SHRI K. R. S. KRISHNAN Department of Science and Technology ( DST ), New Delhi
DR A. G. MADHAVA RAO Structural Engineering Rerearch Centre ( CSIR ), Madras
SHRI I. K. MAN! ( Alternate )
COL D. V. PADSALGIKAR M/s B. G. Shirke and Co,P une
SHRI RAJA SINGH IRCON, New Delhi
SHR~ S. SELVANTHAN ( AIternate )
SHRI T. K. SAHA Engineer-in-Chief’s Branch, New Delhi
SHRI R. K. MITTAL ( Alternate )
SHRI J. S. SHARMA Central Building Research Institute ( CSIR ), Roorkee
SHRI B. B. GARG ( Alternate )
SHRI J. V~NKATARAMAN, Director General, BIS (Ex-officio Member )
Director ( Civ Engg )
Member Secretary
SWRI J. K. PRASAD
Joint Director ( Civ Engg ), BIS
Panel for Modular Coordination and Prefabrication for
Mass Scale Housing, CED 51 : P2
Convener
SHRI T. N. GUPTA Ministry of Urban Development, New Delhi
Members
Snur Y. K. GARU National Housing Bank, New Delhi
SHRI SUNIL BERRY ( Alfernatc )
SHRI M. N. JOGLEKAR Housing and Urban Development Corporation, New Delhi
PROF V. P. RAORI School of Planning and Architect, New Delhi
PROF P. K. CHOUDHARY ( Alternate )
SHRI G. S. RAO National Building Construction Corporation, New Delhi
REPRESENTATIVE M/s B. G. Shirke and Co, Pune
DR A. G. MADHAVA RAO Structural Engineering Research Centrc, Madras
SHRI K. MANI ( Alternate )
SHRI S. ROY Hindustan Prefab Ltd. New Delhi
SHRI M. KUNDU ( Alternate )
SHRI J. S. SHARMA . Central Building Research Institute ( CSIR ), Roorkee
SHRI M. P. JAI SINGH ( Alternate )
SUPERINTENDINGE NGINEER ( D ) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER ( HQ ) ( AIternate )
585 14143: 1994
ANNEX B
( Clauses 8,g.Z and 9.3 )
TESTS FOR PREFABRICATED BRICK PANEL
B-1 AGE OF TESTING unit shall be measured with a steel tape at least
5 m long having graduation in mm. Other
The prefabricated brick panel and joist dimensions shall be measured w:th I m long steel
shall be tested as soon as possible after expiry scale having graduation in mm
.of 28 days from the time of casting. Precast joist
shall be tested at an age of 28 to 33 days after B-3 DEFLECTION RECOVERY TEST
casting.
B-3.1 One pane1 selected at random out of
panels which have satisfied dimensional
rB-2 DIMENSIONAL CONFORMITY
requirements as per 9.1 shall be subjected to
deflection recovery test. The pane1 shall be
Five samples of prefabricated brick panel and simply supported with a bearing of 40 mm on
joist selected in accordance with 7.2 shall be either end of the panel over a concrete/brick
checked for conformity with the shape and dimen- walls with 6 mm thick M. S. steel plate fixed in
sional requirements as given in 4. Length of the level at top of the walls as shown in Fig. 3.
-LOADING BY cc BLOCK
(M 15) OF UNIFORM WEIGHT
AND SIZE
PREFAB
WITH 2- - 35mm THICK CC (M 15)
WITH ONE +6 BAR
8nTHWAYS
600xbmm THICK
MS PLATE
- LEVELLING MORTAR 1:2
~RIcK(GRADE 75)MASONARV
WALL OR CC ELOCK(M 15)
w+ c.c 1:s. I2
-4
t_ 600 _/
SECTION AT A-A
PLAN
All dimensions in millimetrca.
Fro. 3 A TYPICAL LOAD TEST SETUP
6IS 14143 : 1994:.
Distribution/temperature reinforcement in the passed the deflection recovery test shall be
form of one 6-mm mild steel Grade I bar con- further subjected to failure load. Loading shall
forming to IS 432 ( Part 1 ) : 1982 shall be laid be done uniformly through loading blocks or
parallel and perpendicular to the length of the through hydraulic jacks and a set of beams to
panel. Cement concrete ( M 15 ) 3’5 cm distribute the load.
thick shall be laid over the panel and it
shall be cured by sprinkling water for 14 days
Jf loading is done through blocks/bricks,
and dried for 14 days thereafter, before
sufficient gap shall be left between adjacent
testing, A dial gauge having a least count
blocks/bricks to ensure that they do not
of 0’02 mm or less and a range of 50 mm
touch each other even at the final stage of
or more shall be fixed at mid span of the panel.
loading, to prevent transfer of load to supports
The dial gauge shall be adjusted to indicate zero
of the panels through arch action. The loading
reading under self weight of the panel and
shall preferably be done by making an indepen-
applied dead load. Design dead load other than
dent scaffolding to previde safety to the
due to self weight of the unit shall be applied
labourers.
uniformly over the panel through loading blocks
or by other means.
B-4.2 The loading shall continue till the panel
B-3.2 The panel shall be subjected to a uniformly fails. If no failure occurs by crushing or break-
distributed load equal to 1’25 times the imposed ing of unit, the load causing a deflection equal
designed load, applied through loading blocksof to 1/60th of clear span of the panel shall be
concrete or steel. Alternatively uniform load considered as the failure load. To check that
may be applied by hydraulic jacks through a self the limiting deflection is not exceeded, a steel
reacting frame and a set of beams to distribute marker shall be fixed below the panel at mid
the load. The load shall be retained for 24 h and epan, leaving a gap of 1/60th of clear span,
after recording deflection at the end of this before the start of the test.
period, the load shall be removed without
disturbing the dial gauge.
B-5 LOAD TEST FOR PARTIALLY PRECAST”
The residual deflection shall be recorded again R. C. JOIST
after 24 h of the removal of the load for deflec-
tion recovery.
The test shall be done similar to the test for
prefabricated brick panel, except that instead of
B-4 FAILURE LOAD TEST
uniform load, two point loads shall be applied
B-4.1 The prefabricated brick panel, which has at middle third points.Bureau of Indian Standards
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Amendments hued Since P~blicatioa
Amend No. Date of Issue Text Affected
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5249.pdf
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IS 5249 : 1992
Indian Standard
DETERMINATION OF DYNAMIC PROPERTIES
OF SOIL - METHOD OF TEST
( Second Revision )
UDC 624’131’5
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1992 Price Group 5Foundation Engineering Sectionat anti &I,!‘ I’. ( K.X 4;
FOREWORD
This Indian Standard ( Second Revision ) was adopted bv the Bureau of Indian Standard+ ac.*r ” e
draft finalized by the Foundation Engineering Sectional Committee had been approved by tl.:
Civil Engineering Division Council.
Several Indian Standards have been published for the design and construction of foundation for
machines of various types, These involves the use of dynamic properties of soil. The need for a
standard procedure for the determination of such properties therefore arose. The standard is meant
to fulfil this need.
The designer should choose the method appropriate to the codditions at a given site. In-situ
dynamic test by the forced vibration method may be found useful in most of the cases even though
it has the limitations of the plate load test. In layered soils, the wove propogation test has the
advantage that the dynamic properties of the layer of interest can be determined by suitably
adjusting the distance between the geophones. The results obtained by a free vibration test should
be used with caution.
This standard was first published in 1969 and subsequently revised in 1977 which included the
block vibration tests both under free and forced vibration conditions, shear modulus tests, wave
propagation tests and cyclic plate load tests. Guidelines are provided for choosing the design
parameters consistent with the conditions of confinement and strains which are likely to occur in
an actual problem. This revision has been taken up to incorporate further improvements found
necessary in light of determination of dynamic properties of soil, since its last publication.
In the formulation of this standard due weightage has been given to international co-ordination
among the standards and practices prevailing in different in addition to relating it to the practices
in the field in this country.
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 ‘Rules for
rounding off numerical values ( revised )‘.IS 5249 : 1992
Indian Standard
DETERMINATIONOFDYNAMICPROPERTIESOF
SOIL-METHODOFTEST
( Second Revision )
1 SCOPE 3.7 Damping Coeft’icient @
The ~;ltioo f damping of system to the critical damping.
This standard covers methods of conducting block
vibration test, cyclic plate load test and wave
3.8 Coefficient of Attenuation
propagation test for evaluation of in situ dynamic
and damping properties of soils. Guidelines for Coefficient which has dimensions of l/distnace used
choosing parameters for design and analysis are also in the expression for determining the amplitu+ at
provided. any distance from the vibration source. The coefficient
is a characteristic of soil (m-l).
2 REFERENCES
4 APPARATUS
The Indian Standards listed in Annex A are necessary
adjuncts to this standard. 4.0 One of the apparatus utilized in conducting these
test are listed in 4.1 to 4.15. Other suitable apparatus
3 TERMINOLOGY or mesuring devices may be utilized for conducting
the test.
3.0 For the purpose of this standard, the relevant
definitionsin IS 2810 : 1979 and the following shall 4.1 Mechanical Oscillator
apply. The notations given in Annex B shall also
The mechanical oscillator should be capable of
apply*
producing a sinusoidally varying force and have a
frequency range commensurate with the size of the
3.1 Natural Frequency
block to be tested and type of the soil. It should
Number of cycles per unit time with which the system have the provision for altering dynamic force level
oscillates under the influence of forces inherent in by simple adjustment of eccentric masses.
the system.
4.2 d.c. Motor
3.2 Undamped Natural Frequency
Motor of suitable power rating so as to run the above
Number of cycles per unit time with which the system oscillator in the required frequency range at full load.
oscillates under the influence of forces inherent in This should be of type that its own vibrations are
the system without considering damping effect. negligible.
3.3 Damped Natural Frequency 4.3 Speed Control Unit
Natural frequency of the system considering its Capacity commensurate with d.c., motor being used,
damping. capable of operation at 220 V a.c. input supply and
giving variable d.c. voltage output. The maximum
3.4 Coeflicient of Elastic Uniform Compression drop in voltage at full load should not exceed 2
percent.
(C”)
It is the compressive stress causing unit elastic uniform 4.4 Acceleration Pick-up
compression for a given area under dynamic loading
conditions. Three in number, of same response characteristics,
maximum range should be commensurate with
3.5 Coefficient of Elastic Non-Uniform equipment used in 3.1, useful frequency range d.c.
Compression (C$) 100 Hz or more. Natural frequency should be 220
Hz undamped and 140 Hz damped. The response
It is the ratio of compressive stress and elastic non- should be linear, deviation from linearity being 1
uniform compressive deformation for a given area percent or less with amplitude changes.
under dynamic loading conditions (kg/cm).
4.5 Velocity Pick-up
3.6 Coeffkient of Elastic Uniform Shear (CT)
Two in number, of suitable type, sensitive enough
It is the ratio of shear stress to elastic uniform shear to record even feeble ground vibrations. Natural
displacement for a given area under dynamic loading frequency<10 Hz and dampling less than 1 percent
condition. of the critical damping.
1IS 5249 : 1992
4.6 Displacement pick-up block should be made. For block size as in 5.2, the
size of the pit may be 3 m x 6 m at the bottom
Amplitudes may be directly measured using
and a depth preferably equal to proposed depth of
displacement pick-ups. These should be of
foundations. The test should be conducted above the
appropriate capacity and should have flat frequency
ground water table. In case of rock, the test may
response in the range 0 to 100 Hz or more and should
be performed on the surface of rock bed itself. The
be of high sensitivity; accuracy should be not less
bottom of the pit should be level and horizontal and
than 2 percent.
the size of the pit should be at stable slope and
may be kept vertical where possible.
4.7 Geophones
Similar characteristics as of velocity pick-up 5.2 Test Block
(see 4.5).
A plain cement concrete block of M-15 concrete
should be constructed in the test pit as shown in
4.8 Universal Amplifier
Fig. 1. The size of the block should be selected
depending upon the sub-soil conditions. In ordinary
4.9 Ink Writing Osciilograph
soils it may be 1 m x 1 m x 1.5 m and in dense
Frequency response above 100 Hz, number of elements soils it may be 0.75 m x 0.75 m x 1 m. In boulder
3 (preferable); natural frequency above 140 Hz; deposits the height may be increased suitably. The
maximum amplitude + 20 mm: paper speed 5, 25, block size should be so adjusted that the mass ratio
125 mm/s: capable of operation of 220 V a.c. 50
)I
Hz supply, optimum damping with external resistance. m
xp3 is always more than unity
I-0
4.10 High Gain d.c. Amplifier
the concrete block should be cured for at least 15
To match velocity pick-up or geophone as the case
days before testing. Foundation bolts should be
may be.
embedded into the concrete block at the time of
testing for fixing the oscillator assembly. Details of
4.11 Steel Plate for Fixing Oscillator and d.c.
the test block are shown in Fig.1.
Motor
Thickness 20 mm, length and width depending upon 5.3 Test Set-up
size of oscillator unit.
Vibration exciter should be fixed on the coilcrete
4.12 Measuring Tape block and suitable connection between power supply,
Steel or metallic tape of 30 m length. speed control unit, should be made as shown in
Fig. 2. Any suitable electronic instrumentation may
4.13 Hammer be used to measure the frequency and amplitude of
vibrations.
A sledge hammer or a drop hammer weighing 10
kg or any other device to impart blow to the block
5.4 Forced Vibration Test
for exciting under conditions of free vibrations or
for generating waves in the ground.
5.4.1 Vertical Vibration Test
4.14 Plate Load Testing Equipment
The vibration pick-ups should be fixed at the top
Conforming to IS 1888 : 1982. Arrangement for of the block as shown in Fig.1, such that it senses
loading may be of mechanical or hydraulic type with vertical motion of the block. The vibration exciter
facility to apply of remove the loads quickly for should be mounted on the block such that it
conducting cyclic plate load tests. generates purely vertical sinusoidal vibrations and
line of action of vibrating force passes through the
4.15 Apparatus for Measuring Field Density of centre of gravity of the block. The exciter is
Soil at Site operated at a constant frequency. The signal of
the vibration pick-ups are fed into suitable electronic
In accordance with IS 2720 (Part 28) : 1973 or
circulatory to measure frequency and amplitude of
IS 2720 (Part 29) : 1975.
vibration. The frequency of the exciter is increased
NOTES in steps of small values, (l-4 cycles/set) up to
maximum frequency of the exciter and the signals
1 Equipment given in 4.1 to 4.14 are found suitable.
Alternative equipment may be used where available. measured. The same procedure should be repeated
if necessary for different excitation levels. The
2 In addition to above equipment, optical or mechanical
dynamic force should never exceed 20 percent of
equipment for analysing records of wave propagation tests
shall be required. the total mass of the block and exciter assembly.
5 BLOCK VIBRATION TEST Amplitude versus frequency curve shall be plotted
for each excitation level to obtain the natural frequency
5.1 Test Pit
of the soil and the foundation block tested. A typical
A test pit of suitable size depending upon size of plot is shown in Fig. 3.
2IS 5249 : 1992
5.4.2 Determination of Coefficient of Elastic Uniform test. The pick-up fitted on the block is removed
Compressti bf Soil and installed at a certain distance di (approximately
30 cm) from the block. The second pick-up is fixed
The coefficient of elastic uniform compression (CJ
in line with this pick-up and the centre of the block
of soil is given by the following equation:
at a distance of d, The amplitude of vibration at
4x2 f& M these two locations are measured for different
c = frequencies. The coefficient of attenuation is
” A
calculated from the following expression:
where
f = Natural frequency; = A, 1d . e-+‘e’J
Z = Mass of the block, exciter and motor; and
A2
A = Contact area of the block with the soil. where d2
From the value of CU obtained for the test block A, = Amplitude at distance d,,
of contact area A the value of CU, for the foundation
A, = Amplitude at distance d,, and
having contact area A, may be obtained from the
equation: a = Coefficient of attenuation
Table for typical values of a
C”, = CU d
Soil type a, m-l
NOTE - This relation is valid for small variations in base
area of the foundations and may be used for area up to 10m2. Saturated sand or sandy silt 0.1
For actual foundation areas larger than 10 m2, the value of
C’, obtained for 10 mz may be used. Saturated silty sand 0.04
Saturated sandy silty clay 0.04-O. l:!
54.3 Determination of Damping Coefficient of Soil
In case of vertical vibration test, the value of damping 6 CYCLIC PLATE LOAD TEST
coefficient E of soil is given by the following
6.1 Equipment
equation:
Suitable arrangement for providing reaction of
= fi
E f2 - adequate magnitude depending upon size of plate
2fm employed should be used. The load mechanism shoulo
where have facility to apply and remove the loads quickly1
A hydraulic jack or any other suitable equipment
f,, f, = Two frequencies at which the amplitude may be used.
is equal to X,
6.2 Test Procedure
x, = Maximum amplitude; and 6.2.1 The equipment for the test shall be assembled
according to the details given in IS 1888 : 1982.
f nr = Frequency at which amplitude is maximum The plate shall be located at a depth equal to the:
(resonant frequency). This is shown in
depth of the proposed foundation in a pit excavated1
Fig. 4.
as given in IS 1888 : 1982.
5.5 Free Vibration Tests
6.2.2 After the set-up has been arranged the initial
The block shall be excited into free vertical vibrations readings of the dial gauges should be noted an
by the impact of sledge hammer or any suitable device, the first increment of static load should be applie $
as near to the centre of the top face of the block to the plate. This load shall be maintained constant
as possible. The vibrations shall be recorded on a throughout for a period till no further settlement
pen recorder or suitable device to measure the occurs or the rate of settlement becomes negligible.
frequency and amplitude of vibration. The test may The final readings of the dial gauges should then
be repeated three or four times. be recorded. The entire load is then removed quickly
but gradually and the plate allowed to rebound.
In case of free vertical vibrations tests, the value When no further rebound occurs or the rate of rebound
of CU shall be obtained from the natural frequency becomes negligible, the readings of the dial gauges
of free vertical vibration using equation given at 5.4.2. should be again noted. The load shall then be increased
gradually till its magnitude acquires a value equal
The damping coefficient may be obtained from free
to the proposed next higher stage of loading, which
vibration tests using the following equation:
shall be maintained constant and the final dial gauge
$ -Xf readings should be noted as mentioned earlier. The
E = log, entire, load should then be reduced to zero and final
dial gauge readings recorded when the rate of
mtl
rebound becomes negligible.
For X,,, and Xm+, are as explained in Fig. 5.
6.2.3 The cycles of loading, unloading and reloading
5.6 Evaluation of Coeffuzient of Attenuation are continued till the estimated ultimate load has
been reached, the final values of dial gauge readings
The test set up is same as that for the block resonance being noted each time.
3IS 5249 : 1992
FIG. 1 SET-upF ORB ~ocr< VIBRATIONTE ST
nOtORA ND
OSCILLATOR
rSPEE0 CONTROL UNIT
POWER
’ WJPPLV
I
I I
I I
\ PICK UP/
tRANSDUCER
\I
.
AMPLIFIER OSClLLOmAPn
b
FIG. 2 BLOCKD IAGRAMO F %STLNGE QUIPMENFTO RB LOCKV IBRATIONT EST
6.0 _ PEAK AMPLITUDE
z
. )(rn
x
3
c,
i
t
3
1.0 -
fnz
f2
4
0. I I fn I I I
FREOUENC< CPS
0 15 20 25 30 35
FREQUENCY, CPS
FIG. 3 TYPICALA MPLITUDVEE RSUSF REQUENCCYL JRVE FIG. 4 DETERMINATIOOFN D AMPINGF ROMF ORCED
( VERTICALV IBRATIONTE ST) VIBRATIONTF ST
4IS 5249 : 1992
6.2.4 The magnitude of the load increment should Velocity of shear waves VB is given by:
be such that the ultimate load is reached in five
to six increments. The initial loading and unloading vs = 3-f
cycles up to the safe bearing capacity of the soil
where
should be with smaller increments in load. The duration
of each loading and unloading cycle upon the type f= Frequency of vibration at which the wave
of soil under investigation. length has been measured.
6.2.5 Coefficient of Elastic Uniform Compression When the test is conducted using a phase meter,
from Cyclic Plate Load Test the phase angle corresponding to different distances
between the geophones should be recorded and a
From the data obtained during cyclic plate load test, curve plotted between the phase angle and the
the elastic rebound of the plate corresponding to each distance. From the curve, the distance S between
intensity of loading shall be obtained as shown in the geophones for a phase difference of 90 should
Fig. 6. The load intensity versus elastic rebound shall be determined. The remaining computations should
be plotted as shown in Fig. 7. be done as in 7.1.1
The value of C, shall be calculated from the equation
7.2 Hammer Tests
given below:
7.2.1 Equipment
C” = 5 kgf/cm3
e
A hammer to imart impact to the ground, a geophone
where
or velocity pick-up or time marking device to record
P = Corresponding load intensity kg/cm2, and the time of impact, an acceleration pick-up (or a
geophone) to monitor the time of arrival of waves,
= Elastic rebound corresponding to P in cm.
5, universal amplifier, ink-writting oscilloscope or a timer
capable of measuring time interval up to a precision
7 WAVE PROPAGATION TESTS FOR of 10 seconds, and a steel measuring tape.
DETERMINATION OF SHEAR MODULUS
7.2.2 Procedure
7.1 The wave propagation tests for determination
A suitable location in the area where this test is
of shear modulus may be conducted by making seismic
to be conducted is selected and radial lines are ranged
waves to pass through the ground by impact of a
out from this point for a distance of 30 m to 40
hammer and determining the time of travel of these
m. Points are marked on these lines at 2 m intervals.
waves between two points at a known distance apart
A velocity pick-up or a geophone is fixed at the
or by measuring the phase difference between vibration
origin of the radial lines and waves are generated
at two pointer under steady vibrations.
near this point by impact of a 10 kg hammer falling
through a height of 2 m on a steel plate of 150
7.1.1 Steady State Vibration Test
mm x 150 mm resting on a the surface of ground.
An acceleration pick-up is placed at a known distance
In case of uniform soil extending up to infinite depth,
along one of the radial lines, the pick-ups is amplified
the wavelength of propagating vibrations is given
through universal amplifier and fed to two channels
by:
of the same pen recorder. The time taken by the
Ids waves to travel the distance between the two pick-
u4 =
ups can be obtained from these records. The test
Jr + 2 (A,- h)
is repeated for different known distance between the
where the geophones have the same pick-ups along all the marked lines one by one.
characteristics, that is h, = $
7.2.2.1 The test may be repeated at different locations
N4 = s to obtain a representative value of wave velocities
in the area under investigation.
where
7.2.2.2 Alternatively, the time taken by the waves
A = Wavelength in cm,
to travel a known distance may be obtained directly
s = Measured distance between geophones in by feeding the output of the pick-ups to a timer.
CDL,
7.2.2.3 Density of soil
h, = phase shift of geophones with respect to
The in situ density of the soil should be determined
wave nearer to concrete block at the
by the method specified in IS 2720 (Part 28) : 1973
frequency of the propagating vibrations in or IS 2720 (Part 29) : 1975.
radians, and
7.2.3 Hammer Test
Phase shift of the other geophone at the
h,=
frequency of the propagating vibrations in The values of travel time of compression waves and
radians. the corresponding distance along each selected lineIS 5249 : 1992
(m*l)
L2.. _L--2.-J
b-W= DAMPED NATURAL FREQUENCY OF SYSTEM
FIG. 5 DETERMINATIONO F DAMPING FROM FREE VIBRATION TEST
LOAD -
.
0.15 -
Al ,A2....AS ARE ELASTIC REBOUND AT LOAD
Pl, P2.....P5 RESPECTIVELY
FIG. 6 LOAD SETlUMENT CURVE FOR &XlC h.4l-E
hAD %3T
0 20 60
DISTANCE, m
I
AVERAGE VELOCITY Vc *+mls
FIG. 8 DETERMINA~ON OF AVERAGE WAVE VELOC~~
OF STRESSW AVE PROPAGATION IN SOIL MEDIUM
(HAMMERTEST)
ELASTIC REBOUNO-
Cu=&
71~. 7 &~XHOD FOR C~TAINING VALUEO F C, FROM
CYCLICh m ILMD ‘~IZSTD ATA
6IS 5249 : 1992
at a location are plotted as shown in Fig. 8. A straight cl) = 3.46 Ct
line is fitted through these points. The value of average cq = 1.5 cz
velocity is obtained as:
NOTE - The relation between C,, CT, C(I and CU, depends
= sit
vc
upon elastic properties of medium, the soil, the size and shape
where of contact area and flexibility of rigidity of the foundation.
Vc = velocity of compression waves, in m/s; 8.2 In case of very stiff soils the value of C,, may
s = distance in m; and be so high that the natural frequency of the
foundation soil system may not be reached because
t = corresponding time of travel of waves in
of limitations of the vibration exciting equipment.
sec.
The frequency response curves in such cases may
7.3 Determination of Elastic Modulus and Shear be extrapolated to obtain the resonant frequency of
Modulus of Soil foundation soil system following the procedure
suggested in Annex C.
7.3.1 Elastic modulus E is determined by equation:
9 GUIDANCE FOR CHOOSING DESIGN
PARAMETFRES FROM IN-SITU TESTS
9.1 The value of the dynamic shear modulus G is
where
affected by a number of parameters out of which
P = Mass density of soil confining pressure, shear strain amplitude and relative
E = Poision’s ratio of soil density are most important. It is observed that changes
in density from medium to dense state have relatively
NOTE - The following values for Poission’s ratio may be insignificant effect compared to effect of confining
pressure and shear strain amplitude. Since the order
of strain level and confining pressure associated
Type of soil E with different in-situ tests are different, tests may
Clay 0.5 be expected to show a large variation, as the strain
Sand 0.30 to 0.35 associated with, say hammer test is very small and
Rock 0.15 to 0.25 that with cyclic plate load test is very large. A rational
apprroach is therefore, needed to arrive at a suitable
7.3.2 Depending upon the nature of medium
design value.
involved, and if the distance between pick-ups is
sufficiently large, both the arrival of compression
9.2 In the range of strains associated with properly
and shear waves may be distinguishable from the
design machine foundations, the effect of variation
records. In such a case both E and G can be
in strain on shear modulus is small and the values
determined independently.
of G for design purposes may be determined from
E = 2 G (1 t E) the in-situ test values using the relation given
below:
G = v;p
G,
where -_=
G
P = Mass density of soil in kg set r/m”, where
= Velocity of shear waves, in m/s, and G, and G = Dynamic shear modulus for the
Y
prototype and from field test
E = Poission’s ratio of soil. respectively;
Mean effective confining pressure,
7.3.3 The values of E and G can also be obtained
associated with prototype
from the values of C, obtained as indicated in Annex
foundation and the in-situ test
D. Alternatively the values of C, can be obtained
respectively and
from E and G values obtained in wave propagation
tests. m = Constant depending upon the type
of soil, shape of grains, etc. Its
8 TEE COEFFICIENT OF ELASTIC value has been found to vary from
UNIFORM SHEAR AND ELASTIC NON- 0.3 to 0.7 and may on the average
UNIFORM SHEAR be taken as 0.5.
9.3 In situations where high strain levels are
8.1 Compression C,, the coefficient of elastic uniform
associated as in the case of analysis for earthquake
shear, Ct, the .coeffrcient of elastic non-uniform
conditions, the effect of strain level shall be
compression C9 and the coefficient of elastic non-
considered along with that of confining pressure.
uniform shear CI# are related to each other by the
lrelations given below: In such a case, the values of G from different field
tests may first be reduced to same confining pressure
=
C” 1sto2cz ( expected below the footing ) and their variation
7IS 5249 : 1992
with strain levels may be studied to arrive at an is less at low strain levels and becomes significantly
appropriate values corresponding to the expected large at high strain levels.
strain level.
9.5 The value of C may similarly be expected to
9.4 The value of damping in soils is also a function vary as Cu and G are related to each other ( see
of strain level to which the soil is subjected. Damping Annex D ).
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1888 : 1982 Method of load test on soils density of soils in-place, by the
( second revision )- sand replace-ment method (first
revision )
2720 Methods of test for soil :
(Part 12 ) : 1981 Part 12 Determination of the 2720 Method of test for soil :
shear strength parameters of soil ( Part 29 ) : 1975 Part 29 Determination of dry
from consolidated undrained density of soils in-place, by the
triaxial compression test with core cutter method (first
measurement of pore water revision )
pressure (first revision )
2810 : 1979 Glossary of terms relating to soil
2720 Methods of test for soil : dynamics (first revision )
( Pati 28 ) : 1974 Part 28 Determination for dry
ANNEX B
( Clause 3.0 )
NOTATIONS
UNIT
Contact area of block with soil Cm2
Contact area of actual foundation with soil Cm2
Vertical amplitude of vibration mm
Vertical acceleration vibration mm/s2
Coefficient of elastic uniform compression of soil for area A and A, kgf/cm3
respectively
Coefficient of elastic non-uniform compression of soil for area A and kgf/cm3
A, respectively
Coefficient of elastic uniform shear of soil for area A and A, respectively
Coefficient of elastic non-uniform shear of soil kgf/cm3
Young’s modulus kgf/cm2
Peak dynamic force kg
Frequency of propagating waves Hz
Frequencies at which amplitude is X,ld2 Hz
Horizontal resonant frequency of block and soil system Hz
Dynamic shear modulus of soil kgf/cm2
Acceleration due to gravity mm/s2
Moment of inertia of foundation contact area about a horizontal axis cm4
passing through centre of gravity of the area and perpendicular to
direction of vibration
Mass of block kg s21cm
Mass moment of inertia of the block about a horizontal axis passing kgf/cm/s2
through the centre of gravity of the block and perpendicular to
direction of vibration
Mass moment of intertia of the block about the horizontal axis passing kgflcnl/s2
through the centre of gravity of contact area of block and soil and
perpendicular to the direction of vibration
Distance between geophones or pick-ups cm
Elastic rebound Cl11
Compression wave velocity cm/s
8IS 5249 : 1992
SYMBOL DEKRIP~ON UNIT
Shear wave velocity cm/s
Maximum amplitude of vibration in forced vibration tests mm
Successive amplitudes of vibration in free vibrations at 2 from each mm
other respectively
Time of travel of waves S
Mass density of soil kg s2/cm4
Poision’s ratio of soil -
Damping coefficient of soil -
Wavelength of propagating waves cm
Phase shift of geophone near to radian centre of gravity of block at radian
frequency (f) of propagating vibrations
Phase shift of geophone far away from centre of gravity of block at radian
frequency u> propagating vibration -
Ratio Mm/Mm0
ANNEX C
( Clause 3.2 )
EXTRAPOLATION OF FREQUENCY RESPONSE CURVE FOR
OBTAINING NATURAL FREQUENCY OF TIIE SYSTEM
Cl In case of stiff soils where the resonant m 0 = Eccentric mass,
frequency is higher than the limit to which the block e = Eccentricity,
can be excited by the vibration equipment, extrapolation = Frequency of excitation
of the response curve may be resorted to as indicated k” = Spring constant, and
below to evaluate the resonant frequency of the system. C = Coefficient of damping.
This holds for a single degree of freedom system
as in case of vertical vibrations. However, workable By substituting in above equation
values of f. may also be obtained for horizontal
= 2lrf
vibrations.
A” = M/( mo.e )’
From the theory of mechanical vibrations the relation
A1 = ( c2-2kM )/{ ( mo.e )” ( 2x )‘}
between the amplitude of vibrations (AZ) and the
and2A, = k2/{( mO.e )’ ( 2n )4},
frequency (w) for the forced vibrations is given by:
A,f4 + A2f2 + A, = ( f4/‘Az2)
Fo
AZ = C-2 The above equation can be solved if a minimum
( k-mo2)2tc2W2 of three points are known on the rising portion of
the curve. Average values of A,, A,, A, may be
obtained if more than three points are available by
solving the equation for set of three points taken
at a time. Knowing the value of A,, A, and A, the
amplitudes at different frequencies can be worked
where
out and the frequency corresponding to maximum
F, = m0ew2 = Dynamic force, amplitude, that is, the resonant frequency determined.
ANNEX D
( Clause 7.3.3 and 9.5 )
RELATIONSHIP BETWEEN SHEAR MODULUS, YOUNG’S MODULUS,
COEFFICIENT OF ELASTIC UNIFORM COMPRESSION, ETC
Values of shear modulus G and Young’s modulus Cy can be obtained from E by the equation
E are related to each other by the relation given
1.13 E
below: cu =
E (I- E2) VT
G, = ~
where
2( 1 t E )
where A = area of contact
e = Poision’s ratio, NOTE - This relation between Cu and E is based upon the
assumption that E remains constant with depth.
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IS : 2386 ( Part I) - 1963
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART I PARTICLE SIZE AND SHAPE
( Elcvcrl~Rlle print AUGUST 1997 )
UDC 691.322:620.1
co&r@ I963
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr 5 October I963IS : 2386 ( Part I) - 1963
hdiun Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART I PARTICLE SIZE AND SHAPE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
SHR~ K. K. NAMBIAR The Concrete Association of India, Bombay
Members
SHRI K. V. THADANEY ( Alternate to
Shri K. K. Nambiar )
Sam K. F. ANTIA M. N. Dastur & Co. Private Ltd., Calcutta
SHRI P. 8. BHATNAOAR Bhskra Dam Designs Directorate, New Delhi
DR. I. C. DOS M. PAIS CWDDOU Central Water & Power Commission ( Ministry of
Irrigation & Power )
SHRI Y. K. MURTHY ( ,4Zternate )
SHRI N. D. DAFTARY Khira Steel Works Private Ltd., Bombay
SHRI N. G. DEWAN Central Public Works Department
SUPERINTENDINGE NGINEER,
END CIRCLE ( Alternate)
DR. R. R. HATTIANGADI The Associated Cement Companies Ltd., Bombay
SHXI V. N. PAI ( AZternate )
SHRI P. C. HAZRA Geological Survey of India, Calcutta
JOINT DIRECTOR STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways )
ASSISTANTD IRECTORS TAND-
ARDS ( B&S ) ( ,‘&?7Late)
SHRI S. B. JOSHI S. B. Joshi & Co. Private Ltd., Bombay b
SHRI M. M. LAL U. P. Government Cement Factory, Churk
SHRI B. N. MAJUMDAR Directorate General of Supplies t Disposals
( Ministry of Economic & Defence Co-ordination )
SHRI P. L. DAS ( Alternate )
PROF. S. R. MEHRA Central Road Research Institute ( CSIR ),
New Delhi
SHRI N. H. MOHILE The Concrete Association of Indis, Bombay
SHRI S. N. MUKERJI Government Test House, Calcutta
SHRI N. C. SEN GUPTA ( Alternate )
SHRI ERACH A. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI C. B. PATEL National Buildings Organisation ( Ministry of
Works, Housing & Rehabilitation )
SHRI RABINDER~INGH (Alternate)
PROF. G. S. RAMASWAMY CeS;toro\euilding Research Institute ( CSIR ),
SHRI K. SIVA PBA~AD ( Alternate )
( Continued m page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002IS : 2386 ( Part I ) - 1963
( Continued from page 1)
Members Representing
SHRI T. N. S. RAO Gammon Indi8 Ltd., Bombay
SHRI S,. R. PINHEIRO ( Allemnte )
REPRESENTATIVE Martin Burn Ltd., Calcutta
SERI NIHAR CHANDRA ROY Dalmia Cement ( Bharat ) Ltd., Calcutta
SECRETARY Central Board of Irrigation & Power ( Ministry of
Irrigation & Power )
BRIQ G. S. SIHOTA Engineer-in-Chief’s Branch. Army Headquarters
SHRI R. S. MEHANDRU ( Alfernnte )
DR. BB. SUBBARAJU Indian Roads Congress, New Delhi
SRRI J. M. TREHAN Roads Wing, Ministry of Transport, & Commu-
nicet,inns
SHRI N. H. KESWANI ( AZt~r?aafe)
DR. H. C. VISVESVARAYA, Director, IS1 ( Ez-o$cio Mwuber )
Deputy Dirertor ( Rldg )
Secretuw
SHHI A. P~IT&I RAJ
Extra Assistant Director ( Bldg ), IS1
Concrete Srlbcommittee, BDC 2 : 2
Convener
SHRI S. B. JOSHI S.B. Joshi & Co. Privrtte Ltd., Bomh8y
Members
ASSISTANTD IRECTORS TANDARDS Research, Designs & Strtndards Organization
[B&S\ t Ministrv of Rrtilwavs 1
SE\-R-~-I I N. H. BHAGWANANI EAgineer-&-Chief’s B&&h, Army Headquarters
DR. I. C. DOS 111.P AIS CUDDOU Central Water & Power Commission ( Ministry of
I,r rigation & Power )
SHRI Y. K. MURTRY ( Alternase 1
SHRI P. L. DAS Directoreta General of Supplies & Disposals
( Ministry of Economic & Defence Co-ordination )
SHRI B. N. MAJUMDAR ( Alternate )
DIRECTOR Engineering Research Laboratory, Hyderabed
SHRI V. N. GUNAJI Maharashtra Public Works Departmeno
SHRI M. A. HAF~EZ National Buildings Organisation ( Ministry of
Works, Housing & Rehabilitation )
SRRI B. S. SHIVAMURTHY ( Allewmte )
SRRI C. L. HANDA Central Water & Power Commission ( Ministry of
Irrigation & Power )
SRRI P. C. HAZRA Geological Survey of India, Ctllcutta
SERI K. K. NAMBIAR The Concrete Association of India, Bombay
SHRI 6. L. N. IYENGAR ( Alternate )
DR. M. L. PURI Central Road Research Institute ( CSIR ),
New Delhi
PROF. G. S. RAMASWAMY Central Building Research Institute ( CSIR ),
Roorkae
SHRI K. SIVA PRASAD ( Alternate )
SI~RI T. N. S. RAO Gammon India Ltd., Bombay
SHRI S. R. PINHEIBO ( Allemde )
SUPERINTENDINQ ENQINEEB, Central Public Works Department
END CIRCLE
SHRI 0. P. GOEL ( Alternate )
SHRI J. M. TREHAN Roads Wing, Ministry of Transport & Communi-
cations
SZIRIR . P. SIKKA ( Alternate )
SHRI H. T. YAN Breithwaite Burn & Jessop Construction Co. Ltd.,
CalcuttaIS : 2386 ( Part I ) - 1963
Indian Standard
METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART I PARTICLE SIZE AND SHAPE
0. FOREWORD
0.1 This Indian Standard (&rt I) was adopted by the Indian Standards
Institution on 22 August 1963, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Building
Division Council.
0.2 One of the major contributing factors to the quality of concrete is
the quality of aggregates used therein. The test methods given in this
standard are intended to assist in assessing the quality of aggregates. In
a given situation, for a particular aggregate, it may not be necessary to
assess all the qualities and therefore it is necessary to determine before-
hand the purpose for which a concrete is being used and the qualities of
the aggregate which require to be assessed. Accordingly, the relevant
test methods may be chosen from amongst the various tests covered in
this standard. For the convenience of the users, the test methods are
grouped into the following eight parts of Indian Standard Methods of
Test for Aggregates for Concrete ( IS : 2386-1963 ):
Part I Particle Size and Shape
Part II Estimation of DeIeterious Materials and Organic
Impurities
Part III Specific Gravity, Density, Voids, Absorption and Bulking
Part IV Mechanical Properties
Part V Soundness
Part VI Measuring Mortar Making Properties of Fine Aggreg: _: ’
Part VII Alkali Aggregate Reactivity
Part VIII Petrographic Examination
0.3 The Sectional Committee responsible for the preparation’ of this
standard has taken into consideration the views of the concrete special-
ists, testing authorities, consumers and technologists and has related the
standard to the practices followed in this country. Further the need for
3.’
1s : 2386 ( Part I ) - 1963
international co-ordination among standards prevailing in different
countries of the world has also beenrecognized. These considerations led
the Sectional Committee to derive assistance from the published standards
~ancl publications of the following organizations:
British Standards Institution
American Society for Testing and Materials
0.4 Wherever a reference to any Indian Standard appears in these
methods, it shall be taken as a reference to its latest version.
0.5 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 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.
0.6 This standard is intended chieily to cover the technical provisions
relating to testing of aggregates for concrete, and it does not cover all the
necessary provisions of a contract.
1. SCOPE
1.1 This standard ( Part I ) covers the following tests for aggregates for
concrete:
4 Sieve analysis,
b) Determination of materials finer than 75-micron,
C) Determination of flakiness index,
4 Determination of elongation index, and
e>
Determination of angularity number.
2. SIEVE ANALYSIS
2.1 Object - This method covers the procedure for the determination of
particle size distribution of fine, coarse and all-in-aggregates by
sieving or screening.
2.2 Apparatus
2.2.1 Sieves - Sieves of the sizes given in Table I, conforming to
IS : 460-1962 Specification for Test Sieves ( Revised) shall be used.
4IS : 2386 ( Part I ) - 1963
TABLE I IS SIEVES FOR SIEVE ANALYSIS OF
AGGREGATES FOR CONCRETE
( Clause 2.2.1 )
TYPE SIF.VE DESIGNATIONS
Square hole, perforated plate 80-mm, 63-mm, 50-mm, 40-mm, 31*5-mm,
25-mm, 20-mm, 16-mm, 12’5-mm, lo-mm,
6*3-mm, 4*75-mm
Fine mesh, wire cloth 3*35-mm, 2*36-mm, l’l%mm, 600.micron,
300-micron, 150-micron, 75-micron
2.2.2 Balance - The balance or scale shall be such that it is readable
and accurate to 0.1 percent of the weight of the test sample.
2.3 Sample - The weight of sample available shall be not less than the
weight given in Table II. The sample for sieving ( see Table II ) shall
be prepared from the larger sample either by quartering or by means of
a sample divider,
TABLE II MINIMUM WEIGHTS FOR SAMPLING
!L
MAXIMUM SIZE PRESENT MINIMUM Werc~rr~ OF
IN SUBSTANTIAT. SAMPLE DESPAT~~IIEI)
PROP~RTIOX~ FOE TEwITc
II? m kg
63 100
50 100
40 30
25 5U
20 23
16 2.5
12% 12
10.0 6
6.3 3
2.4 Test Prodedure for Coarse and Fine Aggregate
2.4.1 The sample shall be brought to an air-dry condition before
weighing and sieving. This may be achieved either by drying at room
temperature or by heating at a temperature of 100” to 110°C. The air-dr)
sample shall be weighed and sieved successively on the appropri;tte
sieves starting with the largest. Care shall be taken tocnsurc that the
sieves are clean before use.IS : 2386 ( Part I ) - 1963
2.4.2 Each sieve shall be shaken separately over a clean tray until not
more than a trace passes, but in any case for a period of not less than
two minutes. The shaking shall be done with a varied motion, back-
wards and forwards, left to right, circular clockwise and anti-clockwise,
and with frequent jarring, so that the material is kept moving over the
.sieve surface in frequently changing dirkctions. Material shall not be
forced through the sieve by hand pressure, but on sieves coarser than
20 mm, placing of particles is permitted. Lumps of fine material, if
present, may be broken by gentle pressure with fingers against the side
of the sieve. Light brushing with a soft brush on the under side of the
sieve may be used to clear the sieve openings.
2.4.3 Light brushing with a fine camel hair brush may be used on the
150-micron and 75-micron IS Sieves to prevent aggregation of powder
and blinding of apertures. Stiff or worn out brushes shall not be used
for this purpose and pressure shall not be applied to the surface of the
sieve to force particles through the mesh.
i 2.4.3.1 On completion of sieving, the material retained on each
sieve, together with any material cleaned from the mesh, shall be
weighed.
2.4.4 In order to prevent bindin g of the sieve apertures by over-
loading, the amount of aggregate placed on each sieve shall be such that
the wei$t of the aggregate retained on the sieve at completion of the
operation is not greater than the value given for that sieve in Table III.
Sample weights given in Table IV will thus normally require several
operations on each sieve.
SOTIS 1 -- For rn8n.y routine ~~~rp~ses mechanical sieving is .tdvantageous,
knit if t,his method is 11se<1, COW should he t,aktxn to erls~~e that, the sieving is
cTmplotc.
SOTI<: _’ - The following ilitornative procedure is permissif)ir where it is re_
(jltir.ed to tletewnine only the rlrmulative percentage figures:
The cnlnulat.ive weight passing envh sieve shell be calculated as a pel’.
centape of lho total sample weight.
NOTE 3 - If sieving is carried out with a nest of sieves on a machine, not
less than 10 rnimltes sieving will he required for each test.
2.5 Test Procedure for All-in-Aggregates, or Mixed Coarse and Fine
Aggregates-The weight of sample available shall not be less than the
6IS : 2386 ( Part I ) - 1963
weight given in Table II. The sample for sieving (see Table Iv ) shall
be prepared from the larger sample either by quartering or by means of
a sample divider. It shall be brought to air-dry condition before weigh-
ing and sieving. This may be achieved either by drying at room
temperature or by heating at a temperature of 100” to 110°C.
TABLE III MAXIMUM WEIGHT TO BE RETAINED AT THE
COMPLETION OF SIEVING
( Clause 2.4.4 )
COARBP AQQRE~ATE FINE AQ~REQATE
r-_-__-.-._--. h___--____T ~-_-_-__-h-_---__~
IS Sieve Maximum Weight for IS I\laximum Weight for
c---- - -___y Sieve 20-cm dirt
4.5~cmd ia 30-cm dia Sieve
sieve sieve
kg kg g
SO-mm 10 4.5 2*36-mm 200
40-mm 3’5 1.1%mm 100
31.5mm or 25mm : 2.5
20-mm 4 2-o 600-micron 75
16-mm or 12*5-mm 3 1’5 300-micron 50
lo-mm 2 1.0
6*3-mm 1.5 0.75 150.micron 40
4*76-mm 1-o 0.50 75-micron 25
3*35-mm - 0.30
TABLE IV MINIMUM WEIGHT OF SAMPLE FOR SIEVE ANALYSIS
( Clauses 2.4.4, 2.6 and 2.6.2 )
%fAXUdUM SIZE MINIMUM WEIGHT OF
PRESENT IN SUBSTAHTIAL SAMPLE TO BE TAKEN
PROPORTIONS FOR SIEVING
mm kg
63 50
50 35
40 or 31.5 lb
25 5
20 or 16 2
12% I
10 0.5
6.3 0.2
4’75 0.2
2.36 O-1
7IS : 2386 ( Part I ) - 1963
2.5.1 In some cases the sieve analysis of .all-in-aggregate can be carried
out in accordance with the procedure given in 2.4. Frequently, however,
this will result in heavy overloading of the finer sieves. In such cases it
will be necessary to make a preliminary separation of the all-in-aggregate
into two fractions, coarse and fine, using for this purpose a convenient
sieve for example, a 3.35mm or 4.75mm IS Sieve.
2.5.2 If the amount of either the coarse or fine aggregate obtained as
above is substantially less than that required for testing in accordance
with Table IV, another sample shall be taken which is sufficiently large
to produce an adequate sample of both the coarse and the fine aggregate.
If the amount of either the coarse or the fine aggregate thus obtained is
substantially greater than that required for testing, it shall be reduced by
quartering or by means of a sample divider.
2.6 Reporting of Results - The results shall be calculated and reported
as:
a) the cumulative percentage by weight of the total sample passing
each of the sieves, to the nearest whole number (see Note
under 2.6.1); or
b) the percentage by weight of the total sample passing one sieve
and retained on the next smaller sieve, to the nearest 0.1 percent.
2.6.1 Graphical Method of Recording Results - The results of sieve
analysis may be recorded graphically on the chart for recording sieve
analysis shown in Fig. 1.
NOTE - It is recommended that cumulative percentage figures should be used
for comparison with specification requirements, or for reporting results gra-
phically.
3. DETERMINATION OF MATERIALS FINER THAN 75-MICRON
3.1 Object - This method of test deals with the procedure for determin-
ing the total quantity of material finer than 75micron IS Sieve in
aggregates by washing.
NOTE - Clay particles that are dispersed by wash water as well as water
soluble materials will be removed from the aggregate during the test.
3.2 Apparatus - The apparatus shall consist of the following:
a) Balance -The balance or scale shall be of sufficient capacity
and sensitivity ( see 3.3.1 and 3.4.1 ) and shall have an accuracy
of 0.1 percent of the weight of the test sample.
8loo- ,
80
60
40'
W 20
0 A
75 1 212 1 425 1 850 1 l-70 1 3-35 1 6-3 1 12-5 ) 20 1 40 I 63 I
1 150 300 600 i l-I1-8 2.36 4.75 10 16 25
APERTURE SIZE IN MICRONS APERTURE SIZE IN MILLIMETRES 50
SIEVE StZES
pJo= -The vertical scale of this chart is an arithmetic scale and the horizontal scale is logarithmic.
FIG. 1 CHART FOR RECORDINQ SIEVE ANALYSIS RESULTSIS:2386(Part I)-1963
h) Sieve - A nest of two sieves, the lower being 75-micron IS Sieve
and the upper approximately l-18-mm IS Sieve [see IS : 460-1962
Specification for Test Sieves ( Revised )I.
c) Container -- A pan or vessel of a size sufficient to contain the
sample covered with water and to permit of vigorous agitation
without inadvertent loss of any part of the sample or water.
d) Oven - An oven of sufficient size capable of maintaining an
uniform temperature of llO”f5”C.
3.3 Sample - The test sample shall be selected from material which has
been thoroughly mixed and which contains sufficient moisture to prevent
segregation. A representative sample, sutf’icient to yield not less than the
appropriate weiaht of dried material, as shown below, shall be selected:
Maximum Nominal Approximate Minimum
Size of Aggregate Weight of Sample
mm g
4.75 500
10’0 2000
20 2 500
40 or over 5 000
3.4 Procedure
3.4.1 The test sample shall be dried to constant weight at a tempera-
ture of llO”f5”C and weighed to the nearest 0.1 percent.
3.4.2 The test sample after being dried and weighed shall be placed in
the container and sufficient water added to cover it. I he contents of the
container shall be agitated vigorously.
3.4.3 The agitation shall be sufficiently vigorous to result in the
complete separation from the coarse particles of all particles finer than
75-micron and bring the fine material into suspension.
Care shall be taken to avoid, as much as possible, the decantation of
the coarse particles of the sample. The operation shall be repeated until
the wash water is clear.
3.4.4 The wash water containing the suspended and dissolved solids
shall be immediately poured over the nested sieves arranged with the
coarser sieve on the top.
10IS:2386(PartI)-1963
3.4.5 All material retained on the nested sieves shall be returned to
the washed sample. The washed aggregate shall be dried to constant
weight at a temperature not exceeding 110°C and weighed to the nearest
0.1 percent.
3.5 Calculation -The amount of material passing the 75-micron IS Sieve
shall be calculated as follows:
B--c
A= - x 100
B
where
A = percentage of material finer than 75-micron,
B = original dry weight, and
C = dry weight after washing.
4. DETERMINATION OF FLAKINESS INDEX
4.1 Object-This method of test lays down the procedure for determin-
ing the flakiness index of coarse aggregate.
NOTE -- The flakiness index of an aggregate is the percentage by weight of
particles in it whose least dimension ( thickness ) is less than three-fifth8 of their
mean dimenaion. The test is not applicable to sizes smaller than 6*S mm.
4.2 Apparatus - The apparatus shall consist of the following:
a) Balance-The balance shall be of suficient capacity and
sensitivity ( see 4.4.3 ) and shall have an accuracy of 0.1 percent
of the weight of the test sample.
b) Metal Gauge -- The metal gauge shall be of the pattern shown in
Fig. 2.
c) Sieves - IS Sieves of sizes shown in Table V.
4.3 Sample -- A quantity of aggregate shall be taken sufficient to provide
the minimum number of 200 pieces of any fraction to be tested.
4.4 Procedure
4.4.1 Sieving - The sample shall be sieved in accordance with the
method described in 3 with the sieves specified in Table V.
4.4.2 Separation of Flaky h4aterial- Each fraction shall be gauged
in turn for thickness on a metal gauge of the pattern shown in Fig. 2 or
in bulk on sieves having elongated slots. The width of the slot used in
11j J ‘t . .. _!. i
%Jj’_
THESE SIZES MARKED ON GAUGE ““1-- -
-___--____________--------
_-- -_----__-_-_-____-_-------
i
5:
9
2
_---_“7T~~_ ____ -__ ______ _____-__-------_.
,_.,
___--__-_____-____---------------------
1.6 mm THICK MS SHEET
ROLLED OVER 8mm ($ BAR
Sll dimensions in millimetres.
FIG. 2 TEICKXESSG AUGE
_.IS : 2386 ( Part I ) - 1963
the gauge or sieve shall be of the dimensions specified in co1 3 of Table V
for the appropriate size of material.
TABLE V DIMENSIONS OF THICKNESS AND LENGTH GAUGES
(Clauses 4.2, 4.4.1, 4.4.2, 5.2 and 5.4.1 )
SIZE OF AQQBE~ATE THICENE~S GAUC+E* LENQTH GanaEt
r------- h______-__~
Pass$gTFeough Retained On
i IS Sieve
(1) (2) (3) (4)
mm mm
63-mm 50-mm 33.90
50-mm 40-mm 27.00 ST0
40-mm 25-mm 19.60 58’6
31*&mm P&mm 16’95
25-mm 20-mm 13’50 4;5
20-mm 16-mm 10.80 32.4
16-mm 12%mm 8’55 25%
12.5-mm lo-mm 6’75 262
1 O-mm 6.3-mm 4.89 14.7
*This dimension is equal to 0.6 times the mean sieve size.
tThis dimension is equal to I.8 times the mean sieve size.
4.4.3 Weighing of Flaky Material - The total amount passing the
gauge shall be weighed to an accuracy of at least 0.1 percent ofthe
weight of the test sample.
4.5 Reporting of Results - The flakiness index is the total weight of the
material passing the various thickness gauges or sieves, expressed as a
percentage of the total weight of the sample gauged.
5. DETERMINATION OF ELONGATION INDEX
5.1 Object - This method of test lays down the procedure for determin-
ing the elongation index of coarse aggregate.
NOTE - The elongation index of an aggregate is the percentage by weight
of particles whose greatest dimension ( length ) is greater than one and four-fifths
times their mean dimension. Normally, the properties of interest to the engineer
are sufficiently covered by the flakiness or angularity tests. The elongation
test is not applicable to sizes smaller than 6.3 mm.
13IS : 2386 ( Part I ) - 1963
5.2A pparatus - The apparatus shall consist of the following:
a>
Balance - The balance shall be of sufficient capacity and sensiti-
vity ( see 5.4.3 ) and shall have an accuracy of 0’1 percent of the
weight of the test sample.
b) Metal Gauge - The metal gauge shall be of the pattern shown in
Fig. 3.
4 Sieves - IS Sieves of the sizes shown in Table V.
5.3 Sample - A quantity of aggregate shail be taken, sufficient to provide
a minimum number of 200 pieces of any fraction to be tested.
5.4 Procedure
5.4.1 Sieving - The sample shall be sieved in accordance with the
method described in 3 with the sieves specified in Table V.
5.4.2 Separation of Elongated Material- Each fraction shall be
gauged individually for length on a metal length gauge of the pattern
shown in Fig. 3. The gauge length used shall be that specified in co1 4
of Table V for the appropriate size of material.
5.4.3 Weighing of Elongated Material - The total amount retained by
the length gauge shall be weighed to an accuracy of at least 0.1 percent
of the weight of the test sample.
5.5 Report of Results - The elongation index is the total weight of the
material retained on the various length gauges, expressed as a percentage
of the total weight of the sample gauged.
6. DETERMINATION OF ANGULARITY NUMBER
6.1O bject - This method of test lays down the procedure for determin-
ing the angularity number of coarse aggregate.
NOTE 1 - Angulsrity or absence of rounding of the particles of an aggre-
gate is 8 property which is of importance because it 8ffeCts the ease of handling
of n mixture of aggregate and binder, for example the workebility of concrete,
or the st8bility of mixtures thet rely on the interlocking of. the perticles. It
is emphesixed that this is e laboratory method intended for comparing the proper-
ties of different aggregetes for mix ,design purposes.
NOTE 2 - Since considersbly more effort is used then in the test for bulk
density end voids [ see IS : 2336 ( Part III )-1963 1, the results of the two tests are
different. Also weeker 8ggreg&es may be orusbed during compection, end the
anguleritynumber test does not apply to any aggregete which breaks down
during the test.
14IS : 2386 ( Part I) - 1963
6.2 Apparatus - The apparatus shall consist of the following:
a>
Metal Cylinder-A metal cylinder closed at one end and of
about 3 litres capacity, the diameter and height of which shall be
approximately equal, for example 15 cm and 15 cm. The cylinder
shall be made from metal of thickness not less than 3 mm and
shall be of sufficient rigidity to retain. its shape under rough
usage.
b) Tamping Rod - A straight metal tamping rod of circular cross-
section of 16 mm diameter and 60 cm long, rounded at one end.
cl Balance -Balance or scale of capacity 10 kg readable to one
gram.
d) Scoop - A metal scoop approximately 20 x 12 x 5 cm, that is,
about 1-litre heaped capacity.
6.3 Calibration of the Cylinder-The cylinder shall be calibrated by
determining to the nearest gram the weight of water at 27°C required to
fill it, so that no meniscus is present above the rim of the container.
6.4 Preparation of the Test Sample - The amo.unt of aggregate available
shall be sufficient to provide, after separation on the appropriate pair of
sieves, at least 10 kg of the predominant size, as determined by the sieve
analysis on the 20-mm, 16-mm, 12*5-inm; lo-mm, 6.3-mm and 4.75~mm
IS Sieves.
6.4.1 The test sample shall consist of aggregate retained between the
appropriate pair of IS Sieves ( square mesh ) from the following sets:
20-mm and 16-mm
16-mm and 12*5-mm
12*5-mm and lo-mm
lo-mm and 6.3-mm
6*3-mm and 4*75-mm
NOTE - In testing aggregates larger than 20 mm, the volume of the cylinder
shall be greater than 3 litres, but for aggregate smaller than 4.75 mm a, smeller
cylinder may be used. The procedure shall be the Bame as with 3 litre cylin-
der. except that the amount of compsctive effect ( weight of tamping rod x height
of fall x number of blows ) shell be proportioned to the volume of the cylinder.
6.4.2 The aggregate to be tested shall be dried for at least 24 hours in
shallow trays in a well ventilated oven at a temperature of 100” to 1 lO”C,
cooled in an air-tight container and tested.
16IS : 2386 ( Part I ) - 1963
6.5 Test Procedure -The scoop shall be filled and heaped to ovcr-
flowing with the aggregate, which shall be placed ir: the cylinder by
allowing it to slide gently off the scoop from the least height possible.
6.5.1 The aggregate in the cylinder shall be subjected to 100 blows of
the tamping rod at a rate of about 2 blows per second. Each blow shall
be applied by holding the rod vertical with its rounded end 5 cm above
the surface of the aggregate and releasing it so that it falls freely. No
force shall be applied to the rod. The 100 blows shall he evenly dis-
tributed over the surface of the aggregate.
6.5.2 The process of filling and tampirlg shall be repeated exactly as
described above with a second and third layer of aggregates; the third
layer shall contain just sufficient aggregate to fill the cylinder level with
the top edge before tamping.
6.5.3 After the third layer has been tamped, the cylinder shall be filled
to overflowing, and the aggregate struck off level with the top using the
tamping rod as a straight edge. ,
6.5.4 Individual pieces shall then be added and ‘rolled-in’ to the
surface by rolling the tamping rod across the upper edge of the cylinder,
and this finishing process shall be continued as long as the aggregate
does not lift the rod off the edge of the cylinder on either side. The
aggregate shall not be pushed in or otherwise forced down, and no down-
ward pressure shall be applied to the tamping rod, which shall roll in
contact with the metal on both sides of the cylinder.
6.5.5 The aggregate in the cylinder shall then be weighed to the
nearest 5 grams.
6.5.6 Three separate determinations shall be made, and the mean
weight of aggregate in the cylinder calculated. If the result of any one
determination differs from the mean by more than 25 grams, three
additional determinations shall immediately be made on the same
material and the mean of all the six determinations calculated.
6.6 Calculation - The angularity number shall be calculated from the
formula:
loo W
Angularity number = 67 - CG
A
where
W = mean weight in g of the aggregate in the cylinder,
C = weight of water in g required to fill the cylinder, and
G, = specific gravity of aggregate.
6.7 Reporting of Results - The angularity number shall be expressed to
the nearest whole ember.
17BUREAU 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 32378 17
*Eastern : l/l 4 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 1348
SPeenya Industrial Area, 1 st 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 1996
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, 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 68 76
Seth Bhawan, 2nd Floor, Behind L&a Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 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. Pafayam, THIRUVANANTHAPURAM 695034 621 17
*Sales Cffiie is at 5 Chowringhee Approach, P.O. Princsp Street, 271085
CALCUl-fA 700072
TSales office is at Novefty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT ND. 1 JANUARY 1983
TO
IS:2386(Fart I)-1963 METHODS OF TEST FOR
AGGREGATES FOR CONTRETE
PART I .P/\RTICLES IZE AND SHAPE
-Aal-te-r-a tion
[Pqe II, c&use 4.2(b)] - Substitute the
following for the existing matter:
'b) JfetaZ Gauge - The metal gauge shall be of
the pattern shown in Fig. 2 with elongeted
slots of dimensions indicated in Fit. 2.
The tolerence on dimensions shall be + 0.20 mm
for dimensions equal to or more than 70 mm and
2 0.10 mm for dimensions less thcri 50 mm.'
(ZDC 2)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 OCTOBER 1991
TO
IS 2386 ( Part 1) : 1963 METHODS OF TEST FOR
AGGREGATES FOR CONCRETE
PART1 PARTICLE SIZE AND SHAPE
(Page 12, Fig. 2 ) - Substitute ‘40 to 31S’for ‘40 to 25’.
(Page 13, Table V, coZ2, third entry ) - Substitute ‘3Gmm’ for ‘25mm’.
(Page 13, clause 4.43 ) - Substitute the following for the existing clause :
‘4.43 The number of pieces passing the appropriate gauge in each size fraction
shall be counted separately. The total mass of each size fraction of the sample also
shall be determined.’
(Page 13, clause 45 ) - Substitute the following for the existing clause:
“4.5 Calculation and Reporting of Results
45.1 The number of pieces passing the appropriate gauge in each fraction
shall be calculated as a percentage of the total number of pieces in each sieve
fraction (x) . The mass of total number of pieces in each sieve fraction shall then
be calculated as a percentage of the total mass of the whole sample (y). The
weighted percentage of the mass of pieces passing the appropriate gauge in each
sieve fraction shall then be calculated by multiplying ‘x’ by ‘y’.
4.53 The flakiness index shall be expressed as the sum of weighted
percentages of the material passing the appropriate gauge in each sieve fraction.
If squired, the flakiness index for each sieve fraction may be reported as
weighted percentage of the material passing the appropriate gauge.”
(CED2)
ReprographyU nit, BIS, New Delhi, India.
\
AMENDMENT NO. 3 SEPTEMBER 1997
TO
IS 2386( PART 1) : 1963 METHODS OF TEST FOR
AGGREGATES FOR CONCRmE
PART 1 PARTICLE SIZE AND SHAPE
(To be rud with Amendment No. 2)
’
(Page 1% Fig. 2 ) - SutMitute ‘2150’ for ‘19.50’.
(Page 13, Tuble V, he 3, co1 3 ) - Substitute ‘21JO’for ‘1950’. . I
( Page 13, Table V, line 3, co1 4 ) - Substitute W.4 for ‘58.5’.
(Page 13, clause 45 ) - Substitute the following for the existing clause: ’ *
‘45 Calculation nod Reporting of Result
45.1 ‘Ibe mass of pieces passing the appropriate gauge in each sieve fraction ’
shall be calculated as a percentage of mass of the total number of pieces in each /
fraction (x) . The mass of total number of pieces in each sieve shall then be
calculated as a percentage of the total mass of the whole sample that is the
sample which is retained on 6.3 mm sieve (y). The weighted pcramtagc of the
mass of the pieces passing the appropriate gauge in each sieve fraction shall then
be calculated by multiplying ‘x’ by ‘y’. i
. (CED53)
.’
|
1398.pdf
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IS : 1399 - 1992
( RedtIied 1994 )
lrtdian Standard
SPECIFICATION FOR
PACKING PAPER WATER PROOF,
BITUMEN-LAMINATED
( Second Revision )
Third Reprint OCTOBER1998
UK! 676.248 : 676*226:7
0 CopVright 1983
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI II0002
Gr 2 May 1983IS:1398-1982
Indian Standard
SPECIFICATION FOR
PACKING PAPER WATER PROOF,
BITUMEN-LAMINATED
( Second Revision )
Paper and Pulp Based Packaging Materials
Sectional Committee, CDC 45
Chairman Reprcscnfing
SIIRI S. K. KEYRAVA I.T.C. Ltd, Calcutta
Members
Snrtr P. DAYAL ( A!tcrnatc to
Shri S. K. Keshava )
DR H. R. ALIMCHANDANI Indian Soap & Toiletries Makers’ Association.
Bombay
SHRI R. K. PIPARIYA ( Alfcrnatc )
SHRI S. P. CEATTERJEE India Foils Ltd, Calcutta
SHRI PR ABIR DAS ( Alternate )
SRRI T. V. FRANCIS Tata Oil Mills Co Ltd, Bombay
SHRI V. SIVARAMAN ( ~lt~~de )
DR S. R. D. GIJHA Forest Research Institute & Colleges, Dehra Dun
SHRI S. N. HARLALKA Federation of Corrugated Box Manufacturers of
India, Bombay
SRRI A. B. AJMERA ( Alternate )
SHRI P. C. KHANNA Federation of Biscuit Manufacturers of India, Delhi
SHRI G. N. DA~MIA ( Alternate )
SHRI J. S. MATHARU Directorate General of Technical Development,
New Delhi
SHRI V. B. SAXENA ( Alternate )
SHR~ A. N. MUKASDAR Indian Paper Mills Association, Calcutta
SHRI L. M. GUPTA ( Altcrnafc )
SHRI K. S. S. MURTHY Hindustan Lever Ltd, Bombay
SHRI P. K. BOSE ( Akttatc )
SHRI K. R. NARABIMRAN The Metal Box Co of India Ltd, Calcutta
DR S. LAKSHMANAN ( Alternate )
SRIU P. V. NARAYANAN Indian Institute of Packaging, Bombay
SHRI A. K. SEN GUPTA ( Altarnate )
SRRI M. R. PARANJAPE Indian Pharmaceutical Association, Bombay
SHRI V. P. RAJU ( Alfcrnalr )
( Continued on page 2 )
*BUREAU OF INDIAN STANDARDS
Thii publication is protected under th*: in&n Copyright Act ( XIV of 1057 )’ and
reproduction in whole or in part by any means except with written permission of the
publisher shall he deemed to be an infringement of copyright under the said Act.IS I 1398- 1982
( Continued from page 1 )
Members Repsenfing
SHRI D.S. SWCERIE Iqdian Confectionery Manufacturers, Association,
New Delhi
SHRI M. M. SHUKLA Indian Paper Makers’ Association, Calcutta
SHRI J. K. SINHA Ministry of Defence ( DGI )
SHRI C. G. TEKCHANDANI ( Alternate )
SHRI 0. P. SRIVASTAVA Ministry of Defence ( R&D )
DR S. S. ARYA ( Alterno~i )
SHRI G. C. SUTAONE Development Commissioner ( Small Scale
Industries ), New Delhi
SHRI C. V. N. RAO ( Allernate )
DE KRISEAE K. TALWAR Paper Products Ltd, Bombay
DR RAVI TALWAR ( Alternate )
SHRI P. VEERARAJU Central Food Technological Research Institute
( CSIR ), Mysore
SRRI K. R. KUMAR ( Alternate )
SHRI K. VISWAXVATHAN PapeMFPdDFiyible Packaging Sectional Committee,
SERI S. K. MATHUR, Director General, IS1 ( Ex-o&io Member )
Head ( Chem )
SRRI M. BAKSHI GUPTA
Assistant Director ( Chem ). IS1
Paper and Board Wrappers Subcommittee, CDC 45 : 4
conoener
SHRI R. B. RAO Britannia Biscuit Co Ltd, Calcutta
Members
SHRI A. ARORA Modem Bakeries ( India ) Ltd, New Delhi
DR V. K. MEHROTRA ( Alternate )
SERI S. P. CHATTEEJEE India Foils Ltd, Calcutta
SERI S. SUEDER ( Alternate )
SREI T. V. FRANCIS Indian Soap & Toiletries Makers’ Association,
Calcutta
SEEI B. S. CAREWAL Diamond Products Ltd, Calcutta
SR~I A. SINHA ( Alhrnak )
SHEf-IL. s. IvER Glaxo Laboratories ( India ) Pvt Ltd, Bombay
SRRI P. c. Ksrnmr Federation of Biscuit Manufacturers of India, Delhi
SHRIR.D.KERAWALE (~bmafc)
SHRI K. R. KUYAE Central Food Technological Research Institute
( CSIR ), Mysore
SHRI B. M.u~ADEVAIAH ( Alternate )
SHRI G. M. MATRUR Forest Research Institute and Colleges, Dehra Dun
SHRI 0. P. SRIVASTAVA Ministry of Defence ( R&D )
SERI S. N. SRIVA~TAVA ( Alternate )
2IS : 1398 - 1982
Indian Standard
SPECIFICATION FOR
PACKING PAPER WATER PROOF,
BITUMEN-LAMINATED
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 31 August 1982, after the draft finalized by the
Paper and Pulp Based Packaging Materials Sectional Committee had
been approved by the Chemical Division Council.
0.2 This standard was first published in 1960 and subsequently revised
in 1968. It was felt that some of the requirements, namely, PH, chloride
content, sulphate content and loss on heating, were not necessary for the
paper used for general purpose packaging except where direct contact
with food or material where tranishing/corrosion of paper may occur.
Consequently, these had been deleted from the first revision. Further,
the requirement for bitumen content had also been dropped since it was
found difficult to have a minimum bitumen content of 50 g/m2 for all
the three types of bitumen laminated waterproof packing paper and with
different substances of kraft paper. Water penetration and bleeding
resistance tests were considered adequate to ensuie the correct amount
of bitumen.
0.3 In this revision, besides other modifications, the requirements of
bursting strength have been modified on the basis of the experience
gained, during the implementation of the standard. The units of
bursting strength have been expressed in SI units.
0.4 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, shall be rounded off in accordance with
IS : Z-1960*. The number of sigaificant places retained in the rounded
off value should be the same as that of the specified value in this
standard.
*Rules for roundingo ff numericalv alues ( wissd ).
3IS:1398 -1982
1. SCOPE
1.1 This standard prescribes requirements and methods of sampling and
test for bitumen-laminated waterproof paper for general packaging.
2. TYPES
2.1 Bitumen-laminated waterproof packaging paper shall be of the
following three types:
a) Type I - Waterproof paper comprising two plies of kraft paper
Iaminated with bitumen,
Type 2 - Waterproof paper comprising two plies of draft paper
laminated with bitumen and reinforced with jute or
cotton yarns placed 25 to 30 mm apart,
T-pc 3 -- Waterproof paper comprising one ply of hessian cloth
and one of kraft paper, laminated with bitumen.
3. REQUIREMENTS
3.1 Materials
3.1.1 Kruft Paper - It shall have substance as agreed to between the
purchaser and the supplier ( see IS : 1397-1967* ).
3.X.2 Bitumen - A bitumen composition of air-blow grar’ * having a
softening point ( ring and ball method ) of not less tha. tiO”C ( see
IS : 702-1961t ).
3.2 Finish - The bitumen shall be smoothly and uniformly spread
throughout and shall not crack on folding the paper. The adhesion
between the plies shall be such that they cannot be separated by pulling
apart with hands, after conditioning as per clause 2.1 of IS : 1060
( Part I )-1966$, without damaging the paper.
3.3 The bitumen-laminated paper shall also comply with the require-
ments given in Table 1 when tested in accordance with the methods
referred to in co1 6, 7 and 8 of the table
3.4 Sizes and Tolerance on Sizes - The finished paper shah be in
the form of rolls or sheets as agreed to between the purchaser and the
supplier. Unless otherwise agreed to between the purchaser and the
supplier, the size of sheets shall be one of the finished or raw stock
sizes given in Tables 1 and 2 of IS : 1064-l 980$, while each roll shall be of
*Specification for kraft paper (fist rut&ion ).
tSpecification for industrial bitumen ( revised ).
2Methods of sampling and test for paper and allied products, Part I ( rcvissd 1.
&Specification for paper sizes ( second rcui.&n ).
4IS : 1398 - 1982
continuous length of 100 metres with width equal to one of the dimensions
of a finished or a raw stock size given in the said tables.
TABLE 1 REQUIREMENTS OF PACKING PAPER, WATERPROOF,
BITUMEN-LAMINATED
( c1ausc 3.3 )
SL CHARACITERISTI~ R~Q~LR~XEX~T METHO;~~=; REP TO
No.
r____-*-__V - ----_ _*-..--_-‘~
Type 1 Type 2 Type 3 Appen- IS : 1060- IS : 1060-
dix (‘Part I )- ( Part II )-
1966. ISSOt
(1) (2) (3) (4) (5) (6) (7) (8)
i) Bursting strength, MPal: - 12.5 -
Min:
a) Kraft paper of subs- 0.23 03dj
tance 60 g/ms and less
b) Kraft paper of sub- 0’30 0.356 -
stance above 60 g/m*
c) Kraft paper with - I.1
255 g, hessian
d) Kraft paper with 1.2
312 g, hessian
ii) Tensile strength, kg/cm, 12.3 -
Min:
a) Machine direction 45 5.08 IO.0
b) Cross direction 3.0 30 7’0
’ ii) Water penetration To pass the test A - -
iv) Bleeding resistance No stain shall appear - - 11
either on the imitation
art paper or on the
exposed surface of the
test piece itself
*Methods of sampling and test for paper and allied products, Part I ( revised ).
tMethods of sampling and test for paper and allied products, Part II.
21 kg/cm’ = @098 066 5 Megapascal ( MPa ).
§Tested with a single jute yarn located centrally on the test piece.
4. -PACKING AND MARKING
4.1 The paper in the form of sheets shall be made into packages of 250
or 500 sheets depending on the sheet size and mass. The packing shall
be done as agreed to between the purchaser and the supplier.
51s : 1398 - 1982
4.2 The paper, in rolls more than 100 metres in length, shall be wound
on a core having inside diameter of 70 mm and length corresponding to
the width of the paper and provided with a wooden plug on each end
extending to a minimum of 75 mm into the core.
4.2.1 For rolls up to 100 metres in length, core and plug shall be used
if agreed to between the purchaser and the supplier.
4.3 Each package or roll shall be marked with the following information:
Package
4 Description, substance and type of paper;
b) Number of sheets;
4 Mass in kg per 500 sheets including wrapping paper;
4 Size in mm;
e) Lot number;
f-1 Date of manufacture; and.
S>N ame of the manufacturer or recognized trade-mark, if any.
Roll
4 Description substance and type of paper;
Mass in kg of the roll including the mass of the core and the
b)
plug;
c) Length and width of roll;
4 Lot number;
e) Date of manufacture; and
f > Name of the manufacturer or recognized trade-mark, if any.
4.3.1 The material may also be marked with the IS1 Certificatior.
Mark.
NOTX - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IPI Mark on products covered by an Indian Standard
convevs the assurance that they have been produced to comply with the require-
ments’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.
5. SAMPLING
5.1 Representative samples for the test shall be drawn as prescribed in 3
of IS : 1060 ( Part I )-1966*.
*Methods of sampling and test for paper and allied products, Part I ( retis~d j-
6APPENDIX A
( .‘lause 3.3 and Table 1 )
WATER PENETRATION TEST
A-l. APPARATUS
A-l.1 The apparatus consists of a metal tube with an internal cross-
section of not less ‘than 100 cm2 and not less than 10 cm high, with
arrangements to clamp it on the test piece. ‘The apparatus of the type
prescribed for Cobb test [ see 13.2.2 of IS : 1060 ( Part I )-1966* ] is
suitable.
A-2. PROCEDURE
A-2.1 The paper is subjected to a pressure of 10 cm of water containing
one percent eosin or any other suitable water-soluble dye at a tem-
perature of 27 rfr: 2°C with a filter paper in close contact with underside
of the test piece.
At the end of 18 hours, water is poured out and the filter paper
underneath the test piece examined. There shall be no staining of the
filter paper.
*Methods of sampling and test for paper and allied products, Part I ( rcoisc/BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402 Fax :+ 91 11 3234062,3239399, 3239382
E - mail : bisind @ del2.vsnl.net.in Internet : http://wwwdel.vsnl.net.in/bis.org
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 91-77 00 32
Regional Oftices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/14 CIT Scheme VII, V.I.P. Road, Kankurgachi, CALCUTTA 700064 337 88 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
fWestern : Manakalaya, E9, MIDC, Behind Marol Telephone Exchange, 832 92 95
Andheri (East), MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Commercial-cum-Office Complex, Opp. Dushera Maidan, Arera Colony, 72 34 52
Bittan Market, BHOPAL 462016
62/63, Ganga Nagar, Unit VI, BHUBANESHWAR 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 91-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 91-71 1998
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 566508
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 320 10 84
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 38 79
117/418 8, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 21 89 23
LUCKNOW 226005
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
‘Sahajanand House’ 3rd floor, Bhaktinagar Circle, 80 Feet Road, 26 85 86
FrAJKOT 360002
T.C. No. 14/l 421, University P. 0. Palayam, THIRUVANANlHAPURAM 695034 3272 15
*Sales Cffice is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales Cffice is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
$Sales CMfice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Dee Kay Printers, New Delhi-l 10015, India.
|
3342.pdf
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IS3342:1998
(S upersedingI S 8023 : 1970, IS 8451 : 1972,
IS 7381 : 1974,I S 9218 : 1979a nd IS 9219 : 1993 )
Indian Standard
SOILWORKINGEQUIPMENT -CULTIVATORS,
ANIMALDRAWN -SPECIFICATION
( Second Revision )
ICS 65060.20
Q BIS 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110 002
April 1998 Price Group 6Farm Implements and Machinery Sectional Committee, FAD 59
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Farm Implements and Machinery Sectional Committee had been approved by the Food and
Agriculture Division Council.
Animal drawn cultivators are manufactured and used in large numbers in the country. Though they are primarily
meant for intercultivation operations but are being used for seed bed preparation and for sowing with seeding
attachment also. The cultivators manufactured in the country vary considerably in dimensions and other
requirements.
This standard was first published in 1965 and was revised in 1979 to incorporates the relevant provision of
IS 3350: 1965 ‘Three tined cultivation with seeding attachments, animal drawn’. It has been decided to revise
the standard again and further enlarging the scope to cover the requirement of IS 6023 : 1970 ‘Reversible
shovels’; IS 6451 : 1972 ‘Sweep’; IS 7361 : 1974 ‘Tines for animal drawn cultivators’; IS 9218 : 1979
‘Triangular shovels for animal-drawn cultivators’; and IS 92 19 : 1993 ‘Seeding attachment for animal drawn
cultivators (first revision )‘. This standard therefore supersedes these standards.
The figures included in this standard are meant for illustration only and should not be considered as suggestive
of any standard design.
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 33-12 : 199X
Indian Standard
SOIL WORKING EQUIPMENT - CULTIVATORS.
ANIMAL DRAWN - SPECIFICATION
(Second Revision)
1 SCOPE 3.3 Ground Clearance
This standard prescribes material. dimensions and other The minimum vertical distance between the loner part
requirements of animal drawn cultivators. of the frame and the ground when the culti\,ator 15
placed on plain surface at working condition.
2 REFERENCES
3.4 Nominal Size
The Indian Standards listed in Annex A -contain
provisions which. through reference in this text, The width of the cultivator determined b!- multipI! ing
constitute provision of this standard. At the time of the number of spaces between the rows and roll spacing
publication, the editions indicated were valid. All expressed in mm.
standards are subject to revision and parties to
3.5 Working Size
agreements based on this standard are encouraged to
investigate the possibility of applying the most recent The width of the cultivator determined b! mnll~pl! ing
editions of the standards indicated there. the number of tines and row spacing csprcsscd III mm
3 TERMINOLOGY 3.6 Sweep
3.0 For the purpose of this standard, the following A two winged cutting point which cuts the soil in a
definitions in addition to those given in 4.1 to 4.3 of horizontal direction ( see Fig. 2 ).
IS 98 18 ( Part 2 ) shall apply.
3.6.1 Oowtl
3.1 Frame
The part of the sweep where the tine of cultl\ator 15
A rigid structure on which different components are attached.
attached.
3.6.2 Wing
3.2 Contact Angle
Extended portion of the sweep cvhich penctratcs in the
The forward angle between the horizontal ground and soil.
the line joining the shovel tip touching the ground and
3.6.3 Face
its centre when shovel is fitted with tine and placed on
its working position ( see 01 in Fig. 1 ).
The curved portion of the sweep bet\vccn I\\ o 11i ngs
and below the crown.
3.6.4 Lift .4ngle
The inclination of wing in the direction of tra\,cl whc11
sweep is placed on flat surface and in working posi-
TINE tion ( see fi in Fig. 2 ).
4 TYPES
4.1 For the purpose of this standard. the cultivators
shall be of following types:
a) Tool bar type ( see Fig. 3 ),
b) Zigzag type ( see Fig. 4 and 5 ). and
c) Triphali type ( .see Fig. 6 ).
FIG. 1 ILLUSTRATIOONFC ONTA(JATN GLE
1IS 3342 : 1998
12 R
SECTION XX
m
/-k y
4 MIN
L 12 SQ, 2 HOLES
COUNTERSUNK
SECTION YY
All dimensions in millimetres
Frc;. 2 SWKP
5 MATERIALS 7 DIMENSIONAL REQUIREMENTS
5.1 The material for the manufacture of various 7.1 Ground Clearance
components except shovels and sweep of the cultivator
The ground clearance of tool bar type. zigzag l?pe and
shall be as given in co1 3 of Table 1. The material
triphali type cultivators shall be minimum of 300 mm.
should conform to the relevant Indian Standards given
in co1 4 of Table 1. 200 mm and 250 mm respectively.
5.2 The material for shovel and sweep shall be C 55 7.2 Contact Angle
of schedule II of IS 1570.
The contact angle shall be declared by the
5.3 The material for components not covered manufacturer. The angle shall not differ by + Y from
under 5.1 and 5.2 shall be specified by the the declared value. The angle may be between 150” to
manufacturer. 165”.
6 HARDNESS
7.3 Handle and Handle grip
6.1 The shovel and sweep shall have hardness in the
range of 350 to 450 HB (&FeeIS lSO0) when tested The cultivators shall be provided with one or tkvo
upto a distance of 50 mm from the cutting edge. handles. If two handles are provided. the distance
2IS 3342 : 1998
HANDLE
lGAUZE WHEEL L SHOVEL
FIG. 4 A TYPICALA NIMAL DRAWNC ULTIVATOR
ZIGZAGT YPE WITHOUTLE VER
SHOVEL
FIG. 3 TYPICALD RAWINOGF TOOL
BART YPEC ULTIVATOR
between handle grips shall be between 550 mm and
650 mm.
FIG. 5 A TYPICAL ANIMAL DRAWNC ULTIVATOR
7.3.1 The handle grip shall be circular or oval in cross ZIGZAGT YPE WITHL EVER ATTACHMENT
section. The diameter or minor axis shall be between
25 mm and 35 mm. The length of the grip shall be not be adjustable between 800 and 1 100 mm
less than 125 mm. The angle between the grip and
NOTE - Based on anthropometry survey conducted by CIAE
handle shall be between 100” and 105”. When the
Bhopal it is recommended to provide vertical distance between
cultivator is set at its working position, the vertical ground and the handle between 650 and 950 mm and the dia of
distance between ground and the centre of grip shall handle l?om 32 mm to 36 mm.
Table 1 Material of Construction of Various Components of Animal Drawn Cultivators
( Clause 5.1 )
Sl No. Component Material Applicable IS
(1) (2) (3) (4)
9 Frame Mild steel IS 2062
ii) Handle do do
iii) Braces do do
iv) Grip Steel tube IS 3601
or Timber Annex D of IS 620
v) Hook Mild steel IS 2062
vi) BeZUTl Timber Annex D of IS 620
vii) Gauge wheel Cast iron Grade 200 of IS 2 10
viii) Lever Mild steel IS 2062
ix) Tines do do
x) Seeding attachment
a) Seed funnel M.S sheet IS 513
G.S. Sheet IS 277
b) Seed tube M.S.Pipe IS 3601
PVC Pipe IS 4985
3IS 3342 : 1998
HOOK rHANDLE
BEAM
/-BRACE
/
FIG. 6 A TYPICAL ANIMAL DRAWN CULTIVK~ORT RIPHALIT YPE
7.4 Gauge Wheel E depending upon the part of their fixation. The
dimensions of the tine of type A, B, C, D and E shall
The gauge wheel, if fitted, shall be not less than
be as given in Fig. 7 to Fig. 11.
150 mm in diameter with face width not less than
50 mm.
7.7 Reversible Shovel
7.5 Width Adjustment
The dimensions of reversible shovel shall be selected
In case the holes are provided for width adjustment,
from Fig. 12.
the centre to centre distance from one hole to other
shall be 25 f 1 mm. In case lever is provided for width 7.7.1 The reversible shovel for cultivators shall be
adjustment each step should be able to change the width curved across the width to have a proper grip with tine
by 50 f 2 mm (25 f 1 mm each side from centre of the ( see Fig. 12 section XX ). The shovel for spring tine
cultivator). harrow shall be kept flat across the width.
7.6 Tines
7.7.2 The holes shall be punched in a manner
The tines shall be of five types namely A, B, C, D and guaranteeing interchangeability of the reversible
4IS 3342 : 1998
-- 30022
12t0.5
f
All dimensions in millimetres
FIG. 7 TYPEA TINE
shovel. The corners of the square holes shall be slightly 7.9 Seeding Attachment
rounded. If two holes are required to be punched, they
The dimension of seeding attachment, if provided, shall
should be 45.0 f 0.5 mm apart from each other.
be as given in 7.9.1 to 7.9.4 ( see Fig. 14 ).
7.7.3 For fastening of reversible shovel to tine the
7.9.1 The thickness of sheet for funnel and boot shall
countersunk bolt, of 10 mm size up to 240 mm length
be 0.8 mm, Min.
of shovels and 12 mm size of above 240 mm length of
shovels should be used. As far as possible, the bolts 7.9.2 The diameter of seed tube shall be 18 to 22 mm.
should conform to Grades M 10 and M 12 of Table II The thickness of seed tube shall be 2.5 mm, Min.
of IS 2609.
7.9.3 The diameter of the funnel at the top shall be not
7.7.4 The cutting edges of the reversible shovel shall less than 150 mm.
be beveled to a distance not more than 10 mm.
7.9.4 The diameter of top and bottom of the boot shall
7.7.5 The thickness of sheet used in manufacture of be in the range of 50 to 80 mm and 25 to 40 mm
reversible shovel should be 4 mm, 5 mm, or 6 mm. respectively.
The tolerance for nominal thickness shall be f 10
percent. 7.10 Sweep
7.8 Triangular Shovel The essential dimensions of the sweep if provided shall
be as given in Table 2 ( see Fig. 2 ).
The dimensions of triangular shovel shall be as given
mFig. 13. 8 OTHER REQUIREMENTS
7.8.1 The triangular shovel shall be flat across its width 8.1 The number of tines shall be 3, 5 or 7. Tool bar
and length. type cultivators shall have tines of Types A and B,
Zigzag type cultivators shall have tines of Types C
7.8.2 The corners of the square holes shall be slightly and D and Triphali type cultivators shall have tines of
rounded. The deviation from the centre line of shovel TypeE.
to the centre of holes shall be not more than 1 mm.
8.2 If the tine is set at its working position and a force
7.8.3 For fastening of triangular shovel to tine, the of 80 kgf is applied for 2 min at the shovel fixing
countersunk bolt of 10 mm size shall be provided. The position in case of single hole and at the centre of
bolts may conform to Ml0 of IS 2609. fixing position in case of two holes or oval hole fixing
5IS 3342 : 1998
_ 32+1
_ 12fO.5
All dimensions in millimetres.
FIG. 8 TYPEB TINE
Table 2 Dimensions of Sweep
( Cfuuse 7.10 )
A B* C D E a Pt
(1) (2) (3) (4) (5) (6) (7)
mm mm mm mm mm degrees degrees
(*l) ( * 0.5 ) * 1”
100*2 93 80* 1.5 47 15 65 * 2 18-25
125 + 2 116 8Oi 1.5 47 15 65 zt 2 18-25
150* 3 123 90 * 2 50 16.5 75 &3 18-25
175 * 3 144 90 -f 2 50 16.5 75 * 3 18-25
200*4 164 90 * 2 50 16.5 75 * 3 18-25
22.5 + 4 185 10052 50 16.5 75 + 3 18-25
250 + 4 205 10052 50 16.5 75 * 3 18-25
* Calculated on the basis of nominal value ofA and a.
t R should be declared by the manufacture between 18 to 25”.
6IS 3342 : 1998
n
-t---t-
I
+
-&
- I
4.
-+-
lL5
l
t
All dimensions in millimetres.
FIG.9 TYPEC TINE
HOLES
All dimensions in millimetres.
FIG. 10 TYPED TINE
7IS 3342 : 1998
funnel. The seed funnel shall be double walled and the
top one shall have small mild steel pipe at the bottom
extending close to the prism in order to have uniform
distribution of seeds. The co-efficient of variation of
distribution of seeds shall be less than 10 percent.
8.11.2 Three seed spouts of equal size shall be
attached to the bottom of the funnel.
8.11.3 The top edge of the funnel shall be rolled to
avoid the sharp edges. Provision shall be made for
attaching the funnel with handle of the cultivator so
that the angle of the funnel could be adjusted for
keeping it vertical.
8.11.4 The seeds when placed in the tunnel should
come out from spouts and should not be retained on
the bottom of funnel.
8.11.5 Attachment of seed tube and funnel spout shall
be such that the tubes shall not come out of spouts.
All dimensions in millimetres 8.11.6 The boot shall be conical in shape. The holes
FIG. 11 TYPEE TINE
in boot shall be such that it confirms to the holes
provided in the cultivator for its attachment with tines.
position, the tine shall not bend or lose its shape.
8.11.7 The seeding attachment shall be attached to the
8.3 The tines along with shovels when fitted to the
cultivator in such a way that the angle of the outer seed
frame at the fixation points opposite to the direction
tubes provides free flow of seeds.
of travel of cultivator, the frame shall not bend or lose
its shape. 8.12 All the components should preferably be
detachable.
8.4 When a force of 800 N per tine is applied to the
frame at tine fixation points opposite to the direction 8.13 The head of the fasteners, coming in contact with
of travel of cultivator, the frame shall not bend or lose soil, shall be flush with the working surface.
its shape.
8.14 When the cultivator is set at its working position
8.5 The handle(s) shall be attached firmly to the frame and is placed on a plane surface, the cutting edges of
and shall be provided with a hook for tying the reins of all the cultivating tools (shovels or sweep) shall touch
the animals. the ground and the cultivator shall be well balanced.
8.6 Provision for fixing the beam or chain shall be 8.15 In case sweeps are provided, they shall conform
provided. to 8.15.1 to 8.15.5.
8.7 The gauge wheel, if provided, shall roll smoothly 8.15.1 The crown ( see 3.6.1) of sweep shall be curved
on its axis. The height of the wheel should be across the width to have a proper grip with the tine of
adjustable. cultivator ( see Fig 2, Section YY) . The sweep shall
also be curved across its working face ( see Fig 2,
8.8 Provision for width adjustment shall be provided.
Section XX’)f or proper working in the fields.
It shall be of hole type, clamp type or lever type. The
lever when set should not change the position without 8.15.2 The crown of the sweep shall form an angle of
application of manual effort. 45” f 5” at a point 70 mm apart from its top.
8.9 Provision for depth adjustment should be provided. 8.15.3 The cutting edges of the sweep shall be beveled
on the top face to a distance not more than 10 mm.
8.10 Provisions for fixing the seed funnel to the handle
8.15.4 The minimum thickness of sheet used in
and boot to the tines shall be provided in the cultivators.
manufacture of sweep shall be 4 mm. The tolerance
8.11 When desired by the purchaser, the three tined for nominal thickness in finished sweep shall be f 5
cultivator shall be provided with the seeding percent.
attachment. The attachment shall conform to 8.11.1
8.15.5 Preferably, two holes should be punched,
to 8.11.7.
45.00 f 0.25 mm apart from centre to centre. The
8.11.1 A metallic prism-like or of other shape first hole shall be punched at a distance 25 f 1 mm
structure shall be provided in the bottom portion of from the top of crown at the centre position. The lateral
8IS 3342 : 1998
SECTION XX
SI No. A B C D
(1) (2) (3) (4) (5)
1 180*2 55 * 2 25zt 1.6 12
2 19oi-2 45 * 2 30 i 1.6 12
3 200*2 45 * 2 35 i 1.6 12
4 200 i 2 70 l 2 35 l 1.6 12
5 200*2 75 i 2 35 i 1.6 12
6 210 * 2 60 i 2 25 * 1.6 12
7 225 * 2 50 + 2 30* 1.6 12
8 235 * 2 45 * 2 20 i 1.6 12
9 240 + 2 70 * 2 30 i 1.6 12
10 250 * 4 65 f 2 45 i 2 15
All dimensions in millimetres.
FIG. 12 REVERSIBLES HOVEL
9IS 3342 : 1998
L[
Q ____@-_-@______
A = 75, 100 or 125 i 5 E = 65.0 * 0.5
B = 200 * 5 F=25il
c = 5to10 G = 12.5+k”
D = 6.0, Min
All dimensions in millimetres.
FIG. 13 DIMENSIONS OF TRIANGULAR SHOVELS
deviation of the hole should not be more than 1 mm b) Size;
from the centre position of crown.
c) Batch or code number; and
8.15.5.1 The comers of the square holes shall be
d) Year of manufacture.
slightly rounded.
10.2 BIS Standard Mark
8.15.5.2 The countersunk bolt of 10 mm size should
be provided with sweep. As far as possible, the bolts
The cultivator may also be marked with the Standard
should conform to IS 2609.
Mark.
9 WORKMANSHIP AND FINISH
10.2.1 The use of the Standard Mark is governed by
9.1 The components should be free from pits, burrs the provisions of Bureau of Indian Standards Act,
and other visual defects. Welded joints shall not be 1986 and the Rules and Regulations made thereunder.
porous. The castings, if used, shall be free from blow The details of conditions under which the licence for
holes. the use of Standard Mark may be granted to
manufacturers or producers may be obtained from the
9.2 The surface of the parts of cultivators shall be Bureau of Indian Standards.
evenly dressed and shall have a protective coating to
prevent surface deterioration. 10.3 Packing
10 MARKING AND PACKING The cultivator and its components shall be packed as
agreed to between the purchaser and the supplier.
10.1 Marking
Each cultivator and its components (sweep, tine, 11 SAMPLING FOR LOT ACCEPTANCE
shovels and seeding attachments) shall be marked on
11.1 Unless otherwise agreed to between the purchaser
non-wearing surface with the following particulars:
and the supplier, the sampling of cultivator and its
a) Manufacturer name and recognized trade- components for lot acceptance shall be done in
mark; accordance with 3 of IS 7201 ( Part 1 ).
10,IS 3342 : 1998
b
SEED FUNNEL
\
SEED SPOUT
PRISM
T
i-
SEED
TUBES
ENLARGED TOP PLAN
OF BOTTOM OF
SEEDING FUNNEL
FIG. 14 SEEDINGA TTACHMENTF ORA NIMAL DRIVEN CULTIVATORS
11IS 3342 : 1998
ANNEX A
( Clause2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
210 : 1993 Grey iron castings (fourth 2609 : 1972 Coach bolts (first revision )
revision )
3601 : 1984 Steel tubes for mechanical and
277 : 1992 Galvanized steel sheet ( plain
general engineering purposes (jirst
and corrugated ) (&HI revision )
revision )
513 : 1994 Cold rolled low carbon steel sheets
and strips (fourth revision ) 4985 : 1988 Unplasticised PVC pipes for
potable water supplies (second
620 : 1985 Wooden tool handles general
revision )
requirements ( fourth revision )
1500 : 1983 Method for Brine11 hardness test 7201 Method of sampling for agricultural
for metallic materials ( second (Part 1) : 1987 machinery and equipment : Part 1
revision ) Hand tools and hand operatedkntimal-
drawn equipment (first revision )
1570 : 1961 Schedules for wrought steels for
general engineering purposes
9818 Glossary of terms relating to tillage
2062 : 1992 Steel for general structural (Part 2) : 1981 and intercultivation equipment :
purposes ( fourth revision ) Part 2 Terms relating to equipment
12Bureau of Indian Standards
BIS is a statutory institution established under the Bureau oflndian Sfandurd.r.4 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. This does not preclude the free use. in rhe 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. Standardsare 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 ap 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. FAD 59 ( 680 ).
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 32376 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 { 60 38 43
60 20 25
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 23502 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. LUCKNQW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Prmted at New lndla Prmting Press, Khuqa, India
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2663.pdf
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IS 2663 :1999
Indian Standard
DESIGNOFBUILDINGS FORARCHIVES-
RECOMMENDATIONSRELATINGTOITS
PRIMARYELEMENTS
( Second Revision )
First Reprint JUNE 1992
UDC 721.81.011.2:930.25
@I BIS 1990
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1990 Price Group 4Planning, Byelaws and Dimensional Co-ordination Sectional Committee, BDC 10
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards on
7 February 1989, after the draft finalized by the Planning, Byelaws and Dimensional Co-ordination
Sectional Committee had been approved by the Civil Engineering Division Council.
The bulk of documents to be preserved for their historical, legal and administrative value is ever
on the increase and government departments, universities, local bodies and many commercial
firms do need expansion of existing archival facilities or establishments of new archives for this
purpose. Archives have to satisfy the basic requirement that all the records that are received are
housed, maintained and preserved properly. Further, archives also cater to all’types of materials
which vary from one collection to another and also in their nature and sizes.
Archives of all types are expanding at an enormous rat&. Increasing literacy and demand of old
documents or records also necessitates expansion of archives. Since the completion of a new
archives building takes several years, the stock to be accommodated on the opening day, therefore,
is larger than what was estimated at the planning stage. Unless the building for the archives is
planned to meet the futuristic requirements, it may result in an unscientific arrangement of
records.
This standard was first published in 1964 and revised in 1977. The present revision has been
undertaken with a view to updating its contents. In this revision, building design and construc-
tion aspect has been incorporated covering fire safety. The site location requirements have been
covered in detail.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final value, observed or calculated, expressing the result .ofa 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 2663 : 19439
Indian Standard
DESIGNOFBUILD.INGSFORARCHIVES~-
RECOMMENDATIONSRELATINGTOITS
PRIMARYELEMENTS
(S econd Revision )
1 SCOPE W The site shall not be in the immediate
neighbourhood of any hazardous occu-
1.1 This standard covers the recommendations pancy;
concerning primary elements in the design of
buildings for archives for proper storing, main- c) The site shall abut on a road of not less
tenance and preservation of records on paper than 12 m width; one end of the road shall
join another road of the same width and
and parchment, maps, photographs, microfilms
the road shall not have a dead end;
and likewise.
d) Adequate supply of water is assured for
1.1.1 This standard does not cover require-
fire fighting purposes; and
ments for buildings for storing motion picture
films, sound recording and allied media.
e) A public fire brigade is within easy runn-
ing distance from the site.
2 REFERENCES
4 DESIGN
2.1 The Indian Standards listed in Annex A
are necessary adjuncts to this standard.
4.1 Archives enshrine the past history and
cultural heritage. The architectural design of
3 LOCATION AND SITE
the building should, therefore, reflect this
character of the institute..
3.1 Preservation of documents is an essential
function of archives. Environmental factors
which may adversely affect the preservation, of 4.2 Design of the building should be modular
documents, such as, polluted atmosphere, sub- to facilitate addition and alterations to the
soil water and termite infestation shall be taken structure whenever required.
into consideration while selecting the site.
4.3 It shall provide adequate safety for stored
3.2 Convenience and requirements of major materials against fire, flood, theft or pilferage
users of archives material, such as, creating and deteriorating agents, such as, fungus, pests,
agencies and scholars, is a primary considera- dirt, direct sunlight and extremes of tempera-
tion for determining the location of the site. ture and humidity.
However, where scholars are the primary users,
proximity to a good library, easy availability 4.4 The site shall be large enough to ensure
of
city transport and pleasant surroundings are that:
advantageous.
a) adequate passageway ( not less than 6 m
3.3 Since archival holdings are ever growing,
wide ) and clearances required for fire
the site and plans should provide for future
appliances to enter the premises is pro-
expansion. It should preferably cater to future
vided; the width.of main entrance shall be
needs for 20 to 25 years.
not less than 4’5 m; if an arch or covered
gate is .constructcd, it shall have a clear
NOTE - The rate of increase of permanent archives
head-e of not-less than 5 m;
over the past five years will give a basis to know the
future requirements.
b) separate open space is available to park
3.4 The site selected for building should satisfy cars .and/or other vehicles in addition
the following norms: to (a); and
a) Adequate separation (about 10 m) should 4 a clear passageway of 6 m width is main-
preferably be available between the build- tained contiguous, to and around the
ing and the other neighbouring buildings; buildings. ,’IS 2663 : 1999
4.5 The design shall provide for adequate safety 6.2 Each floor of the archival building shall be
against termites in accordance with IS 6313 at one single level to facilitate the movement of
(Parts 1 to 3) : 1981. records trolley from one part to another.
Thresholds shall not be provided anywhere
4.6 It shall be functional; providing optimum inside the building; All external doors shall
utilization of space and convenience of move- be provided either with threshold or some other
ment of men and material. device so as to make them rodent and dust
proof.
4.7 A space of at least 2 m x 2 m shall be
provided in front of the elevators for the move- 6.2.1 The movement of the records trolley from
ment of trolleys and other equipment likely to one tier to another where there are three or
be used in the storage area. more tiers in the stack room, shall be through
lifts provided within the stack room with land-
4.8 Only one entrance shall be provided for ing at every tier of the stack room and at every
staff and visitors. Space for enquiry and recep- floor of the other adjacent rooms.
tion shall be provided near this entrance. A
separate entrance shall be provided for receiving 7 STACK ROOMS AND MUNIMENT
of records. ROOMS
5 ACCOMMODATION REQUIBED IN 7.1 Stack room, as far as possible, shall be
ARCHIVAL BUILDINGS located as a separate unit. At the same time,
it shall have easy access from records, reception
5.1 Essential accommodation required in archi- or other servicing units. Requirements for
val buildings is as given below: future extension shall be taken into account
while designing the stack room. The stack room
4 Stack rooms and muniment rooms, should preferably be oriented so as to run
generally from east to west to avoid direct sun.
b) Record receiving room,
4 Repairs and rehabilitation rooms, 7.1.1 The floor of the repository shall be capn-
ble of taking a live load of 1 000 kgf/m’ for the
4 Research rooms, and records and storage equipment.
4 Room for administrative purposes. 7.2 Gangways
NOTE-The essential arcas for the above rooms All gangways providing access to the stacks and
are given in 8 to 1’2 and include the necessary pro- near the wall shall be 1’5 m wide except that
vision for storage areas as well.
the gangway between the stacks shall not be less
than 0’80 m wide.
5.1.1 The following a .c _c om_m odation, where re-
quired, shall be provided:
7.3 The dimensions of the stack room shall be
4 Exhibition room, as follows ( see Fig. 2 ):
b) Conference hall, a) Clear length
cl Microfilming and photo-duplicating room, 1.6 ( n- 1 ) +3’80 in metres where n is the
number of rows of double-faced racks,
4 Research laboratory, assuming:
4 Oral history room, 1) the widths of main and cross gangways
to be 1’5 and 0’80 m respectively, and
f) Rooms for library,
2) the depth of rack to be 0’80 m.
4 Computer cell, and ’
NOTE - One square metre of stack room area may
h) Any other rooms needed for specific be assumed to -provide 4 linear metres of shelf
space.
purpose.
b) Clear width
5.2 Adequate provision should also be made for
canteen, rest rooms for the readers and the Length of one row of racks, d-3 m.
staff, parking areas, first aid room; etc, where
necessary. cl Clear he@ht
6 CIRCULATION
Floor to ceiling, 2’40 m.
6.1 The main movement of records is illustrated NOTE -The height of the rack is 2’20 m and
by .a flow diagram (see Fig. 1 ). allowance for bay guides is 0’20 1x1.
2FUMIGATION
f
C
STACKS
REPAIR
I
,
1 V
PUBL IC ATION
FIG. 1 TYPICAL FLOW DLWRAM FOR MOVEMENTO F ARCHIVES
8 RECORD RECEIVING ROOM 9 REPAIR AND REHABILITATION
8.1 The record receiving room shall be near the 9.1 Repair and Rehabilitation Room
stack room.
Proximity of repair and rehabilitation room to
8.2 One square metre for every three linear the stack area is desirable. The area required
metres of records received at a time shall be per worker is 5 ma subject to a minimum
provided subject to a minimum of 15 ms. of 20 ms for the repair and rehabilitation
Additional space for cleaning and fumigation room.
of records shall be provided as given in 8.3.
10 RESEARCH ROOM
8.3 Fumigation
10.1 Research room shall be so located that it
8.3.1 Vacuum Fumigation can be conveniently approached From the main
entrance; it shah also be, conveniently served
Vacuum fumigation chamber of 10 cubic metres from all parts of the stack room.
capacity requires a space of 60 m2 for equip-’
ment and handling of.documents. This chamber 10.2 The walls and ceiling. of research rooms
can fumigate 25 .to 30 linear metres of records may be acoustically treated to minimize noise,
in one operation. and the floor shall have a noiseless covering.
.3cl*5 y.0. LENGTH OF RACKS --p 1.54
z
3
3 3
3 3
D~ouB LE SHE LVING RACKS
3 3
3 3
3 CROSS GANGWAY 3
’ t
3 3
+ _
f
QD
i,
t
m . MAIN GANGWAY
W - Window
Alk dimensions in millimetres.
FIG. 2 TYPICAL LAYOUT OF STACK ROOM ( SCHEMATIC)
‘
10.3’ An area of 7 m’ shall be .provided for each provide for the following:
scholar.
4 Space for officers 15 ms per person
10.4 Enclosed space for temporary housing of
records deposited or requisitioned by the b) Space for administra- 5 ms per person
tion staff
scholars, shall also be .provided.
4 Space for technical 10 ma per person
10.5 For reading of microfilms, cubides of 5 m2
staff engaged in re-
area shall be provided.
search pubbcations,
description of records,
11 ADMINISTRATIVE ACCOMMODATION
etc
11.1 Adminiiative accommodation shall 4 Space for stores- As required
4.IS 2663 : 1939
12 MICROFILMING AND PHOTO compartmentation wall except for a door;if un-
DUPLICATION ROOM avoidable. In all such cases, the door shall be
a self-closing fire/smoke check door with a iire
12.1 An area of not less than 40 m2 shall be resistance rating of not less than one hour.
provided for accommodating one microfilming
camera and processing equipment. For every 13.2.1.6 Windows in the side walls of the stack
additional camera, a space of 15 m” will be room shall be opposite each cross gangway.
Each window- shall ‘.be provided with glazed
required.
shutters and shall be additionally protected
with wire .fabric. The wire fabric shall be of
12.2 The location of the room should be such
suitable mesh to prevent squirrels, rats, etc,
that it is free from the effects of vibrations
from passing through. The glazed shutter,
caused by air-conditioning plants, heavy traffic,
when, fully open, shall not project into the
etc.
gangway.
13 BUILDING DESIGN AND
13.2.1.7 The stack room shall be so located that
CONSTRUCTION
it is easily accessible from and proximate to
every part of this archive.
13.1 Building design and construction should
take into account the following aspects specially 13.2.1.8 Each stack room shall be at the same
to ensure’fire safety at the design and construc- level as the rest of the floor served by it. The
tion stage itself. For details of fire protection, stack room shall not be provided with any
reference shall be made to IS 11460 : 1985. threshold.
13.2 Building Design 13.2.1;9 In multi-storeyed buildings where
lift(s) may be required for vertical movement
13.2.1 Stack Room of books/records, the lift(s) shall be electrically
operated with landing at each level in the stack
This is the most important and valuable feature room. The lift(s) shall have solid non-combus-
of any archive. It is, therefore, essential that tible doors with a fire resistance rating of
it is suitably compartmented, both horizontally 2 hours and shall not be used as passenger
and vertically, to ensure that fire in any com- lift(s). Where passenger lifts are required, these
partment cannot spread to other compartments. shall be installed separately and away from the
stack rooms.
13.2.1.1 Stack room shall be so oriented as to
avoid direct sun through windows, etc. 13.2.1.10 Stack room shall be so designed that
it cannot get flooded and rain water cannot
13.2.1.2 Relative position of each stack room, enter it through windows, ventilators, etc. The
&-a-z& other rooms or buildings, shall be such room shall be damp-proof.
that any fire outside the stack room cannot
spread to it. As far as possible, stack room 13.2.1.11 All services, such as a lighting and
should be separated from administrative room. electrical fittings, air-conditioning, sound in-
sulation, etc, as may be necessary, shall. be
13.2.1.3 Where the stack room has several tiers considered at the initial stages of design of the
of racks, each tier shall be separated from the archive and its building.
succeeding one by a non-combustible floor.
The intervening floor shall not have any aper- 13.2.2 O&r Rooms
ture in’ it. Any arrangement where the
book racks extend through. several floor levels Other rooms may be located according to the
and the stack floors are merely platforms which convenience of the -user in relation to day-to-
provide a walkway through the stacks and day working. Some examples are given
result in slot-like openings, between the stacks below.
and the walk-ways, shall be strictly avoided to
prevent rapid uninterrupted upward spread of 13.2,2.1 Cubicles, rooms for group study, com-
a possible fire. mittee room, et<, may be placed in a separate
wing or on a separate floor.
13.2.1.4 Each stack ,room shall be divided into
compartments so that no single compartment 13.2.2.2 Exhibition room may be combined
shall have a floor area exceeding 480 m2. with the entrance lobby or may be placed as
Where possible, the area of each compartment close to it as possible.
may be further reduced.
13.2.2.3 Rooms in proximity of or directly
13.2.1.5 Each compartmentation wall shall communicating with the catalogue room and
entirely be of non-combustible construction the stack room shall be filled with self-closing
with a fire resistance rating of not less than two fire/smoke check doors not less. than 1 hour
hours. No opening shall be provided. in any rating.
513.2.2.4 All windows and ventilators in the including the floor, roof, lining, surface
rooms accessible from outside shall be provided finish, doors, and windows.
with wire fabric to avoid pilferage.
b) Each compartment/room for storage of
13.2.2.5 Canteen for the readers and the staff books/records shall be effectively segregat-
shall preferably be placed in an independent ed from other compartments/rooms and
building well separated from other buildings. from other portions of the building, both
Where this is not possible, the canteen kitchen laterally and vertically. For this purpose,
shall be isolated from the adjoining rooms by openings between floors in multi-storeyed
fire resisting walls of not less than 2 hours buildings shall be protected so that a fire
rating, fitted with self-closing fire/smoke check on one floor cannot spread to the floors
doors of not less than 1 hour rating. In any above or below. Stairways, lifts and cable/
case, the canteen shall not be placed in proxi- pipe shaft shall be properly enclosed or
mity of the catalogue and the stack rooms. protected so that openings do not detract
from the ability of the 6oor assembly to
13.2.3 Compound resist the passage of fire. The separating
walls/enclosures, including enclosures for
A compound with adequate open space all all vertical openings, such as, stair-walls,
round the buildings shall be provided to ensure shall have a fire resistance of not less than
adequate separation of buildings from the that of Type I construction, as specified in
adjoining property and adequate space for the National Building Code of India
internal roads, car park, water sources for fire (1983), Part IV Fire protections,.with all
fighting and an incinerator< openings protected by fire/smoke check
doors of not less than 1 hour‘ fire
13.2.3.1 Entry gate to the compound shall have resistance.
a clear width of not less than 4’5 m.
c) Floors/stagings in storeyed buildings or
13.2.3.2 P,aved ‘access-ways shall be provided specially built records facilities shall not
within the compound to enable vehicles to have be grated- or perforated because such
access to parking areas and fire appliances to construction aids the rapid vertical spread
have access to water sources and various of fire.
buildings in the complex. Each of these access-
ways shall be not less than 5 m in width. Turn- d) Roofs of buildings/compartments housing
ings shall be widened and .hand standing(s) books/records and floors of storeyed records
provided, where necessary, to ensure easy storage facilities shall be leakproof. In
manoeuverability of fire appliances. the latter case, adequate drainage shall be
provided at all floor levels to prevent
13.2.3.3 Parking area for cars and/or other accumulation of water during fire fighting
vehicles shall -be placed well away ( not less operations.
than 6 m clear ) from any building.
14 SANITARY REQUIREMENTS
13.2.3.4 Location of the incinerator ‘shall. be
well away from any building or adjacent pro- 14.1 The installation and maintenance of sani-
perty. Where necessary, a suitable fire resisting tary appliances shall conform to IS 2064 : 1973.
enclosure of suitable height shall be provided
for the incinerator to ensure its fire separation 14.2 Water closet_+ urinals, wash-basins and
from the buildings. other similar facthties shall be provided in
accordance with the requirements laid down
13.2.3.5 Paved surface shall be provided up to a for a library in IS 1172 : 1983.
distance of3 m around each building so as to
prevent the growth of grass or other vegetation 15 LIGHTING
in that area.
15.1 Lighting shall be provided as given in
13.3 Building Construction IS 2672 : 1966.
Building/compartment of ‘a building for housing 15.2 Stack Room
books/valuable vital and permanent records
shall have a fire resistance equal to not less than At least two independent circuits for lighting,
that of ype I construction, as specified in so arranged as to supplement each other,
IS 1642 : %1 60 and shall comply with the follow- throughout the stack room shall be provided.
ing minimum requirements:
15.2.1 All wiring for the purpose of lighting or
a) Use of combustible materials shall be otherwise shall be enclosed in conduits. The
avoided in the construction of the build- wiring shall be done ‘in accordance with IS 732
ing/Compartment or any portion thereof, (Part 2 ) : 1983.
6iS 2663 : 1989
15.2.2 The main control switches shall be per hour.
located outside. the stack room in an easily
accessible position. 16.3 Passage to air-conditioned stacks shall be
through a vestibule.
15.2.3 An automatic cutout device for switching
off the circuit in case of short-circuiting should 17 NOISE CONTROL
be provided as an added safety measure.
17.1 Internal noise consisting generally of con-
versation, frictional noise ( chairs scrapping the
16 AIR-CONDITIONING AND
floor and the impact of heels on hard floor)
’ VENTILATION
and mechanical noises ( from book hoists and
typewriters ) shall be controlled effectively, for
16.1 Uninterrupted air-conditioning of the
example;by using noise absorbing materials in
archival buildings throughout the year for main-
ceiling, walls, floors and partitioning surfaces.
taining optimum storage conditions for preser-
vation of the collection is desirable.
17.1.1 All legs of movable furniture should be
nrovided with rubber shoes. The book trolleys
16.1.1 The design and installation of air- ihould be with rubber tyres.
conditioning equipment shall conform to
IS 660 : 1963. 17.2 The maximum acceptable noise level in a
library should be 40 to 45 dB.
16.2 Where air-conditioning is not provided,
provision shall be made for ventilation and 17.3 For de!nils of methods for achieving no_i se
movement of air in all parts of the stack room reduction and sound insulation, reference shall
providing for a minimum of three air changes be made to IS 1950 : 1962.
ANNEX A
( Clause 2.1)
LIST OF REFERRED INDIAN STANDARDS
IS NO. Title IS a-0. Title
660 : 1963 Safety code for mechanical refri- 2672 : 1966 Code of practice for library
geration (revised) lighting
732 (Part 2 t)r i:c a1l9 83w iriCnogd e inosft apllraatciotincse: foPr aerlte c-2 6313 (Part 1
) : 1981 Code of practice for anti-
termite measures in buildings:
Design and” construction ( second
Part 1 Constructional measures
revision )
(first revi&n )
1172 : 1983 Code of basic requirements for
water supply, drainage and sani- 6313 (Part 2 ) : 1981 Code of pratice for anti:
tation ( t..ird revision ) termite measures in buildings:
Part 2 Pre-constructional chemical
1642 : 1989 Code of pratice for fire safety of treatment measures (Jut reviJion )
buildings ( general ): Details of
construction (jrst revision ) 6313 ( Part 3 ) : 1981 Code of practic; fyda;.i-
termite measures in ui i :
1950 : 1962 Code of practice for sound insula-
Part 3 Treatment for existing
tion of non-industrial buildings
buildings (first revision )
2064 : 1973 Code of practice for selection,
installation and maintenance of 11460: 1985 Code of practice for fire safety of
sanitary appliances (jirst revision ) libraries and archives-_
Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau ofIn dian 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 safe-
guard. Details of conditions under which a licence for the use of 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 standardizatidn, marking and quality certification
of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No pait 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 at-e in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the foIlswing reference:
Dot : No. BDC 10 (4392 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
F
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. 05ces : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI 110002 331 13 75
I
&stern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 3X;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,
F’ARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, THIRUVANANTHAPURAM.
Reprography Unit, .BIS, New Delhi, India
|
11209.pdf
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IS:11209 - 198!5
Indian Standard
SPECIFICATION FOR
MOULD ASSEMBLY FOR DETERMINATION OF
PERMEABILITY OF SOILS
Soil Engineering Sectional Committee, BDC 23
RePresenting
Ccntrd Building Research Institute ( CSIR ),
Roox kee
University of Jodhpur, Jodhpur
Engineering Research Laboratories, Government
of Andhra Pradesh, Hydcrabad
Irription Ikpartmcnt, Government of Punjab,
Chandigarh
DIr,ECTOK ( L)AM ) ( iih,Z&? )
SIIJtr c. s. DAItKE: Howe ( India ) Pvt Ltd, New Delhi
SJIIII G. V. MCILTIIY ( il~ternntc)
Sll1{1 A. (;. I),\S’J’IJ>AK In pcrsouxl capacity ( 5 liun,prford Court, 12/l,
Hwpfird Street, Calcutta )
Dlic~cwoi~ ( D&QPC ) Public Works I)epartment, Government of Uttar
Pradesh, Lucknow
DI~YIITY DII:X~~OIL ( B&SD ) ( Mer,,afe )
l)rltncwJlc, 11~1 Irrigation Department, Government of Uttar
Pradesh, Roorkre
Su~tr A. II. DIVAN.IT &ia Foundations and Construction ( I’) Ltd,
Bombay
SJCJ~IA . N. JAKGLIC ( &~ertza~e)
DIILICLTOIL Central Soil & Materials Research Station,
New Delhi
hPUTY 111 ,lJ!X:T”,(. ( rih,lnte )
Dn Gora~ RAN.TAN University of Roorkce, Roorkey; and Institute of
I*;nginecvs ( India ), Calcutta
SJillI S. SUIT,, Ccmindia Company I.imited, Bombay
SIIItI N. v. I~)JC-Sum.4 ( fll/ernUtc )
SHIIT M. II-ENQAI(. Enginrcrs India Limited, New Delhi
SttJL1 ASJlOli l<.,jAIN G. S. Jain and .4ssociatrs, New Delhi
SJrJtr VIJAY I<. JOIN ( Allernu~e)
6 Copyright 198.5
INDIAN STANDARDS INS’IT’IYJ’IlON
T!lir inlblication is protected under the Ir.ffian Co&righ/ rlcl ! XIV of 1!)57 ) and
reproduction in whulc or in part by any nl(~ls cxcc’pt with writtrln permissiun of the
publisher shall be dcemr,d to bc an iuiiing:cmcnt of copyright under the said Act.I$ : 11209 - 1985
( Continued from page 1 1
Members Representing
JOINT DlRECWR RESEARCH Ministry of Railways
( GE )-I, RDSO
JOINT DII~ECTOR RESEARCII
( GE )-II RDSO ( Alternnte )
SIIRI A. V. S. R. MUXTY Indian Geotechnical Society, New Delhi
SHRI D. R. NAXAHARJ Cent;o~r~e;ilding Research Institute ( CSIR ),
SHRI T. K. NATI~AJAN Central Road Rcsearcb Institute ( CSIR ),
New Delhi
SHXI RANJIT SINOH M\ inistry of Dcfence ( R&D )
S~rrr V. B. GHORPADE ( Alternate 1
Dn G. V. RAO indian Institute of Technology, New Delhi
Dn 1~. K. GUPTA ( Alternate )
RIWEARCII OFFICER ( B&RRL ) Public Works Department, Government of
Punjab, Chandigarh
SICCRICTARY Central Board of Irrigation and Power, New Delhi
DIIIEOTOII ( C ) ( Bhrrrate )
S~ttr N. SIVAUUI~LJ Roads Wing ( Ministry of Shipping and Trans-
port ), New Delhi
SIII~I I.J. TAYAR~DI f Alternate j
National Buildings Organization, New Delhi
Jadavpur University. Calcutta
Karnataka Engineering Research Station, Krish-
narajasagar
Ministry of Dcfcncc ( Engineer-iI1-Chief’s Branch )
Public Works Department, Government of Tamil
Nadu, Madras
( Allentale )
SHRI 11. c. VEIiMA All India Instrument Manufacturers’ and Dealers
Association, Bombay
SJTILII I. K. GUIIA ( Allemote)
SHIZI G. RAMAN, Director General, IS1 ( Ex-oS;cio i\lember )
Director ( Civ Engg )
SHRI K. M. MATHVR
Senior Deputy Director ( Civ Engg), IS1
Soil Testing Instruments and Equipment Subcommiltce, UDC 23 : 6
Associated Instrument Manufacturers ( I ) Pvt
Ltd, New Delhi
Smtr M. D. NAII~ ( Alternate to
Shri H. C. Vcrma )
SIII:J ARII.:I) KXISHNA Saraswati Engineering Agrncy, Roorkce
SIIILI RAI~~YJI Gosh ( Alternate )
( Continued on pap !I )
2Its:11209-1985
Indian Standard
SPECJFICATION FOR
MOULD ASSEMBLY FOR DETERMINATION OF
PERMEABILITY OF SOILS
O.l?OREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 25 January 1985 after the draft finalized by the Soil Engineering
Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 The institution has already published a series of Indian Standards
on methods of testing soils. It has been recognized that reliable anti
intercomparable test results can be obtained only with standard testing
equipment capable of giving the desired level of accuracy. The concerned
Committee has, therefore, decided to bring out a series of specifications
covering thr. requircmcnts of equipment used for testing soils in order to
encourage their development and manufacture in the country. The cquip-
mcnt covered in this standard is used for determination of corihcient of
pcrmed)ility of soils as covered in IS : 2720 ( Part 17 ).
0.3 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculatrd, is to be rounded
off, it shall br: done in accordance with IS : 2 - 19X*.
1. SCOPE
1.1 This standard covers the details of mould, drainage basca, drainage
cap, extension collar, metal ring and rod used as the mould assembly for
laboratory determination of the coeffkient of permeability of soils.
2. DIMENSIONS
2.1 Dimensions with tolerances of different component parts of the equip-
ment shall be as given in Fig. 1 to 6. Except where tolerances are
specially rnentionecl against the dimensions, all dimensions shall be taken
as nominal and tolerances as given in IS : 2102 ( Part 1 )-lWC_t of mc,dium
cLV3s shall apply.
*R111rx[os r rolmding oirnurncrical values ( reaiserl ).
tl:cnr!ral tolerauce$for dimensions and form and position : Part 1 Gvncral tolcrzrncvs
for linear and angular dimensions ( serordr iai~iorr) .
3IS : 11209 - 1985
3. MATERIALS
3.1 The materials for construction of the various equipmrnt parts shall be
as given in Table 1.
TABLE 1 METERIALS FOR CONSTRUCTION OF
DIFFERENT EQUIPMENT PARTS
SL EQUIPMENT SPECIAL RELEV.<FI
NO. RRQUIIWXMENTS INl)IAN S1’ANI)Altl)
9 Mould Brass/ IS : 2Y2-1Yu3*
Gun Metal IS : 31U-lY:llt
ii) Drainage base BIXSS/ IS : 292-1961*
Gun Metal 1s : 318-IYOlt
iii) DrainaRc cap Brass/ IS : 2Y2-1961*
Gun Metal IS : 31n-1w1+
iv) Metal ring Brass/ IS : 2!)2-1961*
Gun Metal IS : 3l8-lwlt
VI ‘Tie rod and Mild Steel Nickel/ 1s : 4361-lYG71:
fly
nut chromoplated
vi) Extension collar Brass/
Gun Metal
*Sprcification for leaded brass ingots and castings ( secordre oivhz 1.
tSpecification for leaded tin bronze ingots and castings ( .secorrtedu i.tio~1r1 .
fSpecification for alloy and tool steel forgings for industrial use.
4. CONSTRUCTION
4.1 The mould, drainage base and cap, metal ring, tie rod, extension
collar shall be constructed as per details given in Fig. 1 to 7. The
complete assembly shall be leakproof and tested for an internal hydraulic
pressure of 100 kPa.
5. MARKING
5.1 The following information shall be clearly and indelibly marked on
each equipment:
a) Name of the manufacturer or his registered trade-mark or both,
b) Date of manuI’acture, and
“) ‘l’ype of material.LS:11209-1985
5.1.1 The equipment may also be mnrkcrl with the IS1 Certification
Mark.
NOTE - Thv use of the IS1 Certification Mark is governed by thr proviGons of
the Indian Standards Institution ( Crwification Marks ) Art and the Rr~les and
Regulations made therrunder. The IS1 h4ark on products covered by an Indian
Standard ronvrys the assurance that they havr twcn prodr~ccd to comply with the
requirements of that standard under a well-defined aystcm 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 ISI for conformity
to that standard as a further safeguard. Details of conditions, under which a lirt~nce
for the 11s~ of the IS1 Certification Mark may hc granted to manrlfxturvrs or
procwors, may be obtained from the Indian Standards Institution.
9 FLY NV7
_/-DRAINAGE
CAP
IV MOUL D
TIE ROD
1
METAL RING
-DRAINAGE
!3ASE~
FIG. 1 PERMEABILITY CELL ASSEMISLY3 HOLES.911
AT 12O’TO
S,@‘ll AT EACHOTHER
E ACHOTHER
$112
q?175+1
e
SEGTION AA
All dimensions in millimetres. All dimensions in millimetres.
FIG. 4 DR.~INAGE (2.4~ FIG. 5 METAL RINGiS : 11209 - 1985
- ---
c.E- --- %!I
I
-- - I
All dimensions in millimctres.
FIG. 6 TIE KouIS : 11209 - 1985
( Continued from page 2 )
Members Representing
DEPUTY DII~IWTOR RW~ARVH Ministry of Railways
(GE)-111
JOINT DIRWZTOR RESEAI:C.H (GE)-11
( Alfernafe )
DII~ECWII. ( CSMRS ) Central Soil & Materials Research Station,
G. S. ,Jain As<ociatps, New Delhi
Central Road Research Institute ( CSIR ), Nrw
Delhi
Ii. N. Dadina Foundation Enginerrs, Calcutta
Ministry of Defence
Indian Institute of Technology, Delhi
Hydraulic & Enginecring Instruments Company,
New Drlhi
S~rnr J~\I~~)F:IL SIN~H ( Alternate )
S,Il<Is . VENKATWSAN Crrltral Building Rcscarch Jnstitutc ( CSIK ),INTERNATIONAL SYSTEM OF UNITS C SI UNITS)
Base Units
Quantity Unil Symbol
Lsnqth metre m
Mass kilogram kQ
Time second 8
Electric current ampere A
Thermodynamic kelvin K
tampcrature
Luminous intensity candela cd
Amount ot substance mole moj
Supplementary Units
Quantity Unif Symbol
Plane angle radian rad
Solid angle steradlan St
Derived Units
Quantity Unit Symbol
Force newton N 1 N = 1 hg.m/sn
Energy loule J 1 J = 1 N.m
Power watt w 1 w = 1 J/s
FIux weber Wb t Wb = 1 V.s
Flux density tesla T f T = 1 Wb/ma
f rcquoilc y hertz Hz 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 v - 1 W/A
Pressure, stress uascal Pa I Pa = 1 N/ma
|
1125.pdf
|
lndian Standard
METHOD OF TEST FOR
DETERMINATION OF WEATHERING OF
NATURAL BUILDING STONES
( First Revision)
Second Reprint SEPTEMBER 1989
UDC 691a21:620.193.21
@ Cobyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr2 March 1975ISall25-1974
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WEATHERING OF
NATURAL BUILDING STONES
(First Revision
I
Stones Sectional Committee, BDC 6
Chairman Repesent ing
SEpr C. B. L. MATHUR Public Works Department, Government of
Rajasthan, Jaipur
Members
SJ@I K. K. AQRAWALA Builders’ Association of India, Bombay
SERI K. K. MADHOK( Alternate )
!l&u T. N. BHAR~AVA Ministry of Shipping & Transport ( Roads Wing )
ARCHITECT Central Public Works De artmeqt, New Delhi
!?A- LA G. C. DA@ National Test House, Ca Pc utta
SHRI P. R. DAM ( Alternate)
DEPUTY DIRECTOR( RESEARCH) Public Works Department, Government of
Uttar Pradesh, Lucknow
DEPUTY DIRECITOR( RSUSEAROH) , Public Works Department, Government of Orissa,
CONTBOL & RESE.ARCR Bhuvaneshwar
LAB~UTORY
DR M. P. DHIR CenEJl$ad Research Institute ( CSIR ), New
SHRI R. L. NANDA { A&mats )
DIRECTOF Engineering Research Institute., Baroda
DIRI~TOR (CSMRS) Central .W ater & Power Commission, New Delhi
DF,PUTYD IRECTOR( CSMRS ) ( AlletYIate )
DIBECTOR,M ERI Ruilding & Communication Department,
Government of Maharashtra, Bombay
RE~EAR~~IO ~BICER, MERI (Alternate)
Saab M. K. GTJPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK( Altcrnale )
DR IQBALTALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. Lwaam ( Alternate)
@ Co&right 1975
BUREAU OF INDIAN STANDARDS
This publication ia .protected under the Indian Cowight Acf (XIV of 1957) and
reproduction in whole or jn part by any meana except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.ISt1125=l!I74
( Continusdfiom @go 1)
Members R6p6s6nting
SERI D. G. KADKADE Hindustan Construction Co Ltd, Bombay
SHRI V. B. DEEAI ( A~trraatc )
Smvr T. R. MEEANDRU Institution of Engineers ( India ), Calcutta
SERI POEM SWAIIUP Department of Geology 8t Mining, Goyemmem of
Uttar Pradesh, Lucknow
SARI A. K. AQABWAL (fi~tcrMt6)
DR A. V. R. RAO N \a ,at .i _o nal B .u \i ldings Organization, New Delhi
DEPUTY DIRECTOR( MATERIALE) ( Attnnutd )
&RI M. L. SETHI Department of Geology and Mining,, Government
of Rajasfhan, Jaipur
SHBI Y. N. DAVE ( .+&mat6 )
DR B. N. SINHA Geological Survey of India, Calcutta
SUPERINTENDINO E N o 1 NE E a Public Works qepartmeut, Government of Mylore,
Baagalore
E N (YIN E E R Public Works Department, Government of Tamil
( DESIGN ) Nadu, Madras
DEPUTY CHIEF ENGINEER ( I & D ) ( A~tcrnat6 )
SUPERINTENDINQ EN~INBER Public Works De artment, Government of Andhra
( DI~SI~N & PLANNING ) Pradesh. Hv x erabad
SUPERINTENDINO E N o I N E E R Public Worhs Department, Government of West
( PLANNING CIRCLE ) Bengal, Calcutta
SUPERINTENDINO SURVEYOR OP Public Works Department, Government of
WORKS Himachal Pradesh,, Simla
SHRI M. V. YOoI Engineer&-Chief’s Branch ( Ministry of Defence )
SHRI J. K. CHARAN ( &ftcrfIUf6)
SHRI D. A.&Ha SIMHA, Director General. BIS ( E.r-q&o Msm66r )
Director ( Civ Engg )
S6Cr6tUv
SHRI K. M. MATHU~
Deputy Director ( Civ Engg ) , BIS,
2IS : 1125- 1974
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF WEATHERING. OF
NATURAL BUILDING STONES
(First Revision )
0. FOREWORD
0.1 This Indian Gtandard First Revision ) was adopted by the Indian
Standards Institution on 8 A ctober 1,974, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Building stones are avaIlable in large quantity in various parts of the
country. To choose and utilize them for their satisfactory performance it is
necessary to know the various strength. properties determined according
to standard procedure. This standard has, therefore, been formulated to
cover the standard method for determining the weathering of various stones.
This standard was first published in 1957 and has been revised based on its
actual use in the past 17 years and the experience gained in testing of building
stones for this property in the various research laboratories of this country.
This test method is prescribed to fmd out the resistance of stone towards
corrosive ground water, wetting and drying, sulphate attack and temperature
variations.
0.3 In qorting the results 01. a test or analysis made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
&all be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard lays down the procedure for testing weathering of natural
building aumca used for constructional purposes.
*Rules for rottading off:n umericd values ( reuised).
3IStll25-1974
2. SELECTION OF SAMPLE
2.1T he sample shall be selected to represent a true average of the type or
grade of stone under consideration.
2.2 The sample shall be selected from the.quarried stone or taken fmm the
of
natural rock, as described in 2.2.1 and 2.2.2, and shall be adequate sixe to
permit the preparation of the requisite number of test pieces.
2.2.1 Stones from Ledges or Quarries -The ledge or, quatry face of the
stone shall be inspected to determine any variation in di&rent strata.
Differences in colour,- texture and structure shall be observed. Separate
sam les of stone weighing at least 25 kg each of the unweathered specimens
shal P be obtained from all strata that appear to vary in colour, texture and
structure. Pieces that have been damaged by blasting, driving wedges,
heating, etc, shall not be included in the sample.
2.2.2 Field Stone and Boulders - A detailed inspection of the stone and
boulders over the area shall be made where the supply is to be obtained.
The different kinds of stone and their condition at various quarry sites shall
be recorded, Separate samples for each class of stone that would be considered
for use in construction as indicated by visual inspection shall be selected.
2.3 When perceptible variations occur in the quality of rock, as many
samples as are necessary for determining the range in properties shall be
selected,
3. TEST PIECES
3.1 The test pieces shall be either cyliiers. 50 mm in diameter and 50 mm
in height, or 50 mm cubes.
3.2 The testpieces shall be finished smooth and the edges shall be rounded
to a radius of approximately 3 mm by grinding.
3.3 At least three test pieces shall bc used for conducting the test.
3.4 The test pieces shah be dried in a well ventilated oven for 24 h at
105 f 5% and cooled in a desiccator to ruom temperature ( 20 to 30°C ) .
4. APPARATUS
4.1T he apparatus shall be as illustrated in Fig. 1, It shall consist of an
enclosed balance of one kilogram capacity th$ is sensitive to 0’01 g and
suitable accessories for weighing the specimen m water,
4Islll25~1974
A -Beam of balance
B - Loop for attachment
to stirrup of balance
C -Sus ension wire Of
0.8 P mm dia brass
wire
D-Water level
E-Bail tif basket of 1.83
mm dia brass wire
F- Specimen
G - Water jar
H - Brass ring
J - Suspension basket
K - Water jar support
N L-Balance pan
f M-Bottom of basket of
1.83 mm dia brass
wire (‘all jointa sol-
dered’)
N -~&&KK pan euspen-
P - Chh&way section of
FIG. 1 APPARATUS FOR CONDUCTING WEATHERING TEST
5IS : 1125 - 1974
5. PROCEDURE
5.1 The dried and cooled test pieces ( see 3.4 ) shall be weighed to the
nearest 0’0 1 g and the weight of each recorded ( W, ) , The specimens shall
then be submerged in water at 20 to 30°C for 24 hours. Each specimen shall
be weighed ( MI, ) whilst totally immersed and freely’ suspended in water
(when weighing test pieces in water, they shall be weighed suspended in such
a position that air is not entrapped in the cavities ). It shall then be removed,
the surface water wiped off with a damp cloth and weighed again ( Wa).
The werghing of each specimen shall be completed within three minutes of
its removal from water.
5.2 Each specimen shall be placed in a flat dish, made of glass, porcelain or
glazed stonework, 9 cm in diameter and 1’5 cm in depth to which shaJl be
added 2 g of powdered gypsum and 25 ml of water. The dishes together
with specimens shall then be placed in a well ventilated oven and maintained
at a temperature of 105 f 2°C for at least 5 hours or until the water has
evaporated and the powder becomes dry. The dishes shall be removed from
the oven and cooled to 25 f 5°C. This completes the first cycle. The cycle
shall then be repeated 29 times in the same manner, except that only 25 ml 1
of water shall be added for each of the subsequent cycles.’
5.3 At the end of the 30 cycles, the specimens shall be cleaned by brushing
with a stiff-fibre brush to remove any particles of gypsum clinging to the
surface. Each specimen shall be immersed in water for 24 hours, surface
dried, and weighed first in air ( W, ) and then in water ( W, ) as described
in 5.1.
6. EVALUATION
6.1 The increase/change in absorption and the increase in volume of each
test piece after the 30 cycles of the test shall be calculated as follows:
TV3- WI
A,=- - -.- x 100 . . . . . . .. (1)
Wl
w3 - wz
VI = . . . .*. . . . (2) -
d
?!$A
A2 = x 100 . . (3)
1
w4 -w,
'2= d .. . (4)
6IS : 1125 - 1974
Increase in absorption, percent = -AA~S - A1 X 100 . . . (5)
Increase in vohrme, percent = V2-vV, 1 x100 . . .. 33
where
AI = original absorption of the specimen during 24-h immersion i&
water, expressed as percentage by weight;
Mr, = original weight of surface-dried specimen after 24-h immersion
in water ( see ,5.1);
WI = original weight of the oven-dried specimen before immersion
(see 5.1 );
Vr = original volume of the specimen after 24-h immersion in water;
WZ = original weight of s ecimen freely suspended in water after 24-h
immersion (see 5.1 P;
d = density of water at the temperature of observation ( see 5.1);
Aq = final absorption of the specimen after 30 cycles of the-test express-
ed as percentage by weight;
w* = final iveight in air of surface-dried specimen after 30 cycles of
the test and 24-h immersion in water ( see 5.3 );
F’s = final volume of the specimen after 30 cycles of the test; and
W, = final weight of the specimen freely suspended in water after 30
cycles of the test and 24-h immersion in water ( ssu 5.3 ).
7. REPORT OF TEST RESULTS
7;l The average of the three individual determinations shall be .reported as
the percentage increase in absorption and percentage increase in volume -of
the sample.
7.2 The following additional information shall be reported along with the
test results:
a) A description of the way in which the test pieces were prepred;
b) Size and shape of the test pieces used in the tests; and
c) Identification of the sample, including name and lo&ion of the
‘quarry; name or position of the natural rock, date when sample
was taken and trade-name or grade of stone.
7BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavdn, 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 Bhatan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI I1 0002 i 331 13 75
I
*Eastern : I/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, 21643
CHANDIGARH 160036 3 16 41
I
41 24 42
Southern : C. I. T. Campus, MADRAS 6001 I3
( t: 2’; :t
tWestern : Manakalaya, E9 MIDC. Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
IPushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 46
AHMADABAD 380001 I 2 63 49
SPeenya lndust rial Prea I st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, 667 I6
BHOPAL 462003
Plot No. 82.‘83. Lewis Road, BHUBANESHWAR 751002 5 36 27
5315. Ward.No. 29, R.G. Barba Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ). 23 IO 83
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
1 6 98 32
I1 7/418 B Sarvodaya Nagar, KANPUR 208005
{ f: “8: 79;
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. Universitv P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 I7
inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 251 71
Shankar Nagar Square. NAGPUR 440010
Institution of Engineers ( India ) Buildins, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 66 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, &ent Road, 69 65 26
Bombay 400007
tSa1e.s Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
1.4,
Reprograplly Unit, BIS, New Delhi, Ind;a
|
15043_1.pdf
|
IS 15043(Part 1) :2001
ISO 9992-1:1990
!
‘,
Indian Standard
FINANCIAL TRANSACTION CARDS — MESSAGES
BETWEEN THE INTEGRATED CIRCUIT CARD AND
THE CARD ACCEPTING DEVICE
PART 1 CONCEPTS AND STRUCTURES
ICS 35.240.15
0 BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2001 Price Group 3-e%
-..+
Banking and Financial Services Sectional Committee, MSD 7
NATIONAL FOREWORD
This Indian Standard (Part 1) which is identical with ISO 9992-1:1990 ‘Financial transaction cards —
Messages between the integrated circuit card and the card accepting device-Part 1: Concept and structures’
issued by the International Organization for Standardization (1S0) 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
isparticularly drawn to the following:
Wherever the words ‘International Standard’ appear referring to this standard, they should be read as
‘Indian Standard’.
In the adopted standard, normative reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their place are listed
below along with their degree ofequivaience for the editions indicated:
International Corresponding Degree of
Standard Indian Standard Equivalence
1S07810 :1985 1S 14172: 1994/ISO 7810: 1985 Identification cards — Physical Identical
characteristics
1S07812 :1987 Is 14173 : 1994AS0 7812 : 1987 Identification cards — do
Numbering system and registration procedure for issues identifier
1S07813 :1990 IS 14174: 1994/ISO 7813:1990 Identification cards — Financial do
transaction cards
1S0 10202 IS 14958 (Part 1) :2001/ISO 10202-1:1991 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 1Card life cycle
IS 14958 (Part 2) :2001/1S0 10202-2:1996 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 2Transaction process
IS 14958 (Part 3) :2001/ISO 10202-3:1998 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 3 Cryptographic key
relationships
IS 14958 (Part 4) :2001/ISO 10202-4:1996 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 4 Secure application modules
IS 14958 (Part 5) :200 l/ISO 10202-5:1998 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 5Use of algorhhms
IS 14958 (Part 6) :2001AS0 10202-6:1994 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 6Cardholder verification
IS 14958 (Part 7) :2001/ISO 10202-7:1998 Financial transaction do
cards — Security architecture of financial transaction systems
using integrated circuit cards: Part 7Key management
IS 14958 (Part 8) :2001/1S0 10202-8: 1998 Financial transaction do
cards — Security architecture of financial transaction systems using
integrated circuit cards: Part 8General principles and overview
(Continued on third cover)IS 15043 ( Part 1 ) :2001
ISO 9992-1 :1990
Indian Standard
FINANCIAL TRANSACTION CARDS — MESSAGES
BETWEEN THE INTEGRATED CIRCUIT CARD .4ND
THE CARD ACCEPTING DEVICE
PART 1 CONCEPTS AND STRUCTURES
Introduction - this part of 1S0 9992 supports
the use of a single application or multiple
applications in an ICC. When more than one
The concepts on which this part of 1S0 9992 application exists in the ICC, multiple
has been developed are based upon the applications of the same type of service (e.g.
following considerations: electronic chequebook) may be present.
Applications may be added to the ICC at any
time during its life cycle, with the agreement
- this part of 1S0 9992 provides of the issuer, and according to security rules
compatibility with existing 1S0 standards defined in 1S0 10202. An application may be
referenced in clause 2 and is intended to logically deleted from the ICC at any time
provide the flexibility to accommodate future during its life cycle, in accordance with agreed
Integrated Circuit Card (ICC) technology; procedures between the operating parties.IS 15043 ( Part 1 ) :2001
ISO 9992-1 :1990
1 Scope
2 Normative references
This part of 1S0 9992 is applicable to the use of The following standards contain provisions
Integrated Circuit Cards issued by Financial which, through reference in this text,
Institutions in retail financial applications in constitute provisions of this part of 1S0 9992.
an interchange environment. It specifically At the time of publication, the editions
addresses: indicated were valid. All standards are subject
to revision, and parties to agreements based on
this part of 1S0 9992 are encouraged to
the functions required for investigate the possibility ofapplying the most
financial interchange, recent editions of the standards indicated
below. Members of IEC and 1S0 maintain
registers of currently valid International
the structure and types of Standards.
messages between the Integrated Circuit Card
(ICC) and the Card Accepting Device (CAD) to
effect those functions,
1S049o9 :1987, Bank cards-Magnetic stri-
- the identilkation and definition pe o!utacontent for track 3.
of data elements which may or shall be used
during exchanges between the ICC and the
CAD.
1S0 7810:1985, I&ntification cards -
Physical characteristics.
1S0 9992-1 establishes the concepts by which
the ICC and the CAD exchange messages. This 1S0 7812:1987, Identification cards -
makes it necessary also to describe the logical Numbering system and
structure ofdata within the ICC. registration procedure for
issuer identifiers
This part of ISO 9992 defines messages to 1S0 7813:1987, Identification cards -
support the security requirements of Finuncial transaction
authentication (e.g. card authentication, CAD cards.
authentication, cardholder verification). It
does not specify or recommend any method or 1S0 7816-3:1989, Identification cards -
procedure. Security techniques shall be Integrated circuit(s) cards
implemented in accordance with 1S0 10202. with contacts. Part 3 :
Electronic signals and
transmission protocols.
This part of 1S0 9992 is independent of the
capabilities of the CAD (connectable or not, 1S0 7816-4 :---- 1), Identification cards -
attended or unattended) and its status (on-line Integrated circuit(s) cards
or off-line). with contacts. Part 4 :
Interindustry commands
(under study by 1S0 IIEC
This part of 1S0 9992 does not define the 111714)
methodologies deployed to implement an
application. 1s0 10202: -----l), Financial transaction
cards - Securit~ architec-
ture of fman.cial transac-
This part ofISO 9992 is based on the existence tion systems using inte-
of a logical data structure and provides rules grated circuit carols. v
for the way data in the ICC is logically
referenced by the CAD. It does not define how -----------------------------------------------------
data is physically structured in the ICC. UTo bepublished.
1IS 15043 ( Part 1 ) :2001
ISO 9992-1 :1990
3 Definitions and abbreviations
Personal Identification Number (PIN): The
code or password the customer possesses for
verification ofidentity.
For thepurpose of this International Standard,
the following definitions apply.
response: A message returned to the initiator
after the processing of a command to the
Application Data File (ADF): A file that recipient.
supports one or more services.
Card Accepting Device (CAD) The device
used to interface with the Integrated Circuit 4 Concepts and structures
Card.
4.1Logical structure of the data within tbe
command: A request or advice message which Icc
initiates an action and which solicits a
response.
The logical data structure enables an ICC to
support, with the minimum duplication of
Common Data File (CDF): A mandatory file data, services independent from each other.
that contains the common data elements stored These services may be provided by different
in the ICC and used to describe the card, the application suppliers.
card issuer and the cardholder.
Data that may be used by all services
iile: An organised set of data elements andlor supported by an ICC (e.g. PAN, card expiry
program code in the ICC. date) are contained in the Common Data FiIe
(CDF). Only one CDF shall be present in an
ICC. The card issuer shall be responsible for
function: A process accomplished by one or
the presence, contents and use ofthe CDF.
more commands and resultant actions which is
used to perform all or part ofa transaction.
Data stored in an ICC to service a business
Integrated Circuit Card (ICC): An ID-1 type transaction is contained in the CDF and/or in
card (see 1S0 7810) into which has been an Application Data File (ADF). One or more
embedded one or more integrated circuits. ADF maybe present in an ICC to accommodate
different financial and non-financial services.
message: An ordered series of characters
transmitted from the CAD to the ICC or vice-
An ICC may contain a CDF without the
versa.
presence ofan ADF.
Primary Account Number (PAN): The
assigned number that identities the card issuer 4.2 Interactions between the ICC and the
and cardholder. This number is composed ofan CAD
issuer identification number, individual
account identification, and an accompanying
check digit. The ICC and the CAD interact using messages.
These messages, which are commands and
NOTE: Equivalent to identiik,tion number, as their responses, are used to accomplish
specifklin1S07812. See also 1S0 4909. functions which are part or all ofa transaction.IS 15043 ( Part 1 ) :2001
ISO 9992-1 :1990
Annex A illustrates the relationships which 4.3 Data access attributes
are described here&er.
4.3.1 Read access attributes
4.2.1 Relationship between transactions
and functions Three classes ofread access are defined:
- Public Read Access (PR): The data is
A transaction (e.g. cash withdrawals,
available to the CAD without any
purchase, PIN change) consists of one or more
restriction;
functions (e.g. cardholder verification, CAD
authentication, transaction recording).
-Conditional Read Access (CR): The data is
available only af?,er specific criteria have
been me~
-No Read Access (NR): The data shall never
be read by the CAD.
Those functions which are defined as either
mandatory or recommended for use in
international ~lnancial interchange are
specified in part 2 of this International 4.3.2 Write access attributes
Standard. Additional functions may be added
to support activities defined by bilateral
agreements. Three classes ofwrite access are defined:
- Free Write Access (FW): The data maybe
4.2.2 Relationship between functions and
added, modified or deleted without any
messages
restriction;
..
.
- Conditional Write Access (CW) :The data
A function as described in 4.3.1 shall be
may be added, modiiled or deleted only after
accomplished using one or more pairs of
spec%c criteria have been me~
messages. These messages are commands (e.g. .
read, write) and their responses (e.g.
- One time Write Access (OW) : The data,
acknowledgement, data). After processing a
once written, cannot be altered or modikl.
command, resulting in a decision and/or an
action, the receiver shall return a response to
the sender. 4.4 Compatibility with present technology
The commands and responses used to The Primary Account Number, or PAN, shall
accomplish each function are ident~led in part always be present in the CDF (see 1S0 7812,
3ofthis International Standard. 7813 and 4909).
If the ICC also contains an embossed PAN
Oeneric commands are described in 1S0 7816- andior magnetic stripes encoded according to
4. Financial ICC specific commands are 1S0 7813, the International Interchange PAN
described in part 3 of this International in the CDF shall be identical to that embossed
Standard. andor that encoded in the magnetic stripes...
IS 15043 ( Part 1 ) :2001
ISO 9992-1 :1990
Annex A
(informative)
Relationships between transactions, functions and messages
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..............................
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................ . .. .. .. .. .. .
.... . ... .... ... .... ..... ... ..... ... .. ... .... . ... .. .. ... .. ... ... ... .... ... ... ... .. ... ... . .... .. ... ... .. .... .. ... ... .. ... ... .. .... .. .. .... .. .. .... ... .. ... ... . .. .. .. .- ._-- _-- _- _-- _-- _-- _- ____ ................... .. .. ..... ... ... .. ... .. .. ... .. ... ... . ..... ... .. .. ..... ... ... .. ... .. .. ..... . . ... .... . . ... . ...... . ... . . .... ..... . . ....... . . ..
....................................................... .......................................IS 15043 ( Part 1 ) :2001
ISO 9992-1:1990
Notations on ICCrelationships
The schematic shows the relationships between the components of a session initiated by the
insertion ofan ICC into the CAD and terminated by its removal.
The illustration is not intended to show that the flow is unidirectional (from CAD to ICC), nor does
it imply that future technology will be restricted to these boundaries (e.g. an entire transaction
may be accomplished by a single command and response).
Three levels ofrelationships are identii5ed in this schematic.
a) function consisting of a single command which causes a single action or decision followed
by a response is expressed as
F = [Cl + AUDI + RI]
b) function consisting of multiple sets of commands, actionsldecisions and responses is
expressed as
F = [(C1 + Al + Rl) + (C2 + D2 + R2)... +(C5 + D5 + R5)1
c) function consisting of a single command and response that has multiple actions and
decisions is expressed as
F=[C1+(A1+ D2+A3)+R1]
where F is the function
Cl, C2 etc. are commands;
Al, A2 etc. are actions,
Dl, D2 etc. are decisions; and
R1, R2 etc. are responses.(Continuedfrom second cover)
The International Standard 1S0 7812 for which the corresponding Indian Standard is IS 14173 : 1994/
1S078 12:1987 has since been revised and has been published inthe following two parts:
ISO/IEC 7812-1:1993 Identification cards — Identification of issuers: Part 1Numbering system
ISO/IEC 7812-2:1993 Identification cards — Identification of issuers: Part 2 Application and
registration procedures
The international Standard 1S0 7813 for which the corresponding Indian Standard is 1S14174: 1994/
1S078 13:1990 has since been revised as the following standard:
ISO/IEC 7813:1995 Identification cards — Financial transaction cards
In the adopted standard, normative references also appear to the following International Standards for which no
Indian Standards existi
ISO 4909:1987 Bank cards — Magnetic stripe data content for track 3
LSO/IEC 7816-3:1989 Identification cards — Integrated circuit(s) cards with contacts — Part 3:
Electronic signals and transmission protocols
ISO/IEC 7816-4 Identification cards — Integrated circuit(s) cards with contacts — Part 4:
Interindustry commands for interchange
The technical committee responsible for the preparation of this standard has reviewed the provisions of the
above referred standards and has decided that they are acceptable for use in conjunction with this standard.
The International Standard 1S0 4909 has been revised and the details of revised version are given below:
1s0 4909:2000 Bank cards — Magnetic stripe data content for track 3
The revised version isunder consideration for adoption as an Indian Standard.
So far, two parts of the International Standard 1S0 9992 have been published. The tollowing part of this
International Standard isunder consideration for adoption as an Indian Standard:
1S0 9992-2:1998 Financial transaction cards — Messages between the integrated circuit
card and the card accepting device — Part 2: Functions, messages
(commands and responses), data elements and structures
Annex A of this standard is for information only.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. MSD7(181).
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 :3230131,3233375,323 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.1.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.1.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.
PrhteclatPrabhat Offset Press, New Delhi-z
|
14684.pdf
|
IS 14684:1999
Indian Standard
DETERMINATION OF NITROGEN AND NITROGENOUS
COMPOUNDS IN SOILS
ICS 65.080
@ BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1999 Price Group 1Soil Quality and Improvement Sectional Committee, FAD 27
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Soil
Quality and Improvement Sectional Committee had been approved by the Food and Agriculture Division Council.
Nitrogen is one of.the most essential nutrients required for successful crop production. It promotes vegetative
growth of the plants. Several Indian soils are deficient in nitrogen content and no standard method is available
for testing of nitrogen in soils. Hence, need was felt toprovide appropriate analytical procedure for determination
of nitrogen and nitrogenous compounds in soils. This standard may help various research organizations and
those engaged in organized farming including plantation and forestry crops.
In reporting the result of a test made in accordance with the 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 14684:1999
Indian Standard
DETERMINATION OF NITROGEN AND NITROGENOUS
COMPOUNDS IN SOILS
1SCOPE 3.2.6 Boric Acid
This standrd prescribes the methods for the 2 percent (m/v) aqueous solution containing 5 ml of
determination of total nitrogen and nitrogen mixed indicator solution per litre. The pH of the
solution shall be adjusted to 5.0,
compounds in soils.
3.2.7 Standard Sulphuric Acid Solution, 0.1 N.
2REFERENCES
3.2.8 Salicylic Acid: Sulphuric Acid Mixture
The Indian Standard listed below contains provisions
which through reference in this text, constitutes Dissolve 25 gsalicylic acid in one litre of concentrated
sulphuric acid.
provision of this standard. At the time of publication,
the edition indicated was valid. All standards are 3.2.9 Sodium Thiosulphate (Na,S,O,, 5H20),
subject to revision and parties to agreements based on Analytical reagent grade.
this standard are encouraged to investigate the
3.2.10 Potassium Chloride Solution (IN)
possibility of applying the most recent edition of the
standard indicated below: Dissolve 74.5 gpotassium chloride analytical reagent
grade, in one litre distilled water.
IS No. Title
1070:1992 Reagent grade water (third revision) 3.2.11 Magnesium Oxide — Analytical reagent grade
(Heavy grade).
3 DETERMINATION OF NITROGEN IN SOIL
3.2.12 Devarda’s Alloy
(EXCLUDING NITRATE)
Itisamixture of Copper 50percent (m/m), Aluminium
3.1 Apparatus 45 percent (m/m) and Zinc 5 percent (m/m) and is
available commercially (Lab grade or Reagent grade).
3.1.1Macro-Kjeldahl Digestion Flask, 500 or 800 ml.
3.3 General
3.1.2 Macro -Kjedahl Digestion Unit
The Kjeldahl procedure is generally employed for
3.1.3 Macro-Kjeldahl Distillation Apparatus
determination of total nitrogen and Kjeldahl’s wet
3.1.4 Vacuum Pump digestion distillation procedure for determination of
total nitrogen involves two steps, namely:
3.1.5 Mechanical Shakei-
a) Digestion — Heating the sample with sul-
3.1.6 Hot Air Oven
phuric acid containing potassium sulphate,
and copper sulphate as catalyst, thus oxidis-
3.2 Reagents
ing the organic matter and converting
3.2.1 Sulphuric Acid, Concentrated. organic nitrogen into ammonium nitrogen;
and
3.2.2 Potassium Sulphate, Analytical reagent grade.
b) Distillation — Distilling the digest with
3.2.3 Copper Sulphate (CUS0,5H10), Analytical
excess of above 40percent solution of sodium
reagent grade.
hydroxide to recover ammonia in excess of
3.2.4 Sodium Hydroxide Solution standard boric acid which isthereafter titrated
against standard acid.
40percent (m/v) solution in reagent grade water, kept
3.3.1 Procedure
in a tightly stoppered pyrex glass bottle.
Take 10 g of dry soil sample passed through 2 mm
3.2.5 Mixed Indicator Solution
sieve into a 500 ml or 1000 ml Kjeldahl flask and
Dissolve 0.5 g bromocresol green and 0.1 g methyl add 10gof digestion mixture comprising ofpotassium
red in 95 percent (m/v) methanol. sulphate: copper sulphate 10:1 or 10.5; (m/m). Add
1IS 14684:1999
30ml (6 ml/g of organic matter in soil) of concentrated 5 DETERMINATION OF AMMONICAL,
sulphuric acid and heat the flask continuously avoiding NITRITE AND NITRATE NITROGEN IN SOIL
excessive frothing by controlling heat. Raise the EXTRACTS
temperature to about 380”C and digest till the contents
5.1 General
of the flask are clear. Continue digestion for about
15 min and after complete digestion allow the flask
Ammonical nitrogen in solutions containing
to cool and add 100 ml reagent grade water.
glutamine or other alkali labile organic nitrogen
To determine ammonical nitrogen liberated by compounds may be estimated quantitatively from the
digestion, place a 500 ml Erlenmeyer flask containing ammonical nitrogen liberated by distillation of these
50 ml of boric acid under the condenser of distillation solutions with a small amount of magnesium oxide
apparatus so that the end of the condenser is below and determining ammonical nitrogen titrimetrically.
the surface of the boric acid. Hold the distillation The solution isthen cooled, powdered Devarda’s alloy
flask. Cool, dilute and digest at 45° angle. Add glass isadded and redistilled torecover ammonical nitrogen
beads and pour about 150 ml of sodium hydroxide formed as a result of reduction of nitrite and nitrate
solution (see 3.2.4), down the neck of the flask so that forms of nitrogen.
the alkali reaches the bottom of the flask without
5.2 Procedure
mixing appreciably with the digest. Attach the flask
quickly to the distillation apparatus, mix the contents 5.2.1 Extraction of Inorganic Nitrogen from Soils
throughly by gentle swirling and heat. Control the
Take about 50 g of fresh, wet soil sample in an
heating to prevent sucking by back of boric acid and
Erlenrneyer flask, add 250 ml IN acidified potassium
to minimize frothing during distillation. Check the
chloride solution, stopper the flask and shake on a
flow of cold water through the condenser is sufficient
mechanical shaker for one hour. Filter the contents
to keep the temperature of the distillate less than 35”C.
of the flask using a v~cuum pump or using a funnel
Collect about 150 ml of distillate, rinse the condenser
and Whatman N’o.1 filter paper or equivalent.
with water and stop distillation. Determine total
ammonical nitrogen in the distillate by titration with Transfer the filtrate toa 1000 mlKjeldahl digestion flask
standard sulphuric acid. The colour change at end and add about 2to4gmagnesium oxide carefilly. Place
point of titration is from green to pink. a250 ml Erlenmcyer flask containing 20 ml of 2percent
boric acid (see 3.2.6) indicator solution under the
3.3.2 Calculation
condenser, the tipbeing placed below theboric acid level
Calculate total nitrogen in ammonical form, percent inthe flask. Connect the Kjeldahl flask tothe condenser
by mass of soil taken for the test by using the following and distill by heating. Collect about 40 to 45 ml of
formula: distillate, and stop distillation, Titrate the ammonia
against standard su!phuric acid. 1ml of O.02N standard
1ml of 0.1 N standard sulphuric acid== 0.0014 g of
sulphuric acid isequivalent to 0.00028 g of nitrogen.
nitrogen.
5.2.2 Detwnin[]i[t )11<f!”ilrdrite and Nitrate Nitrogen
4 ESTIMATION OF TOTAL NITROGEN
INCLUDING NITRATE FORM Cool the flask after distillation (see 5.2) carefully add
1to 2 gof powdmcd Devarda’s alloy and immediately
Take 10gof soil sample in aKjeldahl flask, add 35 ml
connect the flask to the condenser. Distill ammonia by
of salicylic acid sulphuric acid mixture (see 3.2.7
heating the flask as described in (see 5.2). Titrate the
and 3.2.8) and mix well. allow the mixture to stand
ammonia against \tu:ldard sulphuric acid. 1 ml of
overnight, add 5 g of sodium thiosulphate (see 3.2.9)
0.02 N standard .wid is equivalent to 0.00028 g of
and heat the flask till frothing subsides. Cool the flask,
nitrogen.
add 10gof digestion mixture comprising of potassium
sulphate: copper sulphate (see 3.2.2 and 3.2.3) 10:1 NOTE ---To tictwmine ammonical, nitrite and nitrate forms of
nitrogen, freshondmoist sample isused. Determine the moisture
or 10 : 0.5 (rn/rn) and complete the digestion.
content otfhe soil bydrying asuitable aliquot in anair-oven at
Determine ammonical nitrogen including nitrate by 105°C for6hours. Cool, weigh and calculate moisture content,
distillation as described in 3,3.1 and 3.3.2. percent bymoss. Correct theresult of inorganic nitrogen content
bycompensating Ibrtilenmislure.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 Indiim Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodiedly; a standard along with amendmen~ 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 amendmen~ or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Sk~ndards Monthly Additions’
This Indian Standard has been developed from DOC:No. FAD 27 (792).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affec~
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9Bahadur Shah i%far 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 3237617,3233841
NEW DELHI 110002
Eastern < : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 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. NAOPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi, Intlio
|
432_1.pdf
|
IS : 432(Partl)-1982
Indian Standard
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
( Third Revision )
Fifth Reprint DECEMBER 1992
UDC 669.141.24-422+669.14-018*295-422 : 666 982~24
0 Copyright 1982
BUREAU OF JNDJAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 June 1982IS : 43!2( Part I ) - 1982
Indian Standard
SPECIFICATION FOR
MILD STEEL AND MEDIUM TENSILE STEEL
BARS AND HARD-DRAWN STEEL WIRE FOR
CONCRETE REINFORCEMENT
PART 1 MILD STEEL AND MEDIUM TENSILE STEEL BARS
Third Revision
( )
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chuirman Representing
SBRI G. S. RAO Central Public Works Department, New Delhi
Members
S~~PERINTENDIN~E NGINEER ( CD0 ) ( AIttr~tc to
Shri G. S. Rao )
DxJ. L. Asmax The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. MITRA ( Alternate )
SHHI S. BANERJEE Steel Re-rolling Mills Association of India, Calcutta
SEIKIS . N. CHANIU Metallurgical and Engineering Consultants ( India )
Ltd, Ranchi
SHR.I R. D. CHOUDI~ARY ( Altcrnafe )
CHIEF ENGINEER ( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( CD ) ( Alternafe )
DEPUTY D~REOTOR, STAND~RDJ Research, Designs & Standards Organization,
( B & S )-I Lucknow
ASSISTANT D I R E c T o R,
STANDARDS ( B & S )-II ( ANcrnate )
SHRI M. R. DOCTOR Special Steels Ltd, Bombay
SHRI S. G. JOSHI ( Alternate )
SHRI V. GULATI Heatly & Gtesham ( India ) Ltd, New Delhi
SHRI P. K. G~PTE National Metallurgical Laboratory ( CSJR ),
Jamshedpur
SHRI N. C. Jnw Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( AIternate )
SHRI M. P. JASGJA Research & Development Centre for Iron & Steel
( Steel Authority of India Ltd ), Ranchi
SHRI A. JAYAQOPAL Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
MutaJR . CHANDRASEKHAXAN ( Alternatc )
( Continued on page 2 1
@ Cbpyr:ghr 1992
BUREAU OF INDIAN STANDARDS
Tbu publication is protected under the Indiun Gpyrtght Act ( XIV of 1957 ) iM1
reproduction in whole or in part by any means except with written permission of the
publiler &tall be deemed to be an infringement of copyright under the said Act
4IS : 432 ( Part I ) - 1982
( Conhud from page 1 )
Members Raprtscnling
SHR1 S. Y. ?&AN Killick Nixon Ltd. Bombay
SHRI P. S. VENKAT ( Afttrnute )
SERI K. K. KHANNA National Buildings Organization, New Delhi
SERI K. S. .%tIN-rvASAN ( AhlMlt )
SBEI M. N. KHANNA Bhilai Steel Plant, Bbilai
SERI C. Daaom=~~ ( AltcrMrr )
SERI S. N. MANOHAR Tata Consulting Engineers, Bombay
SHRI N. NAOARAJ ( Al;& )
SHRI R. K. MATHUR Public Works Department, Lucknow
SBRJ Y. K. MEHTA The Concrete Association of India, Bombay
SHRI E. T. ANTIA ( Altcrmtc )
DR P. K. MORANTY Tor Steel Research Foundation in Indii, Calcutta
DR INO. P. K. BANERJEE ( Al-t )
SERI -4. D. NARA~ Roads Wing, Ministry of Shipping and Transport
DuV.P. NARAYANABWAYY Struc;oy:kFengineering Research Centre ( CSIR ),
SERI Z. GEOROE( Altmu:t )
SERI S. N. PAL M. N. Dastur & Co (P) Ltd, Calcutta
SHRI SALIL ROY ( Aknnuft )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. KAIK ( Alternate )
DR G. P. SAX.4 Gammon India Ltd, Bombay
SHRI A. C. ROY ( Ahrnalc )
SFIRI T. SBN IRC Steels Ltd, CalcuttP
SERI SEIRE!IH H. SHAH Tensile Steel Ltd, Bombay
SRRI M. S. PATHAX ( Altcrrurlt )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SARI C. N. RA~HA~ENDRAN ( Ahnab )
SERX S. SUBRAMANIAN Cement Research Institute of India, New Delhi
SHRI AWL KUMAR ( Ahmalt )
SERX G. RAMAN, Director Gwteral,BIS ( &-o@ Mti )
Director ( Civ Engg )
&Mary
SHRI M. N. NEELAKAXDHA~
As&ant Director ( Civ Engg ) BIS
2IS : 432 ( Part I ) - 1982
Indian Standard
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
Third Revision )
(
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( Third Revision ) was adopted by the
Indian Standards Institution on 31 March 15’82, after the draft finalized
by the Joint Sectional Committee for Concrete Reinforreu\ent had been
approved by the Civil Engineering Division Council and the Structural
and Metals Division Council.
0.2 This standard was first published in 1953 and subsequently revised
in 1960 and 1966. The present revision hay been taken up with a view
to modifying the earlier provisions in the light of the experience gained
during the use of this standard by both manufacturers and users.
0.3 This standard adopts SI units in specifying the various physical
requirements. Further, some of the provisions have been revised ba?ed
on the latest Indian Standards, such as IS : 22G-ltr75*, IS : 961-1975t,
IS : 1599-1974:, IS : 1608-1972$, IS : 1732-197111, IS : 1762 ( Part I )-
19741 and IS : 1977-1975**.
0.4 The concrete reinforcement having an ultimate tensile strength of
not less than 540 N/mm2 has been categorized as ‘ medium tensile steel ’
instead of ‘ high tensile steel ’ ( see IS : 961-1975t ) in this standard. In
concrete reinforcement, the term ‘ high tensile steel ’ is, as a general
_._-.__
*Specification for structural steel ( standard quality ) (fiflh rwision ).
+Specilication for structural steel ( high tensile ) ( seconrde ckion) .
*Method for bend test for steel products other than sheet, strip, wire and tube ( jirst
rcviGn ) .
§Method foi tensile testing of steel products ( jirirs wt &ion ).
IlDimensions for round and square steel bars for structural and gcncral cnginecrirg
purposes (J&t revision ).
ICode for designation of steel : Part I Based on letter symbols (jirrf r&ion ).
**Specification for structural steel ( ordinary quality ) ( second rcoism 11.
3IS : 432 ( Part I ) - 1982
practice, used IO mean steel having tensile strengths in a &ill higher
range, say 1 000-2 200 N/mm’ which is generally used in prestrqsed
concrete.
0.5 Grade II mild steel bars are not recommended for use in structures
located in earthquake zones subjected to severe damage and for
structures subjected to dynamic loading ( other than wind loading ),
such as railway and highway bridges ( see IS : 1893-1975* and
IS : 1977-1973t ).
0.6 \Velding of reinforcement bars covered in this specification shall be
done in accordance with t!le requirements of IS : 2751-1966:.
0.7 In the formulation of this standard, due weightage has been given to
international coordination among the standards and practices preva%ng
in different countries in addition to re!ating it to the Practices in the field
in this country.
0.8 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 : 2-19604. 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 ( Part I ) covers the requirements of mild steel and
medium tensile steel plain bars in round and square sections for use as
reinforcement in concrete.
2. TEBMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Bar - A hot-rolled bar of steel of circular or square cross-section.
2.2 Bundle - Two or more ‘ coils ’ or a number of lengths properly
bound together.
2.3 Coil - One continuous bar as rolled in the form of a coil.
‘Criteria for earthquake resistant design of structures (r&d rtiiun ).
tSpecifi:ation for structural steel ( ordinary quality ) ( sccmd retiion ).
$Code of practice for welding of mild steel bars used for reinforced concrete
construction.
&Rules for rounding off numerical valua ( m&d).
4IS : 432 ( Part I ) - 1982
2.4 Elongation - Increase in length of a tensile test piece under .stress.
The elongation at fracture is conventionally expressed as a percentage of
the original gauge len-,th of a standard test piece.
2.5 Nominal Size - The nominal size of a bar shall be the dimension
of the diameter of round bars and side of square bars.
2.6 Parcel - Any quantity of bars whether in coils or bundles, presented
for examination and test at any one time.
2.7 Ultimate Tensile Stress - The maximum load reached in a
tensile test clivi:!ed by the original cro;s-sectional area of the gauge length
portion of ihe test piece.
2.8 Yield Stress - Stress ( that is, load per unit cross-sectional area )
at which elongation first occurs in the test piece without increasing the
load during tcn;ile test. In the case of steels with no such definite yield
point, the yield stress is the stress under the prescribed testing conditions
at \v!lich the ohserv-ed increase in the gauge length is l/200 of the gauge
length when the rate at which the load applied is not more than 5
N/mm’js when approaching the yield stress.
3. TYPES AND GRADES
3.1 Reinforcement supplied in accordance with this standard shall be
classified into the following types:
a) Mild stee! bars, and
b) Medium tcnrile steel bars.
3.1.1 Mild steel bars shall be supplied in the following two grades:
a) Mild steel bars, Grade I; and
b) Milcl steel bars, Grade II.
4. MANUFACTURE AND CHEMICAL COMPOSITION
4.1 Steel for mild steel reinforcement bars, Grade I shall be manufactured
and have the chemical compositicn in accordance with the requirements
of Steel Designation Fe 410-S of JS : 226-1975*.
4.2 Steel for mild steel reinforcement bars, Grade II shall be manu-
factured and have the chemical composition in accordance with the
requirements of Steel Designation Fe 410-O of IS : 1977-1975t.
*Specification for structural stc:rl ( standard quality ) ( jjlh recision ).
tSpecification for ztructural steel ( ordinary quality ) ( secon’d recision ).
5IS:432(PartI)-1982
4.3 Medium tensile steel bars shall be manufactured and have the
chemical composition in accordance with the requirements of Steel
Designation Fe 540 \\--HT of IS : C61-1975*
5. FREEDOM FROM DEFECTS
5.1 All finished bars shall be well and cleanly rolled to the dimensicns
and weights specified. They shall be free from cracks, surface fla\\s,
laminations and rough, jagged and imperfect edges and all other harmful
defects,
6. NOMINAL SIZES AND MASS
6.1 Sizes - Mild steel and medium tensile steel bars shall be supplied in
the following nominal sizes:
Diameter of round bars or side 5, 6,8, 10, 12, 16, 20,22,25, 28,
of square bars 32,36,40,45 and 50 mm
6.2 Mass - The mass of bars shall be in accordance with IS : 1732-
1971?.
7. TOLERANCES
7.1 The rolling and cutting tolerances shall be in accordance with IS :
1852-1973$.
8. PHYSICAL REQmMENTS
8.1 The ultimate tensile stress, yield stress and percentage elongation
when determined in accordance with 9.2 shall be as given in Table 1.
8.2 The bars shall also withstand the bend test specified in 9.3.
9. TESTS
9.1 Selection and Preparation of Test Samples - Unless other-
wise specified in this standard, the requirements of IS : 226-15753 shall
apply.
9.1.1 All test pieces of bars shail be selected by the purchaser or his
authorized representative, either:
a) from the cutting of bars; or
*Specification for structural steel ( high tewile ) ( zecondwrkion ).
tDimensions for round and square steel bars for structural and general engineering
purpose3 ( i;.rr fcciJion ) .
$Specii%atio~n for rolling and cutting tolerances for hot-rolled steel products ( secomi
fmiJim ).
#pecification for structural steel ( standard quality ) (jj?h rmi.rion ).
6IS : 432 ( Part I ) - 1982
TABLE I MECHANICAL PROPERTIES OF BARS
( ClaUJI 8.1 )
SL No. TYPE AND NOYR(AL SIZE ULT~ATE YIELD STRESS ELONaATION*
OF BAR TENSILE PERCENT,
STREBB,
Min Min Min
I. Mild SteelG mdr I
For bars up to and including 410 250 23
20 mm
For bars over 20 mm, up to 410 240 23
and including 50 mm
2. Mild Steel Grade II
For pmuz to and including 370 225 23
For bars over 20 mm, up to 370 215 23
and including 50 mm
3. M&urn 7caril.s S~ccl
For l~~~;p to and including 540 350 20
For bars over 16 mm, up to 540 340 20
and including 32 mm
For bars over 32 mm, up to 510 330 20
and Including 50 mm
*Elongation on a gauge length 5.65 c/ Sowhere So is the cross-sectional area of the
tut piece.
b) if he so desires, from any bar or the coil, after it has been cut to
the required or specified length and the test piece taken from any
part of it.
9.1.1.1 In neither case, the test piece shall be detached from the bar
or the coil, except in the presence of the purchaser or his authorized
representative.
9.1.1.2 Before test pieces are selected, the manufacturer or supplier
shall furnish the purchaser or his authorized representative with copies
of the mill records giving the number of bars in each cast with sizes as
well as the identification marks whereby the bars from their cast or each
coil can be identified.
7IS : 432 ( Part I ) - 1982
9.2 Tensile Test - The ultimate rensiie stres+, yield stress and elonga-
tion of bars shall be determined in accordance with the requirements of
IS : l.608-19i2* read in conjunction lvith I5 : 226-1975t. The ‘test
pieces shall be cut from the finished material and straightened where
necessary. They shall not be annealed or otherwise subjected 10 heat
treatment. Any slight straightening lvhich may be required shal! be done
cold.
9.2.1 In case of bars, the size of which is not uniform rhrou$out the
length of test piece, limits shall be applied according to the actual maxi-
mum thickness of the piece selected for testing.
9.2.2 Should a tensile test piece break ontside the middle half of its
gauge length and the percentage elongation obtained is less than that
specified, the test may be discarded at the manufacturer’s option, and
another test made from the same bar.
9.3 Bend Test - The bend test .shall be performed in accordance with
the requirements of IS : 1599-1974: read in conjunction with 1s : 226-
1975t.
9.4 Retest - Should any one of the test pieces first selected fail to pass
any of the tests specified in this standard, t\vo further samples shall be
selected for testing in respect of each failure. Should the test pieces from
both these additional samples pass, the material represented by the test
samples shall be deemed to comply with the requireinents of that parti-
cular test. Should the test piece from either of these additional samples
fail, the material represented by the test samples shall be considered as
not having complied with this standard.
9.5 Sampling - Sampling for tensile and bend tests shall be in accdrd-
ante with IS : 226-1975t.
10. DELIVERY, INSPECTION AND TESTING FACILITIES
10.1 ‘Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS :, 1387-
19675.
10.2 Ko material shall be despatched from the manufacturer’s or
suppliers’ premises prior to its being certified by the purchaser or hir
authorized representative as having fulfil!ed the tests and requirements
laid down in this standard except where the bundle or coil containing
the bars is marked with the IS1 Certification Mark.
*Method for tensile testing of steel products (fist rnisM ).
Wpecification for structural steel ( standard quality ) ( jifh revision ).
fblethod for bend test for steel products other than sheet, strip, wire and tube
(first Wztiion) .
weneral requhements for therupply of metallurgical materials (/irsl rclfnr ).
8IS : 432 ( Part I ) - 1982
10.3 The purchaser or his authorized representative shall be at liberty
to inspect ,and verify the steel maker’s certificate of 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 supplier.
10.4 Manufacturer’s Certificate -In the case of bars which have
not been inspected at the manufacturer’s works, the manufacturer or
supplier, as the case may be, shall supply the purchaser or his authorized
representative with the certificate stating the process of manufacture
and also the test sheet signed by the manufacturer giving the result of
each mechanical test applicable to the material purchased, and the
chemical composition, if required. Each test sheet shall indicate the
number or identification mark of the cast to which it applies, corres-
ponding to the number or identification mark to be found on the
material.
11. IDENTIFICATION AND MARKING
11.1 The manufacturer or supplier shall have ingots, billets and bars or
bundles of bars marked in such a way that all finished bars can be traced
to the cast from which they were made. Every facility shall be given to
the purchaser or his authorized representative for tracing the bars to the
cast from which they were made.
11.2 The medium tensile steel bars shall be suitably marked to identify
them from mild steel bars. Mild steel b ars Grade I and II shall have
distinctive identification tags.
11.3 Each bundle or coil containing the bars may also be suitably
marked with the Standard Mark, in which case the concerned test arti-
ficate shall also bear the Standard Mark.
NOTE -The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1956 and the Rules and Regulations made there-
under. The Standard Mark oa 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 license for
the use OF the Standard Mark may be granted to manufacturers or producers may
be obtained from the Bureau of Indian Standards.
9BUREAU OF INDIAN S-f-ANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansthe
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9, Bahadur Shah Zafar Marg. 331 01 31
NEW DELHI 110002 331 13 75
l 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). 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48
t Peenya Industrial Area, 1st Stage. Bangalorn-Tumkur Road. 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road. T.T. Nagar. 55 40 21
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
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 By-lane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 23 10 83
HYDERABAD 500001
RI4 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561/63, Sindhu Nagar. Kanpur’ Road, 5 55 07
LUCKNOW 226005
Patliputra lndustria Estate, PATNA 800013 6 23 05
District Industries Centre Complex. Bagh-e-Ali Maidan
SRINAGAR 190011
T. C. No. 14/1421, University P. 0.. Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
hpection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nager 5 24 35
PUNE 411005
-
*Sales Office Calcutta is at 5 Chowringhee Approach. 27 68 06
P. 0. Princep Street, CALCUTTA
t Safes Office iS at NoveltyC hambers, Grant Road, BOMBAY 89 65 28
# Sales Office is at Unitv Building, Narasimharaja Square. 22 39 71
BANGALORE
Printed at Dee Kay Prmters. New Delhi. India
|
15103.pdf
|
Is 15103:2002
WwfmRF
a-f% ~m–m
)’lRli’
Indian Standard
FIRE RESISTANT STEEL — SPECIFICATION
lCS13.220.50:77.140.01
.,
.,
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May2002 Price Group 4Wrought Steel Products Sectional Committee, MTD 4
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Wrought
Steel Products Sectional Committee had been approved bythe Metallurgical Engineering Division Council.
These steels find applications inthose structural parts which are prone to fire and are subjected to fluctuation of
stresses. Fire resistant properties are obtained bythe incorporation of low proportions of alloying elements such
aschromium and molybdenum.
For the purpose of deciding whether aparticular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of atest or analysis, shall be rounded off inaccordance with IS 2:
1960‘Rulesforrounding offnumerical values (revised)’. The number ofsignificant places retained intherounded
off value should be the same asthat of the specified value inthis standard.A.
Is 15103:2002
Indian Standard
FIRE RESISTANT STEEL — SPECIFICATION
1 SCOPE 4 SUPPLYOFMATERIAL
Thisstandard coverstherequirements forfireresistant General requirements relating to the supply of steel
steel plates, strips, sections and bars, etc, for use in shallconform to IS8910.
structuralworkuptoamaximumtemperature of600”C
for maximum duration of3h. 5 MANUFACTURE
2 REFERENCES
The process used for making the steel and in
manufacturing hotrolled steelplates, strips, sections,
The following Indian Standards contain provisions
which through reference in this text, constitute flats, bars, etc, are left to the discretion of the
provisions ofthis standard. Atthetime ofpublication, manufacture. Ifrequiredsecondaryrefiningmayfollow
the editions indicated were valid. All standards are steel making.
subject to revisions, and parties toagreements based
6 GRADES
on this standard are encouraged to investigate the
possibility ofapplying the most recent editions ofthe
There shall be two grades of structural fire resistant
standards indicated below:
steel as given in Tables 1and 3.
1SNo, Title
7 CHEMICAL COMPOSITION
228 Method for chemical analysis of
steeI 7.1 Ladle analysis ofthe steel, when carried out by
the method specified inthe relevant parts of IS 228
1599:1985 Method for bend test ( second
oranyotherestablishedinstrumental/chemical method,
revision )
shallbeasspecified inTable 1. Incaseofanydispute,
I608: I995 Mechanical testing of metals — theprocedure givenintherelevant part ofIS228 shall
Tensile testing (second revision) bethe reference method. However, ifthe method is
not given inanypart ofIS228, the reference method
1757:1988 Method for Charpy impact test shall be as agreed to between the purchaser and the
( V-notch ) for metallic material manufacturer.
(second revision)
7.2 Product Analysis
1852:1985 Rolling and cutting tolerances for
hot-rolled steel products ( third
The product analysis shall be carried out on the
revision )
finished product from the standard position.
Permissible variation incaseofsuchproduct analysis
1956 Glossaryoftermsrelatingtoironand
from the limits specified under 7.1 shall be as given
steel
inTable2.
8910:1978 General technical delivery
requirements for steel and steel 8 WELDABILITY
products
8.1 All steel grades specified inthis standard are of
3 TERMINOLOGY weldablequality.Ifagreedtobetweenthemanufacturer
and the purchaser, the fire resistant steel up to and
For the purpose of this standard, the following
including 50mmthick plates shall besupplied with a
definitions inaddition to those given inthe relevant
carbon equivalent value of 0.54 Maxbased upon the
parts of IS i956 shall apply.
ladleanalysis.Thecarbonequivalentmaybecalculated
3.1 Micro-Alloying Elements using the following formula:
Elements, such asniobium, vanadium andtitanium, Carbon equivalent (CE )=
addedsinglyorincombinationtoobtain,ligherstrength
levels combined with better formability, weldability
Mn O/OC+rO/OM+OO/OVO/OC+UO/OiN
and toughness as compared with non-alloyed steel %,.-.c +—0/0 + +
produced to equivalent strength levels. 6 5 151s 15103:2002
Table1 Chemical Composition
(Clauses 6 and 7.1 )
Grade Designation Ladle Analysis, Percent, Max
r \
c s Mn P s Cr Mo
(1) (2) (3) (4) (5) (6) (7) (8) (9)
A FR-Fe410 0.20 0.40 1.30 0.04 0.04 0.55 0.25-0.35
B FR-Fe490 0.20 0.50 1.50 0.04 0.04 0.55 0.25-0.45
NOTES
1 The gradesshallcontainsufficientaluminiumtotie up free nitrogen.
2 If necessary, microalloying elements Nb, V, Ti may be added. In such case the total content of all microalloying
elements shall not exceed 0.15 percent.
3 The material may be supplied in the copper bearing quality in which case the copper shall be between 0.20 and
0.35 percent on analysis.
Table2 Permissible Variations forProducts Analysis
(Clause 7.2)
Constituent Variation Over/lJnder the Specified Limit, Percent, Max
(1) (2)
c 0.02
Si 0.03
Mn 0.05
P 0.005
s 0.005
Cr 0.05
Mo 0.05
8.2 Ifthe fire resistant steels are used where during steel shall be retained on the two opposite sides of
afire themaximumtemperatureofthesteelpartexceeds the test samples.
350°C itisadvisable toselectwelding electrodes with
9.3 Incase of flat test samples for tensile test, both
matching elevated temperature yield strength.
surfaces are normally to be left on the test samples
8.3 Lower limit for carbon equivalent values maybe for strips and plates upto 32 mmthick. At least one
rolledsurfaceshallbeleftonerectangular testsamples
agreed tobetween thepurchaser andthemanufacturer.
takenfromplatesexceeding32mminthickness. Round
8.4 Higher limit of plate thickness maybe agreed to testsamplesarepermitted, butshould onlybeadopted
between the purchaser and the manufacturer. forthickness exceeding 28 mm.
9 SELECTION AND PREPARATION OFTEST 9.4 Incaseofflats upto 16mmthick, thetest sample
SAMPLES shallundergo,ifpossible,nomachiningwhatever,prior
to use as a test piece. If this is not possible, the test
9.1 The position from which test samples are taken sample shall undergo the minimum amount of
shallbesolocatedintheproduct astoyieldtheclearest machining.
possible information regarding properties inthecross-
9.5 Barsbelow28mmshallbetestedwithoutmachining.
sectional and longitudinal planes. Therecommended
Incaseofbarshaving diameters orthickness between
locations for taking test samples for plates, sections
28mmand71mm,thebarsmaybesymmetricallyreduced
andbars are indicated inFig. 1. Alternatively, incase
bymachining. Forbarshavingdiametersorthicknesses
of sections, the samples may betaken from the web.
exceeding 71mm,the test sample maybe taken from
9.2 Whenever practicable, the rolled surface of the the position shown in Fig. 1.
2N
mm04
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F
NIW
E m z .. )h 0 0 MIS 15103:2002
9.6 Incaseofplates, strips, sections and flats, bend 10.1.2 Bars ( Round, Square and Hexagonal)
tests shall be carried out on rectangular test sample,
Onetensiletestshallbecarried outfromfinished steel
which,asfaraspossible, shouldbeofthetill thickness
for every heat or 100tonnes whichever isless, rolled
of the product. In case of plates, sections and flats
continuously from each cast and for every class of
exceeding28mminthickness,itispermissibletoremove
product. When more than one diameter orthickness
metal from one side ofthetest sample before using it
ofthebar isspecified, oneadditional tensile test shall
asa test piece. Therolled surface of the test piece
be made for each diameter or thickness of the bar
shall beon the outer side ofthe bend during the test.
ordered, ifso desired, by the purchaser.
9.7 Before test sample are detached, full particulars
regarding castnumber, sizeandmassofplates, strips, 10.2 Tensile Test Pieces
sections flats and bars ineach cast shall befurnished
The tensile strength, yield strength and percentage
bythemanufacturer tothepurchaser. Incaseofplates,
elongation ofsteel shall bedetermined from standard
the number of plates ineach cast shall also begiven.
test pieces cut lengthwise or crosswise from plates
9.8 Test samples shall be cut in such a manner that and lengthwise from sections, flatsandbars. Thetests
the deformation is avoided as far as possible. If shall be carried out on test pieces prepared in
shearing of flame cutting is employed, an adequate accordance with 1S1608.
allowance shall be left for removal bymachining.
10.2.1 Asarule,testpieces withaproportional gauge
9.9 Testsamplesshallnotbesubjectedtoheattreatment lengthcomplying withtherequirements L.O=5.65~0
unlessthematerial fromwhichtheyarecutissimilarly should be used for the tensile test, where LOis the
treated, inwhichcasethetestsamplesshallbesimilarly gauge length andSOisthe cross sectional area ofthe
and simultaneously treated with the material before test piece.
testing. Anyslightstraightening oftestsampleswhich
10.2.1.1 Test pieces with anon-proportional gauge
may be required shall be done cold.
lengths, other than 5.65 ~0, maybe used inwhich
10 TENSILE TEST case the elongation values shall be converted to
5.65&O inaccordance with 1S3803 (Part 1).
10.1 Number of Tensile Tests
10.1.1 Plutes, Strips, Sections (Angles, Tees, Beams, 10.3 The tensile strength, yield strength and
percentageelongation,whendetermined inaccordance
(’honnels, e[c ) and Flats
with IS 1608shall beasgiven inTable 3.
One tensile test at ambient temperature and one at
600”C, shall be carried out on the finished steel for 10.3.1 Incase ofsections, the thickness ofwhich is .J
----
every 100tonnes or part thereof rolled continuously notuniform throughout the profile, the limits ofsizes
from each cast. A separate test shall be carried out giveninTable3shallbeappliedaccordingtotheactual
for each class of steel product (namely, plates, strips maximum thickness ofthe piece selected for testing.
sections and flats )rolled from a cast.
10.3.2 Should the tensile test piece break outside
10.1.1.1 Where plates, strips, sections orflatsofmore the middle halfofitsgauge length (see IS 1608) and
than onethickness are rolled from the same cast, one the percentage elongation obtained is less than that
additional set of tensile tests shall be made from the specified, the test may be discarded at the
material ineach class ofproduct foreachvariation in manufacturer’s option, and another test made from
thickness ofti mm. the same plate, strip, section, flat or bar.
Table3 Mechanical Properties atAmbient Temperature
(Clauses 6and 10.3)
Grade Designation ‘Iensile Yield Strength, MPa, Min Percentage
Strength r A \ Elongation at
MPa < 12 I2-25 25-40 >40 Gauge Length
Min 5.65fi0
mm mm mm mm Min
(1) (2) (3) (4) (5) (6) (7) (8)
A FR-Fe 410 410 300 280 260 240 21
B FR-Fe 490 490 350 330 310 290 18
NOTE — The yield strength at 600”C shall benot lessthan two-thirds of yield stressgiven in the table.
4Is 15103:2002
11 BEND TEST 1mmfrom it. Thenotch shallbeperpendicular tothe
rolled surface. One sample for impact test shall be
11.1 Number of Bend Tests made from finished steel for every 50tonnes or part
thereof rolled continuously from each cast.
Bendtest shall bemade from finished steel fromeach
cast. The number of tests for every 50 tonnes of
12.1.1 The test piece shall be taken at one-fourth of
material, or part thereof, rolled continuously shall be
the thickness for the product above 40 mmthick.
asgiven below. one additional test sha]]bemadefor
each class of product and for each variation in 12.1.2 Ifstatedontheorder,impacttestsmaybe carried
thickness. out on products having athickness less than 12mm.
The dimensions of the test pieces shall be in
Class of Steel Product Number ofBend TestPieces
conformity with 1S1757.
Section One lengthwise for each
12.2 The test samples shall be taken from thickness
type
product.
Plates One lengthwise andlor one
12.3 Thistest iscarried outusingaV-notch testpiece
crosswise
(see IS 1757)the value for consideration being the
Flats, strips and bars One lengthwise arithmetic mean ofthe results obtained onthree test
pieces taken side by side inthe same product. This
11.2 Bend Test Pieces mean value shall not be less than 27 Joules at O“C.
The test pieces shall be cut lengthwise or crosswise
12.3.1 Values for thickness over 16mm are subject
orbothfrom platesand lengthwise fromsections, flats
to mutual agreement between the purchaser and the
and bars. When sections permit, these shall be not
manufacturer.
lessthan 40mmwide. Ifthemanufacturer sodesires,
round, square, hexagonal and flat bars shall be bent 12.3.2 The average value for acceptance shall be
inthe full sections as rolled. consideredonlyifnotmorethanonespecimen exhibits
avalue below the specified minimum average and in
11.2.1 Inallbendtestpieces,theroughedgeorarisings nocaseshall an individual value bebelow two-thirds
resulting from shearing may beremoved byfilling or
ofthe specified minimum average.
grinding ormachining butthetestpieces shallreceive
no other preparation. 12.3.3 [f more than one specimen are below the
specified minimum average, and ifonevalue isbelow
11.2.2 The test pieces shall not be annealed or
two-thirds the specified minimum average and inno
otherwise subjected to heat treatment unless the
case shall anindividual value bebelow two-thirds of
material from which they are cut issimilarly treated
the specified minimum average.
inwhichcasethetest pieces shall besimilarly treated
with the material before testing. 13 FREEDOM FROM DEFECTS
11.3 Bend Test 13.1 Allfinished steelshallbewellandcleanly rolled
to dimensions, sections and mass specified. The
Bend test shall be conducted in accordance with
finished material shall be free from cracks, surface
Is I599.
flaws, laminations, roughjagged and imperfect edges
11.3.1 For bend tests except inthe caseofround bars and all other harmful defects.
25 mm in diameter and under, the test pieces when
13.2 Minor surface defects may be removed by the
cold shall without cracking, be doubled over either
manufacturer bygrinding provided that thethickness
bypressureorbyblowsfromahammeruntiltheinternal
isnotreduced locally bymore than 4percent (with a
diameter isnot greater than three times thethickness
maximum of 3 mm ). Reductions greater than
ofthe test piece and the sides are parallel.
4 percent but not exceeding 7percent maybe made
11.3.2 Inthe case of round bars 25 mm indiameter subject to mutual agreement between the purchaser
and under the internal diameter of the bend shall be and the manufacturer.
not greater than twice the diameter ofthe bar.
13.2.1 Subjecttoagreementwiththepurchaser,surface
12 IMPACT TEST defects which cannot bedealt with as in 13.2maybe
repairedbychippingforgrinding followedbywelding.
12. I The impact tests shall normally be carried out
onproducts having athickness greater than or equal 13.2.1.1 Thetoleranceofthechippedorgroundsurface
to 12mm. The test piece shall be so machined that ofanypiecepriortoweldingshallnotexceed2percent
the face closest tothe rolling surface isnot morethan of total surface area of that piece.
5>,
* A
-
Is 15103:2002
13.2.1.2 The flange of angles, beams and channel 15 RETESTS
sections andthe web and flanges oftee-sections may
beconditioned bygrinding,chippingorarc-airgouging Should any one of the test pieces first selected fail
andwelding. Prior towelding thedepthofdepression, to pass any of the tests specified in9, 10, 11and 12
measured from thetoe inward, shall be limited tothe two further samples shall be selected for testing in
thickness ofthe material atthe baseofthedepression respect of each failure. Should the test pieces from
withamaximum depth limitof 13mm. both these additional samples pass the material
represented by the test samples shall be deemed to
13.2.1.3 The edges of plates maybe conditioned by
comply with the requirements of the particular test.
the manufacturer to remove injurious imperfections
Should the test pieces from either ofthese additional
bygrinding, chipping orarc-air gouging andwelding.
samplesfail,thematerialrepresentedbythetestsamples
Prior to welding, the depth of depression measured
shall beconsidered asnot having complied with this
from the plate edge inward shalIbe limited to the
standard.
thickness of the plate with a maximum depth of
25mm.
16 CALCULATION OF MASS
13.2.1.4 The reduction of sectional dimensions ofa
The massofsteel shall becalculated onthe basis that
round, square or hexagon bar, or the reduction in
steel weighs 7.8$gm/cm3.
thickness of a flat bar, resulting from removal of an
imperfectionpriortoweldingshallnotexceed5percent
17 DELIVERY
ofthe nominal dimension orthickness atthe location
ofthe imperfection.
Subject toprior agreement between thepurchaser and
14 DIMENSIONSANDTOLERANCES the manufacturer, suitable protective treatment may
begiven tothe material afler rolling.
14.1 Unlessotherwiseagreedtobetweenthepurchaser
and the manufacturer, the nominal dimensions ofthe
18MARKING
rolled steel products conforming to this Standard
shall be in accordance with the relevant Indian 18.1 Eachproduct,exceptround,squareandhexagonal
Standards. Currently available Indian Standards are barsandflatsshallbestampedwiththemanufacturer’s
listed inTable 4. nameortrade-mark. Inthecase ofbars and flats each
14.2 Unlessotherwiseagreedtobetweenthepurchaser bundle shall carry a tag and the tag shall bear the
andthemanufacturer, therollingandcuttingtolerances manufacturer’s name or trade-mark. Designation of
for steel products conforming to this standard shall steel shall alsobesimilarly marked onthe product or
bethose specified inIS 1852. tags. #---
Table4 Indian Standards WhichGive Nominal Dimensions ofRolled Steel Products
(Clause 14.1)
Product Relevant Indian Standards
(1) (2)
Beam. column. channel angle 808:1989 Dimension forhotrolled steelbeam, andcolumn, channel andangle
.
wclions sections(third revision )
‘I”eebars 1I73: 1978 Hot rolled andslit steel tee bars
Bulbangles 1252: 1958 Rolled steel section bulb angle
Plntes. strips and tlats 1730:1989 Dimensions ofsteelplates sheets,strips andflats for structural and
general engineering purposes(second revision)
Roundandsquarebars 1732:197 I Dimensions forroundandsquaresteelbarsforstructural andgeneral
engineering purposes
Bulb ilats 1863: 1979 Rolled steel bulb flats
Sheet piling sections 2314: 1963 Steel sheetpiling sections
Chtmnel sections 3954: 1966 Hot rolled steel channel sections for general engineering purposes
I-lollow section 4923: 1968 Hollow steel sections for structural use
Hull plates 5488: 1969 Dimensions for hotrolled steel plates for ship’s hull structure
6Is 15103:2002
18.2 Everyheavy andmedium structural millproduct 18.4 ThematerialmayalsobemarkedwiththeStandard
every coil or strip and each plate ofthickness 10mm Mark.
andovershallbestamped/marked withthecastnumber
and manufacturer’s name or trade-mark. In case of 18.4.1 The use of Standard Mark is governed by
plates belowl Omm thickness, the top plate of each the provisions of Bureau of Indian Standards Act,
pile (which may consist ofapproximately 10plates) 1986 andthe RulesandRegulations madethereunder.
shall be marked with the cast number. The details of conditions under which the Iicence
for the use of Standard Mark may be granted to
18.3 The ends ofthe rolled products shallbesuitably
manufacturers or producers may be obtained from
painted with a colour code as given below:
Bureau of Indian Standards.
Grade A Blue
Grade B Red
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
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 to standards 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, it istaken 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. MTD4(4329 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
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Telephones: 3230131,3233375,3239402 (Common to all offices)
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PrintedatNew India Printing Press, Khurja, India
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1661.pdf
|
IS 1661 : 1972
( Reaffirmed 1987 )
Indian Standard
CODE OF PRACTICE FOR
APPLICATION OF CEMENT AND
CEMENT-LIME PLASTER FINISHES
( First Revision )
Fifth Reprint SEPTEMBER 1996
UDC 693.621 : 69.001.3
0 Copyright 1972
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 7 August 1972IS : 1661.1972
Indian Standard
CODE OF PRACTICE FOR
APPLICATION OF CEMENT AND
CEMENT-LIME PLASTER FINISHES
( First Revision )
Flooring and Plastering Sectional Committee, BDC 5
Chairman
SHRlO.P.MTTAL Directorate General of Posts and Tekgraphs, New
Delhi
Members
DR D. BANERJEE National Rubber Manufacturers Ltd, Calcutta
DR M. L. BHAUMIK( Alt6mat6 )
SnmA.K. BHATTACHARYYA National Test House, Cakutta
LALA G. C. DAM( A~tcmntc )
SHRI S. K. BOSE Engineer-in-Chief’s Branch, Army Headquarters
MAJ D. D. SHARMA ( Ahnot )
SHRI DWESHA . C~oxsxir Arcoy Industries, Ahmcdabnf
SHRIR WIKLALA.CHOKSHI( Alkmats)
DEPUTY CHOP MECHANICALE N~I- Ministry of Railways
NEER, INT~ORALC OACHFACTORY,
PERAYBUR
D~~~~~I~~s$-),
.%ANW& OROANIZAT~:~
LuoKNow ( Alt6mat6 )
DIRS~OR Maharashtra Engineering Research Institute,
NaSik
RE.%%RM OFFICZR, MATERIAL
T-NO D~VZUON( Altemak )
SHRI P. K. DOTTER Concrete Association of India, Bombay
Ssxax L. T. GRHANI Bhor Industries Ltd, Bombay
SHRIR AMESHD . PATBL ( Altmati )
SHRI N. HARILAL Oxychloride Flooring Products Ltd, Bombay
DR PRANLALPATEL( Alternate)
Smr S. C. KAPOOR Modern Tiles & Marble, New Delhi
SHRI A. C. KAP~~R (Al&m&)
SRRI M. R. b’fALYA BurmahShell Oil Storage St Distributing Co of
India Ltd, Bombay
DR B. S. Bws~ ( Altmutr )
( Continud on pug6 2 )
BUREAU OF INDIAN STANDARDS
MANAK BI-IAVAN, 9 BAHAIXJR SHAH ZAFAR MARC
NEW DELHI 110002IS: 1661- 1972
( Continued from page 1 )
Members Representing
DR MOHAN RAI Cent~~rark~,tilding Research Institute ( CSIR ),
SHRI R.K. JAIN (AZ&mulc)
SHRIM.V.MURUGAPPAN Coromandel Prodorite Pvt Ltd. Madras
SHRI R. SRINIVASAN (Alternate)
&RI K. K.NAMBIAR Cement Service Bureau, Madras
&RI S.SIVA~WAMI (Alternate)
s~IH. M. NANDKEOLYAR India Linoleums Ltd, 24 Parganas ( West Bengal)
DRA.V.R.RAO National Buildings Organization, New Delhi
SHRI 0. P. RATRA ( Alternate)
SHRI G. C. SHARMA Indian Institute of Architects? Bombay
SHRI N.V. SHASTRI Institution of Engineers ( Indra), Calcutta
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
( PLANNINGA NDD ESIGNC IRCLE ) Nadu
DEPUTY CHIEF E N G I N E E R
( BUILDING) (_Alternate )
SUPERINTENDING YuR~~v0a or Central Public Works Department, New Delhi
WORKS ( NDZ )
SURVEYORO F WORKS I, OPPICE
or THES SW ( NDZ 1 ( Alternate)
SHRIV.k.VAISH . . . Bureau of Public Enterprises, Ministry of Finance
SHRI A. P. PARACER( Alternate )
SHRI D. AJITHAS IMHA, Director General, ISI ( Ex-o$icio Member)
Director ( Civ Engg )
Secretary
SHRI L. RAMACHANDRARAO
Deputy Director ( Civ Engg ), IS1
2Indian Standard
CODE OF PRACTICE FOR
APPLICATION OF CEMENT AND
CEMENT-LIME PLASTER FINISHES
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 25 February 1972, after the draft finalized by the
Flooring and Plastering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Cement plaster and cement plaster gauged with lime are widely used
in this country for finishing of walls and ceilings of buildings. Practice in
the country with regard to the preparation, application and finishing of the
plaster varies considerably from state to state and from department to
department. It is th,: object of this standard to lay down a code of
practice generally suitable to Indian conditions, and striking a workable
compromise between theoretical requirements and existing practices. This
standard which was first published in 1960 is now being revised taking into
account the experience gained in the plastering work for the past one
decade.
0.3 This code is intended chiefly to lay down requirements regarding the
quality of materials, their selection and the manner of their application in
plaster’ work.
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
BSCP 211 : 1966 published by the British Standards Institution.
0.5 This standard is one of a series of Indian Standards on plaster finishes.
Other standards published so far in the series are:
IS : 2394-1965 Code of practice for application of lime plaster fi-ish
IS : 2402-1963 Code of practice for external rendered finishes
3I!s:1661-1972
0.6 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 ix this
standard.
1. SCOPE
I.1 This standard covers application of cement and cement-lime plaster
finishes to walti, columns, ceilings and similar surfaces on backgrounds
normally met wrth, such as brick, stone or concrete ( plain or reinforced ).
Lime plasters, mud plasters and other special plasters are not covered by
this code.
I2 Recommendations are laid down with regard to the minimum
preparation of surfaces to receive the plaster. Different materials available,
their suitable mixes and the best methods of their application are also
discussed.
2. TERMINOLOGY
2.0 For the purpose of this code, the following definitions shall apply.
2.1 Materials
2.1 .I Fat Ihe - The lime which has high calcium oxide content and is
dependent for setting and hardening solely on the absorption of carbon
dioxide from the atmosphere.
2.1.2 Hydrated Lime - A dry powder obtained by treating quicklime with
water enough to satisfy its chemical atity for water under the conditions
of its hydration. It consists essentially of calcium hydroxide and magnesium
._
hydroxide.
2.1.3 Hy&aulic Limc- Lime containing small quantities of silica and
alumina and/or iron oxide which are in chemical combination with some of
the calcium oxide content, giving a putty or mortar which has the property
of setting and hardening under water.
2.1.4 pl&,~ -The general term for a material used to cover surfaces,
which is applied while plastic and which hardens after application.
Cement-lime plaster ret&s to cement pIaster gauged with lime.
2.1.5 QUi&me -A calcined mat&l, the major part of which is
calcium oxide in natural association with a relatively small amount of
magnesium oxide, capabk of slaking in water. Lumplime is quicklime as
it comes f&n the kilns.
*Rulea for roumihg off numerical vahaa (i8ni.d).
4Is : 1661- 1972
2.2 Tools and Accessories - For tools and accessories, such as drag or
scratcher, floats, rules or battens, squares, templates, trowels and iron pan,
the definitions are as given in IS : 1630-I960*.
2.2.1 Scugblding ( Staging ) -A temporary framework of bamboo, wood
or steel to provide a platform from which the mason does the plastermg
work.
2.3 Site Operations
2.3.1 Finishing Coat - The final coat in two or three coat plaster work.
This is also referred to as the final coat, setting coat, face coat or skimming
coat ( the term ‘ skimming coat ’ is also applied to single-coat work ).
2.3.2 Gauging - The mixing of various constituents of a plaster. This
term is also used for denoting the addition of cement to a lime-sand mix or
of lime to a cement-sand mix. c A gauging ’ is the term given to an
individual plaster work.
2.3.3 Screeds- Narrow strips or bands of plaster laid on walls or ceilings to
serve as guides for bringing the whole work to a true or even surface, the
screeds being incorporated in the final undercoats.
2.3.4 Undercoats - Plaster coats ( often referred to as backing coats ) the
main function of which is to provide surfaces suitable for the application of
succeeding coats. There are following two types of undercoats:
a) Rmdering coat - The coat which is applied directly to the building
surfaces to be plastered ( also referred to as the ‘first coat ’ ).
b) Floating coat - The coat used in three-coat work to bring the first
coat to a true and even surface before the finishing coat is applied
( also referred to as the ‘ second coat ’ ).
2.4 Characteristic Defects
2.4.1 Blistering - The development of one or more local swellings on the
finished plaster surface.
2.4.2 Cracking - The development of one or more 6ssures not assignable
to structural cause.
NOTE-Cracks in plaster in the vi&&y of a structural crack arc not aaignable to
structural failure unlesst hey arc in conformity with the structural crack.
2.4.3 Cra&rg-The development of a series of hair cracks on the
finished plaster surface. Known as ‘ map crazing ‘, when it forms an
haphazard pattern over the wall surface affected.
2.4.4 Efirescence - A deposit of solubIe salts on the surface of the plaster
or background.
*Specificationf or maoon’s tools for plaster work and pointing work.IS : 1661- 1972
2.4.5 Flading - The scaling away of patches of plaster surface due to
lack or loss of adhesion with the previous coat.
2.4.6 Grinning-The appearance on the surface of the plaster of the
pattern of joints or similar breaks in the continuity of the surface
characteristics of the background.
2.4.7 Peeling - The dislodgement of substantial areas of plaster work from
the background.
2.4.8 Popping OY Blowing - The appearance on the surface of the piaster
of conical hollows ( pops or blows ) in the backing and/or finishing coats.
2.5 General
2.5.1 Dubbing Oub- The operation of attaching pieces of slate, tile, etc,
to a wall with plaster, and then likewise covering them in order to fill out
hollows or to form projections.
2.5.2 Fineness Modulus-A numeral indicating the fineness of an
aggregate, as determined by ascertaining the percentage residue, by weight
or volume, remaining on each of a series of fine sieves with apertures ranging
from 40 mm to 150 micron, summing, and dividing by 100.
2.5.3 S&ion - The property of background which determines its rate of
absorption of water.
3. NECESSARY INFORMATION
3.1 In the selection of materials for plasters and in their mixing and
application, information is necessary on the following points’ and detailed
consideration shall be given to them before starting plaster work:
a) Types of surface over which it is proposed to apply plaster,
so that constructional details may be suitably adopted to them
and the amount of subsequent preparation necessary before plaster-
ing may be minimized.
NOTE-This is of particular importance in the case of concrete soffits, and the
construction details shall include the necessary provisions for adequate mechanical key
left permanently embedded in or adhering.to the concrete.
b) Area, types of f&ish and thicknesses required, together with
sufficient details of the nature of the surface to be plastered.
c) Details of finish at junctions with doors, windows, and other
openings, with ceilings, linings, etc, and at a11 corners.
d) Types of cornice, arris and return treatments desired, and of dado
treatments where required.
e) Details of scaffolding ( staging ) for access to work in the correct
sequence, together with provision for adequate protection of
adjacent surfaces during plastering operations, particularly in
ceiling work.
6Is : 1661- 1972
f) Details of fixing accessories, templates, etc, to be embedded in the
plaster.
g) Types of surface or decorative finish to be applied over the
plaster and detailed information on the compatibility of the
plaster with the proposed decorative finish.
3.2 All information required in 3.1 shall be made available to those who
are responsible for the plastering work. Necessary drawings and instruc-
tions for preparatory work shall also be given.
3.3 Arrangements shall be made for the proper exchange of information
between those engaged in plastering and all others whose work will affect
or will be affected.
4. MATERIALS, TOOLS AND ACCESSORIES
4.1 The following materials, conforming to relevant Indian Standard
specifications, shown against them, shall be used:
a) Cement conforming to IS : 269-1967* or IS : 455-I967t,
b) Lime Class B and C conforming to IS : 712-1964,f, and
c) Sand conforming to IS : 1542-1960$.
4.2 The following requirements shall also be complied with where
applicable:
4 Lime Putty ( or Neru ) -This shall be obtained by slaking lime
with fresh water, and sifting it. The slaking shall be done in
accordance with IS : 1635-19601[. Putty shall be kept moist until
used, and the quantity prepared at a time shall be not more than
what may be consumed in 7 days.
b) Water-The water used for mixing shall be clean, free from
deleterious matter and also from unusual proportions of dissolved
salts. Sea water or tidal astuary or brackish water shall not be
used. Water fit for drinking is normally suitable; in case of doubt,
the quality of water should be analysed to ascertain conformity
with 4.3 of IS : 456-19647.
C>W ood Lath - The pieces of wood used for wood lath shall be free
from all decay and insect attack. Both hard woods and soft woods
*Specification for ordiiry, rapid-hardening and low heat Portland cement (smd
m6sion ) .
$Specification for Portland blastfurnace slag cement (second revision) .
$Specification for building Iimev ( rcvirv~). (Uince revi& )
$+ecilication for sand for plaster.
IlCode of practice for field slaking of lime and preparation ofputty.
BCode of practice for plain and reinforced concrctc ( secondr a6sivn ) .
7IS : 166111972
may be used according to availability. Laths shall be free from
knots or knot holes that are greater than one half the width of the
lath. The timber shall be partially seasoned; and the moisture
content shall not be greater than 20 percent.
d) Metal Lathing - Metal lathing used as background for plastering
should weigh not less than 1% kg/m*.
e) Galvanized Wire .Netting - Where required to provide a mechanical
key, galvanized wire netting of mesh not greater than 50 mm shall
be used.
4.3 Tools and accessories used in plaster work may advantageously be in
conformity with IS : 1630-1960*.
5. STORAGE OF MATERIALS
5.1 Cement-Cement shall be stored off the ground, under cover and
away from damp surfaces so as to prevent deterioration either by moisture
or by intrusion of foreign matter. If these precautions are neglected
cement will be rendered less effective or useless ( see IS : 4082-19671_ ).
5.2 Lime- Lime shall also be stored off the ground, under cover and away
from damp surfaces. Quicklime may progressively deteriorate with keeping
through absorption of atmospheric moisture and carbon dioxide. For this
reason, it shall be kept in a dry place and be protected from direct contact
with water, fumes from boilers or similar contamination. Hydrated lime
will not develop any serious deterioration for a period of six months
provided it is left undisturbed in the bag and kept in a cool dry place free
from draughts, fumes from boilers or similar contamination ( see IS : 4082-
1967-/’ ).
5.3 Sand- Sand for plaster shall be stored under clean conditions to
prevent contamination by soil or other deleterious substances.
6. CARE OF TOOLS AND ACCESSORIES
6.1 Tools - All tools shall be cleaned by scraping and washing at the end
of each day’s work, or after use with different materials. Metal tools
shall be cleaned and greased after each operation. The tools shall be
examined and thoroughly cleaned before plastering is begun. Cleanliness
is particularly important with cement plasters, where contamination with
set material may seriously affect the performance as well as reduce the
effective life of the tools.
*Specificationf or mason’s tools for plaster work and pointing work.
tRecommendations on stacking and storage of construction materials at site.
8IS : li?Sl - 1972
6.2 Scaffolding ( Staging ) - Wooden BALLIES, bamboos, planks,
trestles and other scaffolding materials shall be sound and in accordance
with local b-uilding regulations. These shall be properly examined before
erection and use.
7. DESIGN CONSIDERATIONS
7.1 Suitability of Cement Lime Mixes
7.1.1 Plastering mixes containing lime putty dry hydrated lime, cement
and sand are characterized by high workability and marked ease of
application. Such properties become less pronounced as the proportion of
cement increases.
7.1.2 Cement-lime mixes have a reasonably longer working time (Max
2 h ), a fairly slow rate of strength development increasing with the amount
of cement added and adequate early strength to withstand modern
building conditions. They need moisture to complete the setting process
and, therefore, rapid drying in the early stages should be avoided.
7.1.3 The weaker mixes of cement lime plaster containing smaller
proportions of cement, shall not be used in conjunction with a strong
finishing coat. Weaker mixes offer certain advantages over the stronger
(richer ) mixes when applied to non-rigid backgrounds, such as lathing.
7.1.4 For trowel finishes ( very smooth surfaces ), mixes of lime and
cement shall not, in general, be used for finishing coats, as their shrinkage
on drying creates a tendency for surface crazing.
7.2 Number of Plaster Coats
7.2.1 The ideal number of coats, where practicable, is two, namely, the
undercoat followed by a finishing coat. It is recognized, however, that
much successful work has been carried out in the past with plaster finishing
coats with a single coat on reasonably plane backgrounds of brick, concrete
and similar materials. However, for very rough surfaces, such as rough
stone masonry, three coat plastering may be necessary. Metal lathing
normally requires a three coat plaster finish for successful rtdts.
Renovation work on wood laths should also be carried out in three coats.
7.2.2 The range of coats normally employed for different backgrounds is
as follows:
Background flumber of CoatJ
Brickwork or hollow clay tiles 2 or 1
Concrete, cast in situ 2 or 1
Building blocks 2 or 1
Wood or metal lath 3 or 2
9IS : 1661.1972
Background Number of Coats
Fibre building board ( insulating board ) 2 or 1
Wood wool slabs 2 or 1
Cork slabs 2 or 1
Uneven and rough stone masonry 3 or 2
7.2.2.1 A summary of background data for the internal plastering is
given in Table 1 for guidance.
7.3 Thickness of Plastering
7.3.1 Finishing coats ( and single-coat work, where employed ) shall be
of such minimum thickness as justto provide a sufficient body of material
to harden satisfactorily under the site conditions in any particular case.
7.3.2 The total thickness of two-coat work exclusive of keys or dubbing-
out shall be generally about, but shall not normally exceed 20 mm and
-W it shall not exceed 15 mm in the case of in situ concrete soffits.
The thickness of three-coat work shall be about, but shall not normally
exceed 25 mm.
7.3.3 The thickness of an individual coat shall generally be as
recommended in Table 2.
7.4 Recommended Plaster Specifications
7.4.1 A list of specifications for mixes suitable for various situations is
given in Table 2, which covers single-coat work which is used generally and
also two and three-coat works suitable for special situations. The lime in
the mixes specified in Table 2 and in 7.4.2 is assumed to be measured as
lime putty, but if it is measured as dry hydrated lime, the proportion of
lime in any mix shall be slightly higher than is indicated and a suitable
adjustment shall be made as indicated in 7.4.1.1.
7.4.1.1 The actual weight of hydrated lime which a putty coma&
may be determined by using the following formula:
w*= & w, -
( 1000 )
where
w, = weight of dry hydrate in kg/ms,
G = specific gravity of hydrate ( see IS : 2394-1965* ), and
W, = weight of putty in kg/ma.
*Code of practice for application of lime plaster finish.
10TABLE 1 SUMMARY OF BACKGROUND DATA FOR INTERNAL PLASTERING
(Clam 7.2.2.1 )
SL CLASS TYPE DRYING SHRINKAGE SURFACE PREPARATIONO F REMARKS
NO. MOVEMENT CHARACZRISTICS SURFACE
(1) (2) (3) (4) (5) (6) (7)
i) Solid a) Dense clay Negligible Low suction and May require more Sp;tt;rdz;h 3co;~ef.
bricks and poor key than raking : 3 _
blocks joints, for exam- ment: coarse
ple, bonding sand should be
agents, spatt- allowed to
erdash or wire harden before
mesh or special applying under-
plasters coat. Wire mesh
should be fixed
at least G mm in
clear of surface
b) Normal clay Negligible Moderate to high Rake joints unless Should be dry to
brick and suction and key provided minimize efflo-
blocks reasonable key rescences
c) Dense con- Low to high accor- Suction generally Unless keyed, use Use bonding
crete, either ding to quality. low, but varies spatterdash, treatment or
precast or in Differential ther- according to bonding treat- special plasters
siiu mal movement aggregate and ment or special according to
varies with water / cement plasters manufacturers’
aggregate ratio. Poor key recommenda-
unless provided tions
by special
shuttering or 51
retarder i.
- ”
d) No-fines con- Varies from low Low suction and None .&
crete to moderate. good key I-
Varies with s
aggregate w W
( Continued)
2
Ntl
TABLE 1 SUhQfAR~ OF BACKGROUND DATA FOR INTEKNAL PLASTERING-Cortd
CLASS TYPB D&NO SHRI~LAQE SURFACE Reu*Rlcs
&. MOVEMENT CHARACTERISTICS i
(1) (2) (4) (5) (61 (7)
e) Open textur- Moderate to high Low suction and None Should be dry to
ed concrete good key minimize shrin-
blocks and
concrete
containing
light-weight
aggregate
f) Close textur- Moderate to high Variable suction May need treat- Differential ther.
ed concrete ment with a ma1 movement
blocks bonding agent may be high
to provide key with some
aggregates
c
.v g) Aerated Moderate to high Moderate to high It may be neces- Should be dry to
concrete suction, reason- sary to reduce minimize shrin-
able key the suction kage movement
unless special
plastcrr are
used
ii) Slab a) Wood-wool Hi h but generally Low suction and None other than When used as
s xed dry and good key joints scrimmed permanent shut-
may also be tering special
restrained precautions arc .
necessary
b) Strawboard No key Key can be pro-
vided by use of
bonding treat-
ment or wire
netting or metal
lathing. Joints
should be
scrimmedc) Cork - Low suction, key If the surface
variable provides in-
sufficient mecha-
nical key a
1: I cement :
fine sand slurry
should be brush-
ed on and wire
meshed fixed
iii) BoaKla a) Plasterboard Negligible Low suction, ade- Joints scrimmed
quate key with unless gypsum
suitable plasters lath is used
b) Insulating H’ h, but fixed Low suction, ade- Joints scrimmed Boards must be
fibreboard 2 ry and easily quate key with conditioned on
restrained suitable plasters site
c) Expand cd Low suction, ade- None, other than Considerat ion
plastics quate key with joint scrimming shouM be given
suitable plasters where recom- to the strength
mended by of the board
manufacturer and the possibi-
lity of impact
damage
Metal Expanded meta Good key None -
lathing and clayIs : 1661-1972
TABLE 2 RECOMMENDED PLASTER SPECIFICATIONS
( Clauses7 .3.3 and 7.4.1 )
No. OF COAT OF %UATION MS THICKN~~
PLASTER ( Proportion by
Volume )
(1) (2) (3) (4) (5)
i) Single coat plaster Both internal and 1:0:3 10 to 15 mm
external 1:0:4
1:0:6
1:1:6
1:2:9
ii) Two coat plaster: do
a) Backing coat 1:0:3 10 to 12 mm
1:0:4
1:0:6
1:1:6
b) Finishing coat 1:0:3 to 6 3to 8mm
1:1:6
1:2:9
iii) Three coat plaster: Very rough sur-
face; both
internal and
external
a) Base coat 1:0:3 10 to 15 mm
1:0:4
1:0:6
1:1:6
b) Second coat 1:0:3 to6 3 to 8 mm
1:1:6
1:2:9
c) Finishing coat Fat lime and fine 3 to 5 mm
sand or marble
dust in equal
proportions
Norm 1 -Where two or three coat plasters are adopted, as far as possible the mix for
the under coats should contain coarse sand conforming to grading zone II of IS : 383-
1970t and having fineness modulus not less than 2.0.
Nora 2 -For single coat plaster the fineness modulus of sand should be as far as
possible 1.5 and conforming to grading zone IV of IS: 383-1970t. Where only fine
sand is available the fineness modulus of sand may be improved by mixing the required
percentage of coarse sand. The strength of plaster mix gets reduced with the reduction
in the tincness modulus of sand.
Norx 3 -Other mikes of cement/lime and sand may also be adopted depending on
the quality of sand available and local conditions provided the strength conforms to any
of the above mixes given in Table 2.
*Cement : lime : sand.
t+cification for coarse and fine aggregates from natural sources for concrete ( second
revision ) .
14IS : 1661 - 1972
7.4.2 The mix for the finishing coat shall depend on the texture and
colour of the surface desired. If the surface is to have a lime-putty finish,
then it is advisable to have rich mix of 1 part of cement, 1 part of.lime and
3 parts of sand. For any rough finish a mix of 1 part of cement to 3 to
4 parts of sand is recommended.
7.5 Surface Finish - Internal plasters are usually finished to a smooth
surface. If textured finishes are required, special techniques may have to
be employed and the success of the treatment is largely dependent on good
craftsmanship.
7.6 Corrosive Effect on Metals
7.6.1 In normal circumstances, matured plaster work may be regarded
as dry and therefore non-corrosive. Such dangers of corrosion as do arise
should only occur during the initial drying period and subsequently during
periods of heavy condensation. Plasters containing uncarbonated lime ( for
example, lime and cement mixes ) have a protective effect on iron and
steel, but are likely when persistently damp to corrode lead and aluminiym
unless protected by a suitable paint.
7.6.2 Plastering mixes in which sand or water contaminated with sea-
salts have been used are likely to be continually damp, due to the
deliquenscent or moisture-attracting nature of the salts, and may corrode
metals in contact with them. Frost proofing additives containing soluble
chlorides, for example, calcium chloride, are likely to have similar effects.
7.6.3 Protection may be given to steel and aluminium when necessary by
means of suitable metallic or paint coatings. Sleeves of material resistant
to any corrosive effects may sometimes provide a convenient means of
avoiding contact of metal pipes or conduits with plasters which accelerate
corrosion, or the metal may be embedded in a plastering mix of a more
suitable composition. Under persistently wet conditions no form of
plastering can be relied on to protect metals from corrosion.
7.6.4 With cold water service pipes the provision of an insulating sleeve
serves also to avoid condensation of moisture in the plaster in their
immediate vicinity during the subsequent life of the building.
7.7 Effect of Atmospheric Conditions
7.7.1 The prevailing weather at the time of plastering or during the
setting, drying and hardening period may affect the finished work as
follows:
a) Frost - The destructive effect of frost on plaster work is substan-
tial. Unless special precautions are adopted, plastering work
shall be suspended entireIy during frosty weather. Recommenda-
tions have been made from time to time in countries which
experience long continued periods of frosty weather and they
should serve as a guide to good practice in this country.
15IS : 1661- 1972
b) Cold - rhe setting and hardening times of all plasters are
appreciably lengthened by a reduction in the atmospheric
temperature. Where plastering has got to be carried out in cold
weather, the time intervals shall be lengthened to allow for this,
and the work programmed or re-programmed accordingly.
c) Condensation - In certain localities condensation resulting from
cold wintry conditions may be so excessive as to impair the
finished plaster work. It may also retard or prevent the drying
out of wet building operations for periods of week, or even months,
thus presenting conditions unsuitable for plastering.
d) Extreme dry Conditions-Under hot dry conditions the applied
plaster may become dry before the setting process is sufficiently
advanced. The partially set weak material often has a powdery
surface which will not provide a satisfactory base for the
subsequent coat or for decoration. Plasters containing cement
are particularly sensitive in this respect. In such contingencies
the surface should be continually kept wet during the curing
period.
8. GENERAL PRECAUTION IN PLASTERING
8.1 Cleanlbss and Protection of Existing Work
8.1.1 Cleanl‘iness is essential in carrying out plaster work. Adequate
protection shall be given to all existing work and fittings which are liable to
be damaged, not only in the area of plastering operations, but also in the
approaches thereto by covering up with boards, dust sheets, etc, as
necessary.
8.1.2 Cleaning off on Completion - On completion, all work affected by
plastering operations shall be left clean. Special care is necessary when
removing set plaster from glass to avoid damaging its surface.
8.2 Suction Adjustment
8.2.1 The careful adjustment of suction is very necessary for good
plastering, and may be done either by wetting the backing suitably if it is
dry, or by sprinkling with a cement-mix as in the case of a concrete surface
with low suction. Without the aid of suction, plaster would creep and
slide down due to its own weight. On the other hand, high rate of
suction withdraws all moisture from the plaster and makes it weak porous
and friable. Too much water makes it impossible to keep the mortar in
position till it sets. A failure in bond due to excessive water leads to
further failures as the pocket formed may hold water and break up the
plaster when the water freezes; or if the water is salt-laden, the same
results will be produced on evaporation by crystal formation.
16IS : 1661.1972
8.2.2 The wall shall not be soaked but only damped evenly before
applying the plaster. If the surface becomes dry in spots, such areas
shall be moistened again to restore uniform suction. A fog-spray is
recommended for this work.
8.3 Adjastment of Working to the Setting Properties of Plaster
89.1 Cement plasters and cement-lime plasters contain materials which
set when brought into contact with water, and the fullest use of their
strength producing properties is not made unless the mix is applied before
the setting process has started. If retampering of such mixes is carried out
after the set has commenced, an inevitable loss in strength and efficiency
will result.
8.3.2 In the case of cement plasters, the commencement of the set is
accompanied by a noticeable stiffening of the mix. In the case of cement
plaster heavily gauged with lime, however, it is not always obvious to the
operator when the set has started and it is with this type of mix that the
retention of the full measure of strength afforded by the cementitious
material is particularly important. Such plasters may be overworked both
before and after application with resultant impairment of the set of the
gauging plaster. This not only reduces the strength of the materia1, but
also gives it the shrinkage characteristics of a pure-lime plaster with its
liable accompaniment of the surface crazing. It is essential, therefore, that
mixes shall be used as soon as possible after water has been added and that
working periods recommended in this code shall not be exceeded.
8.4 Control of Cracking - This is normally a structural problem, but the
plaster will be able to reduce the effects of structural cracking by making
a trowel cut between adjacent surfaces.
8.5 Maintenance of Proper Time Intervals - Shrinkage, partly
irreversible, occurs on drying, causing stresses to be set up both in the
applied coat and in the undercoat or background, and in order to avoid
break-down of adhesion between successive coats, it is very important that
the drying shrinkage of the first coat should be materially complete before
a subsequent coat is applied. The rate of drying will vary widely with
conditions of temperature, humidity and ventilation. Proper time interval
serves to diminish the possibility of efflorescent salts finding their way to the
final plaster surface, and also of the drying and naturing shrinkage ( map
crazing ) of the undercoat reaching the finished plaster face over a period
of time. The surface then shall be allowed to set for at least a day OF two
depending upon the weather ( one day in summer and two days in winter ).
During this period the surface of this coat shall be kept damp and shall not
be allowed to dry.
9. PRELIMINARY PROGRAMMING OF WORK
9.1 All materials necessary for plastering shall be kept readily available at
the site, in cases where lime putty is to be used, it shall be run sufficiently
17Is : 1661- 1972
in advance so as to mature before use. An adequate supply of water
suitable for mixing the plaster and for curing purposes shall be available.
9.2 In building operations, such as construction of brick and block walls,
the encasement of steel columns and beams with concrete, etc, requiring
plastering shall be so programmed that they are sufficiently matured to
receive the plaster without subsequent damage to plaster or decoration.
Careful programming and avoidance of last minute alterations in the
design or in the sequence of work can avoid serious damage to the plaster
finish. Where such alterations are unavoidable the permanent decoration
shall be postponed.
9.3 Plastering operations shall not be started until all necessary fixing, such
as door and window frames, mantlepieces are completed and all pipes and
conduits to be embedded in the wall or plaster are installed.
9.4 A preliminary inspection shall be made to ensure that the surfaces are
in a suitable condition for plastering, particularly as regards their planeness
and dryness. If dubbing out is necessary, it should be done in advance, so
that an adequate time interval may be permitted before the application of
the first undercoat. Plastering operations shall be so scheduled as to allow
sufficient interval between undercoats and finishing coats.
10. SEQUENCE OF OPERATIONS
10.1 For external plaster, the plastering operations may be started from
the top floor and carried downwards. For internal plaster, the plastering
operations may be started wherever the building frame and cladding work
are ready and the temporary supports of the ceiling resting on the wall or
the floor have been removed.
10.2 The surfaces to be plastered shall first be prepared as described in 12.
10.3 When the preparation has been done, arrangements may be made for
a constant supply of plastering material prepared as described in 11.
10.4 The first undercoat is then applied to ceilings and walls. It is an
advantage to plaster the ceilings first to permit removal of scaffolding
before plastering the wall. In the case of high rooms, the same scaffolding
may be needed for plastering the top portions of the walls.
10.5 After a suitable time interval ( preferably not more than 5 days ) the
second coat may be applied. Surface of the first undercoat shall be
adjusted and screeds laid to serve as guides in bringing the work to an even
surface. After a further suitable time interval, the finishing coat may be
applied first to the ceilings and then to the walls.
10.6 Plastering of cornices, decorative features, etc, shall normally be
completed before the finishmg coat is applied.
18IS : 1661- 1972
10.7 Sometimes, ends of scaffolding BALLIES have to be housed in the
wall which is being treated with plaster. In such cases after the BALLI..S
are taken out, the hole or holes left in the wall shall be filled up with
brick and mortar, and the patch plastered up true, even and smooth in
conformity with the rest of the wall, so that no sign of any patch work
shows out;
10.8 Where corners and edges have to be rounded off, such rounding off
shall be completed along with the finishing coat to prevent any joint
marks showing out later.
11. PREPARATION OF PLASTER
11.1 Proportioning
11.1.1 The material used in the preparation of plastering mixes may be
measured by volume using gauge boxes.
11.1.2 Cement shall be measured by weight. For the purpose of
proportioning one cubic metre of cement shall be taken to weigh 1 440 kg
approximately.
11.1.3 Proportioning of lime may be done by measurement of volume as
lime putty or dry hydrated lime before the preparation of putty. The mix
proportion of lime, unless otherwise stated, generally refers to the volume
of putty.
NOTE 1 - Lime putty weighs about 1280 kg/m*.
NOTES -One m* of dry hydrated lime normally gives about 0.8 to 0’9 ma of lime
putty.
11.1.4 Quantity of Water- For general cement-plaster work with 1 : 3
proportion the quantity of water required is about 70 percent by weight of
cement. This may, however, vary depending on the following factors,
and adjustment shall be done as explained in IS : 2250-1965*:
a) The nature and condition of the fine aggregate;
‘b) The temperature and humidity at the time of working;
c) Richness of the mix, namely, whether rich or leaner than 1 : 3;
d) The varying quantities of lime in composite mortars; and
e) The use of admixtures added for improving the workability.
11.2 Mixing
11.2.1 Cement-Lime Plaster - The cement-lime plaster shall be prepared
by mixing dry in the required proportions cement and sand. Lime putty
mixed with water shall then be added to the mix and the contents mixed
for sometime until a satisfactory mortar is obtained.
*Code of practice for preparation and use of masonry mortars.
19Is : 16619 1972
11.2.2 Cement Plaster- Cement and sand shall be mixed dry in &he
required proportions to obtain a uniform colour. Water sha!l then be
added to get the required consistency for the plaster.
11.2.3 Cement-lime plaster .shall be used within two hours after the
addition of water to cement provided it is kept agitated or turned over at
intervals of at least 20 min. Cement plasters shall be used within half an
hour after the addition of water. Any mortar or plaster which is partially
set shall be rejected and removed forthwith from the site.
11.2.4 Mixing may be done either manually or mechanically. ‘ Hand
mixing ’ shall be carried out on a clean, water-tight platform. During
mixing, the mortar shall be heed back and forth for 10 to 15 min after the
water IS added. In c machine mixing ’ the mixer shall run at least 5 min
after placing all the ingredients in the drum.
11.2.4.1 Machine mixing is preferable to hand mixing for all mortars.
12. PREPARATION OF BACKGROUND FOR APPLICATION OF
PLASTER
12.1 For the durability of the plaster or rendering, it is vital to obtain a
satisfactory bond between the background and the first plaster coat and
also to ensure that the bond is maintained subsequently. The requirements
of good background in this respect are explained in 12.1.1 to 12.1.7.2.
Necessary preparation of the background shall be done to fulfil these
requirements. The preparation for different types of backgrounds is
individually dealt with in 12.2 to 12.4.
12.1 .l Cl+fanlincss- The loose layer of dust on masonry shall be removed
either by watering or by brushing as required. A freshly cast concrete
surface is often covered by laitance and this shall be removed. A concrete
surface may also often be contaminated by the soap which is formed with
calcium hydroxide and the oils in the moulds. The contaminated layer
shall be removed by brush. Special care shall be taken in repairing for
rendering an bld plaster coat. Old layers of the plaster coat shall be
completely removed and made good. Crumbled and frost-damaged par-U
shall be cut out and patched. Any trace of algae or mass formation shall be
removed. If the background contains soluble salts, particularly sulphates,
the application of the plaster shall be done only after the efflorescence of
the salts is complete, and the efflorescence is thoroughly removed from the
surface.
12.1.2 Roughnm-The roughness of the background may generally
improve the bond of the plaster.. A smooth surface may be roughened by
wire brushing, if it is not hard; or by hacking or bush-hammering if.it is
hard. Alternatively, to obtain a rough surface, a mortar 1 cement : 1* to
3 coarse sand by volume prepared to a wet consistency may be forcibly
20Is : 1661- 1972
dashed or to the surface ( spatterdash treatment) by suitable means on to
a hard surface like concrete. After roughening the surface, care shall be
taken to moisten the surface sufficiently before plastering, as otherwise the
surface may tend to absorb considerable amount of water from the plaster.
In addition to general roughness in the masonry, the joints shall also be
raked to a depth of about one centimetre for providing key to the plaster.
On a soft smooth surface after hacking a thin coat of cement slurry
(1:l : : cement : fine sand ) may be applied. In special cases wire netting,
etc, may be fixed to improve further the key to the plaster.
12.1.3 Suitable Suction -The adjustment of suction of the background
during the application of plaster is already dealt with in 8.2. The amount
of water introduced in the bockground during its construction has an
important bearing and adequate drying intervals shall be allowed between
erection and plastering to bring! the surface suitable for suction
adjustment.
12.1.4 Evenness- The background shall be even in order to avoid
variations in the thickness of the plaster. Any unevenness must be levelled.
before the plaster is applied. Local projections in brickwork are serious
from the point of view of plastering. For three-coat plaster work, the local
projection shall not exceed 1.2 cm proud of the general surface as deter-
mined by the periphery of the surface concerned and local depression shall
not exceed 2.0 cm. For two-coat plaster, a local projection shall not
exceed 0.6 cm and local depression 1.2 cm.
12.1.5 Strength and Elasticity - The strength and elasticity of the plaster
shall be compatible with that of the background. The recommendations
given in this standard already cover this aspect.
12.1.6 Immobility- The background must be immobile at the time of
application of the plaster or subsequently the movements of the back-
ground shall be in step with and in the same direction as those of the
plaster. Differential movements between the background and the plaster
due to moisture change, temperature change, structural settlement:
deflection, etc, will cause cracking of the plaster. The major part of such
movements shall be allowed to set in before the plaster is applied, as for
example, by giving in the case of moisture movement sufficient drying
interval to the background.
12.1.7 Precaution Against Discontinuity in Backgrow& - Cracking of walls
or of plaster is often caused by discontinuity, for instance changing from
concrete to brickwork, from clay brickwork to lightweight concrete block
work or even changing from one type of brick to another. Differential
drying shrinkage is probably the main cause but difference in thermal
movements may alsp contribute. Reinforcement of the plaster by metal
lathing or scrim over the junction is not always successful. The best
treatment may be to separate the two portions by a neat cut through the
21I5:1661-1972
plaster at the junction. The junction may be masked, if so desired, by
fixing a cover strip to one side.
12.1.7.1 A change from wall to ceiling can be regarded as a
discontinuity. To provide for the crack, a cornice that would allow slight
movement without cracking or a straight cut through the plaster at the
junction may be provided.
12.1.7.2 When plaster is applied to provide an unbroken surface over
a board or slab background, the plaster coat bridging the joints is subject
to higher stresses and any movement in the background will show at once
by cracks along the joints. To avoid this, the plaster is reinforced at the
joints by fixing jute scrim ( namely, ‘ scrimming ’ ), or a suitable wire
netting, gauge. This treatment may still be ineffective if large changes in
humidity take place and if thin board backgrounds with high moisture
movement are used.
12.2 Surface Preparation for Brickwork or Hollow Block
Masonry - The masonry shall be allowed to dry out for sufficient period
so that initial drying shrinkage is fairly complete, and suction adjustment
is possible during plastering ( see 12.1.3 and 12.1.6 ).
12.2.1 Joints of new brickwork or block masonry, if particularly the
bricks or blocks are smooth, shall be raked out as the work proceeds
(gee 12.1.2 ). Projecting bricks shall be trimmed off where necessary
( see 12.1.4 ).
12.2.2 Old brickwork shall be considered on its merits with the object
of securing adequate key. The surface shall be thoroughly brushed down
to remove dust and loose particles or efflorescence where it has occurred.
Low spots may, where necessary, be dubbed out at this stage by means
of a mix similar to that intended for the first coat of plaster but stronger
( richer ) and coarser.
12.3 Surface Preparation for in situ Concrete
12.3.1 The surface shah be cleaned and roughened as in 12.1.1
and 12.1.2.
12.3.2 Concrete surfaces shall have sufficient roughness to provide
proper adhesion ( see 12.1.2 ). The surface shall be evenly wetted
( not saturated ) to provide correct suction ( see 12.1.3 ).
1243.2.1 If a chemical retarder has been applied to the formwork, a
roughened surface may be formed by wire-brushing and all the resulting
dust and loose particles cleaned off, and care shall be taken that none of
the retarders is left on the concrete or on other surfaces, as it may
interfere with the set of the plaster or with other building operations.
123.2.2 Where mechanical key-forming devices have been used in the
concrete, these shall be stripped off if still adhering and the resulting
surface cleaned down.
22IS : 1661- 1972
12.3.3 Ridges or fins left on soffits or on the sides of concrete beams by
shuttering imperfections shall be removed before cleaning down, to be
compatible with the plaster finish particularly when it is not thicker than
one centimetre.
12.4 Boards and Slabs - When the boards or slabs are fixed in
accordance with relevant Indian Standard for fixing wall coverings and
fixing ceiling coverings, ‘ scrimming ’ (see 12.1.7) is all the preparation
that is necessary.
13. APPLICATION OF UNDERCOATS
13.1 The Rendering or First Coat
13.1.1 The rendering coat shall be 10 to 15 mm thick and carried to the
full length of the wall or to natural breaking points like doors or windows.
Before the rendering coat hardens, it shall be roughened to provide
mechanical key for the second coat.
13.1.2 Masonry walls on which plaster is to be applied directly, shall be
properly set and cured with the joints raked to a depth of at least 10 mm.
Before applying the rendering coat, the surface shall be cleaned and
damped evenly to control suction, an essential treatment for securing first
class work. The rendering coat shall be trowelled hard and tight, forcing
it into surface depressions to obtain a permanent bond.
13.1.3 On smooth concrete walls, the surface shall be roughened
according to 12.1.2 and the rendering coat shall be dashed on to ensure
adequate bond. The dashing of the rendering coat shall be done using a
strong whipping motion at right angles to the face of the wall, or it may be
applied with a plaster-machine or cement-gun. In either case, the
plaster shall be projected on to the surface with considerable force.
13.2 The Floating or Second Coat - Before starting to apply the second
coat, the surface of the rendering coat shall be damped evenly as described
in 8.2. The second coat shall be approximately 3 to 8 mm thick.
It shall be brought to a true, even surface and then roughened to provide
bond for the finishing coat. Each under coat shall be damp-cured for at
least two days.
14. APPLICATION OF FINISHING COAT
14.1 Before starting to apply the finishing coat, the second coat shall be
damped evenly as described in 8.2. Whenever possible, textures shall be
applied from top to bottom in one operation to eliminate joining marks.
14.2 Coloured Cement Work
14.2.1 This work may be classified under two categories as follows:
a) In which the coloured cement used in the work is made by
intimately grinding mineral pigments with the cement clinker, and
23I!3: 1661- 1972
b) Where mineral pigments are added to white or ordinary (grey )
cement to get the required shade.
The former method has the advantage that the work can be carried
out in the absence of skilled workmen. The mineral pigment added shall
not in any way interfere with the physical and chemical properties of
cement.
14.2.2 In the case of coloured cement plastering, it is necessary to add
an integral waterproofer in the undercoats to minimize the risk oi
efflorescence. Where a coloured cement plastering is to be done on an
already existing mortar base, it is recommended to apply a surface water-
proofer on the base and also mix an integral water-proofer with the
coloured cement plaster for the finishing coat.
14.3 Special Finishing Textures - Various types of special textures for
rendered surfaces may be obtained by using special tools for the application
of the final coat. The special finishes shall be applied in accordance with
the details given in IS : 2402-1963*.
15. TRUENESS OF PLASTERING SYSTEM
15.1 The finished plaster surface shall not show any deviation more than
4 mm when checked with a straight edge of 2 m length placed against the
surface.
16. CURING
16.1 To develop maximum strength and. density in the plaster, it is
necessary to cure cement and cement-lime plasters properly. Each coat
shall be kept damp continuously till the next coat is applied or for a
maximum period of 7 days. Moistening shall commence as soon as the
plaster has hardened sufficiently and is not susceptible to injury. The
water shall be applied by using a fine fog-spray. Soaking of wall shall be
avoided and only as much water as can be readily absorbed shall be used.
Excessive evaporation on the sunny or windward sides of buildings in hot
dry weather, may be prevented by hanging mattings or gunny bags on the
outside of the plaster and keeping them wet.
16.2 After the completion of the finishing coat, the plaster shall be kept
wet for at least seven days, and shall' be protected during that period from
extremes of temperature and weather.
17. INSPECTION AND DIAGNOSIS
17.1 Interrelation of Various Factorm
17.1.1 It is essential to determine the cause of any defects ,of plaster-
work before any attempt is made to remedy or repair them and unless the
*Code of practice for externalr enderedf inishes.
24IS : 1881- 1972
cause is properly dealt with, the majority of defects will continue to recur
after repair. The interpretation of defects of plasterwork and the deter-
mination of their causes can only be done by approaching the subject in a
systematic and logical manner.
17.1.2 Since it is the final plaster finish which claims the attention of
the casual observer, it is a common error to blame only the plastering
materials or workmanship for all defects. Actually, these, although
perhaps the most important, are not the only factors that may influence
the final result.
17.1.3 Every defect in plastering is more or less connected with the
whole history and treatment of the background. Consideration shall be
given not only to the plastering material used and to the quality of work-
manship, but also the climatic conditions prior to, during and after the
plastering process, and to the correct choice of the plastering system.
17.1.4 Detailed consideration has already been made in 7 and 8 or
several factors in this connection such as:
a) the possible causes for lack of bond between successive coats
of plaster and between the first undercoat and the background
concerned,
b) the possible effect of inadequate time intervals in promoting severe
efflorescence or ‘ map crazing ’ on the finished surface, and
c) the effect of climatic conditions in causing or aggravating the
above as well as other troubles.
17.1.4.1 Besides, the active influences of the various atmospheric
conditions, the effect of the physical properties of the building surface
prior to plastering shall also receive due consideration.
18. PLASTERING DEFECTS AND THEIR REMRDIRS
18.1 General - It is not possible to give simple rules for the correction of
all plastering defects or failures. Many serious defects may be shown to
have causes outside the materials or techniques used in the plastering
operations and it is often useless to repair or even replace the plaster
without first having discovered and corrected ‘;le nrimary fault.
18.1.1 Thus, penetration of moisture through an external wall may
cause blistering, efflorescence, flaking or complete disintegration of the
plaster. To patch or to replaster such a wall without first taking steps to
prevent further damp penetration would be useless. Again, plastered ceilings
may develop cracks because the ceihng constructron permits excessive
d&&ion, and no plaster repair could be expected to be effective in
preventing it. Recurrent surface dampness may be associated with the
presence of deliquescent salts in the plasterwork, but it would not
25IS : 166191 972
necessarily be effective to renew the plaster. The salts may also be in the
background and would probably migrate into the new plaster .and bring
about a renewal of the trouble. This type of defect usually traced’ to- the
use of an unwashed estuarine or sea sand, is best corrected by battening
out and erecting a new p!aster base out of capillary contact with the
affected area.
18.1.2 Defects caused by the use of unsuitable plastering materials or by
faulty technique may be corrected by means of an appropriate repair.
18.2 Typical Plastering Defects
18.2.1 Blistering - This is due to intense local relative movement of the
final coat, where the component of the splitting force at right angles to the
plaster surface exceeds the bond strength at the inter-face, which is aggra-
vated by the absence of an adequate key between the final coat and
undercoat. The most common cause is local exposure to radiant heat.
18.2.2 Bond Failure or Loss of Adhesion -This, according to its severity,
results in ‘ hollow ’ patches, flaking of top coats, or peeling of substantial
areas. It is essential to prevent moisture penetration from the outside, as’
otherwise peeling will eventually occur.
18.2.3 Cracking - This is usually caused by movement in the background
or the surrounding structure. Shrinkage movement in undercoats based
on cement or lime or the use of unsuitable grades of sand may cause
cracking of the final coat.
18.2.4 Crazing -The effect of this may, however, be reduced to
tolerable or even to negligible proportions by attention to the points
enumerated in 18.2.4.1 and 18.2.4.2.
18.2.4.1 Cement plaster or cement-lime plaster, attempts to shrink on
hardening but is restrained by bond with the background which, either has
already undergone most of the shrinkage if of concrete, or is practically
immune from movement, if of brick or stone. This restraint to shrinkage
causes tensilestress in the plaster which is maximum at the skin. If the
shrinkage.is great, these failures develop in:o cracks which exist through the
whole depth of the plaster. In order to prevent this formation, it is
necessary to limit the differences in shrinkage and thereby reduce the
tensile stress to within safe limits.
18.2.4.2 Attention to the following points will reduce the tendency to
surface crazing to a minimum:
4 Use of well-graded sand and the most suitable proportions of
cement and sand as recommended in this code;
b) Avoidance of overworking of cement finishings so that excess
cement may not be drawn to the surface to cause skrinkage at
the top layer;
26IS : 1661- 1972
c) Observance of adequate time intervals between undercoats and
subsequent finishing coat, so that each successive coat undergoes
a portion of its shrinkage before the next is applied and thus,
reduces the skin tension in the preceding coat; and
d) Suitable control over variations in moisture-content and
temperature subsequent to plastering.
18.2.5 E$orescence - This is caused by the presence of soluble salts, such
as sulphates of sodium, calcium and magnesium normally in the
background, and sufficient water to carry these to the surface as the
structure dries.
18.2.5.1 Remedy - Sealing coats may not effectively hold back strong
efflorescence. Dry brushing of the growth as it appears is the only remedy.
Efflorescent salts shall not be removed by washing with water as it may
carry some of the salts back into the pores. On redrying, efflorescence
may be even worse than before if the salts were still present in the structure.
Efflorescence will continue as long as there is sufficient water in the
structure or plaster backings to carry the soluble salts forward and it is
useless to attempt to seal the moisture by the paint film on the surface.
The treatment of an old wall with silicone solution will frequently stop the
efflorescence as the liquid blocks the passage for movement of moisture. In
the case of efflorescence due to the rising of salt solutions through capillary
action from sub-soil the only remedy is to provide bitumen or metallic
seals in the walls above the ground level so that an effective barrier to the
capillary action is created.
18.2.6 Grinning - Grinning is generally caused by marked differences in
suction of the background which are not masked by the procedure of
adjusting the suction, and which are manifested as areas of varying texture
on the plaster surface. Such differences are often caused by the use of a
mortar having suction characteristics markedly different from those of the
bricks or blocks with which it is used. Grinning is more usually associated
with single coat work ( two coat work is normally provided on most solid
backgrounds and with this thickness of plasterwork grinning is rare ).
18.2.7 Irregularity of Surface Texture-This may be caused by faulty
workmanship, but even a skilled craftsman may be unable to prevent it on
backgrounds exhibiting varying suction characteristics unless three coat
plastering is employed.
18.2.8 Pokbing or Blowing - These occasionally occur in plaster mixes
which contain particles of materials which may keep on expanding even
after the plaster coat has set. The expansive force is sutllciently great to
push out the plaster in front of the particles, leaving a conical hole known
as a ‘ Pop or Blow ‘. Insufficiently slaked and unmatured lime is frequently.
the source of unsound particles causing popping or blowing. Popping
may also be caused by the presence of particles of coal or other oxidizable
material contained in the sand used for the plaster mix.
27IS t 166101 972
18.2.9 Recurrent Surf&e Dampness - The presence of deliquescent salts as
occur in sea-water will bring about recurrent dampness in plaster dnisha
when the atmospheric humidity is high. It may also be eau+d by
condensation of moisture in chimney flues with a permeable lining, for
example, where slow combustion stoves are employed.
18.2.10 Soj%tess or Chalkiness - This may result from excessive suction of
the background, undue thinness of the finishing coat, working past the
setting point, or subsequent exposure of the finishing coat to excessive heat
or draught during settmg.
19. MAJNTJ3NANcE
19.1 Plastering work shall be protected at all stages of its life from
persistent attack by water or moisture either through the undercoats or
through the outer surface. The matter is particularly important during the
interval between plastering and decorating. Subsequent decoration on the
whole surface may be vitiated by a persistent stream of water down on
particular part due to flooding of upper floors under construction, delay in
provision of gutters, etc. Thus would be particularly serious if conditions
are favourable to formation of efflorescence. In extreme cases, the
plaster surface may be softened or badly channelled, necessitating local
repair.
28
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2049.pdf
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IS : 2049 - 1978
Indian Standard
COLOUR CODE FOR
THE IDENTIFICATION OF WROUGHT STEELS
FOR GENERAL ENGINEERING PURPOSES
( First Revision >
Third Reprint NOVEMBER 1996
UDC 669.141.22 : 621-777.6
0 Copyright 1979
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 7IS : 2049 - 1978
Indian Standard
COLOUR CODE FOR
THE IDENTIFICATION OF WROUGHT STEELS
FOR GENERAL ENGINEERING PURPOSES
( First Revision )
Metal Standards Sectional Committee, SMDC 1
Chairman Representing
SHRI A. K. BHATTACHARYYA Ministry of Railways
Members
SHRI N. K. BHARDWAJ Instrumentation Ltd, Kota
SHRI N. S. CHAUDHAIXY ( Alternate )
SARI D. D. BHUPTANI Indian Tube Co Ltd, Jamshedpur
SHRI D. N. AGARWAL ( Alternate )
S&I P. K. CBAPRAVAI~TY The Tata Iron & Steel Co Ltd, Jamshedpur
DR T. MUK~ERJEE ( Alternate )
SRRI S. CHANDRA Indian Register of Shipping, Bombay
SI~RI H. K. TANEJA ( Alternate )
SURI G. CHATTER JEE Steel Authority of India Ltd, New Delhi
SHRI K. C. Soal ( Alternate )
SRRI P. K. CWATTERJEE Ministry of Defence ( DGI )
SHIII P. K. GANGOPADHAYAY ( Alternate )
SHRI V. V. DANI National Test House, Calcutta
DEPUTY DIRECTOR ( MET-II ) Ministry of Railways
CHEYIST & METALLURCUST-I ( Alternate )
SERI J. C. ERR+ Steel Authority of India Ltd (Bokaro Steel
Plant )
SHRI A. K. GUHA Directorate General of Supplies and Disposals
( Inspection Wing ), New Delhi
SRRI K. M. TANEJA ( Alternate )
SHRI A. T. PAL Ministry of Defence ( R&D )
SHRI I. N. BHATIA ( Alternate)
SHRI B. V. PRABHU Heavy Engineering Corporation Ltd, Ranchi
F&RI I?. K. DAS ( Alternate )
DR S. R. PRAMANIK Ministry of Steel & Mines
SHRI S. R. TATA ( Alternate )
( Continued on page 2 )
@ Copyright 1979
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cobright 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:2049-1978
( Continuedfrom page I )
Members Rcfiesenting
REPRESENTATIVIZ National Metallurgical Laboratory (CSIR ),
Jamshedpur
SHRI U. MOHAN RAO Bharat Heavy Electricals Ltd, Bhopal
SHRI V. K. GUPTA ( Alternate I )
SHRI GOU~ISHANKA~ ( Alternate’11 )
SHRI D. SRINIVASAN Joint Plant Committee, Calcutta
SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-ofiio Member )
Director ( Strut & Met )
Secretary
SHRI VIJAY Krraaaa
Assistant Director ( Metals ), IS1
Subcommittee for Colour Code for the Identification of Steel
and Steel Products, SMDC 1 : 2
C07We?W
SHRI K. c. SOM Steel Authority of India Ltd (Bhilai Steel
Plant ) , Bhilai
Members
ADDITIONAL DIRECTOR ( I&S ) Ministry of Railways
DEPUTY DIRECTOB ( I&S ) ( Ahrnatc )
SARI K. C. AQARWAL Steel Authority of India Ltd (Rourkela Steel
Plant ), Rourkela
SHRI C. DAS GUPTA ( Alternate )
SHRI ANAND PI~AKASH Bihar Alloy Steels Ltd, Ranchi
Dn M. MALU ( Alternate )
SHRI H. S. ASWATH Steel Authority of India Ltd, New Delhi
Snar S. S. Gino (Alternate )
SHRI K. B. D. BEERAIAH Visvesvaraya Iron & Steel Ltd, Bhadravati
SHRI T. P. UMAPATHI ( Alternate )
DR S. K. CHATTERJEE Association of Indian Engineering I&&try,
New Delhi
SHRI M. K. DU~TA Steel Authority of India Ltd (Alloy Steels
Plant ), Durgapur
SHRI R. C. JHA ( Alternate )
CHIEF METALLURGIST Indian Iron & Steel Co Ltd, Burnpur
SHRI I. K. BAKSHI ( Alternate )
SHRI B. V. XUDVA Steel Authority of India Ltd (Bhilai Steel
Plant ), Bhilai
SHRI S. MOHANTY ( Alternate )
SHRI R. K. MITRA ‘Tata Engineering & Locomotive Co Ltd,
Jamshedpur
SHRI B. M. PA1 Alloy Steel Producers Association of India,
Bombay
SERI S. MALWADE ( Alternate )
SHRI M. K. PRA~ANIK Iron & Steel Control, Calcutta
SHRI S. S. SAI~A ( Alternate )
REPRESENTATIVP: Association of Indian Automobile Manufacturers,
SHRI D. SEN Min%gb%Defence ( DGOF )
SHRI S. M. SHETE Mahindra Ugine Steel Co Ltd, Bombay
2IS:2049-1978
Indian Standard
COLOUR CODE FOR
THE IDENTIFICATION OF WROUGHT STEELS
FOR GENERAL ENGINEERING PURPOSES
( 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 Metal Standards Sectional Committee had been approved by the
Structural and Metals Division Council.
0.2 This standard was first published in 1963. On the basis of experience
gained, it has been decided to revise the standard. Table 8 has been
modified to bring it in line with IS : 1570 (Part V)-1972*. Reference
to relevant Indian Standards where colour code may be applicable has
also been made and their titles are given in Appendix A.
0.3 This code has been prepared with a view to establishing a uniform
system of colour coding for easy identification of wrought steels for general
engineering purposes. Apart from achieving uniformity in the system of
colour coding at ‘present being followed by various organizations in the
country this system would enable easy identification of stocks thus prevent-
ing any mix-up of the different types and grades of wrought steels for
general engineering purposes.
0.4 To make the code as comprehensive as possible and to prevent any
confusion that might arise with the production of increased varieties of
steel, the system of colour coding is based on the classification given in
IS : 1570-1961p. As the bulk production of steel in the country falls
within the categories covered under Schedules I, II and III, a very
simplified coding has been recommended for these schedules.
*Schedules for wrought steels for general engineering purposes: Part V Stainless and
heat resisting steels (jut reuision ).
$Schedule for wrought steels for general engineering purposes.
3IS : 2049 - 1978
0.5 The following major modifications and additions have been made in
this revision:
4 In order to avoid mix-up of off grade material with those con-
forming to the specification, it has been felt necessary to provide
a separate colour code for off grade material.
b) The colour codes specified for various steels have been brought in
line with those being followed by the users and manufacturers to
the extent possible.
No colour code has been specified for material conforming to
IS : 226-1975*, since it comprises over 70 percent of the total
production of steel. This would lead to considerable economy in
the use of paint.
Separate colour codes have been provided for steels conforming
to IS : 2830-1975t, IS : 2831-1975x, IS : 1977-1975$ and other
Indian Standards which constitute a substantial tonnage of total
steel production.
Distinct colour codes have been specified to identify copper con-
taining grades.
0.6 Material with surface defects should be classed under defective and
should be colour coded as indicated in 5.4.1, 5.4.2 and 5.4.3.
0.7 The colour coding included in the standard is not mandatory, but
shall be adopted when so specifically required by the purchaser.
0.8 The steel designations given in this standard conform to IS : 1762
( Part I 1-197411 but for the sake of convenience old designations have also
been given within brackets.
1. SCOPE
1.1 This standard prescribes a scheme of colour coding based. on the
classification of steels given in IS : 1570-19611.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in relevant
parts of IS : 1956** shall apply.
‘Specification for structural steel (standard quality ) (jiffh revision).
tspecification for carbon steel billets, blooms and slabs for re-rolling into structural
steel ( standard quality ) (Jirst revision ).
Ispecification for carbon steel billets, blooms and slabs for re-rolling into structural
steel ( ordinary quality ) ( second revision ).
§Specification for structural steel ( ordinary quality ) ( second revision ).
llcode for designation of steels: Part I Based on letter symbols (jrst rmision ).
T/Schedules for wrought steels for general engineering purposes.
**Glossary of trrms relating to iron and steel ( Issued in eight parts ).
4k8:2049-1938
3. PAINTS
3.1 Appropriate quality of paints conforming to relevant Indian Standards,
where they exist, shall be used for colour marking.
3.2 It is recommended that the paints used should produce a glossy finish
as far as possible.
4. COLOURS
4;l Only primary colours shall normally be used for identification of
wrought steels for general engineering purposes.
4.1.1 However, in view of the large number of colour shades required
to distinguish and identify the steels, it may be necessary to use colours other
than primary colours. Recommendations regarding shades of colours
that may be used are given in Table 1. Colotirs used should be as near
to the specified colour shade as possible.
TABLE ! DISTINCT SHADES OF COLOURS TO BE USED FOR CODING
SL COLOTJR SHADE No. mD IT8
No. DESCRIPTION ACCORDINQ
TO IS : 5-1978+
(‘1 (2) (3)
1. Aluminium paint Aluminium colourt
( see IS : 2339-19632 )
2. Black Black?
3. Blue 166 French blue
4. Brown 410 Light brown
5. Green 217 Sea green
6. Grey 631 Light grey
7. Orange 557 Light orange
8. Pink 442 Light salmon pink
9. Red 537 Signal red
10. Violet 796 Dark violet
11. White %ream white*
12. Yellow 309 Canary yellow
*Colours for ready mixed paints and enamels ( third r&ion ).
tNot included in IS : 5-1978.
$Specification for aluminium paint for general purposes, in dual container.
5. IDENTIFICATION
5.0 The system of colour coding consists of a primary colour band ( base
colour ) and other colour bands.IS:2849 - 1978
5.1 Primary Colour - Schedules I, II, III and V have been assigned
one primary colour each. In view of the large number of steels in
Schedules IV and VI, more than one primary colour has been allotted to
each schedule, The primary colours allotted to each schedule are indicated
in Table 2.
TABLE 2 PRIMARY COLOURS FOR SCHEDULES
SCHEDULE COLOUR(S)
(‘1 (2)
Schedule I Grey
Schedule II Black
Schedule III Brown
Schedule IV Red, blue, green, yellow,
orange, white
Schedule V Pink
Schedule VI Aluminium paint and violet
5.2 Colour Bands
5.2.1 First and second colour bands are used to distinguish between
various steels belonging to the same schedule. The width of the second
colour band shall be approximately half of first colour band.
5.3 Additional Colour Coding - Additional colour for condition of
supply and tolerance if agreed to between the supplier and the purchaser
shall be done as given in 5.3.1 and 5.3.2.
5.3.1 The condition of supply may be indicated by providing suitable
letter coding superimposed on the colour band(s). The following letters
may be used to indicate condition of material:
T5 = Annealed
T3 = Normalized
T14 - .Hardened and tempered
S6 = Cold drawn/cold rolled
5.3.2 If necessary, the tolerance category of the product may be indi-
cated by employing suitable colour or letter coding.
5.4 The system of colour coding as prescribed in this code and as appli-
cable to different grades of ‘steels given in IS : 1570-1961* and IS : 1570
! Part V )-1972t is given in Tables 4 to 9. Colour codes for specific
categories of popular grades of steels are given in Table 3.
5.4.1 Defective material should be dabbed with red paint.
*Schedules for wrought steels for general engineering purposes.
$Schedules for wrought strels for general engineering purposes: Part V Stainlrss
and heat resisting steels (first revision ).
6IS t 2849 - 1978
5.4.2 Off grade high carbon steel should be dabbed with pink paint.,
5.4.3 Mild steel off grade material should be dabbed with white paint.
TABLE 3 COLOUR CODE FOR SPECIFIC CATEGORIES OF STEELS
(Claasc;5.4, 6.1, 6.2, 6.3, 6.4nnd6.5)
STANDARD STEEL DESIGNATION BASE COLOUR FIRST
No. NEW ( OLD ) ("0~) COr.OUB
BAND
(DOT)
(1) (2) (3) (4) ’
IS : 226 Fe410-S ( St 42-S ) No colour code shall *be -
applied
IS : 226 Fe410-Cu-S ( St42CuS ) Grey dot on end and surface -
IS : 961+ Fe570-HT ( St 58-HT ) Grey White
IS :961* Fe 540-W-HT ( St55-HTW ) Grey Yellow
IS : 1079+ O-1079 Grey Orange
D-1079 Grey Black
DD-1079 Grey Brown
EDD-1079 Grey Violet
IS : 1977 Fe310-0 ( St32-0 ) Blue dot -
IS : 1977 Fe410-0 ( St42-0 ) Dark brown dot -
IS : 2002* Grade 1 Grey Pink
Grade 2A Grey Green
Grade 2B Grey Red
IS : 2062 Fe410-W ( St42-W ) Green dot on one end -
Fe410-Cu-W ( St42-W ) Green dot on one end and -
surface
IS : 2830 Fe410-SBl ( St42-SBI ) Grey dot on one end -
Fe410-Cu-SBl ( St42-SBCl ) Grey dot on end and surface -
IS 0:914 Fe4lOSB2 ( St42-SB2 ) Green dot on one end -
Fe410-Cu-SB2 ( St42SBC2 ) Green dot on end and surface -
Fe410-SB3 ( St42-SB3 ) Orange dot on one end _\
Fe410-C&B3 ( St42-SBC3 ) Orange dot on end and surface -
IS :2831 Fe310-OB (St32-OB ) Blue dot on one end -
Fe310-Cu-OB ( St32-OBC) Blue dot on end and surface -
IS *0:915 Fe410-OB ( St42-OB ) Dark brown dot on one end -
Fe410-Cu-OB ( St42-OBC ) D;;~~~r;wn dot on end and -
IS : 2879 - Yellow dot on one end -
NOTE 1 -For standards except those marked with asterisk (*) only dots shall
be used for the purpose of colour coding. However, colour bands may be used in
the case of sheet, plate and strip ( see Fig. 3 and 4 ).
NOTE 2 - In the case of copper-containing grades, the colour should be painted
on the adjoining surface of product besides the full section. In the case of plate,
sheet and strip, the copper containing grades maybe painted across the corner of
the top surface (see Fig. 2 and 4 ).
7IS : 2049 - 1978
TABLE 4 COLOUR CODE FOR SCHEDULE I
(STEELS SPECIFIED BY TENSILE PROPERTIES BUT WITHOUT
DETAILED CHEMICAL COMPOSITION )
( Clauses 5.4, 6.1, 6.2, 6.3, 6.4 and 6.5)
STEEL DESIQNATION BASE FIRST SECOND REFEHENCE TO INDIAN
[See IS : 1762 ( Part I )- COLOUR COLOUR GOLOUR STANDARD
1974* ] BAND BAND
(1) (2) (3) (4) (5)
Fe 290 ( St 30) Grey Aluminium White -
paint
Fe 310 ( St 32 ) Grey Aluminium Red IS : 432
paint
Fe 330 (St 34) Grey Aluminium - IS : 1079, 5986
paint
Fe 360 ( St 37) Grey Aluminium Yellow IS : 1079, 3503, 5272,
paint 5986
P’e 380 ( St 39 ) Grey Aluminium Orange
paint
Fe 410 ( St 42) Grey Blue - IS : 432, 1079, 1148,2100,
3039, 3503, 5986
Fe430 (St 44) Grey Blue White IS : 3503, 8500
Fe 460 ( St 47 ) Grey Blue Red IS : 1149, 3503
Fe 490 ( St 50) Grey Blue Pink IS : 1079, 3503, 8500
Fe 510 ( St 52 ) Grey Green White IS : 1079, 2100, 5986
Fe 540 ( St 55) Grey White Red IS : 8500
Fe 570 (St 58 ) Grey White Yellow IS : 432.8500
Fe 620 ( St 63 ) Grey White Green -
Fc 650 ( St 66 ) Grey White Orange IS : 8500
Fe 770 (St 78 ) Grey White Pink -
Fe 870 ( St 88 ) Grey White Violet -
*Code for designation of steels: Part I Based on letter symbols (first rauirion) .
8IS : 2049 - 1978
TABLE 5 COLOUR CODE FOR SCHEDUI;E II
(CARBON STEELS WITH SPECIFIED CHEMICAL COMPOSITION AND
RELATED MECHANICAL PROPERTIES )
( Clauses 5.4, 6.1,6.2,6.3, 6.4 and 6.5 )
STEEL DESIQNATION BASE FIRST SECOND REFERENCE TO INDIAN
[See IS :ll;;;$Part I )- CoLooa CoLona COLOUR STANDARD
BAND BAND
(‘1 (2) (3) (4) (5)
4C2 ( CO4 ) Black White Grey -
5c3 ( co5 ) Black White Red IS : 4882, 4397
7c3 ( co7 ) Black White Pink -
1oc4 ( Cl0 ) Black White Grey IS : 1812, 2879,4432
14C6 ( Cl4 ) Black White Blue IS : 2073, 4432, 5489
15c4 (Cl5) Black White Orange IS : 1812
15C8 ( Cl5Mn75 ) Black Red - IS : 1875, 2004, 2100,
4432,6967
2OC8 ( c20 ) Black Yellow - IS : 1875, 2004, 2073
25C4 ( C25 ) Black White Yellow -
25C8 ( C25Mn75 ) Black Violet - IS: 1875, 2OQ4, 2073,
3930, 5517, 6967
3OC8 ( C30) Black Green - IS: 1875, 2004, 2073,
3930,5517,6967
35C8 ( C35Mnz ) Black Brown IS : 1875, 2004, 2073,
3930,5517
4OC8 ( C4O ) Black White Brown IS : 7283,5517, 7226
45C8 ( C45 ) Black - - ISi5;;75, 32206q4, 2073,
3930,
5517’ ’
5OC8 ( C50) Black Green White IS:5517
5OCl2 ( C50Mnl) Black Violet White -
55C6 ( C.55 ) Black Brown White IS : 2507, 3885, 3930,
7226,8054, 8055
55C ( C55Mn7_5 ) Black White - IS : 1875, 2073, 3445,
5517,7494
6OC6 ( C60 ) Black Orange IS : 8055
65C6 ( C65 ) Black Aluminium - IS : 1875, 2004, 2073,
paint 2507, 4072,%X5
7003 ( c70 ) Black Green Yellow IS : 2507, 4072, 7226,
8055
75C6 ( C75 ) Black Green Pink IS : 2507, 3885,8054
8OC6 ( C80 ) Black Green Grey IS : 2507, 4072, 7226,
8055
85C6 ( C85 ) Black Yellow White IS : 2507, 7226
98C6 ( C98 ) Black Yellow Red IS : 2507, 3195, 7226,
8052
ll?& (Cll3) Black Yellow Pink IS : 3195, 8052
*Code for designation of steels: Part I Based on letter symbols (jirst reuision ).
9IS I 2849 - 1978
TABLE 6 COLOUR CODE FOR SCHEDULE III ( CARBON AND
CARBON-MANGANESE FREE CUTTING STEELS WITH SPECIFIED
CHEMICAL COMPOSITION AND RELATED MECHANICAL PROPERTIES )
( Clauses 5 4, 6.1, 6.2, 6.3, 6.4 and 6.5 )
STEEL DRSIQNATION BASE FIRST SECOND REFERENCE TO
[ see IS :l19776i\*P art I )- COLOUR CoLonI% COLOrJR INDIAN STANDARD
BAND BAND
(1) (2) (3) (4) (5)
lOC8St 1 ( 1OSl’ ) Brown White - IS : 1812,4431,4432
14C14S14 ( 14MnlSl4) Brown Grren - IS : 7283,4431, 4432
25C12S14 (25hInlSs) Brown Blue - IS : 4431
4OClOSl8 (4OS18 ) Brown Grey IS : 4431,5517
13ClOS25 ( 13SL”) Brown IS : 7283,443l
4OC15S12 ( 40Mn2S1 -2 ) Brown Yellow - IS : 3930,4431,5517
*Code for designation of steels: Part I Based on letter symbols (first reuision) .
TABLE 7 COLOUR CODE FOR SCHEDULE IV ALLOY STEELS
( OTHER THAN STAINLESS AND HEAT-RESISTING STEELS ) WITH
SPECIFIED CHEMICAL COMPOSITION AND RELATED
MECHANICAL PROPERTIES
( Clauses 5.4, 6.1, 6.2, 6.3.6.4 and 6.5 )
STEEL DESIQNATION BASE FXR& SECOID REFXRENCZTO INDIAN
[See IS : 1762 ( Part I )- COLOUR COLOUR COLOUR STANDARD
1974*1 BAND BN-TD
(‘1 (2) (3) \4) (5)
A. Spring Steels
36Si7 ( 37Si2Mn90 ) Green - IS : 4367, 4368
55Si7 ( 55Si2Mn90 ) Green White - IS : 2507, 3195. 3431.
3885, 4072, 4368;
8051, 8052, 8054,
8055
50Cr4 ( 50Crl ) Green Blue - IS : 2507,393O
50Cr4V2 ( 50Cr lV23 - ) Green Yellow - IS : 2507, 3431, 3930,
4368, 7479, 8051,
8052
*Code for designation of steels: Part 1 Based on letter symbols (/irst revision).
( Conhued)
IQ1s : 2049.1978
TABLE 7 COLOUR CODE FOR SCHEDULE IV ALLOY STEELS
( OTHER THAN STAINLESS AND HEAT-RESISTING STEELS ) WITH
SPECIFIED CHEMICAL COMPOSITION AND RELATED
MECHANICAL PROPERTIES - Contd
STEEL DESIGNATION BASE FIRST SIXOND REFERENCE TO INDIAN
[See IS :119776q2t(,Part I )- CoLonn C0LOUR COLOUR STANDARD
BAND BAND
(1) (2) (3) (4) (5)
B. Low Tensile Heat Treatable Steels
20Mn6 ( 20Mn2 ) Red White - IS : 2100, 2041, 4367,
4368, 5517, 6967
27Mn6 ( 27Mn2 ) Red Brown - IS : 5517
37MnG ( 37Mn2 ) Red Blue - IS : 3930, 4367, 4368,
5517
47Mn6 ( 47Mh2 ) Red Violet - IS : 3930
35Mn6Mo3 Red Yellow - IS : 3930,5517
( 35Mn2Mo2j )
35Mn6Mo4 Red (_: L: - IS : 3930.5517
( 35Mn2Mo45 )
C. Medium Tensile Heat Treatable Steels
4OCr4 ( 40Crl) Blue - _. IS : 3930, 4367, 4368,
5517, 7479
4ONi6Cr4Mo2 Blue Brown - IS : 3930, 5517
(4ONiCrlMol5)
35Ni5Cr2 ( 35NilCr60) Blue Red - IS : 3930, 4367, 4368,
5517
55Cr3 ( 55Cr70 ) Blue White - IS : 5517
D. High Tensile Haclt Treatable Set-k
4OCr13MolOV2 Yellow Aluminium - IS : 5517
(4OCr3MolV20_) paint
40Cr4Mo3 Yellow - - IS : 3930, 4367, 4368,
( 4OCrlMo2j ) 5517,7494
4ONi6Cr4Mo2 Yellow Red IS : 3930, 5517,7494
(4ONiCrlMol5 )
40Cr7AllOMo2 Yellow Black - IS : 5517
( 4OCr2All Molz)
*Code for designation of steels: Part I Based on letter symbols (&t revision ).
(Continued )
11IS : 2049 - 1978
TABLE 7 COLOUR CODE FOR SCHEDULE IV ALLOY STEELS
( OTHER THAN STAINLESS AND HEAT-RESISTING STEELS ) WITH
SPECIFlED CHEMICAL COMPOSITION AND RELATED
MECHANICAL PROPERTIES - Conld
STEEL DESIGNATION BASE FIRST SECOND REPERENCETO INDIAN
[See IS : 1762( Part I )- COLOUR COLOUR COLOUR STANDARD
197481 BAND BAND
(1) (2) (3) (4) (5)
4ONi6Cr4Mo3 Yellow Blue - IS : 3930, 3445, 4367,
( 40Ni2Crl Mo28 ) 4368, 5517
31NilOCr3Mo6 Yellow Brown - IS : 3930, 4367, 5517
(31Ni3CrgMo52)
3ONiGCr5 ( 30Ni4Crl ) Yellow Green - IS : 4367, 5517
40NilOCr3Mo6 Yellow White - IS : 4368, 5517
(40Ni3Cr65 M055 )
4ONi14 ( 4O%i3 ) - Yellow Violet - IS : 3930, 3445,5517
E. Case Hardening Steels
1lMn6 (llMn2) White Yellow Red IS : 4432
15Cr3 ( 15Cr65 ) White Blue - IS : 4432,4367,4368
-
16Ni3Cl2 White Green IS : 4432
( 16NiEKJCre )
16Ni4Cr3 White Pink IS : 4432
( 15NilCr80 )
15Ni5Cr4Mol White Brown - IS : 4367, 4368,4432
( 15NiCrlMol2 - )
15Ni7Cr4Mo2 White Orange IS : 4368,4432
( 15NiZCrlMolJ )
16Ni8CrGMo2 \vhite Violet - IS : 4367, 4368, 4432
( 16NiCrLMoZO )
-
20Ni7Mo2 White Yellow - IS : 4432, 5489
( 26Mn2Mo25 )
13Ni13Cr3 White Red - IS : 4367, 4358,4432
( 13Ni3Crg )
15Ki16Cr5 ( 15Ni4Crl ) White Blue Red IS : 4367, 4368, 4430,
4432
20NiCrM1,2 White Grey - IS : 4432,5489,6967
( 20Ni5J_Cr5cMo2 )
17Mn5Ct.4 White Black - IS : 4367, 4368, 4432,
( 17MnlCr92) 5489
ZOMnCr5 ( 20MnCrl ) White - - IS : 4367,4368, 4432
*Code for designation of steels: Part I Based on letter symbols (fist reuisiun ).
( Cenrinued )
12IS : 2049 - 1978
TABLE 7 COLOUR CODE FOR SCHEDULE IV ALLOY STEELS
(OTHER THAN STAINLESS AND HEAT-RESISTING STEELS) WITH
. ..SPECI.FIED CHEMICAL COMPOSITION AND RELATED
MECHANICAL PROPERTIES - Cod
STEEL DESIQNATION BASE FIRST SECOND REVERENCE TO INDIAN
[ set IS : ll;;7*(1Part I )- COLOIJR COLOUR coLous STANDARD
BAND BAND
(1) (2) (3) (4) (5)
F. Ball Bearing Steeh
103Cr4 ( 103Crl) Grey - - IS : 4398
103Cr6 ( 103Cr2 ) Grey Green - IS : 4398
105Cr5 ( 105CrlMn62) Grey Yellow IS : 2507, 3195, 3431,
3930, 4398
G. Creep Resisting Steels
lOMo6 ( IOMog ) Orange Black - -
20Mo6 ( 20Mo55 ) Orange Blue - IS : 2041
33Mo6 ( 33Mo5_5 ) Orange Green - -
2lCr4Mo3 Orange Red - IS : 4367,436s
( 2lCrlMo2EJ )
07Cr4Mo6 Orange White !S : 4367
( 07Cr90Mo 5_5)
15Cr4Mo6 Orange Aluminium IS : 2611
( 15C: 90Mo52 ) paint
40Cr5Mo6 Orange Red -
( 40Crl Mo6Jl )
IOCrSMolO Orange Green - IS : 4367,4368
( lOCr2Mol )
15Crl3Mo6 Orange Yellow - IS : 5517
( 15Cr3MoE)
25Cr20Mo6 Orange Brown - IS : 4367, 4368, 5517,
( 25Cr5Moz ) 7494 \
lOCr20Mo6 Orange Violet - -
( lOCr5MoE )
20Cr20Mo6 Orange Grey -
( 20Cr5Mo5J )
35Cr5Mo6V2 Orange Pink -
( 35CrlMo65V25 )
--
*Code for designation Oc steels: Part I Based on letter symbols (jirsl revision ).
13fS : 2049 - 1978
TABLE 8 COLOUR CODE FOR SCHEDULE V [ See IS : 1570 ( Part V )-1972. ]
HIGH ALLOY STEELS, STAINLESS AND HEAT RESISTING STEELS
( Clauses 5.4, 6.1, 6.2, 6.3, 6.4 and 6.5 )
STEEL D~RIQNATION BASE FIRST SECOND REFERENCE ~0 INDIAN
[ See IS :1$77l+\Part I )- COLOUR COLOUB COLOUR STANDARD
BAND BAND
(1) (2) (3) (4) (5)
X04Cr13 (04Cr13 ) Pink Blue - IS : 6527, 6528, 6529,
6603.6911
XlZCr13 ( 12Cr13) Pink Orange - IS : 6527. 6528. 6529.
6663;6911 . -
X20Cr13 ( 20Cr13 ) Pink Green IS : 6529,6603,6911
X30Cr13 ( 30Cr13 ) Pink Red - IS : 6529, 6603,691l
X40013 (40Cr13 ) Pink Grey - IS : 6529, 6603.6911
X05Cr17 (05Cr17 ) Pink Black - IS : 5522, 6527, 6528,
6529,6603,6911
X15Cr16Ni2 Pink Violet - IS : 6529, 6603,691l
( 15Cr16Ni2 )
X105Cr18Mo Pink Brown - IS : 6529,6603,6911
( 105Crl6Mo50 )
Xd2Crl8Nill - Pink Blue White IS : 6527, 6528, 6529,
( 02Cr18Nill ) 6603, 6911
Xd4Crl5Nill-. Pink - - IS : 5522, 6527, 6528,
( 04Cr18Nill ) 6529,6911,6683
X07Cr18Ni9 - Pink Aluminium - IS : 5522; 6527, 6528,
( 07Cr18Ni9 ) paint 6529,6603, 6911
XlOCrl7Ni7 Pink Blue Orange IS : 6527, 6528, 6529,
( lOCr17Ni7 ) 6603,691l
X04Crl8NilOTi Pink White - IS : 6529, 6603, 6911
( 04Cr18Ni18Ti2_0 )
XO4Crl8NilONb Pink Black White IS : 6529, 6603,6911
( 04Cr18NilONb40 )
X04Cr17Ni12Mo2- Pink Yellow - IS : 5522, 6527, 6528,
( 04Cr17Ni12Mo2 ) 6529. 6603. 6911
X02Cr17Ni12Mo2 Pink Green White IS : 6527; 6528, 6529,
( 02Crl7Ni12Mo2 ) 6603, 6911
X04Cr17Ni12Mo2 Pink Orange White IS : 6529, 6603,6911
(04Cr17Ni12Mo2Tiz)
XlOCr17Mn6Ni4N Pink Red White IS : 6527, 6528, 6529,
(lOCrl7Mn6Ni4N20) 6603,691l
Xl5Cr25N Pink Grey White -
( 15Cr25N20 )
X15Cr25Ni13 Pink Violet White -
( 15Cr25Ni13 )
X2OCr25Ni20 Pink Brown White -
( 20Cr25NZO )
X45Cr9Si4 ( 45Cr9Si4 ) Pink Green Blue IS: 7494
X80Cr20Si2Nil Pink Red Yellow IS : 7494
( 80Cr20Si2Nil )
*Schedules for wrought steels for general engineering purposes: Part V Stainless
and heat resisting steels (@I rcnision ).
*Code for designation of steels: Part I Based on letter symbols (jirst revision ).
14IS I 2019 - 1978
TA3LE 0 COLOUR CODE FOR SCHEDULE VI
(CARBON AND ALLOY TOOL STEELS )
( Cfauccr 5.4, 6.1, 6.2, 6.3, 6.4 and6.5 )
STEEL DESIONATION BME FIRST SECOND REFERENCE TO INDIAN
[ Su IS : 1762 (Part I)- CoLonB CoLova CoLoun STANDARD
1974+ ] BAND BAND
(1) (2) (3) (4) (5)
MT8 ( T50 ) Aluminium - -- IS : 3749
paint
55T8 ( T55 ) Aluminium White - IS : 3749
paint
6OT6(T60) Aluminium White Blue IS : 3749, 5518
paint
65T5 ( T6.5 ) Aluminium White Green IS : 3749
paint
70T6 ( T7OMn65 ) Aluminium White Red IS : 3749
-
paint
75T6 ( T75 ) Aluminium White Yellow IS : 3749
paint
8OT6 ( T80Mn65 ) Aluminium White violet IS : 3749
-
paint
85T6 ( T85 ) Aluminium White Grange IS : 3749
paint
7OT3 ( T70 ) Aluminium White Black IS : 3749,393o
paint
80T3 ( T80 ) Aluminium White Grey IS : 3749
paint
9OT3 ( T90 ) Aluminium Orange - IS : 3749
paint
103T3 ( T103 ) Aluminium Orange White IS : 3740
paint
118T3 (T118) Aluminium Orange Blue IS : 3749
paint
133T3 ( T133 ) Aluminium Red White IS : 3749
paint
T8OV2 ( T8OV23 ) Aluminium Red Green IS : 3749
paint
T9OV2 ( T90V23 - ) Aluminium Red Blue IS : 3749
paint
T103V2 ( T103V22) Aluminium Orange Green IS : 3749
paint
T118Cr4 (T118Cr45 - ) Aluminium Orange Grey IS : 3749
paint
*Code for designation of steels: Part I Based on Ietter symbols (fist rroision ).
( Cohued )
13IS I 29&l - 1978
TABLE 9 COLOUR CODE FOR SCHEDULE VI
( CARBON AND ALLOY TOOL STEELS ) - Cenrd
STEEL DESIQNATION BASE FII~ST SECOND RE~ERENOE TO INDIAN
[Set IS : 1762 ( Part I )- COLOUR COLOUR COLOUR STANDARD
1974* ] BAND BHD
(1) (2) (3) (4) (5)
T133Cr4 (Tl33Cr42) Aluminium Orange Blue IS : 3749
paint.
T55Cr3 ( T55Cr70) Aluminium Orange Violet IS : 3749
-
paint
T45Cr5Si3 Aluminium Pink - IS : 3749
(T45CrlSi92) paint
T55Cr3V2 Aluminium Pink Green IS : 3749
( T55Cr70V’ ) paint
T50Cr4V2 Aluminium Pink Red IS : 3749
( T50Cr IV22 ) paint
T105Cr5 ( TlOSCrl ) Aluminium ?ink Brown IS : 3749
paint
T105Cr5Mn Aluminium Pink Yellow IS : 3749
( TlOSCr 1 MnE) paint
T9OMn6WCr2 Aluminium Bhe - IS : 3749, 4430
( T9OMn2W5OCr42) paint
T55Si7 ( T55Si2Mnz ) Aluminium BIue White IS : 3749
paint
T55Si7Mo3 Aluminium IlllIe Green IS : 3749
( T55Si2MnzMo3J ) paint
T60Ni5 ( TGONil ) Aluminium Blue Yellow IS : 3749, 5518
paint
T4ONi14 ( T40Ni3 ) Aluminium Blue ked IS : 3749
paint
T30Ni16Cr5 Aluminium Blue Brown IS : 3749, 4430
( T30Ni4Crl ) paint
T55Ni6CrMo3 Aluminium Green White IS : 3749, 4430
( T55Ni2CrEMo!j ) paint
T4ONi6Cr4Mo3 Aluminium Green Yellow IS : 3749
( T4ONi2Crl Moz ) paint
T3lNiIOCr3Mo6 Aluminium Green Blue IS : 3749
( T31Ni3C+Mo52) paint
T4ONilOCr3Mo6 Aluminium Green Orange IS : 3749
( T40Ni3Cr6+o52) paint
*&de for designation of steels: Part I Based on letter symbols (&rst WUiJion ).
( Continued )
16TABLE 9 COLOUR CODE FOR SCHEDULE VI
( CARBON AND ALLOY TOOL STEELS ) - Contd
STEEL DESWNATION BASE FIEWJ! SECOND R~TF~w~ENCE To INDIAN
[See IS : 1762 ( Part I )- COLOCm COLOUR COLOUR STANDARD
1974* ] BAND BAND
(1) (2) (3) (4) (5)
T35Cr20Mo14V3 Aluminium Green Pink IS : 3748
(T35Cr5MolV30) paint
T35Cr20Mo14Vll Aluminium Green - IS : 3748
( T35Cr5MoVl ) paint
T35Cr20Mo14W6V3 Aluminium Red - IS : 3748
( T35Cr5MoWlV38_) paint
T4OWSCr5V2 Aluminium Red Orange IS : 3749.5651
(T4OW2CrlVlfJ) paint
T50W8Cr5V2 Aluminium Red Yellow IS : 3749,565l
(T50W2CrlVl&) paint
T105W6CrV2 Aluminium Black IS : 3749
( T105W2Cr60V25 ) paint
--
Tl lOW6Cr4 Aluminium Black White IS : 3749
( Tl IOW2Crl ) paint
T14OW15Cr2 Aluminium Black Green -
( T148W4Cr50 ) paint
‘.XT160Cr12 Aluminium Black Blue IS : 3749
( T160Cr1-2- 1 paint
XT215Cr12 Aluminium Black Red IS : 3749, 4430
( T215Cr12) paint
XT33W9Cr3V Aluminium Brown - IS : 3748,565l
( T33W9CrVg ) paint
XT55W15Cr3V Aluminium Brown White IS : 3748
( T55W 14Cr3V45 ) paint
XT70W 14Cr4V Aluminium Brown Blue -
( T70W 14Cr4V72) paint
XTl23Wl4Co5V4 Aluminium Brown Green
( T123W14Co5V4 ) paint
XT7OW 18Cr4Vl Aluminium Brown Red IS : 5651, 7291
( T70W18Cr4Vl ) paint
XT75W18Co6Cr4VMol Aluminium Brown Pink IS : 7291
( T75W 18Co6Cr5Vl paint
MO75 1
XT75%18ColOCr4V2 Aluminium Brown Violet -
Mol paint
( T75W18ColOCr4V2
Mol )
*Code for designation of steels: Part 1 Based on letter symbols (prs! rwision ).
( Coaliarud )
17TABLE 9 COLOUR CODE FOR SCHEDULE VI
( CARBON AND ALLOY TOOL STEELS ) - Canfd
STEEL DESIGNATION BASE FIRST SECOND REPERENCET O INDIAN
[See IS : 1762 ( Part I ) - COLOUR COLOUR COLOUB STANDARD
1974’ ] BAND BAND
(1) (2) (3) (4) (5)
XT83MoW6Cr4VZ Aluminium Yellow - IS : 7291
( T83MoW6Cr4V2 ) paint
lOT4 ( TlO ) Aluminium Yellow Green IS : 4430
paint
T15Cr3 ( T15Cr5 ) Aluminium Yellow Blue IS : 4430
paint
TlOCr20Mo8V2 Aluminium Yellow Black IS : 4430
( TlOCr5Mo75V23 ) paint
T16Ni3Cr2 - - Aluminium Yellow Pink IS : 4430
( T16Ni8~Cr6j ) paint
T15Ni5Cr4Mol Aluminium Yellow Red IS : 4430
( T15NiCrlMog) paint
T16Ni8Cr6Mo2 Aluminium Yellow Violet IS : 4430
( TlGNiCrZMo20 ) paint
*Code for designation of steels: Part I Based on letter symbols (jrst revision).
6. APPLICATION
6.1 The base colour band shall normally be (with the exception of
Table 3 ) painted on the full cross section of the product. The first and
second bands, where applicable, as specified in Tables 3 to 9, shall be
painted as stripes on the base colour. The first band shall be wider and the
second band shall be narrower. The wider bands shall be approximately
equal to twice the narrower band. A gap approximately equal to the
width of the narrower band shall be maintained between the successive
bands.
6.2 Bars, Rods, Tubes and Sections - If the material is bundled, the
appropriate colour bands as given in Tables 3 to 9 shall be applied on one
end of the product in the form of a band. Notwithstanding the provisions
of 6.2, the colour code has to be applied to each and every product
greater than 25 mm diameter or size in the case of alloy and high carbon
steel and greater than 32 mm in the case of mild steel ( see Fig. 5 ).
NOTE -Additional colour coding as given in 5.3 may also be painted if agreed
to between the manufacturer and the purchaser.
6.2.1 In case of tubes, the colour bands shall be painted on the body of
the products as well as on the ends ( see Fig. 6 ).
18IS t 2049 - 1978
6.3 Blooms, Billets, Ingots, Slabs, etc - The appropriate colour bands
as specified in Tables 3 to 9 shall be painted at one end ( see Fig. 7
and 8).
6.4 Sheets and Plates - When stacked one over the other, the full
colour code where applicable, as specified in Tables 3 to 9, shall be painted
on one end or side of the stack whichever is convenient ( see Fig. 9 ).
6.5 Strips - When stacked one over the other, the full colour band where
applicable, as specified in Tables 3 to 9, shall be painted on one end of the
stack ( see Fig. 10 ). When the strip is in the form of a coil, appropriate
colour code, if applicable, as specified in Tables 3 to 9, shall be painted at
the face or side of the coil preferably at two locations (see Fig. 10 and
11 ).
6.6 Wires and Wire Rods -When supplied in straight length, the
colour coding shall be done as in the case of bars and sections ( see 6.2).
When supplied in coil form, the colour coding shall be done as in the case
of strip (see Fig. 12 ).
NO COLOUR CODE
FIG. 1 COLOURC ODINGO F STRUCTURALAS ND BARS
( MATERIALF e410S TO IS : 226 ) .
WITH
COPPER
FIG. 2 COLOURC ODTNGO F STRUCTURALSA ND BARS
( MATERIAL Fe410CuS TO IS : 226 )
NOTE- A dot of minimum diameter of 2.5 mm shall be painted at one end of
the product by dabbing the paint with a suitable size brush. For products below
32 mm size, the colour code should be painted in the form of a band on one side of
the product ( xee Fig. 1 and 2 ).
19Fm. 3 COLOURC ODINGO F SHEET, STRIP OR Porn
( MATERIAL Fe41OW TO IS : 2062 )
WITH
COPPER
FIG. 4 COLOURC ODINGO F SHEET, STRIPO R PLATE
( MATERIAL Fe410CuW TO IS : 2062 )
(BASE COLOUR)
D (SECC$D;lLOUR
LOW (FIR&TCILOUR
NOTE- Colourc ode should be painted on one side of the bundle in the form of
a band as shown.
FIG. 5 COLOURC ODINGO F SMALL RODS IN BUNDLES
( MATERIAL 98C6 ACCORDINQT O IS : 3195-1975 )
20&:2049-1978
LGREY BASE (FULL SECTION)
Fro. 6 COLOURC ODINGO F TUBE
( MATERIAL 103Cr6 ACCORDINGT O IS : 4398-1972 )
(FIRST COLOUR BAND)
FIG. 7 COLOURC ODINGO F BILLETS,B LOOMSS, LABS,E TC
( MATERIAL 3OC8 ACCORDINGT O IS : 1875-1978 )
21IS : 2049 - 1978
COLOUR BAND)
1
BLACK BASE (FULL
SECTION)
FIG. 8 COLOUR CODING OF SLAB
( MATERIAL 15C4 ACCORDINGT O IS : 1570-l 96 1 )
WHITEIFIRST
COLOUR BAND (SECOND COLOUR BAND)
FIG. 9 COLOUR CODING OF A PILE OF SHEET/PLATES
( MATERIAL 85T6 ACCORDING TO IS : 1570-1961 )
22ITE(SECOND COLOUR BAND 1
BROWN [FIRST COLOUR BAND)
FIG. 10 COLOURC ODINGO F A PILE OF STRIPS
[ MATERIAL XZOCr25Ni20 ACCORDINGT O IS : 1570 ( Part V )-1972 ]
COLOUR BAND I ORANGE BASE
FULL SECTION)
FIG. 11 C~LOUR CODINGO F STRIP IN COIL FOR&~
( MATERIAL 20Mo6 ACCORDTNTGO IS : 1570-1961 )
23LLOW I SECOND COLOUR BAN0 I
GREEN(F IRST COLOUR BAN01
BLACK (BASE COLOUR)
FIG. 12 COLOUR CODING OF WIRE OR WIRE ROD IN COILS
( MATERIAL 7OC6 ACCORDING TO IS : 1570-1961 )
APPENDIX A
( czause 0.2 )
TITLES OF INDIAN STANDARDS WHERE COLOURCODE
MAY BE APPLICABLE
IS:
226-1975 Specification for structural steel ( standard quality ) (J;ftn
YeuiJion )
432 Specification for mild steel and medium tensile steel bars and
hard-drawn steel wire for concrete reinforcement
432 ( Part I )-1966 Mild steel and medium tensile steel bars (second
revision )
432 ( Part II )-1966 Hard drawn steel wire ( second revision )
961-1975 Specification for structural ‘steel ( high tensile ) ( second revision )
1079-1973 Specification for hot-rolled carbon steel sheet and strip ( third
revision )
114% 1973 Specification for rivet bars up to 40 mm for structural purposes
( second revision )
24IS : 2049 - 1978
IS:
1149-1973 Specification for high tensile rivet bars for structural purposes
( Jecond reuision )
1812-1973 Specification for carbon steel wire for manufacture of wood
screws (first revision )
1875-1978 Specification for carbon steel billets, blooms, slabs and bars for
forgings (fourth revision )
1977-1975 Specification for structural steel ( ordinary quality ) (second
revision )
2004-1978 Specification for carbon steel forgings for general engineering
purposes ( second revision )
2041-1962 Specification for steel plates for pressure vessels
2062-1969 Specification for structural steel ( fusion welding quality ) (first
revision )
2100-1970 Specification for steel billets, bars and sections for boilers ( jirst
revision )
2507-1973 Specification for cold-rolled steel strip for springs (jirst revision )
2831-1975 Specification for carbon steel billets, blooms and slabs for re-
rolling into structural steel ( ordinary quality ) ( second revision )
, 2879-1975 Specification for mild steel for metal arc welding electrode
core wire ( second revision )
3039- 1965 Specification for structural steel ( shipbuilding quality )
3195-1975 Specification for steel for the manufacture of volute and helical
springs ( for railway rolling stock ) ( jirst r evision )
3431-1975 Specification for steel for the manufacture of volute helical
and laminated springs for automotive suspension ( jrst revision )
3445-1966 Specification for forged steel rolls
3503- 1966 Steel for marine boilers, pressure vessels and welded machinery
structures
3748-1978 Specification for tool and die steels for hot work (jirst revision)
3749-1978 Specification for tool and die steels for cold work (jrst revision )
3885 ( Part I )-1977 Specification for steel for the manufacture of lami-
nated springs ( railway rolling stock ): Part I Flat sections
(Jirst revision )
3885 ( Part II )-I969 Specification for steel for the manufacture of
laminated springs ( railway rolling stock ): Part II Rib and
groove sections
3930-1966 Specification for flame and induction hardening steels
2518 ; 2049 - 1978
IS:
4367-1967 Specification for alloy and tool steel forgings for general indus-
trial use
4368-1967 Specification for alloy steel billets, blooms and slabs for
forgings for general engineering purposes
4397-1972 Specification for cold-rolled carbon steel strips for ball and
roller bearing cages (jirst revision )
4398-1972 Specification for carbon-chromium steel for the manufacture
of balls, rollers and bearing races (&t revision )
4430-1979 Specification for mould steels (jr.tt revision )
4431-1978 Specification for carbon and carbon-manganese free cutting
steels ( jrst revision )
4432-1967 Specification for case hardening steels
4882- 1968 Specification for low-carbon steel wire for rivets for use in
bearing industry
5272-1969 Specification for carbon steel sheets for integral coaches
5489-1969 Specification for carburising steels for use in bearing industry
5517-1978 Specification for steels for hardening and tempering (first
revision )
5522-1978 Specification for stainless steel sheets, coils and circles for
utensils and hospitalware (first r&ion )
5651-1970 Specification for steel for pneumatic tools
5986-1970 Specification for hot-rolled steel plates and flats for cold-
forming and flanging operations
6528- 1972 S,pecification for stainless steel wire
6914-1973 Specification for carbon steel cast billet ingots for rolling into
structural steel (standard quality )
6915-1973 Specification for carbon steel cast billet ingots for rolling into
structural steel ( ordinary quality )
6967-1973 Specification for steel for electrically welded round link chains
7226-1974 Specification for cold-rolled, medium high carbon and low
alloy steel strip for general engineering purposes
7283-1974 Specification for hot-rolled bars for production of bright bars
7291-1974 Specification for high speed tool steels
7494-l 974 Specification for steel for values for internal combustion
engines
26IS:
8051-1976 Specification for steel ingots and billets for the production of
volute, helical and lammated springs for automotive suspen-
sion
8052-1976 Specification for steel ingots and billets for the production of
volute and helical springs ( for railway rolling stock )
8054-1976 Specification for steel ingots and billets for the production of
laminated springs ( railway rolling stock )
8055-1976 Specification for steel ingots and billets for the production of
spring washers
8500-1977 Specification for weldable structural steel ( medium and high
strength qualities )
27BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 6375, 323 9402
Fax : 91 11 3234062,91 11 3239399
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 0-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617
*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 160022 60 36 43
Southern : C.1.T Campus, IV Cross Road, MADRAS 600113 23523 15
tWest&rn : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 632 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 1348
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 554021
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 0-26 00 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 6-71 19 96
53/5 Ward No.29. R.G. Barua Road, 5th By-lane, GUWAHATI 761 nr?3 54 11 37
5-&56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 63
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171416 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 69 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 600013 26 23 05
T.C. No. 14/1421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
Inspection 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 Shivaji Nagar, PUNE 411005 32 36 35
*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 10 85
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBO 400007 309 65 26
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Dee Kay Printers, New Delhi-l 10015, India.AMENDMENT NO. 1 NOVEMBER 1980
TO
IS:2049-1978 COLOUR CODE FOR THE IDENTIFICATION OF
WROUGHT STEELS FOR GENERAL ENGINEERING PURPOSES
(Fir8 t Retnkia~
Alteration
-- --_
(Page 9, TubZe 5, co1 5, sixth e&y) - Substitute
m:1812; IS:2255 and 1s:8057' for t~s:18121.
Addenda
----
clauskP~~~;8i ;Zause 6. I) - Add the following new
. :
'6.1.1 III case of plates, sheets and coils, base colour
may also be applied in the form of a band instead of
painting full section. The first and second colour bands
need not be superimposed on the base colour but w be
applied as successive bands away from the base colour
separated by a gap approximately equal to the width of
the narrower band.'
(Pages 25 and 27, Appendix A) - Add the following
new matter at the appropriate places:
'2255-1977 Specification for mild steel wire rod for
the manufacture of machine screws (by cold
heading process) (second reVhim).
8057-1976 Specification for steel ingots and billets
for the production of wire rod for the
manufacture of machine screws (by cold
heading process).'_
(sm 1)
Printed at Dee Kay Printers, New Delht, In$a
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Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL ) FOR WATER AND WASTE WATER
PART 7 tA6TE THRESHOLD
( Firill Revision )
1, scopo- PreScrlh TVm ethod for the determination of taste threshold, for quantitative measurement
of detectable taste,
111 This method 1s applicable only to water anu not to wRste water.
21 Apprrrtus
2,1 PWJar~tion olol/utions -2. System for dilution is same as that described for odour threshold tests.
212 For tenting, blank and each dilution is transferred to SO-ml beaker and given to observer for
terting,
& Procedure i-e Prepare dilution series In the seme way as in case of odour threshold testing. Take
16 ml 8dWle In 8 E@ml beaker and pair each sample with known blank sample and present to each
Panelist. Ask the panelist to hold water at 40”~ in as much quantity as is comfortable for several
naconds and discharge it without swallowing, tnottuet the subjrct to rt!cord whether a taste or after-
Mat@ IS detectable in the unknown sample. Submit the samples in an ltlr*rp;lsing order of concentra-
tion Until the subject’s taste threshold has been passed.
4. Preorutionr
4.1 Make taste testa only on samples known to be safe for ingestion.
03 Do not Us0 SQmples that may be contnminetad with bacteria, virus, pornsites, or toxic chemicals
luch IJS arsenic, dechlorinating agents or that derived from en unesthetic WIIICO.
I,a Do not make taste teats on waste water or aimiler untreated effluents.
6.4 Observe all aenltary and esthetic precautigns vvith regard to apparatus end containers containing
:he sample Practice hospital-level sanitation of these items.
b.6 Make analyses in a laboratory, free from tnterfrrtng background &ours. If possible, provide
:arbtbn-filtered air at constant temperature and humidity because without such precautions the test
neasutes f&our and not taste.
1. Crlcutrtfonr -Calculate the individual threshold and thteshold of panel in the same way a
llescribed in odour threshold tests~
EXPLANATORY NOtE
taste. like odour is one of the chemical senses. The odour sensation is stimulated by vapours
without physicel contact with a water sam$le, while taste requires contact of the taste buds with the
Mate1 sample to determine its palatability. Taste is simpler than odour as there may be only four basic
aste sensations: Sour, sweet, salty and brtter, The complex sensation experienced in the mouth during
he act of tasting is a combination of taste, odour, temperature and feel, this combination is of?en
;alled flevour. Taste tests usually have to deal with thbs complex combination. If a water sample
;ontains no detectable gdour and is presented at near body temperature. the resulting sensation is
,tedominantly true tastes
It mav not be assumed that ;a tasteless weter is most desirable. it has become almost axiomatic
hat distbllcd writer is lass pleasant to drink than certain high quality waters. Accordingly there are
we utj%t\,lr;t purposes of taste tests. The fhrst is to measure taste intensity by the taste threshold test.
The tfrst r*i\sults are used to as~ss treatment required to convert a water source into a quahty drinking
,,,ater sullp(~> The second purpose of taste testing is to evaluate the consumers judgement of the
quality of a &inking water, This test involves a panet evatuati~y Of undiluted samples presented as
wdinrrily consumed.
: ,.. ,i’
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IS : 6932 (Part V) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART V DETERMlNfbTlON OF UNHYDRATED OXIDE
( Second Reprint APRIL 1990 )
, . .
.
l .* UDC 691’51 : 543 [ 666’924’1 ]
__
0 Copyright 1974
BUREAU OF INBIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
NEW DELHI 110002
Gr 1 February 1974IS:6932(PartV)-1373
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART V DETERMINATION OF UNHYDRATED OXIDE
0. FOREWORD
0.3 This Indian Standard ( Part V ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Seo;titic;lxlC ommittee had been approved by the Civil Engineering Division
.
0.2 Hitherto, methods of tests for assessing qualitative requirements of build-
ing 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 unhydrated oxide 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 V ) covers the method of test for determination of
unhydrated oxide contents of building lime.
’ 2.GENERAL
2.1 preparrrdon of $he Sample-The sample shall be prepared in
accordance with 7.2 of IS : 712-1973t.
2.2 The distilled water ( scd IS : 1077~1960: ) shall be. used where use of
water as a reagent is intended.
*Rules for rounding OdfnumaicaI vaIucs (rmhf).
$$#cci6cationfoh~Iimcs(sraPIJ~~).
~spcci6cation for water, didId qudy (mifd). ( since rcvi8ed ).
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR’MARQ
NEW DELHI 110002Is:6932 (PartV)-1973
3. DETERMINATION ‘OF UNHYDRAT.ED OXIDE
3.1 The sample shall be slaked at a specified temperature of 25&2”C
[GC 2.3 of IS: 6932 ( Part III )-1973* 1, the quantity of water will be
sufficient to make a stiff putty. The sample shall then be dried in vacuum
till its mass becomes constant.
3.2 Before carrying out the analysis, the hydrated lime sample shall be dried.
For this purpose about 25 g of the sample shall be required to be kept in
vacuum until its mass becomes constant.
3.3 Apparatus
3.3.1 Themobalance - The thermobalance shall consist of an arrangement
wherein the sample can be heated, automatically’weighed at regular intervals
and the temperature of heating and the mass of the sample can be auto-
matically recorded.
3.3.2 The arrangement for stopping the temperature rise at any point
shall be provided within this set-up.
3.3.3 Crucible - The crucible shall be made of a material which does not
in any way react with lime up to 1 400°C.
3.3.4 Su#jort - The support over which the crucible is mounted before
sliding over into the furnace shall be made of sintered or fused alumina.
3.3.5 Furnace - The furnace should be such that its temperature can be
raised at a sufficient controllable rate to 1 lOO’C, preferably 1 400°C.
This furnace may be raised and lowered as required with the help of a
chain arrangement.
3.3.6 Autoclave - The autoclave shall be made of a high pressure steam
vessel provided with a thermometer well. The autoclave cover lid shall be
equipped with an automatic pressure control and a safety valve device. A
vent valve shall be provided on the lid of the autoclave so as to allow the
steam to escape out whenever required. The pressure gauge shall
have a dial with 114 mm diameter and shall be graduated from 0 to 40
kg/cma with scale divisions of not more than O-5 kgkglcms. The heating may
be controlled such that pressure of 21 kg/cm’ can be obtained in 45 to 75
minutes. The autoclave shall be designed to permit the gauge pressure to
drop from 21 kg/cm* to less than 1 kg/cmb in 1) hours after the supply has
been cut off.
3.4 Procedure
3.4.1 Dry the hydrated magnesiun lime powder in a vacuum desiccactor
for 1 hour at a pressure of 10 mmHg ( O-0136 kg/c& ) . Accurately weigh
*Method of teats for buikiiig limes : Part III Determination of residue on slaking of
quicklme.
2IS:6932(PartV)-1973
I*000g of the sample in a crucible and analyse thermogravimetrically at any
heating rate less than 200”C/h. When the temperature reaches 380°C dis-
continue the heating programme and keep the temperature constant until
no further loss in mass takes place. Restart heating after 10 minutes and
continue the programme until the mass finally becomes constant.
3.4.2 Accurately weigh l-000 g portion from the dried hydrated magnesium
lime sample ( see3 .2 ) in a platinum crucible. Cover this with another
loosely fitting crucible. Place inside the autoclave. Heat the autoclave
carefully to raise the pressure to 20.746 kg/cm8 in about 3 hours and keep
it constant for another hour. Release the pressure gradually. Dry the
crucible in vacuum, as previously, until the mass becomes constant. Transfer
the contents of the platinum crucible into the small crucible quantitatively
and analyse thermogravimetrically as before.
3.5 Calculation
i) [ Loss from ( 280 to 380 ) ] g x 3.238 = mass of Mg(OH), in
the hydrate = A
ii) mass of Mg(OH)s in the autoclaved hydrate = B
iii) increase in mass of Mg(OH), = ( B - A )
iv) Unhydrated MgO = ( B - A ) x 0.692 0
3.6 Alternative Method Based on Chemical Analysis
3.6.0 The amount of unhydrated magnesium oxide in the sample may also
be determined by the following alternative procedure.
NOTB - This method is being included in the standard primarily because it is felt
that the instruments required for the earlier test method may not be immediately
available in the testing laboratories.
3.6.1 Principle of Method - From the percentage of the loss on ignition,
calcium oxide, magnesium oxide [ see IS : 6932 ( Part I ) - 1973 ] *, carbon
dioxide [ see IS : 6932 ( Part II ) - 1973 ]t and sulphur trioxide, ( see3 .6.2 )
the value of unhydrated magnesium oxide may be calculated as given
in 3.6.2.5.
3.6.2 Determination of Sul’hur Trioxide Content
3.6.2.1 Sample for analysis - The sample selected in accordance
with 7.3 of IS : 712-1973$ shall be used for analysis.
*Methodso f tests for building limex Part I Determination of insoluble residue, loss on
ignition? insoluble matter, silicon dioxide, ferric and aluminium oxide, calcium oxide and
magnesmm oxide.
TMetbods of tests for building limes: Part II Determination ofc arbon dioxide content.
$S~c&ation for buildingJ imed( &arvi&f~).
3ISr6332(PartV)-1973
3.6.2.2 Reagents
a) Dilute hydrochlorica cid - 1 : 1 ( v/v ).
b) Barium chlori& solution- 10 percent ( m/v ).
3.6.2.3 Proteak - Accurately weigh about 2.5 g of the sample, transfer
it into a beaker and add 10 ml of cold water. Stir with a glass rod to ensure
that all lumps are broken. Add 20 ml dilute hydrochloric acid and heat
carefiilly until the diosolution is complete. Filter through a small filter
paper and wash the residue thoroughly with hot water.
Dilute the filtrate to about 250 ml. Heat this solution carefully and
bring it to boiling. Add 10 ml of hot barium chloride solution drop by drop
with constant agitation. Boil for further 10 minutes. Stir well and allow to
stand for overnight. Filter through filter paper No. 42 Whatman or its
equivalent filter paper and wash with boiling water. Place the filter paper
along with its contents in a weighed platinum crucible. Slowly incinerate
the paper without inflaming. Ignite to constant mass and weigh as barium
sulphate ( BaSO, ). Multiply by O-343 to get SOs.
3.6.2.4 The sulphur trioxide content shall be reported as a percentage
of mass of the sample taken.
3.6.2.5 Cakulations
4 Subtract carbon dioxide from the loss on ignition. This gives the
amount of chemically combined water ( X ).
b) Calculate the calcium oxide equivalents of carbon dioxide and
sulphur trioxide by multiplying their determined values by l-275
and @700 respectively, and subtract the resultants from the total
calcium oxide obtained by estimation. Calculate the water
equivalent of the remaining calcium oxide by multiplying it with
0-321 3 (Y).
r
4 Subtract from X to obtain the remaining combined water ( <),
and calculate the magnesium oxide equivalent to it by multiplying
with 2.238.
4 Subtract <from the total magnesium oxide obtained by estimation.
This gives the percentage of unhydrated magnesium oxide.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 Marg, 331 01 31
NEW DELHI-110002 [ 3311375
*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 C 31641
(41 2442
Southern : C. I. T. Campus, MADRAS 600113
‘ii: SE :6”
twestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6329295
BOMBAY 400093
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 II 2 63 49
TPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
BHOPAL 462003
Plot No. 82/83, 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
RI 4 Yudhister Marg, C Scheme, JAIPUR 302005
C6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T C. No. 14/1421, University P.0 , Palayam 6 21 04
TRIVANDRUM 695035 [ 621 17
Inspection Office (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 Shivaji Nagar, 52435
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P.O. Princep 27 68 00
Street, Calcutta 700072
t.Sales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
SSales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Printed at Slmco Printing Press. Delhi. India
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2373.pdf
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IS : 2373- 1961
Indian Standard
SPECIFICATION FOR
WATER METERS ( BULK TYPE)
( Third Revision)
Sanitary Appliances and \Vater Fittings Sectional Committee, BDC 3
Chairman
511~1 \‘. D. DESAI
* Sheetala Darshnn ‘, Flat No. 42,4th Floor,
375. Lady Jamshedji Road, Mahim,
Bomhny 400016
,‘.i embrrs Represrnlitrg
AIwIaER Chrral Public Health & Environmental
Engineering Organization ( Ministry of
Works Pr Housing )
SIIIU B. B. RAW ( .lffcrnofr j
s1c1c1 Xl. K. 11491- Central G1a.u & Ceramic Research Institute
( CSIR ), Calcutta
SIIHI I;. D. B~swas Indian Iron & Steel Co Ltd, Calcutta
S,lIIY 1). s. CII.*IIIIAI. Directorate General of Technical Development,
New Delhi
SHHI T. R_&xAsUBn.0I.k!S1AN ( Alfcrnufe)
SURI S. P. CH.~~H ~BARTY Cent;kizding Research Institute ( CSIR ),
SHIU S. K. SHAltUA ( ilffrrmfr )
CHIEP ~Nf-Jf?llW~ Public Health Engineering Department, Govem-
ment of Kerala, Trivandrum
SHHI K. RAMACIIASIJ~AN ( Alfrmafc )
CISIICY ESGINIMR Tarn&:$ Water Supply & Drainage Board,
CHIEF EsolNEEH U. P. Jai Nigam, Lucknow
SUPRXINTIW~ING ENOIXP.~R ( Alfnnufr )
CHIEF ENOINRER (Waren j Municipal Corporation of Delhi, Delhi
DRAINAGE ENCINY.P.R( Alfnnaft )
SIIRI L. hf. CIICII~Ilff.4RY Public Health Engineering Department, Govern-
ment of Haryana, Chandigarh
SHHI I. CHANUU * (Allmale )
CITY ENOINPXR Bombay Municipal Corporation, Bombay
Hvn~.\rrr.lc Esc~wamt ( clffrmn~fr )
(conlinued0upo~2)
Q cepyrighl 1981
INDIAN STANDARDS INSTITUTION
This publication is protected under the III&I wig& Ad ( XIV of 1957) &
reproduction in whole or in part by any rnw except with written permission of the
publisher shall be deemed to be an infringemmt of copyright unda the said Act.!‘S : 2373 - 1981
Mmbrrr Krprescrrling
Saul H. N. DAI.I,A~ Indian Institute of Architects, Bombay
ihHECTOR Bombay Potteries & Tiles Ltd, Bombay
SHRI A. hl. KEMRHAV~ ( Alfemale)
SWHI 1%. R. ?J. GUPTA Engineer-in-Chief’s Branch ( Army Head-
quarters ), New Delhi
Snsr Ii. V. KRIBHNASIUKTNY ( Altsrnale)
S,ilIl P. ~ACIAN.A’l’H RAO E. I. D.-Parry Ltd, Madras
Snnr M. MOOSA SUINMAN ( Alkrnatc )
SHILI S. R. KSHIRSA~AR National Environmental Engineering Research
Institute (CSIK I, Nagpur
SHRI R. C. REDDY ( Allcrtrutc )
Sfc RI K. LAKBHMINARAYANA~ Hindustan Shipyard Lul, Vishakhapatnam
Sam A. SHARlrF ( ~~tcrnolt ‘l
SIIRI E. K. KAMACJXUDHAS National Tcsc Hnuae, Calcutta
SHRI S. K. BANERJCE ( Altcmntc)
SARI RANJW St~ori Railway Board ( Ministry of Railway )
DR A. V. R. RAO National Ruildings Organization, New Delhi
SRRI J. SEN~U~TA ( Alkrnnfr )
SHRXR . k. SO>UNY Hindustan Sanitaryware St Industries Lttl,
Balradurgarh
Srrrtvr~o~t OF Woairs ( XDZ ) Central Public Works Department, New Delhi
SORVLYOR OI WORKS I ( ND% ) ( Alternate )
StiRI ‘r. N. UnoVnJA Directorate Crnrral of Supplies & Disposals, New
Delhi
SHRt C. RAAtAN, Director General, ISI I !3-o$icio .*Gmlrr 1
Director ( Civ I’ngg )
SHRX li. K. SHAItYA
Ih-puly Director (Civ Engg :. IS!
SHRX S. P. hlAO‘JU
Assistant Director ( Civ Engg 1. IS1
Water Meters Subcommittee, BDC 3 : 4
Romba) 5I:micipal Corporation, Bombay
SHNI ‘1‘. K. YASTVEE ( .4ltrrnafe to
Shri K. D. Mulekar )
SIIRI 31. I,. BIIASRALP Rajkamal Water hierer Manufacturmg Co.
Calcutta
SIIUI K. S. BIIANSALY { Allrrnatc )
,,R K. D. ,hSWAS Central Mechanical Pnginerrinc R ezrarr h
Institute l CSIR ). Durgapur
Cut,?,- I:NOINbXR Public Health Enginecriug Deparcu~en~. Govern-
ment of Kerala
2IS : 2373 - 1981
Indian Standard
SPECIFICATION FOR
WATER METERS ( BULK TYPE )
( Third Revision)
0. FOREWORD
0.1 This Indian Standard ( Third l<evis+on) was adopted by the Indian
Standards Institution on 27 I:cb~uary 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 published in i9G3 and the first and second
revisions were issued in 1968 and 1973 respectively. .A third revision of
the standard has been taken up to review the standard and incorporate
changes found necessary in the light of comlnents received from
manufacturers and users during the course of implementation of the
standard.
0.2.1 In this revision, minimum thickness of the liner for enclosed type
\vater meter has been incorporated to ensure life of the body of water
meters.
0.3 This standard contains clauses 4.6.1,4.6.2, 4.12 and 6.2 which permit
the purchaser to use his option for selection to suit his requirements.
l’tlis standard also contains clause 8.2.2 which requires agreement
between the purchaser and the manufacturer.
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 numbrr 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 bulk type water meters of the following types:
a) Vane-wheel ( impeller ) type water meters from 50 to 3OC mm
( SIC Fig. 1 ); and
h) Helical type water meters from 50 to 500 mm ( see Fig. 2 ).
lR ulra fur rounding off numerical values ( mid).
3P
IS : 2373 - 1981
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions ( see Fig. 1
and 2 ) shall apply.
2.1 Meter Gaeing - The outer casing in which the entire meter
mechanism is housed.
2.2 Body - The part of the meter which houses the runner and the
transmission gear train of the water meter. Some parts of the body may
be integral with the casing.
2.3 Registration Box The part of the meter casing which houses the
registration device.
1 1 _,- IMPELLER I
NOTE- Thr illustrntion is not intmtled trl limit thr design but IO show the main
component par13 only.
Fro. I TYPIC.AI. ILLUSTRATION 01; BULK TYPE WATER hfETER
(VANE-~'IIEEL TYPE)
4IS : 2373 - 1981
F
REOISTRATION I.,
IN-
NOTE- The illustration is not intended to limit the design but to show the main
component parts only.
FIG. 2 TYPICAL ILLUSTRATIONO F BULK TYPE WATER METER
( HELICAL TYPE )
2.4 Cap - The part of the meter casing body to which is fitted the dial
cover and the lid.
2.5 Lid - The top cover which is hinged to the cap with a view to
protecting the transparent dial-cover.
2.6 Registration Device - The unit which comprises the recording
gear train and the indicating device consisting of a cyclometer type
5hk- -----_...--_..-____
IS : 2373 - 1961
counter or pointer on a dial or a combination of both. It registers in
suitable volumetric units the quantity of water which has passed through
the meter.
2.7 Vane-Wheel Type Meter - Meter whose runner or impeller is
mounted on a vertical spindle, which has several vanes symmetricaI1y
spaced round its axis. The water impinges on the runner over a part or
the whole of its circumference.
2.0 Helical Type Meter - Axial flowmeter whose runner is provided
with a number of vanes forming a multi-threaded helix.
2.9 Water Meter, Dry-Dial Type -Meter in which the counter
mechanism is isolated from water flowing through the meter.
2.10 Water Meter, Wet-Dial Type - Meter in which the complete
counter unit is in contact with water flowing through the meter.
3. NOMINAL SIZE
3.1 The water meters shall be of the following nominal sizes:
mm mm
50 250
80 300
100 350
3.1.1 The nominal size of water meters shall be denoted by the bore of
their inlet.
4. MATERIALS AND MANUFACTURE
4.1 General - Water meters and their parts, especially parts coming in
continuous contact with water, shall be made of materials resistant to
corrosion and shall be non-toxic and non-tainting; where cost iron is used,
it shall be protected suitably against corrosion. Use of dissimilar metals
in contact under water shall be avoided, as far as possible, to minimize
electrolytic corrosion. Information required to be supplied by the
purchaser with the enquiry and order is given in Appendix A.
6* ______-.-._.. _
IS : 2373 - 1981
4.2 Casing and Body
4.2.1 Casing - The casing of the meter shall be made from cast iron
conforming to Grade FG 200 of IS : 210-1978* or bronze conforming to
Grade 2 of IS : 318-19627 or brass conforming to Grade 3 of IS : 292-
1961: Grade CuZn 40 of IS : 1264-19655.
4.2.2 Body -The body of the water meter shall be made of bronze
conforming to Grade 2 of IS : 318-1962t or brass conforming to
Grade 3 of IS: 292-1961: or Grade CuZn 40 of IS : 1264-19656. In the
case of enclosed type water meters as per Fig. 2, the liner shall be made
of minimum 1’5 mm thick brass sheet conforming to IS : 410-197711.
4.2.2.1 The body shall be free from all manufacturing and processing
defects, such as blow-holes and spongy structures and shall not be repaired
by plugging, welding or by the addition of material. The integral shape
of the body shall ensure smooth flow of water and easy dismantling.
4.3 Connec+ions - The water meter shall be provided with flanges at
both the ends, the internal diameter of which shall be equal to the
nominal size of the meter. The flanges shall be machined flat, that is,
without a raised joint face. The dimensions and drilling of the flanges
shall be in accordance with IS : 1538 ( Part IV )-19767 and IS : 1538
( Part VI )-1976**. Tolerances on dimensions and drillings shall be in
accordance with IS : 1538 ( Part I )-1976tt. For meters of 50 mm size
the dimensions and drilling of flanges and tolerances shall be in
accordance with Table 1.
4.4 Screws, Studs, and Nuts - Screws, studs and nuts shall be of mild
steel ( SCE IS : 280-1978:: ), brass (see IS : 320-196255) or some other
corrosion resistant material. Where fasteners are likely to be in contact
‘Specification for grey iron castings ( third r&ion ).
iSpecification for leaded tin bronze ingots and castings ( reuisrd).
fSpecification for brass ingots and castings ( reoiscd).
SSpecification for brass ingots for die castings and brass gravity die castings
( including naval brass ) ( rcuizcd).
/lSpecification for cold rolled brass sheet, strip and foil ( third rcotiion ).
TSpecifiation for cast irdn fittings for pressure pipes for water, gas and sewage: Part
IV Specific requirements for flanges of pipes and fittings ( second rmision ).
**Specification for cast iron fittings for pressure pipes for water, gas and sewage:
Part VI Specific requirements for standard flange drilling of flanged pipes and fittings
( :ccond revision )
ttSpecification for cast iron fittirigs for pressure pipes for water, gas and sewage:
Part 1 General requirements(.rccond revision) .
fjspecification for mild steel wire for general engineering purposes ( third revision ).
@Specification for high tensile brass rods and sections (misrd).
7IS:2373- 1981
with water, they shall be made of brass conforming to IS : 320-1962* or
of stainless steel conforming to drsignation 07 Cr 18 Xi 9 of IS : 1570
( Part 1’ )-19727.
TABLE 1 DIMENSIONS FOR FLANGE, FLANGE DRILLINGS AND
TOLERANCES FOR 50 mm NOMINAL SIZE WATER METER
t Chrsr 4.3 )
No. OF HOLES z A
EOUALLY SPACED
C c
I-
SL PXRTXIJLARS
No.
1 Outside diameter, D 165 +30
- I.0
2 Thickness of flange 19 *2
3 Diameter of bolt circle, C’ 125 &- 1.0
4 Number of holes, A 4
5 Diameter of bolt holes, d 19
G Diameter of bolts 16
*Specification for high tensile brass rods and sections ( revised).
@chedules for wrought steels: Part V Stainless and heat-resisting steels (first reuirion) .
8i
_____. ---. ..~_--. .---__
p
IS : 2373 - 19411
4.5 Registration Box - The‘registration box shall be made of the same
material as specified for body‘in 4.2.2.
4.6 Cap - The cap shall be made of the same material as specified for
body in 4.2.2. The cap shall be so designed and fixed to the registration
box as to avoid entry of water and dirt. The transparent window, which
covers the dial, shall be inserted from the inside into the cap. The
protective lid shall be secured by a robust hinge or other suitable
methods of robust construction.
4.6.1 Where required by the purchaser, provision shall be made to
lock the lid to the registration box. The provision shall be such that the
lock may be conveniently operated from the top. Where the provision is
designed for use in conjunction with padlocks, the hole provided for
padlock shall be of diameter not less than 4 mm.
4.6.2 Where so required, for dry type water meter, the transparent
window covering the dial shall be provided with a wiper on the inner
side for wiping off condensed water.
4.7 Strainer - Strainers shall be made of a material which is not
susceptible to electrolytic corrosion. They shall be of plastic or other
corrosion resistant materials. They shall be rigid, easy to remove and
clean and shall be fitted on the inlet side of the water meter. The
strainer shall have total area of holes not less than twice the area of the
nominal inlet bore of the pipe to which the meter is connected. Where
stainer is installed outside the meter, it shall be at such a distance that it
does not affect the accurate functioning of the meter.
4.8 Runners ( Impellers )
4.8.1 The runner shall be of tensile brass conforming to IS : 320-1962*,
stainless steel conforming to designation 07 Cr 18 Ni 9 of IS : 1570
( Part V )-1972t or nickel alloys conforming to IS : 4131-1967:.
4.8.2 Runner of the meter shall be of ebonite, vulcanite, or suitable
plastic, bronze conforming to Grade 2 of IS : 318-19623, stainless steed
conforming to designation 07 Cr 18 Ni 9 of IS : 1570 (Part V)-1972t or
nickel alloy conforming to IS : 4131-1967:. It. shall be accurately
‘Specificationf or high tensile braas roda and sectiona ( mired).
tSchedules for wrought steels: Part V Stainlesr and heat-resimting steels (fist
retin ) .
$Specification for nickel-copper alloy castings.
gspecification for leaded tin bronze ingoh and castings ( reziwd ) .
9balanced. Runner rhall be durable and shall york with a8 low a
frictional resistance 9s possible.
NOTE- If the runner is not placed accurately, it will immediately al%ct the
accuracy at d&rent rates of flow and the minimum flow at which the meter &odd
start registerinn. No separate teats are, therefore, required for this purpose.
4.9 Rmnna Chamber - In the case of vane-wheel type meters, the
runner chamber shall be of brass conforming to Grade 3 of IS : 292-I 96 I *,
bronze conforming to Grade 2 of IS : 318-1962T, stainless steel conforming
to designation 07 CYr 18 Ni 9 of IS : 1570 ( Part V )- 1972:: or nickel alloy
conforming to IS : 4131-19675. The runner chamber shall be rigid and
shall not change its form as a result of internal stresses or with use.
4.lO Gearo- Gears shall be so constructed as to tully and smoothly mesh
with each other, and shall be firmly fitted on their shaft. Gears coming
in contact with water shall be of stainless steel conforming to designation
07 Cr 18 Ni 9 of IS : 1570 ( Part V )-19722 or nickel alloy conforming to
IS : 4131-19675. In the helical type meters, the worth gears may be
fitted on a shaft and the worm wheel shall be enclosed and protected
against the incursion of solid particles.
4.11 Bearings -A Impeller bearings shall be of agate, sapphire, graphite
aed nylon or graphite filled ebonite suitably ground and polished. The
shape of the impeller bearing shall be such as to prevent the penetration
of particles of sand and to preclude the deposit of anything in solution
or suspension in water and to facilitate the washing away of such deposits
by water flow. The shafts of the gears shall revolve freely in their
bearings. The leneth of the bearing shall ensure their effective operation.
4.12 Counw Mechanism - The pointer shall be made of sheet brass
conforming to 410-1977)) or suitable plastic. The counter shal! be of
circular multi-pointer pattern with all pointers preferably reading
clockwise. The indicating device may also be of the straight reading
cyclometer type counter or a combination of pointer and the counter.
The rollers of the cyclometer counter shall be made of nickel or nickel
plated brass or plastic specially suitable for the purpose and shall be self-
lubricating. The external numbering shall be such that it will not fade
away under continued use.
4.12.1 The range of registration shall be as given in Table 2.
*Specification for brass ingots and castings ( revised ).
tspecification for leaded tin bronze ingots and castinga ( rcviscd).
$Schedules for wrought steels: Part V Stainless and heat-resisting steels (Jirst rtiion )
§Specification for nickel-copper alloy castings.
IjSptxification for cold rolled brass plate, sheet, strip and foil ( third revision ).
10‘TABLE 2 RANGES OF REGHTRATION OF WATER METEM
( C&MS4 .12.1)
Nonmaui RAaam OF b@S!CBAl’lOBOrwA’lWE-
SIZE UrLrrBm
f
Mimum Registration in Dii MUhUl~RGghtiOZ
Division Not to he More - NortoheLeuThan
mm
50 10 1OOooOooO
80 10 1ooooom
loo loo loomooo
150 100 180000tMO
200 100 1ooOOOOooO
250 loo 1ooOOOOOOO
300 to0 1OOOOC@OOO
350 loo 1000000000
400 ‘too0 10000000000
500 loo0 10000000000
4.13 Dial - The dial shall be of vitreous enamel, copptsr or suitable
plastic, ensuring indestructible marking and good legibility. The unit of
measurement namaiy, ‘We or ‘kilolitre’ shall be marked on the dial as
VXI’RES’ or ‘KILOLITRES’ in boldface; the unit, cubic metre (m3)
may also he used in place of kilolitre.
Cl4 sealing - Sealing holes shall be provided and the meter shall ,be
sealed in such a manner as to render it inaccessible to the measuring
unit, including registration box and cap without breaking the seal. The
sealing wire shall be rust proof such as tinned copper.
4.15 Regulator - Every meter shall be provided with either an external
or an internal regulator. The external regulator shall be accessible from
outside to be operated by a suitable key without dismantling the meter
and protected by a sealed cover. The internal regulating device shall
not be accessible from outside.
4.16 Location of Serial Number -The serial number of the meter
shall be clearly indicated in any suitable place except the lid.
11;>
IS : 2373 - 13Sl
5; PERFORMANCE REQWEMENTS
!%l Temperature - The meter shall be suitable for use with water up
to 45oc.
5.1.1 Tem&rature Suita6ility Test - The water meter shall be Immersed
in a water-bath maintained at 45 f 1°C for 10 h. Afterwards it should
be checked for flow and accuracy tests.
NOTE-This is a type test.
!?&I Hydrostatic Test - Meters shall satisfactorily withstand a pressure
of 1.6 MPa ( 16 kgf/cms ).
5.3 Capacity Ratings for Water Meters
Si3.1 .h%mW Capacity or Short Period Rating - Vane-wheel water meters
shall be capable of giving discharges not less than as given in Table 3
w&out the headloss exceeding 10 m within the meter. The helical
meters shall be capable of giving discharges not less than as given in
Table 3 without the headloss exceeding 3 m within the meter.
TABLE 3 NOMINAL CAPACITY RATINGS
( Clauses 5.3.1 and 5.5 )
CAPACITY Rmwos or WATER METERS
IN LI’J!RES ti HOUR
’ Vane-Wheel Type Helical Ty;
mm
50 30 000 50 000
80 50000 125000
100 70000 2oOcr.m
150 150000 500000
200 250 000 8OOOQO
2% 4oOoGii 1100000
300 500000 1500000
350 - 2000000
44-m 3ooOooO
560 - 5000000
12IS : 2373 - 1981
5.3.2 Recommend d Copacilies for 1nkrmediate Flows - Vane-wheel water
meters shall be capable of giving discharges not less than as given in
Table 4 without the headloss exceeding 3 m within the meter; helical
meters shall be capable of giving discharges not less than as given in
Table 4 without the headloss exceeding 1 m within the meter.
5.3.3 The headioss within meters shall be measured in accordance with
the method given in Appendix B.
NOTE - The discharge may also be measured by other suitable devices like
suitably designed orificemetor, vmturi meter or notches.
5.4 Minimum Starting Flow --The minimum flow at which the
meters start registering shall be as given in Table .5.
5.5 Metering Accuracy - The accuracy at lower limit of flow shall be
calculated at one-thirtieth of the nominal capacities of water meters given
in Table 3; at the lower limit of flow, the metering accuracy shall be
f 2 percent for both types of water meters. The same accuracy shall
be complied with at least up to intermediate flows specified in Table 4.
NOTI.5 - This accuracy is attainable when thr meter is flowing full under
prrssurr.
6. FROST PROTECTION DEVICES
6.1 Meters liable to be damaged by frost shall be protected with suitable
frost protection devices. Several devices are adopted and the following,
which have been found to give satisfactory performance, are given as
typical exhmples:
ti) Provision of pads of special quality rubber which accommodate
the increase in bulk of water when it freezes; and
b) Provision of collapsible metal ring which under frost pressure
allows the top plate carrying the mechanism to lift and so
safeguard the body, or a metal disc in the body which gives
way under pressure. It should be noted that the damaged ring
or plate requires immediate replacement to restore water supply
to user or to stop waste.
6.2 The purchaser shall specify with his order whether he requires frost
protection device. ’
7. MARKING
7.1 Each water meter shall be marked with the following information:
a) Manufacturer’s name or trade-mark,
b) Nominal size of the meter, and
c) Direction of flow of water on both sides of the meter.
13IS:2373- 1981
TABLE 4 CAPACITY RATINGS FOR INTERMEDIATE FLOWS
( Cinuscr 5.3.2 and 5.5 )
50 17 OOI) 20 0111)
80 27 OOIJ G2 000
100 40 000 100 000
150 80 000 250 000
200 I50 000 400 on0
250 220 000 550 000
300 300 000 750 ()(I0
350 1 000 000
400 - 1 500 on0
501) 2 500 non
TABLE 5 MINIMUM STARTING FLOWS
( Ckzmc 5.4 )
~_--__-.-__-h-_. - - -- ---7
Vane-Wheel Type Ilelical Type
mm
50 250 500
80 500 I on0
100 700 i 500
150 1000 3 500
200 2 400 5 500
250 3 200 9 no0
300 ti 400 14000
350 - 20 000
400 25 nno
500 35 non
14IS I 2373 - 1981
7.1.1 Each water meter ( with or without strainer ) may also be marked
with the ISI 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 rhercundrr. The ISI 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 ISI 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 br obtained from the Indian Standards Institution.
8. TESTS
8.1 Classification of Tests -Tests shall be classified into three groups,
namely (a) proudction routine tests, (b) type tests, and (c) acceptance
tests.
8.1.1 Productio,l Routine Tests -. These tests are carried out on each
and every meter to check the requirements which are likely to vary
during production (see 8.3 ).
8.1.2 Type Tests - These tests are carried out to prove conformity to
the requirements of the relevant specification. These are intended to
check the generai quality and design of a given type of meter (see 8.4 ).
Once a meter has undergone type tests, any major or essential alterations,
which the manufacturer intends to make, shall be reported to the testing
authority and further type tests shall be carried out in accordance with
the procedure laid down in this standard.
8.1.3 Acceptance Tests - Tests carried out on samples selected from A lot
for the purposes of acceptance of the lot.
8.2 Samples for Tests
8.2.1 Type Tests - Two meters in the case of 50 mm size and one meter
in the case of 80 mm size and above shall be sent along with 4 copies of
the manufacturer’s detailed specification together with figures for the
loss of head and accuracy curves to the recognized testing authority for
the purpose of type test. The samples shall be picked up at random
from stock or routine factory production.
8.2.2 Acceptance Tests - The number of samples shall be agreed to
between the manufacturer and the purchaser.
15IS : 2373 - 1981
8.3 Production Routine Test - Production routine tests shall consist
of:
a) hydrostatic test ( see 5.2 ), and
b) tests conducted to determine the following performance
requirements:
1) Recommended capacity for intermediate flows ( see 5.3.2
and NOTEg iven below ),
2) Minimum startina flows ( see 5.4 j, and
3) Metering accuracy ( see5 .5 ).
NOTE-However, for mrtcrs 200 mm and above, Row test may be conducted
for a dischzxge of not less than 275 000 I ‘II.
8.4 Type Tests - Besides all the production routine tests outlined in 8.3,
the type tests shall comprise those given in 8.4.1 and 8.4.2.
8.4.1 Construction- The nleter shall be dismantled completely to its
component parts and checked for conformity with regard to dimensions
and tolerances with this standard; in the case of meters of 50 mm size,
only one meter need be dismantled. A study of the details of assembly
shall be made on matters, such as case of assembly, absence of riveted or
turned over parts, forced fitting and liability of.parts to break during
dismantling and assembly.
8.4.2 Flow Test -The meter ( both the meters in the case of 50 mm
size ) shall then be subjected to the flow test to measure the following:
a) Loss of head at nominal capacity (see 5.3.1 ) and recommended
capacity at intermediate flows ( see 5.3.2 ),
b) Minimum starting flows ( see 5.4 ), and
c) Metering accuracy ( see 5.5 ).
NOTE 1 -Before the meter is subjected to the flow test it shall be run and
brought to normal condition by passing through them watrr at intermediate flow
value for a period of two hours. -
N~JTE 2 -Type test certificate may be made available in liett of flow test at
manufacturer’s premises.
8.4.2.1 Results of the type tests shall be reported in the form given in
Appendix C.c ___~__.___._. ____.______~ ~_
IS : 2373 - 1981
APPENDIX A
( CZuuse 4.1 )
INFORMATION TO BE SUPPLIED BY THE PURCHASER
WITH THE ENQJJIRY AND ORDER
A-l. The following information shall be supplied by the purchaser with
the enquiry and orders:
a) Nominal size of meter required;
b) Type of meter required, namely, vane-wheel or helical;
c) Provision for locking, whether required or not;
d) Type of counter required, namely:
1) circular multipointer pat tern,
2) straight reading cyclometer type, or
3) combination of pointer and counter;
4 Frost protection device required or not;
f) Strainer required or not;
g> Wiper required or not; and
h) Wet or dry dial required.
APPENDIX 8
( Clause 53.3 )
METHOD FOR DEw~Z~TO&OF HEADLOSS IN
El. DETAILS
B-1.1 Pressure gauges or manometer shall be fixed upstream and
downstream of the water meter under test. The inlet and outlet of the
water meter shall each be provided with a straight pipe of internal
diameter equal to the nominal size of the meter and having a length
equal to at least 10 times its diameter on the upstream or inlet side and
a straight length of at least 8 times its diameter on the downstream or
outlet side free from tees, bends, valves, etc, and the meter in no case
shall freely discharge into the atmosphere. When discharging water at
17IS : 2373 - 1981
lhe specified rates (3te 5.3.1 and 5.3.2 ) the pressurc~ tltop shall bc noted
which shall be the htxdloss at the correbponding flo~vs. A typical
,rrrangement for measurement of hradloss is sho\vn in l’ig. 3.
PRESSURE
TAPSFOR
eENCn HEIGHT
!’
RV
L SUPPLY FROM PUMP
OR OW?HCAO TANU
WM -7 Water Meter RV - Regulating Valves
Discharge may be measured by some other suitable device, such as suitably
designed orfke meters, venturi meters or notches.
FIG. 3 TYPICAL .~~RASCEMENT FOR >~EASUREMENT or HT:Ar)r.oss
01. \V,~TER ~~II:TI:.Rs
B-1.2 The regulating valve shall I,e situated at a distance not less than
,1-O times the diameter of the pipe from the inlet end of the lvater meter.
\Vhen the feed of the water is through a pump instead of tllrough an
o.tiorhcbad tank; the p~~rnp shall IX= so <ituatc(l ;incl \vherc> required sllitable
dilrllpin,~ tlevicrs, sllril 2s air vessels or automatic pres%llre sl\.iLcllrs, shall
Ixt so provided that the p~Ilx;~tion in the flo\v of ~vafer lllrnllyll tile Iil(‘l(‘l
iq wdllced to llw miililn~ini.
APPENDIX C
(C lause X.4.2). 1
TYPE TEST ON WATER METERS
l\[;~nic of thr ni:mufxturer .......................
Type dcsignnt ion .................
!Yominnl size ..,.,,..... . . . . . . .,...
1, :IS 12373 - 1981
Date of receipt . . . . . . . . . . . . . . . . . . . . . . . . . . .
Date on which tests were started
Dimensions and tolerances
Ease of re-assembly,
maintenance and inspection
Flow test
Quality of water used in the test
Particulars Value According Meter 1 Meter 2
to Indian ( Re-Assem!)led ) ( For 50 mm size )
Standard ( Unopened )
(1) (2) (3) (4)
a) Minimum flows at which
measuremen 1 corn -
mences
b) Loss of bead at:
1) recommended capa-
city .;Lt intermediate
flows
2) nominal capacity
rating
c! Accuracy at:
1) lower limit
of flow
intermediate
21 flows
d) Hydrostatic test
e) Temperature suitability
test
19IS : 2373 - 1981
REPORT OS DIS-MANTLING THE Z1lETER FOR TYPE TEST
Remarks
Date Signature and Designation of
Test Supervisor
Seal of the testing authority
20IS:2373 - 1981
( Continued from page 2 j
Members Reprrscnting
C~IJ~F ENGINEER . U. P. Jai Nigam, Lucknow
SUPERINTENDINGE N~INEEI~ ( A&mule )
CHIEF ENGINEER ( WATER ) Delhi Municipal Corporation, Delhi
DEPUTY CHIEF ENGINEER ( Alternate )
SHRI A. GHOSI~ National Test House, Calcutta
SflRI B. K. ROY ( 14lternnte)
SJIRI K. L. GOEL Public Health Engineering Department, Govern-
ment of Rajasthan
SHRI B. R. N. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHHI K. V. KRISHNAMURTHY ( Alternate )
SHRI M. P. JAIPURIA Capstan Meters ( India ) Ltd, New Delhi
SHRI S. A. KHAN ( Ahnate )
SHRIV.K.&IANNA U. P. Instruments Ltd, Lucknow
SHRI V. N. SINHA ( Alternate)
PROP N. S. LAKSHMANAR AO Indian Institute of Science, Bangalore
SHRI K. SRIDHARAN (Alternate )
SI~RI DAVIS F. MANAVA~AN . Anand Water Meter Manufacturing Co,
Ernakulam ( Kochin )
SHRI T. M. S. KUMAR ( Ahrnats)
SERI Y. S. MURTHY National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI N. M. NARASIMHAN( Alternate )
SHRI J. T. PRAKASH Bangalore Water Supply and Sewerage Board,
Bangalore
SHRI B. RAMAKRISHNA ( Ahnate )
REPRESENTATIVE Directorate of Weights & Measures, Bhubaneshwar
SHRI M. P. SRAHANI Kaycee Industries Ltd, Bombay
SHRI D. D. GOKHALE (Alternate)
SHRI T. N. UBOVEJA Directorate Generai of. Supplies and Disposals,
New Delhi
SHRI E. UMMERKUTTY ( Afternatc )
SARI H. S. VISWESWARAIAH Bharat Heavy Electricals ( Control Equipment
Division ), Bangalore
Srrnr S. R. RAJ~OOPAI,AN ( Alternate )
21P
-_-__
AMENDMENT NO. 1 JULY 1983
TO
IS:237301981 SPECIFICATION FOR WATER
METERS (BULK TYPE)
Cl’hird Revisia)
(Page 9, clause 4.8.1, first tine) - Substitute
'runner shaft' for 'runner'.
(BDC 3)
Reprography_Uniti ISI, Rev Delhi, India
. ._ __-. .-^
r---------
/”
AMENDMENT NO. 2 OCTOBER 1935
TO
IS: 2373-l?Ul SPECIFICATION FOR MTER KTERS
(BULK TYPE)
(l’hid Revision)
./
(Page 7, chgse 4.2.1, line 4) - sbstitute _'DCB 2
of IS: 1264-1981+" for 'CuZn 40 of IS:1264-196y$ a.
.*
(Pmj'e 7, chnloe 4.2.2, line 3) - Substitute+*DCB 2
of 1s:1261+-1g81$' for 'CuZn,,hO of IS:1264-1365"'.
(Page 7, foot-note) - Substitute '5iGecific~Gtion
for brass gravit:T die castings (Secort4 PeUiSion)' for
'$Srecificaticn for brass ingots for die castipxs and
brass gravity die castitxs (irtcludiry: naval. brass)
(YY?7J iscrj ) ’ .
-1
(mc 3)
-
Reprography Unit, ISI, New Delhi, IndiaAMENDMENT NO. 3 DECEMBER 1989
TO
IS : 2373 - 1981 SPECIFICATION FOR
WATER METERS ( BULK TYPE)
( Third Revision )
( Page 10, clause 4.10, line 5 ) - Insert the following after ‘ IS : 4131-
19675 ‘:
‘or tensile brass conforming to IS : 320-19801.’
(Puge IO) - Insert the following foot-note after ‘ Q ’ mark:
‘ISpecification for high tensile brass rods and sections ( third recision !.’
(BDCS)
-_.__ln* _I .‘..“...‘~~ -: .._ .-. -.-: : I. ..
|
3456.pdf
|
IS:3456-1966
( Reaffirmed 1993 )
Indian Standard
METHOD FOR
DETERMINATION OF WATER SOLUBLE
MATTER OF TEXTILE MATERIALS
(
Third Reprint MAY 1997 )
UDC 677.01 : 543.831
BUREAU OF INDIAN STANDARDS
MANAK I%!IAVAN9, RAHAIJIJRS HAiI% Ai:ARM ARG
NEW DELHI 110002
Gr 2 August 1966IS:3456 - 1966
Indian Standard
METHOD FOR
DETERMINATION OF WATER SOLUBLE
MATTER OF TEXTILE MATERIALS
Textile Chemistry Sectional Committee, TDC 5
Chairman Refiresentmg
11~ P. C. MEHTA The Ahmedabad Textile Industry’s Research Associa-
tion, Ahmedabad
Members
SHRI K. L. AEUJA Directorate of Industries, Government of Punjab
SHRI K. D. BARADURJI Textile Auxiliaries Manufacturers’ Association,
Born bay
Saw J. N. BUTT Association of Merchants & Manufacturers of Textile
Stores & Machinery, India, Bombay
SHRI K. S. BRUJAN~ Office of the Textile Commissioner, Bombay
DH I. B. CI~AKRAVERTI Indian Jute Mills Association Research Institute,
Calcutta
SHHI R. C. DAS~UPTA National Test House, Calcutta
DIRECTOR OF HANDLOOMS Government of Madras
SHRI R. SIJBRAMANIAN( Altematc )
SHRJ S. K. DUTTA Ahmedabad Manufacturing & Calico Printing Co
Ltd, Ahmcdabad
SHRJ GUNVANT MANQALDAS Ahmedabad Millowners’ Association, Ahmedabad
DR V. P. KULXARNI All India Handloom Board, Bombay
SHKI L. G. MAKHIJANI Indian Rope Manufacturers’ Association, Calcutta
SHRI A. K. GHOSE ( Al&mare )
SHRI S. B. MEHTA The Bombay Textile Research Association, Bombay
SHHI S. S. MEHTA I.C.I. ( India ) Private Ltd, Calcutta
SHRI V. J. VAISHNAV ( Alternate )
DR S. H. MEATRE The Bangalore Woollen, Cotton s( Silk Mills Co Ltd,
Bangalore; a& the Buckinghafi & Carnatic
Company Limited, Madras
SHHI S. M. MISTRY Association of Merchants & Manufacturers of Textile
Stores & Machinery, India, Bombay
DR C. N. K. MURTRY Ministry of Defence ( DGI )
SRRI C. L. GUPTA ( Alternate )
SHRJ P. S. NADKARNI Ministry of Defencc ( DC1 )
DR V. N. NIGAM Ministry of Defencc ( R & D )
SHRI N. D. BHANDARI ( Affemate )
DR M. V. NIMKA~ The Millowners’ Association, Bombay
SAHI I. P. PAREKH The Silk & Art Silk Mills’ Research Association,
Bombay
DR D. V. PARIKR The Bombay Textile Research Association, Bombay
SFIRIJ . G. PARIKH Silk & Art Silk Mills’ Association, Ltd, Bombay
( Continued on pap 2 )
BIJREAIJ OF INDIAN STANI)ARI)S
MANAK BHAVAN, 9 BAIIADUR SHAH ZAFAR MARG
NEW DELI11 110002zs:3456-1966
( Confrtrurdf rom page 1 )
Members
SHHI GOILDHANBHAI H. PATEL Shri Dinesh Mills Ltd, Baroda
SHRl I. L. PA’rEL Inspection Wing, Directorate General of Supplies &
Disposals
SHRI Y. G. PATHAIC The Textile Processors’ Association ( India ). Bombay
REPRESENTATIVE Shri Ram Institute for Industrial Research, Delhi
SHIU JAMNAUAS K. SHASI The Raiour Manufacturing Co Ltd. Ahmedabad
SHIU R. C. SHAH The Ahmedabad Textile IGdustry’s Research Associa-
tion, Ahmrdabad
SHRI G. V. SHIIWLKAR Delhi Cloth & Grneral Mills Co Ltd. Delhi
SHRI T. RALAICIIISHNAN, Director General, IS1 ( E.r-o$cio Member)
Dcpu~ Director ( Tex )
SHICI G. S. AUHYANICAIC
Assistant Director ( Tex ), IS1
Undyed Textile Materials Sukommittee, ‘I’DC 5 : 2
‘I‘he Ahnwdahatl ‘I‘~xt ile Industry’s Rrsearch Aqsocia-
tton, Ahrnedabad
Stcnr G. G. lil.l.K~ItN~ ( Affernafe to
Shri R. C. Shah )
Sllllr K. I.. i\llr J.\ Directorate of Industrlrr, Govrrrrment of Punjab
1)~ ( MISS , hi. I). IjllAVs.\lC The Silk & Art Silk Mills I&search :\ssociation,
Bombay
‘I‘lle Khatau Makanji Spinning & h’caving Co Ltd,
Bomba>
Ministry of Defence ( DGI /
Thr. Raymond Woollen 51111s I,td. Bombay
SIII-i Ram Inctitutr for Industrial Hrsedrcll. Delhi
h4inistry of I)efvnce ( R & D )
SIIRI N. 1). I~HANIMI~I (,4flcrwf~ j
III< I>. v. PARlIitI The 1%0111l,aTyrx tile Researrh Association, Bombay
SHHI JAMN,~I)AS K. SH.~II Raipur h4anrtfacturing Co Ltd, AhmedabadIS : 3456 - 1966
Indian Standard
METHOD FOR
DETERMINATION OF WATER SOLUBLE
MATTER OF TEXTILE MATERIALS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 11 hfay 1966, after the draft finalized by the Textile Chemistry Sectional
Committee had been approved by the Textile Division Council.
0.2 In textile industry textile materials undergo various treatments, in the
course of which extraneous matter of various types, such as sizing or finishing
material, water soluble matter is gathered by or added to the original
textile material. An Indian Standard for determining size or finish, ash
and fatty matter in cotton textile materials has already been published.
1 he water soluble matter if present beyond certain limits in the textile
materials adversely affects its quality.
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
ofT, it shall be done in accordance with IS : 2-1960 *.
1. SCOPE
1.1 This standard prescribes a method for determination of water soluble
matter of textile materials.
2. SAMPLING
2.1 Sampling for Fibre and Yarn
2.1.1 Lot ( Fibye OY fu’arn) -The quantity of fibre or yarn from the same
source shall constitute a lot. If the lot contains more than 200 kg of fibre
or yarn, it shall be divided in sub-lots each weighing 200 kg or less.
2.1.2 From a sub-lot 15 increments each approximately weighing 10 g
shall be taken from different parts so that a representative sample is
obtained. All the increments thus collected shall be thoroughly mixed.
This shall constitute the test sample.
*Rules for roundmg off numerical values ( revised).
32.2 Sampling for Fabrics
2.2.1 Lot (Fabric) - The quantity of fabrics manufactured under
relatively uniform conditions shall constitute a lot.
2.2.2 The number of pieces to be selected from a lot shall be in
accordance with Table 1. The pieces thus selected shall constitute the
gross sample.
TABLE 1 SAMPLE SIZE
LOT SIZE SAMPLE SIZE
(1) (2)
up to 100 3
101 ,, 300 4
301 500 5
501 aid above 7
2.2.3 From each piece in the gross sample about 25 g of fabric shall
be taken out from at least two different parts. The parts shall then be cut
into further smaller pieces and thoroughly mixed. The pieces thus collec-
ted shall constitute the test sample.
3. TEST SPECIMENS
3.1 From the test sample, cut out at least two test specimens each weighing
about 10 g. Cut the test specimens into small pieces.
NOTE- If the sample under analysis is loose fibre, take ahout 5 g of the test
specimen.
4. CONDITIONING OF TEST SPECIMENS
4.1 Prior to test, the ,test specimens shall be conditioned for 24 hours to
moisture equilibrium in a standard atmosphere at 65&2 percent relative
humidity and 27” f 2°C temperature (see IS : 196-1966* ). However, in
case of fabrics which weigh more than 270 g/m2, the test specimens shall
be conditioned for 48 hours.
5. APPARATUS
5.1 Flat-Bottom Flasks -of suitable capacity with a glass stopper
incorporating a stop-cock.
NOTE -The flasks *that are used for the preparation of the extract should not be
used for any other purpose.
5.2 Water Cooled Condensers
*Atmospheric conditions for testing ( revised ).
415:34!.i6-1966
6. REAGENT
6.1 Distilled Water - conforming to IS : 1070-1960*.
7. PROCEDURE
7.1 Condition the rest specimens to moisture equilibrium in the standard
atmosphere ( SW4 ) and weigh accurately each test specimen.
7.2 Put a test specimen in the flask and add sufficient amount of water to
it to make a liquor to material ratio of 20: I (see Note 1 ). Connect the
flrr?sk to tne condenser and bring rapidly to the boil and continue to boil the
liquor gently for 60 minutes. Disconnect and remove the flask while the
liquor is still boiling and close it immediately with the glass stopper fitted
with stop-cock.
Rapidly cool the flask to room temperature ( 27”&2”C ). Do not remove
or open the tap until ready for filtration. Reject any extract where the
flask is not under vacuum at the time of opening. Filter the extract an
wash the residue with small amount of water. Take the filtrate an ?!
washings in a tared vessel and evaporate the extract to dryness (see Note 2).
I)ry the residue to constant weight at 105” to 110°C.
N(WH 1 - If the test spccrmen is wool, the liquor to material ratio should be,50 : 1
NOTE 2 -The filtrate and washings may be diluted to a suitable volume and a
measured amount of the solution may be evaporated for estimation.
7.3 Calcu!ate the water soluble matter as a percentage of the conditioned
weight of the specimen by the following formula:
7
P=gh 100
1
P percentage of water soluble matter;
II’, weight, in g, of the residue (see 7.2); and
II’, =- weight, in g, of the conditioned test specimen (see 7.1 )
7.4 Rrpeat the test as given in 7.2 with the remaining test specimen(s)
arttl calculate the percentage of water soluble matter in edch test specimen.
8. REPOKT
8.1 (Calculate the average of the values obtained as in 7.3 and 7.4, and
i( Ijot t it ;is tire pc:rc,entage of water soluble rnatter of the textiles.BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan. 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones: 323 0131, 323 3375. 323 9402
Fax : 91 113234062, 91 113239399, 91 113239382
Telegrams : Manaksar
(Common to all Off
Central Laboratory: Tdep
Plot No. 2019. Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 a-77 0
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 7
‘Eastern : l/14 CIT Scheme VII M. V.I.P. Road, Maniktola. CALCUTTA700054 337 8
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 3,
Southern C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 2
tWestern : Manakalaya. E9 Behind Marol Telephone Exchange, Andheri (East) 832 9.
MUMBAI 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg. Khanpur, AHMEDABAD 380001 550 1:
*Peenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 039 4’
BANGALORE 560050
Gangotrr Complex, 5th Floor, Bhadbhada Road. T. T Nagar. BHOPAL 462003 55 4r
Plct No 62-63. Unit VI. Ganga Nagar. BHUBANESHWAR 751001 40 3f
Kalaikathrr Butldrngs. 670 Avinashi Road, COIMBATORE 641037 21 01
Plot No 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88
Savrtn Complex, 116 G T Road, GHAZIABAD 201001 8-71 19
5315 Ward No. 29, R G Barua Road, 5th By-lane, GUWAHATI 781003 54 11
58-58C. L N Gupta Marg, Nampally Statron Road, HYDERABAD 500001 20 10
E-52, Chrtaranjan Marg. C-Scheme, JAIPUR 302001 37 29
1171410 B, Sarvodaya Nagar. KANPUR 208005 21 68
Seth Bhawan. 2nd Floor, Behind Leela Cinema, Naval Krshore Road, 23 89
LUCKNOW 226001
Patliputra lndustnal Estate, PATNA 800013 26 23
T C No 14/1421, University P. 0. Palayam. 6 21
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 36
‘Sales Office IS at 5 Chownnghee Approach, P. 0. Princep Street,
CACCUTTA 700072 27 10
fSales Office IS at Novelty Chambers, Grant Road, MUMBAI 400007 309 65
$Sales Office is at ‘F’ Block. Unity Building, Narashrmaraja Square, 222 39
BANGALORE 560002
Printed at New India Printing Press. Khurja, In
|
1200_6.pdf
|
IS:1200 (Part VI) - 1974
(Reaffirmed1997)
Edition 3.2
(1986-05)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART VI REFRACTORY WORK
( Second Revision )
(Incorporating Amendment Nos. 1 & 2)
UDC 69.003.12:666.76
© 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 2IS:1200 (Part VI) - 1974
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART VI REFRACTORY WORK
( Second Revision )
Civil Works Measurement Sectional Committee, BDC 44
Chairman Representing
SHRI V. R. VAISH Bureau of Public Enterprises, Ministry of Finance
Members
SHRI N. P. ACHARYYA The Commissioner for the Port of Calcutta
ASSISTANT ADVISER (PHE) Ministry of Health & Family Planning
SHRI B. G. BALJEKAR Vijaynagar Steel Project
SHRI P. L. BHASIN Institute of Surveyor, New Delhi
CHIEF ENGINEER, HEADQUARTERSHeavy Engineering Corporation Ltd, Ranchi
CHIEF ENGINEER (R & B) Public Works Department, Government of Andhra
Pradesh
SUPERINTENDING ENGINEER
(R&D) (Alternate)
SHRI R. K. CHOUDHRY Bhakra Management Board, Nangal Township
SHRI I. P. PURI (Alternate)
SHRI W. J. DAGAMA Bombay Port Trust
SHRI V. B. DESAI Hindustan Construction Co Ltd, Bombay
DIRECTOR, IRI Irrigation Department, Government of Uttar Pradesh
DIRECTOR (RATES & COSTS) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (RATES &
COSTS) (Alternate)
SHRI P. K. DOCTOR Concrete Association of India, Bombay
SHRI D. S. VIJAYENDRA (Alternate)
SHRI J. DURAI RAJ Hindustan Steelworks Construction Limited, Calcutta
EXECUTIVE ENGINEER (PLANNING Ministry of Railways
& DESIGNS), NORTHERN
RAILWAY
SHRI P. N. GADI Institution of Engineers (India), Calcutta
SHRI V. G. HEGDE National Buildings Organization, New Delhi
SHRI J. P. SHARMA (Alternate)
SHRI G. V. HINGORANI Gammon India Ltd, Bombay
(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 VI) - 1974
(Continued from page 1)
Members Representing
SHRI H. K. KHOSLA Irrigation Department, Government of Haryana
SHRI KRISHAN KUMAR Ministry of Shipping & Transport (Roads Wing)
SHRI K. K. MADHOK Builders Association of India, Bombay
SHRI MUNISH GUPTA (Alternate)
SHRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE (Alternate)
SHRI R. S. MURTHY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI V. V. SASIDARAN (Alternate)
SHRI T. S. MURTHY National Project Construction Corporation, New
Delhi
SHRI K. N. TANEJA (Alternate)
SHRI C. B. PATEL M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI A. A. RAJU Metallurgical & Engineering Consultants (India)
Limited, New Delhi
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI G. B. SINGH (Alternate)
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY (I) (Alternate)
DR R. B. SINGH Banaras Hindu University, Varanasi
SHRI S. SRINIVASAN Hindustan Steel Ltd, Ranchi
SUPERINTENDING SURVEYOR OF Central Public Works Department (Aviation),
WORKS (AVIATION) NewDelhi
SURVEYOR OF WORKS (I)
ATTACHED TO SSW (AVIATION) (Alternate)
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (I)
SURVEYOR OF WORKS (I)
ATTACHED TO SSW (I) (Alternate)
TECHNICAL EXAMINER Buildings and Communication Department,
Government of Maharashtra
SHRI D. AJITHA SIMHA, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), BIS
2IS:1200 (Part VI) - 1974
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART VI REFRACTORY WORK
( Second Revision )
0. F O R E W O R D
0.1This Indian Standard (Part VI) (Second Revision) was adopted by
the Indian Standards Institution on 8 February 1974, 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 among practices followed by different construction
agencies and also among 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
misunderstanding 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. 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 projects.
0.4Since different trades are not related to one another, the Sectional
Committee decided that each trade as given in IS:1200-1964* shall be
issued separately as a different part. This will also be helpful to users
in using the specific standard. This part covers method of
measurement of refractory work.
*Method of measurement of building works (revised).
3IS:1200 (Part VI) - 1974
0.5This edition 3.2 incorporates Amendment No. 2 (May 1986). Side
bar indicates modification of the text as the result of incorporation of
the amendment. Amendment No. 1 had been incorporated earlier.
0.6For 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 VI) covers the method of measurement of
refractory work.
2. GENERAL RULES
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 stated in this standard.
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.
2.3Measurement — Unless otherwise stated hereinafter all work
shall be measured net in the decimal system, as fixed in place, as given
in 2.3.1 to 2.3.4.
2.3.1 Dimensions shall be measured to the nearest 0.01m.
2.3.2 Areas shall be worked out to the nearest 0.01m2.
2.3.3 Cubic contents shall be worked out to the nearest 0.01m3.
2.3.4 Weight shall be worked out to the nearest 0.001 tonne.
2.4Description of Items — The description of each item shall,
unless otherwise stated be deemed to include, where necessary,
conveyance, delivery, handling, unloading, storing waste, return of
packing, necessary scaffoldings, platforms, walkways, tools and
tackles, stacking item wise, opening of packages and disposal of wood,
straw etc. This shall also include use of necessary equipments, safety
appliances, lighting at place of work, ventilation facilities, where
necessary.
2.5Waste — All measurement of cutting shall, unless otherwise
stated, be deemed to include consequent wastage.
2.6Deduction — Where a minimum area is defined for the deduction
of opening voids or both, such area shall refer only to openings or voids
within the space measured.
*Rules for rounding off numerical values (revised).
4IS:1200 (Part VI) - 1974
2.7Work to be Measured Separately — The refractory work to be
carried out in hot conditions shall be so specified indicating range of
temperature and work shall be measured separately.
2.8Bills of Quantities — The bills of quantities shall fully describe
the materials and workmanship and accurately represent the work to
be executed.
3. METHOD OF MEASUREMENT
3.1The items of work wherever necessary and unless otherwise stated
shall be deemed to include the following:
a)Dressing of the bricks/blocks including cutting, grinding and
chipping to achieve proper thickness of joint and alignment as
required in the drawings for all classes of work.
b)Dressing of bricks/blocks including cutting, grinding and
chipping wherever necessary for expansion joints, sliding joints,
binding joints, etc, to ensure proper curvature and keying in
arches, curved surface, etc.
c)Forming of expansion joints, sliding joints, etc, excluding filling
(for filling see 3.8).
d)Finishing, pointing, clearing and cleaning of masonry joints,
gaps, hollows, cavities, opening passages, ducts etc. for up to
0.1m2 each (see 3.3).
3.2The refractory and insulation bricks and blocks, types of mortars
and powders to be used shall be fully described. Other auxiliary and
filling materials, such as paper, cardboard, asbestos materials,
mineral wool, water glass, coke pitch, carbon mass, special sands,
crumbs, powders, admixtures and plasticizers required to be
incorporated in the works shall also be described.
3.3All refractory work unless otherwise specified shall be measured in
cubic metres. The measurement shall be inclusive of mortar joints,
expansion joints and sliding joints. Deductions for voids, openings, etc,
shall be made only when the area of each such opening and voids
exceeds 0.01 square metre.
3.4The method of measurement on volumetric basis as specified in 3.3
shall also apply for castable refractory work or refractory concreting,
rammed mass filling; filling of loose insulation materials, such as mica
crumbs, slag wools, asbestos powders, fireclay mass and carbon mass.
3.5Where the brick/blocks lining is separated from the shell or wall
surface by the use of asbestos, cardboard, etc, such insulating material
shall be fully described and measured separately in square metres.
3.6Where insulation plaster is applied over the refractory surface, the
same shall be fully described and measured separately in square metres.
5IS:1200 (Part VI) - 1974
3.7Refractory grout work shall be fully described and measured in
cubic metres on the basis of theoretical volume to be grouted.
3.8Filling of expansion joints, sliding joints with paper, cardboard,
etc, shall be fully described and measured separately in running
square metres.
3.9Unless otherwise stated fixing of anchors, hangers and supporting
steel members for the refractory brickwork shall be separately
measured [see IS:1200 (Part VIII) - 1974*].
3.10Unless otherwise stated painting of finished masonry with
cement or fireclay mortars, water glass, etc, shall be measured
separately [see IS : 1200 (Part XIII) - 1971†].
*Method of measurement of building and civil engineering works:Part VIII Steel
work and iron work (third revision).
†Method of measurement of building and civil engineering works:Part XIII
Plastering and pointing (second revision).
6Bureau 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 May 1986
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2185_1.pdf
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1)
Isr216!5(PartI)-l!m
Indian Standard
’ RnfBimcd lw7 ’
SPECIFICATION FOR
-CONCRETE MASONRY UNITS
PART I HOLLOW AND SOLID CONCRETE BLOCKS
( Second Revision)
Third Reprint OCTOBER 1990
UDC 666.972-478:693
0 Copyright 1980
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEWDlUiIlloooIT
Or6 April 1980IS : 2185 ( Part I ) - 1979
Indian Standard
SPECIFICATION FOR
CONCRETE MASONRY UNITS
PART I tlOLLOW AND SOLID CONCRETE BLOCKS
( Second Revision)
Cement and Concrete Sectional Committee, BDC 2
Chainnan Reprasrnt ing
Ds H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIO?~ADLI REOTOR, Research, Designs & Standards Organization
STANDARDS( B & S ) ( Ministry of Railway6 )
DEPUTYD IRECTOR,
&ro? 6~~s ( B & S ) ( Ahnate )
SBRI K. C AQ~ARWAL Hindustan Prefab Ltd, New Delhi
SEX1 C. L. KASLIW~L( Altctaati)
SHRI K. P. ~&.NEBJEE Lanen & Toubro Ltd, Bombay
SARI HARISHN . MALANI ( Alternate )
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. Cl. GARU( Altanate j
DR N. S. B~AL Struct~t;~e~gineering Research Centre ( CSIR ),
SHRI R. V. CHALAPATHRI AO Geological Survey of India, Calcutta
SHBI S. ROY ( Alternate )
CHIEF ENQINEER( DESIQNS) Central Public Work6 Department, New Delhi
EXECUTIVEE NQINEER
( DESIQNS) III ( Aftaat6)
CHIEF ENQINEER( PROJECTS ) Irrigation Department, Government of Punjab
DIsaaToR, IPRI ( Ahcrnat6 )
DIRECTOR( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS)
( Akrnat6 )
SHRI AMITABHAG HOSH National Test House, Calcutta
SHRI E.K. &MACIHANDRAN
( dhrnuts )
( Continurd on /hl#6 2 )
Q copyrqht 1980
BUREAU OF INDIAN STANDARDS
This publication is protected under the Znllian Co~vri& 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 copy1i ght under the said Act.( Continuedfrom pags 1)
Mem bars Reprcssn ting
DR R. K. GHOSH Central Road Research Institute ( CSIR ),
New Delhi
SHXI Y. R. PHULL ( Alternatc I )
SHRI M. DINAKARAN ( Alternate II)
Ds R K. GHOSH Indian Roads Congress, New Delhi
SRRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
SHRIP . C. JAIN ( Altamate )
SXRI A. K. GUPTA HydeHabard,b:;bestos Cement Products Ltd,
DR R. R. HATTIAN~ADI The ‘Associated Cement Companies Ltd,
Bombay
SHRI P. J, JAOUS ( Altematu )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SH~I M. T. KANSE Directorate General of Supplies & Disposals,
New Delhi
SHRI S. R. KULKARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B T. UNW~LLA ( Alternate )
DR MOWAN RAI Centffajoryezding Research institute ( CSIR ),
Dn.S. S. REHSI ( Alternate )
SHRI K. K. NAMBIAR In Personal Capacity ( ‘Ramanalqya’ II. First
Crescent Park Road, Gandhinagar, Adyar,
Madras )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN ( Altematr )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
SERI ARJ~N RIJHSINQHANI Clement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAO ( Alternate )
SEO~ETARY Cent;lw tTh;d of irrigation and Power,
e
DEPUTY SECRETARY ( I ) ( Alrsrnatr )
SERI N. SEN Roads Wing ( Ministry of Shipping and
Trans&rt )
SRRI J. R. K. PRA~AD ( Altanatr )
SERI K. A. SUBRA~ANIAM The India Cements Ltd, Madras
SHBI P. S. RAMACHANDRAN f Altmnats j
SUPESINTENDZN~ ENIXN~~ER ’ Public- Works Department, Government of
( DESIGNS ) Tamil Nadu, Madras
EXECUTIVE ENQINEER ( SM&R
DIF-ISION ) ( Altarnatc 1
SHRI L. SWARO~P‘ Dalmia Cement ( Bharat ) Ltd, New Delhi
&RI A. V. RAMANA ( Alternate )
SHRI B. T UNWALLA The Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate )
SHRI D. AJITHA SIMHA, Director General, BIS ( Ex-oJcioM ember ) _
Director ( Civ Engg )
Sgcrat ary
SHRI M. N. NEELAK~DE~
Assistant Director ( Civ Engg ), BlS
( Continurd on &age 24 )
2ISt2185(PartI)-1979
Indian Standard
SPECIFTCATION FOR
CONCRETE MASONRY UNITS
PARTI HOLLOW AND SOLID CONCRETE BLOCKS
( Second Revision)
0. FOREWORD
0.1 This Indian Standard ( Part I ) ( Second Revision ) was adopted by
the Indian Standards Institution on 25 November 1979, 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 1962 and subsequently revised in
1967. The second revision is being published under the modified title
‘Specification for concrete masonry units : Part I Hollow and solid
concrete blocks’. It is proposed to bring out Part II and Part III
subseq:,c rtly; Part 11 covering lightweight concrete masonry units
( revision of IS : 3590-1966* ) and Part III covering aerated concrete
masonry units ( revision of IS : 5482-1969t ).
0.2.1 This standard incorporates significant modifications especially
with regard to the classification of the blocks and physical requirements
such as dimensions, compressive strength values, water absorption and
drying shrinkage. Also in this version, apart from covering hollow blocks
of open cavity type, hollow blocks of closed cavity type-have-been covered.
Another distinct feature in this revision is that concrete masonry units of
load bearing and non-load bearing category have been separately treated
to the extent possible.
0.3 Concrete masonry, already extensively used in building construction
abroad, is likely to make very considerable headway in this country
because of the many advantages, such as durability, strength and struc-
tural stability, fire resistance, insulation, and sound absorption it possesses..
Concrete masonry constructron is also economical because of the following
aspects:
a) The units are relatively large and true in size and shape. This /
insures rapid construction so that more wall is laid per man-hour
than in other types of wall canstruction;
*Specification for load bearing lightweight concrete blocks.
$Specification for autoclaved cellular concrete blocks.
3IS : 2185 ( Part I ) - 1979
b) -Fewer joints result in considerable saving in mortar as compared
to normal masonry construction, and also in increasing the
strength of the wall; and
c) The true plane surfaces obtained obviate necessity of plaster for
unimportant buildings situated in low rainfall areas; even when
plaster is used for any reason, the quantity required for satisfac-
tory coverage is significantly small.
0.3.1 Concrete masonry has an attractive appearance and is readily
adaptable to any style of architecture. It lends itself to a wide variety of
surface finishes for both exterior and interior walls. It may also be
finished with cement plaster, gauged withlime or a plasticizer. Concrete
masonry units provide a strong mechanical key, uniting the concrete
masonry backing and the plaster finish in a strong permanent bond.
0.4 Concrete masonry units are used for both load-bearing and non-load
bearing walls, for partitions and panel walls, as backing for other types
of facing material, for piers, pilasters and columns, for retaining walls,
garden walls, chimneys and fire places, as fillers in concrete joist floor
construction, and as shuttering for beams, columns and lintels.
0.5 The hollow ( open and closed cavity ) and solid concrete masonry
units covered by this standard are made with normal weight aggregates
and are known as normal weight units. The hollow load-bearing concrete
block of the standard 400 X 200 x 200 mm size will weigh between 17
and 26 kg when made with normal weight aggregate. Normal weight
units are made with such aggregates as sand, gravel, crushed stones and
air-cooled slag.
0.6 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*. 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 ( Part I ) covers the following concrete masonry
building units which are used in the construction of load-bearing and
partition walls:
a) Hollow ( open and closed cavity ) load bearing concrete blocks,
b) Hollow ( open and closed cavity ) non-load bearing concrete
blocks, and
c) Solid load-bearing concrete blocks.
*Ruler for rounding off numerical values ( rc~isrd) .
4IS:2185(PartI)-1979
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Block - A concrete masonry unit, either hollow ( open or closed
cavity ), or solid ( other than units used for bonding, such as a half
block ), any one of the external dimension of which is greater than the
corresponding dimension of a brick as specified in IS : 3952-1978*, and
of such size and mass as to permit it to be handled by one man. Further-
more, to avoid confusion with slabs and panels, the height of the block
shall not exceed either its length or six times its width.
2.2 Block Dqnsity - The density calculated by dividing the mass of a
block by the overall volume, including holes or cavities and end recesses.
2.3 Drying Shrinkage - The difference between the length of specimen
which has been immersed in water and then subsequently dried “to cons-
tant length, all under specified conditions; expressed as a percentage of
the dry length of the specimen.
2.4 Face’ Shells - The two outer plates of the hollow concrete block.
These are connected together by webs.
.“.I
2.5 Gross Area - The totalarea occupied by a block on its bedding
face, including areas of the cavities and end recesses.
2.6 Height - The vertical dimension of the exposed face of ~a block,
excluding any tongue or other device designed to provide mechanical
keying.
2.7 Hollow ( Open or Closed Cavity ) Block - A block having one
or more large holes or cavities which either pass through the block ( open
cavity ) or do not effectively pass through the block ( closed cavity ) and
having the solid material between 50 and 75 percent of the total volume
of the block calculated from the overall dimensions.
2.8 Length - The horizontal dimension of the exposed face of a block,
excluding any tongue or other device designed to provide mechanical
keying.
2.9 Moisture Movement - The difference between the length of the
specimen when dried to constant length and when subsequently immersed
in water, all under specified conditions, expressed as a percentage of the
dry length of the specimen.
*Specification for burnt clay hollow blocks for wallsa nd partitions (JFrsf r&ion ),
-_ 5IS:2185(PartI)-1979
2.10 Solid Block - A block which has solid material not less than 75
percent of the total volume of the block calculated from the overall
dimensions.
2.11 Webs - The solid sections of the hollow concrete blocks which
connect the face shells.
2.12 Width - The external dimension of .a block at the bedding plane,
measured at right angles to the length and height of the block.
3. DIMENSIONS AND TOLERANCES
3.1 Concrete masonry building units shall be made in sizes and shapes to
fit different construction needs. They include stretcher, corner, double
corner or pier, jamb, ‘header; bull nose, and partition block, and concrete
floor units.
3.2 Concrete Block - Concrete block, hollow ( open or ‘closed cavity )
or solid shall be referred to by its nominal dimensions. The term ‘nominal’
means that the dimension includes the thickness of the mortar joint.
Actual dimensions shall be 10 mm short of the nominal dimensions ( or
6 mm short in special cases where finer jointing is specified ).
3.2.1 The nominal dimensions of concrete block shall be as follows:
Length 400, 500 or 600 mm
Height 200 or 100 mm
Width 50, 75, 100, 150, 200, 250 or 300 mm
In addition, block shall be manufactured in half lengths of 200, 250
or 300 mm to~correspond to the full lengths.
The nominal dimensions of the units are so designed that taking
account of the thickness of mortar joints, they will produce wall lengths
and heights which will conform to the principles of modular CO-
ordination.
3.2.2 Blocks of sizes other than those specified in 3.2.1 may also be used
by mutual agreement between the purchaser and the supplier. In the
case of special concrete masonry unit,s such as jallie or screen wall block
and ornamental block, the specified sizes may not necessarily apply.
3.2.3 The maximum variation in the length of the units shall not be
more than f 5 mm and maximum variation in height and width of unit,
not more than f 3 mm.
6ISt2185(PartI)-1979
3.2.4 Face shells and webs shall increase in thickness from the bottom
to the top of the unit. Depending upon the core moulds used, the face
shells and webs shall be flared and tapered or straight tapered, the
former providing a wider surface for mortar. The thickness of the face
shell and web shall be not less than the values given in Table 1, as
appropriate.
TABLE 1 m FACE SIELL AND WBB THICKNESSES
All dimensions in millimetres.
NOIUSIULB LOCK FACESHELL THICKNE~~OF TOTALWEI(
WIDTH THICKNESB, WEB, Min THICKNE~~PEN
Min COURSEIN ANY
200 mm LENGTHOI
WALLING, Min
(0 (2) 0) (4)
100 or less 25 25 25
Over 100 to 150 25 25 30
Over 150 to 200 30 25 30
Over 200 35 30 38
3.3 Subjekt to the tolerances specified in 3.2.3 and the provisions of 3.4
the faces of masonry units shall be flat and rectangular, opposite faces
shall be parallel, and ~a11a rises shall be square. The bedding surfaces shall
be at right angles to the faces of the blocks.
3.4 Blocks with Special Faces - Blocks with special faces shall be
manufactured and supplied as agreed upon between the supplier and the
purchaser.
4. CLASSIFICATION
4.1 Hollow (Open and Closed Cavity ) Concrete Blocks - The
hollow ( open and closed cavity ) concrete blocks shall conform to the
following three grades:
4 Grade A - These are used as load bearing units and shall have a
minimum block density of 1 500 kg/ma. These shall be manu-
factured for minimum average compressive strengths of 3’5, 4.5,
5’5 and 7’0 N/mtAa respectively at 28 days ( see Table 2 ).
b) Graile B - These are also used as load bearing units and shall
have a block density less than 1 500 kg/m3, but not less than
1 000 kg/ms. These shall Abem anufactured for minimum average
compressive strengths OF 2’0, 3’0 and 5’0 N/mms respectively at
28 days ( SGGT able 2 ).
7IS:2185(PartI)- 1979
c) Grade C - These are used as non-load bearing units and shall
have a block density less than 1 500 kg/ms, but not less than
1 000 kg/m*. These shall be manufactured for minimum average
compressive strength of 1’5 N/mm’ at 28 days ( see Table ~2 ).
4.2 Solid. Concrete Blocks - Grade D - The solid concrete blocks
are used as load bearing units and shall have a block density not
less than 1 800 kg/ms. These shall be manufactured for minimum average
compressive strengths of 4’0 and 5’0 N/mm* respectively ( see Table 2 ).
5. MATERIALS
5.1 Cement - Cement complying .with any of the following Indian
Standards may be used at the discretion of the manufacturer:
IS : 269-1976 Specification for ordinary and low heat Portland cement
( third revision )
IS : 455-1976 Specification for Portland slag cement ( third revision )
IS : 1489-1976 Specification for Portland pozzolana cement
( second revision )
IS : 6909-1973 Specification for supersulphated cement
IS : 8041-1978 Specification for rapid hardening Portland cement
IS : 8042-1978 Specification for white Portland cement
IS : 8043-1978 Specification for hydrophobic Portland cement
5.1.1 When cement conforming to IS : 269-1976* is used, replacement
of cement by fly ash conforming to 1% 3812 ( Part I )-1966t may be
permitted I.$ to a limit of 20 percent. However, it shall be ensured that
blending of fly ash with cement is as intimate as possible, to achieve
maximum uniformity.
5.2 Aggregates 2 The aggregates used in the manufacture of blocks at
-the mixer or the mixing platform shall be clean and free from deleterious
matter and shall conform to the requirements of IS : 383-1970#.
5.2.1 The grading of the combined aggregates shall conform as near as
possible to the requirements indicated in IS : 383-1970$. It is recom-
mended that the fineness modulus of the combined aggregates shall be
between 3’6 and 4.
*Specification for ordinary and low heat Portland cement ( third nvisiort).
$3prcification for fly ash : Part I For use as pozzolana.
SSpecification for coarse and fine aggregates from natural sources for concrete
( second m&ion ).
8IS:2185(PartI)-1979
5.2.2 Fly ash conforming to IS : 3812 ( Part III )-1966* may be used
for part replacement of fine aggregate up to a limit of 20 percent.
5.3 Water - The water used in the manufacture of concrete masonry
units shall be free from matter harmful to concrete or reinforcement, or
matter likely to cause efflorescence in the units and shall conform to the
requirements of IS : 456-1978t.
5.4 Additives or Admixtures - Additives or admixtures may be added
either as additives to the~cement during manufacture, or as admixtures to
the concrete mix. Additives or admixtures used in the manufacture of
concrete masonry units may be:
a) accelerating, water-reducing and air-entraining admixtures
conforming to IS : 9103-1979$,
b) fly ash conforming to IS : 3812 ( Part II )-1966&
c) waterproofing agents conforming to IS : 2645-197511, and
d) colouring pigments.
Where no Indian Standards apply, the additives qr admixtures shall
be shown,by test or experience, to be not detrimental to the durability of
the concrete.
6. MANUFACTURE
6.1 Mix
6.1.1 The concrete mix used for blocks shall not be richer than one
part by volume of cement to 6 parts by volume of combined aggregates
before mixing.
6.1.2 In case of hand-moulded block where compaction is done
inanually, concrete mix should be sufficiently donsistent to enable
demoulding immediately after casting. The consistency of the mix should
be such that it may cohere when compressed in the hand without free
water being visible. Too little water causes the mix to be friable, while
too much water causes difficulty in the immediate withdrawal of the
mould.
*Specification for fly ash: Part III For use as fine aggregate for mortar and conctere.
t&de of practice for plain and reinforced concrete ( tltird rsoision) .
SSpecification for admixtures for concrete.
§Sprc’ification for fly ash: Part II For use as admixture for concrete.
/[Specification for integral cement waterproofing compounds ( Jirst rmision ).
9IIs:2185(PmtI)-1979
6.13 In case of machine-moulded blocks, the web markings on the
units as they come from the machine give a good indication as to whether
the proper consistency of concrete has been used. In addition to the
grading of the aggregate and the quantity of cement, the amount of water
required f8r mix will depend to an extent on the type of machine on
which blocks are produced. It is possible to judge the proper consistency
by squeezing a handful of concrete mixture. When traces of moisture
show on’ the outside of the squeezed mass it is usually considered to be
suitable.
6.2 Mixing
6.2.1 Concrete shall normally be mixed in a mechanical mixer.
6.2.1.1 Mixing shall be continued until there is a uniform distribution
of the materials, and the mass is uniform in colour and consistency.
6.2.t.2 When hand mixing is permitted by the engineer-in-charge, ir
shall be carried out on a water-tight platform and’care shall be faken to
ensure that mixing is continued until the mass is uniform in colour and
consistency. Ten percent extra cement may be added when hand-mixing
is resorted to.
6.3 Placing and Compaction
6.3.1 In the case of manual compaction, the mixture shall be placed
into the mould in layers of about 50 to 75 mm and each layer thoroughly
tamped with suitable tampers until the whole mould is filled up and
struck off level with a trowel.
6.3.2 In the case of mechanical compaction, the mould shall be filled
up to overflow, vibrated or mechanically tamped and struck off level.
-6.3.3 After demoulding the blocks shall be protected until they are
sufficiently hardened to permit handling without damage.
6.4 Curing
6,4.1 The blocks hardened in accordance with 6.3.3 shall then be cured
in a curing water tank or in a curing yard ( see Note ), and shall be kept
continuously moist for at least 14 days. When the blocks are cured in an
immersion tank, the water of the tank shall be changed at least every
4 days.
NOTE - The curing yard is a paved yard subdivided by shallow drains in 4 to 5 m
square platforms which are provided with water fountains in the centre. The blocks
are stacked on the platforms around the fountains, which work continuously. The
fountains are connected to an elevated water storage tank.
10ISt2185(PartI)-1979
6.4.2 Steam curing of blocks hardened in accordance with 6.3.3 may be
adopted instead of methods speafied in 6.4.1, provided the requirements
of pressure or non-pressure steam curing are fulfilled.
6.5 Drying - After curing the blocks shall be dried for a period of
4 weeks before being used on the work. They shall be stacked with voids
horizontal to facilitate through passage of air. The blocks shall be allowed
to complete their initial shrinkage before they are laid in a wall.
7. SURFACE TEXTURE AND FINISH
7.1 Concrete masonry units can bc given a variety of surface textures
ranging from a very fine close texture to a coarse open texture by the
proper selection, grading, and proportioning of aggregates at the time of
manufacture. Textures may also be developed by treating the face of
the units while still green by wire brushing or combing, by slightly
eroding the surface by playing a fine spray of water upon it, and by
splitting ( split block ). Colour may be introduced by incorporating non-
fading mineral pigments in the facing concrete, or by applying a coloured
cement grout or paint to the face of the units soon after they are removed
from the moulds. Selected coloured aggregates may also be used in the
facing and exposed by washing with water or dilute hydrochloric acid.
7.2 Well made concrete masonry may not require plaster in case of
unimportant buildings in low rainfall areas; two or three coats of a cement
paint being sufficient to render it resistant to rain water. If, however, it
is intended to plaster concrete masonry, the block shall have a sufficiently
rough surface to afford a good key to the plaster. Waterproofing
admixtures may be used for preparing the plaster.
8. PHYSICAL REQUIREMENTS
8.1 General - All units shall be sound and free of cracks or other defects
which interfere with the proper placing of the unit or impair the strength
or performance of the construction. Minor chipping resulting from the
customary methods of handling during delivery, shall not be deemed
grounds for rcjcction.
8.1.1 Where units arc to be used in exposed wall construction, the face
or faces that are to be exposed shall be free of chips, cracks, or other
imperfections, except that if not more than 5 percent of a consignment
contains slight cracks or small chippings not larger than 25 mm, this shall
not be deemed grounds for rkjertion.
8.2 Dimensions -- The overall dimensions of the units when measured
as given in Appendix A shall be in accordance with 3 subject to the
tolerances mentionecl therein.IS : 2185 ( Part I ) - 1979
8.3 Block Density - The block density, when determined as in
Appendix B, shall conform to the requirements given in 4.
8.4 Compressive Strength - The minimum compressive strength at 28
days being the average of eight units, and the minimum compressive
strength at 28 days of individual units, when tested in the manner
-described in Appendix C, shall be as prescribed in Table 2.
8.5 Water Absorption - The water absorption, being the average of
three u&s, when determined in the manner prescribed in Appendix D,
shall be not more than 10 percent by mass.
8.6 Dryia Shrinkage - The drying shrinkage of the units when
unrestraine gb being the average of three units, shall be determined in the
manner described in Appendix E, and shall not exceed 0’1 percent.
8.6 Moisture Movement - The moisture movement of the dried blocks
on immersion ,in water, being the average of three units, when determined
in the manner described in Appendix F, shall not .exceed 0’09 percent.
TABLE 2 PHYSICAL REQUIREMENTS
( Clauses 4.1,4.2 and-B.4 )
TYPE GRADE DENSITY OF MINIMUM AVERAGE MINIMUM
BLOCK COMPRESSIVE STRENI~THo a
STRENOTH 0~ INDIVIDUAL
UNITS UNITS
(1) (2) (3) (4) (5)
kg/ml N/mm* N/mm’
Hollow ( open and A( 3.5 ) Not less than 3.5 2.8
closed cavity ) A( 4.5 ) 1 500 4.5 36
load bearing A( 5.5 ) 5.5 4.4
unit A( 7.0 ) 7.0 5.6
B( 2.0 ) Less than 20 1.6
B(30) 1 500 3.0 2.4
B( 5.0 ) but not less 5.0 4.0
than 1 000
Hollow ( open and C( 1.5 ) Less than l-5 1.2
closed cavity ) 1 500
non-load- but not less
bearing units than 1 000
Solid load bearing D( 5.0 ) Not less than f.2”
units D( 4.0 ) 1 800
12IS:2185 (Part I)- 1979
9. TESTS
9.1 Tests as described in Appendices A to F shall be conducted on
samples of units selected according to the sampling procedure given in 10,
to ensure conformity with the physical requirements laid down in 8.
10. SAMPLING
10.1 The blocks required for carrying out the tests laid down in this
standard shall be taken by one of the methods given in 10.2and 10.3. In
either case, a sample of 20 blocks shall be taken from every consignment
of 5 000 ~blocks or part thereof of the same size and same batch of-manu-
facture. From these samples, the blocks shall be taken at random for
conducting the tests.
10.2 The required number of blocks shall be taken at regular intervals
during the loading of the vehicle or the unloading of the vehicle depend-
ing on whether sample is to be taken before delivery or after delivery.
When this is not practicable, the sample shall be taken from the stack in
which case the required number of blocks 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.
10.3 The sample af blocks shall be marked for future identification of the
consignment it represents. The blocks shall be kept under cover and
protected from extreme conditions of temperature, relative humidity
and wind until they are required for test. The tests shall be undertaken
as soon as practicable after the sample has been taken.
10.4 Number of Tests
10.4.1 .A11 the 20 blocks shall be checked for dimensions and inspected
for visual defects ( See 8.1 and 8.2 ).
10.4.2 Out of the 20 blocks, 3 blocks shall be subjected to the test for
block density ( see 8.3 ), 8 blocks to the test for corn ressive strength
( see 8.4 ), 3 blocks to the test for water absorption P see 8.5 ) and 3
blocks to the test for drying shrinkage ( see 8.6 ) and later to the test
for moisture movement. The remaining 3 blocks shall be reserved for
retest for drying shrinkage and moisture movement if a need arises.
11. CRITERIA FOR CONFORMITY
11.1 The lot shall be considered as conforming to the requirements of the
specification if the conditions mentioned in 11.2 to 11.5 are satisfied.
13.IS:2185(PartI)-1979.
11.2 The number of blocks with dimensions outside the tolerance limit
and/or with visual defects, among those inspected shall be nat more than
two.
11.3 For block density and compressive s‘rength, the mean value deter-
mined shall be greater than or equal to the minimum limit specified in
8.3 and 8.4 respectively.
11.4 For drying shrinkage and moisture movement, all the test specimens
shall satisfy the requirements of the test. If one or more specimens
fail to satisfy the requirements, the remaining 3 blocks shall be subjected
to these tests. All these blocks shall satisfy the requirements.
11.5 For water absorption, the mean value determined shall be equal or
less than maximum limit specified in 8.5.
12. MANUFACTURER’S CERTIFICATE
-12.1T he manufacturer shall satisfy himself that the masonry units
conform to the requirements of this specification and, if requested, shall
supply a certificate to this effect to the purchaser or his representative.
13. INDEPENDENT. TESTS
13.1 If the purchaser or his representative requires independent tests,
the samples shah be taken before or immediately after delivery, at the
option of the purchaser or his representative and the tests shall be carried
out in accordance with this specification.
13.2 The manufacturers shall supply free of charge the units required for
testing.
13.3 Cost of Testing - Unless otherwise specified in the enquiry or
order, the cost of the tests shall be borne as follows:
a) By the manufacturer in the event of the results showing that the
blocks do not conform to this specification, or
b) By the purchaser in the event of the results showing that the
blocks conform to this specification.
14. MARKING
14.1 Concrete masonry units manufactured in accordance with this
specification shall be marked permanently with the following information:
a) The identification of the manufacturer;
b) The grade of the unit; and
c) The year of manufacture, if required by the purchaser.
14IS : 2185 ( Part I ) - 1979
.
14.1.1 Each block may also be marked with._tlie Standard Mark
NOTE - The me of the Standard Mark is governed by the provisions of the
Bureau of Indian Standard5 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 BlS 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 Iicence for
the use of the Standard Mark may be granted to manufacturers or producers may
be-obtained frdm the Bureau of Indian Standards.
APPENDIX A
( Clauses 8.2 and 9.1)
MEASUREMENT OF DIMENSIONS
A-l. APPARATUS
A-l.1 Overall dimensions shall be measured with a steel scale graduated
in 1 mm divisions. Face shell and web thickness shall be measured with
a caliper rule graduated in 0’5 mm divisions and having parallel jaws
not less than 15 mm nor more than 25 mm in length.
A-2. SPECIMENS
A-2.1 Twenty full size units shall be measured for length, width and
height. Cored units shall also be measured for minimum thickness of
face shells and webs.
NOTE- Theses pecimens shall be used for other tests also.
A-3. MEASUREMENTS AND REPORT
A-3.1 Individual measurements of the dimensions of each unit shall be
read to the nearest diesion of the scale or caliper and the average
recorded.
A-3.2 Length shall be measured on the longitudinal centre line of each
face, width across the top and bottom bearing surfaces at midlength, and
height on bofh faces at midlength. Face-shell thickness and web thick-
ness shall be measured at the ; hinnest point of each such element 15 mm
15IS : 2185 ( Part I ) - 1979
above, the mortar-bed plane. Where opposite face shells differ in
thickness by less than 3 mm, their measurements shall be averaged. Sash
grooves, dummy joints, and similar details shall be disregarded in the
measurements.
A-3.3 The report shall show the average length, width, and height of
each specimen, and the minimum face-shell and web thickness and total
web thickness in 200 mm length of walling per course as an average for
the 20 specimens.
APPENDIX B
( Clauses 8.3 and 9.1 )
METHOD FOR THE DETERMINATION OF
BLOCK DENSITY
B-l. PROCEDURE
B-l.1 Three blocks taken at random from the samples selected in accor-
dance with 10, shall be dried to constant mass in a suitable oven heated
to approximately 100°C. After cooling the blocks to room temperature,
the dimensions of each block shall be measured in centimetres ( to the
nearest millimetre ) and the overall volume computed in cubic centi-
metres. The blocks shall then be weighed in kilograms ( to the nearest
10 g ) and the density of each block calculated as follows:
Mass of block in kg
Density = x 10’ kg/m3
Volume of specimen in cm*
B-l.2 The average for the three blocks shall be taken as the average
density.
APPE.NDIX C
( Clauses 8.4 and 9.1 )
METHOD FOR THE DETERMINATION OF
COMPRESSIVE STRENGTH
C-l. APPARATUS
C-l.1 Testing Machine -- The testing .machine shall be ~equipped with
two steel bearing blocks ( see Note ) one of which is a spherically seated
block that will transmit load to the upper surface of the masonry speci-
men, and the other a plane rigid block on which the specimen will rest.
16ISr2185(PartI)-1979
When the bearing area of the steel blocks is not sufficient to cover the
bearing area of the masonry specimen, steel bearing plates meeting the
requirements of C-l.2 shall be placed between the bearing blocks and the
capped specimen after the centroid of the masonry bearing surface has
been aligned with the centre of thrust of the bearing blocks ( SGGC -4.1 ).
NOTE- It is desirable that the bearing faces of blocks and lates used for com-
pression testing of concrete masonry have a hardness of not less tL n 60 ( HRC).
C-l.2 Steel Bearing Blocks and Plates - The surfaces of the steel
bearing blocks and plates shall not depart from a plane by more than
0’025 mm in any 15 mm dimension. The centre of the sphere of the
spherically Peated upper bearing block shall coincide with the centre
of its bearing face. If a bearing plate is used, the centre of the sphere of
the spherically seated bearing block shall lie on a line passing vertically
through the centroid of the specimen bearing face. The spherically
seated block shall be held closely in its seat, but shall be free to turn in
any direction. The diameter of the face of the bearing blocks shall be
at least 15 cm. When steel plates are employed between the steel
bearing blocks and the masonry specimen ( see C-4.1 ) the plates shall
have a thickness equal to at least one-third of the distance from the edge
of the bearing block to the most distant corner of the specimen. .In no
case shall the plate thickness be less than 12 mm.
C-2. TEST SPECIMENS
C-2.1 Ei’ght full-size units shall be tested within 72 hours after delivery
to the laboratory, during which time they shall be stored continuously in
normal room air.
C-2.2 Units of unusual size, shape, or strength may be sawed into
segments, some or all of which shall be tested individually in the same
manner as prescribed for full-size units. The strength of the full-size
units shall be considered as ,that which is calculated from the average
measured strength of the segments.
C-2.3 ~For the purpose of acceptance, age of testing the specimens shall
be 28 days. The age shall be reckoned from the time of the addition of
water to the dry ingredients.
C-3: CAPPING TEST SPECIMEN
C-3.0 Bearing surfaces of units shall be capped by one of the methods
described in C-3.1 and C-3.2.
17IS:2185(PartI)-1979
C-3.1 Sulphur and Granular Mat&als - Proprietary or laboratory
prepared mixtures of 40 to 60 percent sulphur ( by mass ), the remainder
being ground fire clay or other suitable inert material passing 150-micron
IS sieve with or without a plasticizer, shall be spread evenly on a non-
absorbent surface that has been lightly coated with oil ( see Note ). The
sulphur mixture shall be heated in a thermostatically controlled heating
pot to a temperature suficient to maintain fluidity for a reasonable period
of time after contact with. the capping surface. Care shall be exercised
to prevent overheating, and the liquid shall be stirred in the pot just
before use. The capping surface shall be plane within 0’075 mm in 40 cm
and shall be sufficiently rigid and so supported as not to be measur-
ably deflected during the capping operation. Four 25 mm square steel
bars shall be placed on the surface plate to form a rectacgular mould
approximately I2 mm greater in either inside dimension than the masonry
unit. The mould shall be fillcd~to a depth of 6 mm with molten sulphur
material. The surface of the unit to be capped shall quickly be brought
into contact with the liquid, and the specimen, held so that its axis is at
right angles to the surface of the capping liquid, shall be inserted. The
unit shall be allowed to remain undisturbed until solidification is com-
plete. The caps shall be allowed to cool for a minimum of 2 hodrs
before the specimens arc tested. Patching of caps shall not be permitted.
Imperfect caps shall he removed and replaced with new ones.
NOTE - The USCo f oil on capping p1atc.s may be onlittv~l if it is found that plate
and unit cm br separated without damaging the cap.
C-3.2 Gypsum Plaster Capping -- A~neat paste of‘spccial high-strength
plaster ( see Note under C-4.1 ) and water shall be spread evenly on a
non-absclrbent surface that has been lightly cc!atcd with oil. Such
gypsum plaster, when gauged with water at thr capping cousistcncy,
shall have a compressive strength at a 2-hour age of not less than
25 N/mm2, when tested as 50 mm cubes. The casting surface p!ate shall
conform to the requirements described in C-3.1. The surface of the unit
to be capped shall be brought into contact with the capping paste; the
specimen which is held with its axis at right angles to the capping surface,
shall be firmly pressed down with a single motion. The avcragc thick-
ness of the cap shall be not more than 3 mm. Patching of caps shall not
be permitted. Imperfect caps shall be removed and replaced with new
ones. The caps shall be aged for at least 2 hours before the specimens are
tested.
C-4. PROCEDURE
C-4.1 Position of Specimens -- Specimens shall be tested with the
centroid of their bearing surfaces aligned vertically with the ccntre of
thrust of the spherically. seated steel bearing block of the testing machine
18IS f 2185 ( Part I ) - 1979
( seeNote ). Except for special, units’ intended for use with their cores
in a horizontal direction, all hollow concrete masonry units shall be tested
with their cores in a vertical direction. Masonry units that are 100
percent solid and special hollow units intended for use with their hollow
cores in a horizontal direction may be tested in the same direction as in
service.
NOTE - For homogeneous materials, the centroid of the bearing surface shall be
considered to be vertically above the centre of gravity of the masonry unit.
C-4.2 Speed of Testing - The load up to one-half of the ‘expected
maximum load may be applied at any convenient rate, after which the
control of the machine shall be adjusted as required to give a uniform
rate of travel of the moving head such that the remaining load is applied
in not less thsn one nor more than two minutes.
C-5. CALCULATION AND REPORT
C-5.1 The compressive strength of a concrete masonry unit shall be taken
as the maximum load in Newtons divided by the gross cross-sectional area
of’ the unit in square millimetres. The gross area of a unit is the total
area of a section perpendicular to the direction of the load, including
areas within cells and within re-entrant spaces unless these spaces are to
be occupied in the masonry by portions of adjacent masonry.
C-5.2 Report the results to the nearest 0’1 N/mms separately for each
unit and as the average for the 8 units.
APPENDIX D
( Clauses 8.5 and 9.1 )
METHOD FOR THE DETERMINATION OF ABSORPTION
-D-l. APPARATUS
D-l.1 The balance used shall be sensitive to within 0’5 percent of the
mass of the smallest specimen tested.
D-L.2 Three full-size units shall be used.
D-2. PROCEDURE
D-2.1 Saturation - The test specimens shall be completely immersed
in water at room temperature for 24 hours. The specimens shall then be
19IS:2185(PartI)-1979
weighed, while suspended by a metal wire and completely submerged in
water. They shall be removed from the water and allowed to drain
for one minute by placing them on a 10 mm or coarser wire mesh,
visible surface water being. removed with a damp cloth, and immediately
weighed.
D-2.2 Drying - Subsequent to saturation, all specimens shall be dried
in a ventilated oven at 100 to 115°C for not less than 24 hours and until
two successive weighings at intervals of 2 hours ,show an increment of
loss not greater than 0’2 percent of the last previously determined mass
of the specimen.
D-3. CALCULATION AND REPORT
D-3.1 Absorption - Calculate the absorption as follows:
A-B
Absorption, kg/m5 = A _ c; x 1 000
A -B
Absorption, percent ‘= 7 x 100
where
A = wet mass of unit in kg,
B = dry mass of unit in kg, and
C - suspended immersed mass of unit in kg.
D-3.2 Report - Report all results separately for each unit and’as the
average for the three units.
APPENDIX E
( CZuuses8 .6 and 9.1)
METHOD FOR THE DETERMINATION OF
DRYING SHRINKAGE
E-l. NUMBER OF TESTS
E-l.1 Of the samples selected in accordance with 10, three shall be tested
for drying shrinkage. Three more blocks shall be set aside and stored
in air-tight containers at normal room temperature so as to be available
*for duplicate tests if they are required at a later stage ( see Note ).
NOTE - In order to facilitate storage, instead of blocks, sections cut from these
additional blocks may be stored until necessary in separate air-tight containers at
normal room temperature.
20.
IS t 2185 ( Part I ) - 1979
E-2 APPARATUS
E-2.1 Measuring Apparatus - A measuring apparatus shall be used
which incorporates a micrometre gauge or a suitable dial gauge reading
accurately to 0’002 5 mm. This gauge shall be rigidly mounted in a
measuring frame and have a recessed end which may be located upon a
5-mm diameter ball or other reference point cemented on the specimen.
The other end of the frame shall have a similar recessed seating which
may be located upon the other ball or reference point in the specimen.
An Invar steel rod of ‘suitable length with 5-mm diameter hemispherical
ends or with 5-mm iliameter steel balls mounted on the ends, shall be
used as a standard of length against which readings of the gauge may be
checked, thus enabling corrections to be made for any change in the
dimensions of the apparatus between successive measurements of a test
specimen. The apparatus shall preferably be adjusted for specimens of
different lengths and Invar rod of lengths near to those of the specimens
to be tested shall be available.
E~2.2 Drying Oven - The drying oven shall comply with the following
requirements:
a) It shall have an internal volume equivalent to not less than
8 litres per specimen, with a minimum total volume of 50 litres.
b) It shall be reasonably air-tight and shall be provided with a fan
to keep the air circulating effectively during the drying of the
specimen.
c) It shall be capable of maintaining a constant temperature of
50 f 1°C.
d) The relative humidity ofthe air in the oven shall be controlled
at approximately 17 percent by means of saturated calcium
chloride solution. Suitable dishes or trays containing this solu-
tion shall be rovided to give an exposed area of solution not
P
less than 10 cm for each litre of volume of the oven. The dishes
or trays shall contain sufficient solid calcium chloride to show
above the surface of the solution throughout the test. .
E-3. PREPARATION OF SPECIMENS
E3.1 One sample shall be cut from each of the blocks such that the
length of each specimen is not less than 15 cm and the cross section is as
near to 7’5 X 7’5 cm as practicable in the case of solid blocks and
7’5 cm X thickness of the wall in the case of other blocks. Two reference
points consisting of 5 mm diameter steel balls or other suitable reference
points providing a hemispherical bearing shall be cemented with neat
rapid-hardening Portland cement or other suitable cementing material
21.
at the centre of each end of each specimen after drilling or cutting a
shallow depression. After fixing, the surface of the steel balls shall.be
wiped clean. of cement, and dried and coated with lubricating grease to
prevent corrosion. The specimens shall then be completely immersed in
water for 4 days, the temperature being maintained at 27 f 2°C at least
for the last 4 hours.
E-4. PROCEDURE FOR TESTING
E-4.1 Immediately after removal of the specimens from the water, the
grease shall be wiped from the steel balls and the length of each specimen
measured to an accuracy of 0’002 5 mm by the apparatus described
in D-2.1. This shall be taken as the original wet measurement.
NOTE- The instrument reading required is not the absolute length of the speci-
men but the difference in length between the specimens and an Invar rod of
approximatelyt he same length.
E-4.2 The specimens shall then be dried for at least 44 hours in an oven
of the type described in E-2.2, at the specified temperature and humidity.
The specimens shall then be removed from the oven and cooled for at
least 4 hours in a desiccator .containing solid calcium chloride or a
saturated solution of calcium chloride. Each specimen shall then be
measured as described in E-4.1, at a temperature of 27 f 2°C.
E-4.3 The cycle of drying, cooling and measuring shall be repeated until
constant length is attained, that is when the difference between conse-
cutive readings separated by a period of drying of at least 44 hours
followed by cooling for at least 4 hours, is less than 0’005 mm for a
15 cm specimen and pro ruta for a larger specimen. The final reading
shall be taken as the dry measurement.
E-4.4 During the above drying process further wet specimen shall not be
placed~in the same oven and there shall be free access of air to all surfaces
of the specimen.
E4.5 After the dry measurement has been taken, the length ~of the
specimen shall be measured, adjacent to the steel balls, to the nearest
mrllimetre and this shall be taken as the ‘dry length’.
E-5. CALCULATION OF RESULTS
E-5.1 The ‘drying shrinkage’ shall be calculated for each specimen as the
difference between the ‘original wet measurement’ and the ‘dry measure-
ment’ expressed as a percentage of the ‘dry length’.
E-5.2 Report all results separately for each unit.
22IS 3 2185m( Part I ) - 1979
APPENDIX F
( Clauses 8.7 and 9.1 )
METHOD FOR THE DETERMINATION OF
MOISTURE MOVEMENT
F-l. PROCEDURE
F-l.1 The specimens which have previously been used for the drying
shrinkage test ( see Appendix E ) shall after the completion of~that test,
be immersed in water for 4 days, the temperature being maintained at
27 f 2°C for at least 4 hours prior to the removal of the specimens and
the wet length measured. The moisture movement shall be determined
as the difference betiveen the dry and wet lengths and expressed as a
percentage of the dry length for each specimen.
F-l.2 Should the value obtained with any one of the three specimens
tested be greater than the limit specified in 8.7, the test shall be repeated
on the further three blocks which -were set aside. In repeating the
moisture movement test, the drying shrinkage test shall be repeated if
the previous specimens have failed on that test also; otherwise, the drying
shrinkage test may be omitted. The three new specimens, in that event,
shall be dried to constant length at 50 f 1°C measured after cooling and
the moisture movement test-carried out as described in F-1.1.
23IS : 2185( Part I ) - 1979
( Continuedfrom fiage 2 )
Precast Concrete Products Subcomniittee, BDC 2 : 9
Membtrs EqW6mting
DEPUTY DIRECTOR, STANDARDS Research, Designs 8t Standards Organization
(B&S) ( Ministry of Railways )
AS&&NT DIRECTOR,
STANDARDS~(B &S )-II ( Ahnat )
DEVELOPMENT MANAQE~ Hindustan Prefab Ltd, New Delhi
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR (-CSMRS )
( Ahnat )
SRRI V. G. GOKHALE Bombay Chemicals Pvt Ltd, Bombay
SHRI B. K. JINDAL Central Building Research Institute ( CSIR ),
Roorkee
Da S. S. REESI ( Aftanatc )
SHRI L. c, LA1 In Personal Capacity ( B/17 West End, New Delhi )
DR A. K. MULLICK, Clement Research Institute of India, New Delhi
DR S. C. MAITI ( Altcmats )
SH~I S. NAHAROY Engineering Const&ction Corporation Ltd,
Madras
SHRI A. RAMAKRISHNA ( &?mats )
SHRI D. B. NAIK Engineer-in-Chief’s Branch, Army Headquarters
SHRI 0. P. BHATIA ( Ahnat )
SHRI K. K. NAMBEAR . In Personal Capacity ( ‘Ramana&rya’ 11 First
Crescent Park Road, Gandhinagar, Adyar,
Madras )
SHRI P. S. NATARAJAN Tamilnadu Housing Board, Madras
Da A. V. R. RAO National Buildings Organization, New Delhi
SHRI G. T. BEIDE ( &?mats )
SRRI V. RAMALINOAM Neyveli Lignite Corporation Ltd, Neyveli
SHRI B. G. SHIRKE B. G. Shirke & Co, Pune
SHRI R. T. PAWAR ( Ahmat )
SHRI C. N. SRINIVASAN M/s C. R. Narayana Rao, Madras
SHRI C. N. RAQHAVENDRAN
( Ahcmare)
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI E. T. ANTIA ( Alternate )
DR B. VENKATEBWARLU Struc;oTrLlengineering Research Centre ( CSIR ),
24BUREAU OF IND4AN STANDARDS
Heedquerters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: -Manaksanstha
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NEW DELHI 110002 331 1375
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Branch Offices:
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117/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421.U niversity P.O.. Palayam 16 21 04
TRIVANDRUM 695035 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, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is a( S Chowringher Approach, P. 0. ~Princep2 7 68 00
Street. Calcutta 700072
tSsler Office in Bombay I8 at Novrltv Chambers, Grant Ro&d, 89 85 28
Bombay 400007
#Sales Office in Bangalore is at Unity Building, Narasimharrja Square, 22 38 71
Bangalore 660002
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 1 MAY 1984
TO
IS:2185(Part l)-1979 SPECIFICATION FOR CONCRETE
MASONRY UNITS
PART 1 HOLLOW AND SOLID CONCRETE BLOCKS
(Second Revision)
-A-lat-e-r ation
(Page 14, clause 11.3) - Substitute the following
for the existtng clause:
'11.3 For block density (see Note in Table ~2) and
compressive strength, the mean value determined shall
be greater than or equal to the minimum limit specified
in 8.3 and 8.4 respectively.'
Addendum
----
(Page 12, TabZe 2) - Add the following note in
the table at the end:
'Note - The density of block is specified for
the guidance of manufacturers; while ordering the
blocks, purchaser shall specify the grade only.'
(BDC 2)
Reprograpt~y Unit, BIS, New Delhi, India
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1172.pdf
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I
IS1172:1993
Indian Standard
CODE OF BASIC REQUIREMENTS FOR
WATER SUPPLY, DRAINGE AND SANITATION
( Fourth Revision )
UDC 625 i/.3 : 006.76
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1993 Price Group 7Water Supply and Sanitation Sectional Committee, CED 24
FOREWORD
This Indian Standard ( Fourth Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Water Supply and Sanitation in Building Sectional Committee had been
approved by the Civil Engineering Division Council.
This Indian Standard was first published in 1957 and subsequently revised in 1963, 1971 and 1983.
In this revision, requirements of water supply for residences has been listed based on population
of the community. However, for Lower Income Group ( LIG ) and Economical Weaker Section
of Society ( EWS ), the value of minimum requirement of water supply has been retained as 135
litres per head per day. Fire demand in buildings has been catered to, by giving reference to a
suita-ble standard.
This code represents a standard of good practice and, therefore, takes the form of
recommendations.IS 1172 : 1993
Indian Standard
CODE OF BASIC REQUIREMENTS FOR
WATER SUPPLY, DRAINAGE AND SANITATION
( Fourth Revision )
1 SCOPE 3.2 Plumbing fixtures, devices and appurt e-
nances shall be supplied with water in sufficient
1.1 This standard lays down basic requirements volume and at pressures adequate to enable them
for water supply, drainage and sanitation for to function satisfactorily under all normal
residential, commercial, industrial and other
conditions of use.
types of buildings in urban areas including
railway platforms, bus stations and terminals, 3.3 Plumbing shail be designed and adjusted to
seaports, airports and market yards. use the minimum quantity of water consistent
with proper performance and cleaning.
1.2 This standard does not take into consi-
deration the requirements of water for industrial 3.4 Devices for heating and storing water shall
plants and processes which have to be provided be so designed and installed as to prevent
for separately dependin gupon individual require- dangers from explosion through overheating.
ments. It also does not take into account
3.5 Every building having plumbing fixtures
overcrowding, both casual and permanent, and
installed and intended for human habitation,
is based on the assumption that the average
occupancy or use on premises abutting on a
size of a family is 5, and 9 m2 floor area is
street, alley or ea,sement in which there is a
occupied by not more than two persons. It
public sewer, shall have connection with the
does not provide for municipal water supply
sewer.
requirements such as for street cleaning, etc.
NOTE - An easement 1s a ripht which the owner or
2 REFERENCES
occupier of certain land possesses. as such, for the
beneficial enjoyment of that land, to do and conti-
2.1 The following Indian Standards are neces-
nue to do something, or to prevent and continue to
sary_adjuncts to this standard: prevent something being done, in or upon or in
respect of, certain other land not his own ( defini-
IS No. Title tion taken from Indian Easements Act, 1882 )*
2064 : 1993 Code of practice for selection. 3.6 Each family dwelling unit on premises
instailation and maintenance abutting on a sewer or with a private sewage-
of sanitary appliances ( second disposal system shall have, at least, one water
revision ) closet and one kitcheu sink. It is desirable
that a bath room with a tap or shower should
4878 : 1986 Byelaws for construction of be installed to meet the basic requirements of
cinema buildings (Jirst revision) sanitation and personal hygiene.
9668 : 1990 Code of practice for provi- 3.7 All other structures for human occupancy
sions and maintenance for or use on premises abutting on a sewer or with
water supplies for fire fighting a private sewage-disposal system shall have
adequate sanitary facilities, but in no case less
3 GENERAL REQUIREMENTS
than one water-closet and one other fixture for
cleaning purposes.
3.0 All ~buildings shall conform to the following
general requirements in regard to water supply,
4 WATER SVPPLY REQUIREMENTS
drainage and sanitation.
4.1 Water Supply for Residences
3.1 All premises intended for human habitation,
occupancy or use shall be provided with the A minimum of 70 to 100 litres per head per day
supply off potable water, neither connected with may be considered adequate for domestic
unsafe water supply nor subject to the hazards needs of urban communities, apart from non
of backflow or back-siphonage. domestic needs as flushing requirements. As
1IS 1172 : 1993
a general rule the following rates per capita Table I Water Requirements for Buildings
per day may be considered minimum for Other than Residences
domestic and non domestic needs:
SI Type of Building Consumption
1) For communities with Per Day, litres
NO.
population up to 20 000
(1) (2) (311
and without flushing i) Factories where bath rooms are 45 per head
system required to be provided
a) water supply through 40 lphd ( Min ) ii) Factories where no bath rooms are 30 per head
required to be provided
standpost
iii) Hospital ( including laundry ) :
b) water supply through 70 to 100 lphd a) Number of beds not
house service connec- exceeding 100 340 per head
tion b) Number of beds exceeding 100 450 per head
iv) Nurses’ homes and medical 135 per head
2) For communities with
quarters
population 20 000 to 100 to 150 lphd
v) Hostels 135 per head
100,000 together with
full flushing system vi) Hotel 180 per head
vii: Offices 45 per head
3) For communities with viii) Restaurants 70 per seat
populationabove 100 000 150 to 200 lphd
ix) Cinemas, concert halls and theatres 15 per seat
together with full
x) Schools:
flushing system
a) Day schools 45 per head
b) Boarding schools 135 per head
NOTE - The value of water supply given as 150 to
200 litres ner head ner day may be reduced to 135 NOTE-- For fire demand in buildings refer
litres per head per hay fo; houses for Lower Income IS 9668 : 1981.
Groups ( LIG ) and Economically Weaker Section
of Society ( EWS ), depending upon prevailing
Where only one water-closet is provided in a
conditions.
dwelling, the bath and water-closet shall be
4.1.1 Out of the 150 to 200 litres per head per separately accommodated.
day, 45 litres per head per day may be taken
NOTE - Water-closets, unless otherwise indicated,
for flushing requirements and the remaining shall be of Iadian style ( squa.tting type ).
quantity for other domestic purposes.
5.2.2 Dwellings without individual conveni-
4.2 Water Supply for Buildings Other Than ences shall have the following fitments:
Residences
a) One water tap with draining arrangement
Minimum requirements -for water supply for in each tenement,
buildings other than residences shall be in
b) One water-closet and one bath for every
accordance with Table 1.
two tenements, and
5 DRAINAGE AND SANITATION cl Water taps in common bath rooms.
REQUIREMENTS .
5.3 Buildings Other Than Residences
5.1 General
The requirements for fitments for drainage and
There shall be at least one water tap and
sanitation in case of buildings other than
arrangements for drainage in the vicinity of
residences shall be in accordance with Tables 2
each water-closet or group of water-closets in
to 12.
all buildings.
6 WATER SUPPLY, DRAINAGE AND
5.2 Residences SANITATION REQUIREMENTS FOR
RAILWAY PLATF~ORMS, BUS STATIONS,
5.2.1 Dwellings with individual conveniences
BUS TERMINALS AND AIRPORTS
shall have at least the following fitments:
a) One bath room provided with a tap, 6.1 General
b) One water-closet, and The water supply, drainage and sanitation
c) One nahani or sink either in the floor or requirement specified in 6.2 to 6.4 for railway
raised from the floor with a tap. stations, bus stations, bus terminals, sea portsIS 1172 : 1993
airports include provisions, for waiting rooms and waiting halls. They do not however, include
requirements for retiring rooms.
6.2 Water Supply
Requirements for water supply according to the following:
Nature of Where Bathing Facilities Where Bathing Facilities
Station are Provided are not Provided
litresf capita litreslcapita
a) Railways, bus stations and sea port-s
i) Intermediate stations ( excluding mail 45 25
and express stops )
ii) Junction stations and intermediate 70 45
stations where mail or express stoppage
is provided
iii) Terminal stations 45 45
b) Airports
International and domestic airports 70 70
NOTES
1 The number of persons shall be determined by average number of passengers handled by the station daily;
due consideration may be given to the staff and vendors likely to use facilities.
2 Consideration should be given for seasonal average peak requirements
6.3 Drainage
Adequate arrangements shall be made for satisfactory drainage of all sewage and waste water.
The drainage shall be so designed as to cause no stagnation at the maximum discharge rate for
which the different units are designed.
6.4 Sanitation
6.4.1 ‘The minimum sanitary convenience to be provided at any railwa? station, bus station or
bus terminal and sea ports shall be as given below:
Nature of Station WC for Males WC for Females Urinals for Males Only
Junction stations 3 for first 1~000 4 for first 1 000 4 for every 1 000
and intermediate persons and 1 for persons and 1 for persons and 1 for
stations and bus every additional every additional every additional 1000
station 1000 persons or 1 000 persons persons
part thereof
Terminal stations 4 for first 1 000 5 for first 1 000 6 for first 1 000
and bus terminals persons and 1 for persons and 1 for persons and 1 for
every subsequent every subsequent every subsequent
1000 persons or 2000 persons or 1 000 persons or part
part thereof part thereof thereof
6.4.2 The sanitary conveniences to be provided at airports shalI be as given below:
Type of Airport WC for Males WC for Females Urinals for Males Only
Domestic airports ( minimum ) 2” 4* 2
for 200 persons 5 8
for 400 persons 9 15 1:
persons
ffoorr 680000 persons :182” 2206 :“o
for 1000 persons 29 22
International airports
persons 8
ffoorr 260000 persons 162 :: 16
for 1000 persons 18 29 22
NOTE - Separate provision shall be made for staff and workers, at these traffic terminals stations.
* At least one Indian style water-closet shall be provided in each toilet. Assume 60 male to 40 female
in any area.
3IS 1172 : 1993
6.4.2.1 The following provisions shall be made: b) Shower stalls with wash basin in the
enclosure per stall should be provided at the
a) For wash basins at the following rates:
following locations:
Domestic Minimum of 2 each for male
i) 4 stalls each in the ladies and gents
airports and female with the scale of
toilets in the transit or departure lounge.
provisions as for international
airports for increase in ii) 4 stans in the ladies and gents toilets
population in the main concourse
International 10 for 200 persons 6.4.3 Adequate scavenging arrangements shall
airports 15 for 400 persons be provided so that each terminal is kept clean
20 for 600 persons of all refuse. Refuse containers shall be placed
25 for 1000 persons at convenient points.
Table 2 Office Buildings
( Clause 5.3 )
Sl Fitmeats For Male Personnel For Female Personnel
No.
(1) (2) (3) (4)
i) Water-closets* 1 for every 25 persons or part 1 for every 15 persons or part
thereof thereof
ii) Ablution taps 1 in each water-closet 1 in each water-closet
1 water tap with draining arrangements shall be provided for every
50 persons or part thereof in the vicinity of water-closet and urinals
iii) Urinals Nil upto 6 persons
1 for 7 to 20 persons
2 for 21 to 45 persons
3 for 46 to 70 persons
4 for 71 to 100 persons
From 101 to 200 persons
add at the rate of 3 per cent
For over 200 persons, add at
the rate of 2.5 percent.
iv) Wash basins 1 for every 25 persons or part thereof
v) Drinking water fountains 1 for every 100 persons with a minimum of one on each floor
vi) C!eaner’s sink 1 per floor. kfin, preferably in or adjacent to sanitary rooms
*This may include adequate number of European style of water-closets, if desired.
4IS 1172 : $993
Table 3 Factories
( Clause 5.3 )
Sl Fitments For Male Personnel For Female Personnel
No.
0) (2) (3) (4)
Water-closet* 1 for 1 to 15 persons 1 for 1 to 12 persons
9
2 for 16 to 35 pesrons 2 for 13 to 25 persons
3 for 36 to 65 persons 3 for 26 to 40 persons
4 for 66 to 100 persons 4 for 41 to 57 persons
5 for 58 to 77 persons
.
6 for 78 to 100 persons
From 101 to 200 persons add From 101 to 200 persons add at
at the rate of 3 percent the rate of 5 percent
For over 200 persons. add at . For over 200 persons add at the
the rate of 2.5 percent rate of 4 percent
ii) Ablution taps 1 in each water-closet 1 in each water-closet
1 water tap with draining arrangements shall be provided for every
50 persons or part thereof in the vicinity of water-closets and urinals
iii) Urinals Nil up to 6 persons
1 for 7 to 20 persons
2 for 21 to 45 persons -
3 for 46 to 70 persons
4 for 71 to 100 persons
From 101 to 200 persons add at the
rate of 3 percent
For over 200 persons. add at the
rate of 2.5 percent
iv) Washmg taps with 1 for every 25 persons or part thereof
draining arrangements
v) Drinking water fountains 1 for every 100 persons or part thereof with a minimum of one on each
floor
vi) Baths ( preferably showers ) As required for particular trades or occupations
NOTES
1 For many trades of dirty or dangerous character, more extensive provisions are required by law.
2 Creches, where provided, shall be fitted ~with water-closets ( one for 10 persons or part thereof) and
wash basil?s ( one for 15 persons or part thereof) and drinking water tap with draining arrangements
( one for every SO persons or part thereof).
*Some of the water-closets may be of Earopean style, if desired.
4IS 1172 : 1993
Table 4 Cinemas*, Concert Halls and Theaters
( czause 5.3 )
-- r-
SI Fitments For Male Public For Female Public For Male Staff For Fomale Staff
No.
(I) !2) (3) (4) (5) (6)
i) Water-closets 1 per 100 persons up 3 per 100 persons up 1 for 1 to 15 1 for 1 to -12
I o 400 persons; and to 200 persons; and Oersons persons
for over 400 persons, for over 200 persons 2 for 16 to 35 2 for 13 to 25
add :lt the rate of1 add at the rate of 2 persons persons
per250 pcrs~ns or per 300 persons or
part thcrcof part thereof
ii) Ablution taps 1 in each water. 1 in each water-closet 1 in each water- 1 in each
closet closet water-closet
! wz tcr tape with draining arrangenxnts shall be provided for every 50 persons or
part thereof in the vicinity of water-closets and urinals
1. 1 . 1.\ , IJri nals 1 for 25 persons or - Nil up to 6 -
3233. thereof persons
1 for I to 20
persons
2 for 21 to 45
persons
1 for every 200 1 for every 200 1 for 1 to 15 1 for 1 to 12
persons or part persons or part persons persons
1h ereof thereof 2 for 16 to 35 2 for 13 to 25
persons persons
v) Dri nking water f----- _____l per 100 persons or part thereof --------------+
fou ntains
NOTES
1 Some of the water-closets may be of European style, if desired.
2 It may be assumed that two-thirds of the number are males and one-third females.
3 Provisions for water tap may also be made in place of drinking water fountains, the scale of which
may be 1 per 100 persons or part thereof.
*See also IS : 4878-1986.
6IS 1172 : 1993
Table 5 Art Galleries, Libraries and Museums
( Chse 5.3 )
_.__ ~~
Sl Fitnlents For Male Public For Female Public Por Male Staff For Female Staff
NO.
0) (2) f3i (4, (5) (6)
i) Water.ciosc!s I per 200 persons up I per 100p ersons up to 1 for 1 to IS persons 1 for I to 12
to 400 oersozs: and 200 oersons, and for persons
for over. 400 p&ons, over 200 1)e rsons. add 2 for 16 to 3.5 persons 2 for 13 to 25
add af the rate of 1 at the rate of 1 per 150 persons
per 250 persons or persons or part-:hereof
part thereof
ii) Ablution taps I in each wnter- I in each water-closet 1 in each water-closet 1 in each
closet water-closet
I water tap with draining arrangements shall be provided for every 50 persons or part
thereof in the vicinity of water-closets a1 d urinals
* ,5
iii) Urinala 1 per 50 persons - Nil up to 6 persons -
1 for I to 20 persons
3 for 21 to 45 persons
iv) Waah basins 1 for-every 200 persons 1 for every 200 persons 1 for 1 to 15 persons 1 for 1 to 12
or part thereof; and or part thereof; and persons
for over 400 persons, for over 200 persons, 2 for 16 to 35 persons 2 for 13 to 25
add at the rate of 1 add at the rate of 1 persons
per 250 persons 01 per 150 persons or
part thereof part thereof
‘1 Cleaner9 +__-__.-----_-1 per floor, &fin---- -_--- ---------+
sinks
vi) Drinking water +---__-l----_-_ 1 per 100 persons or part thereof- --------+
fountain
NOTES
1 Some of the water-closets may be of European style, if desired.
2 It may be. assumed that two-thirds of number are males and one-third females.
7ES 1172 : 1993
Table 6 IIospitals, Indoor and Outdoor Patieot Wards
( Clause 5.3 )
Sl Fitments Requirements
No.
(1) (2) (3)
Indoor Patient Wards (For Males and Females )
9 Water-closets 1 for every,8 beds or part thereof
ii) Ablution taps 1 in each water-closet plus one water tap with draining arrangements
in the vicinity of water-closets and urinals for every 50 beds or part
thereof
iii) Wash basins 2 up to 30 beds; add 1 for every additional 30 beds or part thereof
iv) Baths 1 bath shower for every 8 beds or part thereof
“) Bed pan washing sinks 1 for each ward
vi) Clearner’s sinks 1 for each ward
vii) Kitchen sinks and dish 1 for each ward
washers ( where kitchen is
provided )
Outdor Patient Wards and Visitors
For Males For Females
viii) Water closets :,‘e”Il,;Try 100 persons or part fhtr;;fYery 100 persons or part
ix) Ablution taps 1 in each water-closet 1 in each water-closet
1 water tap with draining arrangements shall be provided for every
50 persons or part thereof in the vicinity of water-closets and urinals
x) Urinals 1 for every 50 persons or part -
thereof
xi) Wash basins 1 for every 100 persons or part 1 for every 100 persons Or part
thereof thereof
xii) Drinking water fountain +---------1 per 500 persons or part thereof-- ----_-+
NOTES
1 Some of the water-closets may be of European style, if desired.
2 Additional and special fitments for specific needs of hospitals may be provided.
8IS 1172 : 1993
Table 7 Hospitals ( Administrative Buildings, Medical Staff Quarters and Nurses’ Homes )
( Clause 5.3 )
SI Fitments For Administrative Buildings For Medical Staff Quaters For Nurses’ Homes
No. I_ _--__“-__-_-~ ( Hostel Type ) ( Hostel Type )
For Male For Female ,___--_-*_----~
Personnel Personnel
F”&%le ForS::$ale
(1) (2) (3) (41 (5) (6) (7)
i) Water- 1 for every 25 persons 1 for every 15 1 per 4 persons 1 per 4 persons 1 for 4 persons
closets or part thereof persons or or part thereof
part thereof
ii) 4blution 1 in each water-closet 1 in each 1 in each water- 1 in each water- 1 in each water-
taps water-closet closet closet closet
1 water tap with draining arrangements shall be provided for every 50 persons or part thereof
in the vinicity of water-closets and urinals
iii) Urinals Nil up to 6 persons - -
1 for 7 to 20 persons
2 for 21 to 45 persons
3 for 46 to 70 persons
4 for 71 to 100 persons
From 101 IO 200 per-
sons, add at the rate
of 3 percent; and for
over 200 persons, add
at the rate of 2.5
percent
iv) Wash 1 for every 25 persons 1 for every 25 1 for every 8 1. for every 8 1 for every 8
basins or part thereof persons persons or persons or pers;;;reOg:.part
part there:; part thereof part thereof
v) Baths - - 1 for 4 persons 1 for 4 persons 1 for 4 to 6
( with or part thereof or part thereof persons or part
shower ) thereof
vi) Drinking +------I per 100 persons or part thereof with a minimum of 1 on each floor----
water
fountains
vii) Cleaner’s c---.-------- -1 per floor. Mln- --- -----
sink
*Some of the water-closets may be of European style, if desired.
9IS 1172 : 1993
Table 8 Hotels
( Clause 5.3 )
SI Fitments For Residential For Public Rooms For Non-Residential Staff
No. PubUc and Staff c--- - A m---v -.--_--------,
‘For Males For Female: ‘For Males For Fernal&
(1) (2) (3) (4) (5) (6) (7)
i) Water-closets 1 per 8 persons 1 per 100 persons 2 per 100 per- 1 for 1 to 15 per- 1 for 1 to 12
omitting occu- up to 400 persons; sons up to 200 sons persons
pants of the and for over 400, persons; and 2 for 16 to 35 2 for 13 to 25
room with add at the rate for Ovei 200 persons persons
attached water- of 1 per 250 per. add at the 3 for 36 to 65 3 for 26 to 40
closets; minimum sons or par. rate of 1 per persons persons
of 2 if both sexes thereof 100 persons 4 for 66 to 100 4 for 41 to 57
are lodged or part there- persons persons
of 5for 58 to 77
persons
6for 78 to 100
persons
ii) Ablution taps 1 in each water- I in each water 1 in each 1. in each water- 1 in each water-
closet cl.o se. t water-closet closet closet
1 water tap with dramlng arrangements shall be provided for every 50 persons or part
thereof in the vicinity of water-closets and urinals
iii) Urinals - 1 per 50 persons .- Nil up to 6 -
or part thereof persons
1 for 7 to 20
persons
2 for 21 to 45
persons
3 for 46 to 70
persons
4 for 71 to 100
persons
iv) Wash basins 1 per 10 person5 1 per water-closet I per water- 1 for 1 to 15 I for 1 to 12
omitting the wash and urinal pro- clos~et pro- persons persons
basir s installed vided v ided 2 for 16 to 35 2 for 13 to 25
in the room suite persons persons
3 for 36 to 65 3 for 26 to 40
persons persons
4 for 66 to 100 4 for 41 to 57
persons persons
5 for 58 to 77
persons
6 for 78 to 100
persons
v) Baths 1 per 10 persons - - - -
omitting occu-
pants of the
room with bath
en suite
vi) Slop sinks 1 per 30 bedrooms; - - - -
minimum 1 pet
floor
vii) Kitchen sinks c----------c--_- 1 in each kitchen __--- ---3
and dish
washers
NOTES
1 Some of the water-closets may be of European style, if desired.
2 It may be assumed that two-thirds of the number are males and one-third females.
10IS 1172 : 1993
Table 9 Restaurants
( Clnuse 5.3 )
SI Fitments Far Male Public For Female Public For Male Staff For Female Stalf
NO.
.
(11 (2) ‘3) (4) (5) (6)
i) Water-closet 1 for 50 seats up to 200 1 for 50 seats up to 200 1 for I to 15 1 for 1 to 12
seats; and for over 200 seats; and for over 200 persons persons
seats, add at the rate seats. add at the xate 2for 1610 35 2 for 13 to 25
of 1 per 100 seats or 9f 1 ‘per 100 seats or persons persons
part thereof part thereof 3 for 36 to 65 3 for 26 to 40
persons persons
4 for 66 to 100 4 for41 to 57
persons persons
5 for 58 to 77
persons
6 For 78 to 100
persons
ii) Ablution taps 1 in each water-closet -1 in each water-closet 1 in . each 1 in . each
water-closet _^ water-closer
1 water tap with draining arrangements shall be provided for every 50 persons or part
thereof in the vicinity of water-closets and urinals
iii) Urinals 1 per 50 seats - Nil up to 6 -
persons
lfor7 to 20
persons
2 for 21 to 45
persons
3 for 46 to 70
persons
4 for 71 to 100
persons
iv) Wash basins +--- -------- 1 for every water-closet provided -------------+
v) Kitchen sinks C------------__ 1 in each kitchen -_-----------
and dish washers
vi) Slop or service +------------- 1 in the restaurant ---_--------c-+
sinks
NOTES
1 Some of the water-closets may be of European style, if desired.
2 It may be assumed that two-thirds of the number are males and -one-third females.
11IS 1172 : 1993
Table 10 Schools and Educational lnstitutions
( Clause 5.3 )
Fitments” NurserI- ScRools Educational Institutions Educational Institutions
2. ( Non-Residential J ( Residential )
~-~-h-.---~- ,,--.-h_--
.For Boys For Girls ’ For Boys For Girls ’
(1) (2, (3) (4) (51 (61 (7;
i) Water-closetsj ‘1 per 15 pupils or 1 per 40 pupils 1 per 25 pupils 1 for every 8 1 for every 6
part thereof or part rhereof or part thereof pllpils 03 pupils
part thereof part thereo?
ii) Ablution taps 1 in each ware1 I in each 1 in each 1 in each 1 1l-l each
closet waxer-closet water-closet water-closet water-closet
1 water tap with draining arrangements shall be provided for every 50 pupils or -part
thereof in the vicinity of water-closets and urinals
iii) Urinals -- I per 20 pupils 1 ~for ever)
or part thereof 25 pupils OI
part thereof
iv) Wash basms 1 per 15 pupil5 07. I per 60, Miu 2 1 per 40: Mini! 1 for every 8 1 for every 6
part thereof pupils or part pupils or part
thereof thereof
v) Baths 1 bath-sink pe: - - 1 for every 8 1 for e\er)r 6
Ncp;,p;ls or part pupils or part pupils or part
thereof thereof
vi) Drmking ware: 1 for ever) 50 P TOT ekery 50 1 for every 50 1 for every 1 fo: every
fountains or pupils or pa3 pupils. or part pupils 01 pari 50 pupils or 50 pupils 01
taps thereof thereof thereof part thereof parr thereof
vii) Cleaner’s sinks c---- -------- 1 per floor t Min ---------------3
*For teaching staff, the schedules of fiimenrs to be provided sha II be the same as m the case of ofice
buildings : see Table 2 ).
TSome of the water-closets ma! be of European style, if desired.
12‘Fable 11 Hostels
( Clause 5.3 )
-
SI Fitments For Residents and Residential Staff For Non- Residential Staff Rooms Wherein Outsiders are Received
No. r-___---J --_--- -“--C---~--_- r--___- -A__---
For Males For FcmaleT r For Males For Ferna For Males For Feinales ’
(1) (2) (3) (4) (5) (6? (7i (8)
iJ Water-closet* 1 for every 8 1 for every 6 1 for 1 to 15 persons 1 for I to12 1 per 100 persons up 2 per 100 persons up
persons or persons or 2 for 16 to 35 persons persons to 400 persons; and to 200 persons, and
part thereof part thereof 3 for 36 to 65 persons 2for13to 25 for over 400 persons, for over 200 persons.
4 for 66 to 100 persons persons add, at the rate of 1 add at the rate of 1
3 for 26 to 40 for 250 persor,s or for 100 persons or
persons part thereof part thereof
4 for 41 to 57
persons
5 for 58 to 77
persons
6 for 78 to 100
persons
ii) Ablution taps 1 in each 1 in each I in each water-closet 1 in each _1 * in , each water- 1. in each water-
water-closet water-closet water-closet closet closet
1 water tap with draining arrangcnients shall be provided for every 50 persons or part thereof in the vicinity of water-closets
and urinals
;;; iii) Urinals 1 for 25 -_ Nil up to 6 persons - 1 per 50 persons 01
ptxsons or part 1 for 7 to 20 persons part thereof
thereof 2 for 21 to 45 persons
3 for 46 to 70 persons
4 for 71 to 100 persons
iv) Wash basin 1 for 8 1 for 6 persons 1 for 1 to 15 persons 1 for 1 to 12 1 per each water- 1 per each water-
persons or part or part there- 2 for 16 lo 35 persons persons closet and urinal closet provided
theredf of 3 for 36 to 65 persons 2 for 13 to 25 provided
4 for 66 to 100 persons persons
3 for 26 to 40
persbns
4 for 41 to 57
persons
5 for 58 to 77
persons
6 for 78 to 100
persons
v) Baths 1 for 8 persons 1 for 6 persons - - - -
or part thereof or part thereof
vi) Cleaner’s sinks t ______ -_-__--_--_____-__- 1 per floor, Min- __ __--
*Some of the water-closets may bc of European style, if desired.IS 1172 : 1993
Table 12 Fruit and Vegetable Markets
( Clause 5.3 )
Sl Fitments Requirements
NO.
(1) (2) (3)
i) Urinals Not less than 2 for every 50 persons
ii) Water-closets* 2, Min, and an additional one for every 50 persons
iii) Ablution taps 2, Mitt, and an additional tap for every 50 persons
iv) Bathing places Suitable numbers with talking platforms
NOTES
1 Separate and adequate provision of water-closets shall be made for females.
2 Adequate washing places for fruit and vegetables shall be provided.
*Some of the water-closets may be of European style, if desired.
14Standard 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.
__________ ._._. __Bureao 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 ), RIS.
Revision 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’. Comments on this Indian Standard may be sent to BIS giving the following
reference:
Dot : No. CED 24 ( 5065 )
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
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CALCUTTA 700054 i 37 86 26, 37 86 62
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LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers Aliyarh India
|
7755.pdf
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IS : 7755-197s
Indian Standard
SPECIFICATION FOR
HIGH TENSION INSULATING COTTON TAPE
IMPREGNATED WITH BITUMEN-BASED
COMPOUND
Treated Fabrics Sectional Committee, CETDC 3
Chairman Representing
SHEI S. L. GAHDEX Ministry of Defence ( R & D )
Mcmbrrs
SARI ANIL AQARWAL ( Alternate to
Shri S. L. Gandhi )
SHRI C. D. ANAND Directorate General of Technical Development,
New Delhi
DE V. R. B. MATHUR ( Altnnafe )
SHEI A. BOSE Bengal Waterproof Works ( 1940 ) Ltd, Calcutta
Dn S. N. CRAKEAVARTY Bayer ( India ) Ltd, Bombay
SHRI R. R. PANDIT ( AIternotc )
DEPUTY DIRECTOR ( RCBBER ) Railway Board ( Ministry of Railways )
CEEMIST AND METALLURQIST ( Alternate )
SHRI 2. S. KAJIJI Caprihans ( India ) Pvt Ltd, Bombay
&RI-B. H. KAMDAR Kamdar Pvt Ltd, Bombay
SHRI V. B. KAMDAR ( Alternate )
SHRI S. C. MA~WAHA Macncill & Barry Ltd ( Kilburn Division ), Calcutta
SHRI P. S. JAYABAMAN ( Alternate )
SHBI H. K. MEHTA Ahmedabad Textile Industry’s Research Association,
Ahmedabad
SHRI P. N. MEHTA Directorate General of Mines Safety, Dhanbad
SIIRI S. KUMAR ( Alternate )
SHSI S. P. MIJLLICK National Test House, Calcutta
SHRI A. GHOSH ( Altcmatc )
SHRI NIRMAL SIN~H Ministry of Defence ( DGI )
SERI M. KUMARAN ( Alternate )
SEBI RAMAN M. PATEL The Bhor Industries Ltd, Bombay
SEIRI P. RABIDAS Central Warehousing Corporation, New Delhi
SERI HADI ALI ( Alternate )
( Continued on page 2 )
Q CoPVright 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~, 7755- 1975
( Confinucdfrpoamg e1 )
Members Rq+rhnting
SHBI B. P. SENQ~~PTA Directorate General of Supplies 8 Disposals,
New Delhi
SHBI S. C. BAI~~HI ( Altemutc)
DB G. M. SAXENA, Director General, IS1 ( Ex-o&cio Memba )
Director ( Chem )
Secretary
SHBI SATISH CHANDEB
Deputy Director ( Chem ), IS1
Treated Insulation Fabrics Subcommittee, CETDC 3 : 4
SHBI M. L. Gwoav Indian Cable Co Ltd, Calcutta
Members
SEBI &C.dlT BOSE ( Altmatc to
Shri M. L. Ganguly )
SHBI BASAL-T KUMAE Bsssnt Prsn Electric Co Pvt Ltd, Calcutta
SHBI RAJ KUI~~AB( Altemutc )
SHBI A. CEELLABJ Madutai Mills Co Ltd, Madurai
SHBI P.S. RA~HAVAX ( Altemafc )
SHBI P. N. HIBIYANNAIAH Kirloskar Electric Co Ltd. Bannalore
SEBI R. C. MrsXA Heavy Electricah ( India) Ltd: Bhopal
SHBI P. V. PRASAD Jay Engineering Works Ltd, New Delhi
DE M. S. PADBIDBI ( Aitcrnatr )
SHBI K. L. RAJ~ABEIA Orient Electrical Insulations Pvt Ltd, New Delhi
SHBI V. S. RAO Ministry of Defence ( DGI )
SHBI SAT Dlcv ( Altemufe )IS : 7755 - 1975
Indian Standard
SPECIFICATION FOR
HIGH TENSION INSULATING COTTON TAPE
IMPREGNATED WITH BITUMEN-BASED
COMPOUND
0. FOREWORD
ti
*
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 24 July 1975, after the draft finalized by the Treated Fabrics
Sectional Committee had been approved by the Chemical Division
Council, Mechanical Engineering Division Council and Textile Division
Council.
0.2 Cotton tape impregnated with bitumen-based compound is used for
jointing and insulation of conductor fittings for solid type paper insulated
cables. Tapes covered by this standard are suitable for voltages up to
11 000 volts.
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 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
1.1T his standard prescribes the requirements and methods of sampling
and test for high tension insulating cotton tape impergnated with
bitumen-based compounds suitable for jointing and insulation of
conductor fittings for solid type paper insulated cables for voltage up to
and including 11 000 volts.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 2244_
1972t shall apply.
*Rules for rounding off numerical values ( rcsiscd ).
tGlossary of terms relating to treated fabrics (first reckion ).
3Is:775591975
3. REQUREMENTS
3.1 Description -The impregnated tape shall be free from defects,
such as bubbles, pinholes, creases and flaws. It shall be flexible and the
coating shall not peel, flake or become brittle during storage at a
temperature of 30 -f 5°C.
3.2 Base Cotton Tape
3.2.1 General - The cotton tape shall be of selvedge type with plain
weave but evenly and firmly woven from good quality cotton and shall be
free from weaving defects and foreign matters. It shall be calendered
and free from size and other loading.
3.2.2 Count of Tarn - The yarn from which the tape is made shaii be
22 tex x 2 in the warp and 22 texin the weft.
~33.3 The tape shall be in nominal widths of 15, 20 and 25 mm and
shall comply with the requirements prescribed in Table 1. A tolerance
off 075 mm shall be permissible on width when measured according
to 3 of IS : 7016 ( Part I ) 1973*_
TABLE 1 REQUIREMENTS FOR COTTON TAPE
SL CI~ARA~T~~~T~~ REQUIREMENTF OR METHODO F TEBT,
No. NOMINALW IDTH OF REF TO
,~----------~
15 mm 20 mm 25mm
(1) (2) (3) (4) (5) (6)
i) Mass, g/m l-95 & 0’10 2.70 f O-15 3.95 f 0.15 4.2 of IS : 7016
( Part I )-1973+
ii) Thickness, mm O%l to 0’38 0.28 to 0.38 0’28 to O-38 5 ofIS:
( Part I )-1973,
iii) NFEbzi;f ends per 12 20 26 5ofIS:1963-
1969t
iv) N;ib;t;f picks per 12 12 12 5 of IS : 1963-
1969t
v) Breaking load in 15 20 .27 IS : 1969~1968$
direction, ( with ravelled
ri,vMin strips )
*Methods of test for coated and treated fabrics: Part I Determination of roll
characteristics.
$Methods for determination of threads per decimetie in woven fabrics (Jrsl
revision) .
$Method for determination of breaking load and elongaion at break of woven
textile fabrics (first revision ).
*Methods of test for coated and treated fabrics: Part I Determination of roll
.cbaracteristics.
4IS 17755 - 1975
3.3 Impregnating Compound
3.3.1 The bitumen-base impregnating compound required for the
manufacture of high tension insulating tape shall comply with the
requirements prescribed in Table 2.
TABLE 2 REQUIREMENTS FOR IMPREGNATING COMPOUND
St CEUBACTERISTIO REQUIREMENT MEFEIOD OB TEST,
NO. REF TO
(1) (2) (3) (4)
9 Softening point, ‘C 70 to 90 IS : 1205-1958.v
ii) Penetration at 27”C, Min 26 IS : 1203-1958$
iii) Electric strength ( proof) 20 Appendix B of
test at 60 -I: I%, kV ( rms ) IS : 7084~1973$
iv) Mineral matter ( ash ), percent 0.5 Appendix D of
by mass, Max IS : 7084.19733
v) Contraction and depth of Appendix C of
pipe: IS : 7084-1973$
a) Contraction, percent, 6’5
MOX
b) Depth of pipe, mm, Mar 16.5
vi) Solubility ( insoluble content ), 0.5 IS : 1216-1958
percent by mass, Met ( Method A )§
*Methods for testing tar and bitumen : Determination of softening point.
*Methods for testing tar and bitumen : Determination of penetration.
$pecification for bitumen based filling compounds for electrtcal purposes.
§Methods for testing tar and bitumen : Determination of solubility in carbon
disulphide.
3.3.2 The impregnating compound when tested as described in
Appendix E of IS: 7084-1973* shaI1 not show more than a slight
discoloration of the copper foil.
3.3.3 When tested as described in Appendix F of IS : 7084-1973*, not
more than 4 mg of potassium hydroxide shall be required to neutralize
1 g of impregnating compound.
3.4 Finished Tape
3.4.1 Thickness -The thickness of the impregnated tape when
measured in. accordance with 5 of IS : 7016 ( Part I )-1973t shall be
@6* O’lmm.
*Specification for bitumen based filling compounds for electrical purposes.
*Methods of test for coated and treated fabrics: Part I Determination of roll
characteristics.
5IS t 7755 - 1975
3.4.2 Width-The width of the tape shall be within the appropriate
liiits prescribed in 3.23.
3.4.3 Breaking Load-The breaking load of the finished tape in the
warp direction shall be not less than the values specified in Table 1.
3.4.4 Electric Strength ( Proof) Test (for the Tape )
3.4.4.1 Electric strength test zuithout @e-conditioning - The impregnated
cotton tape shall withstand 4 kV for one minute without failure when
tested according to the method prescribed in IS : 2584-1963*.
3.4.4.2 Electric strength test after heat ageing - The impregnated cotton
tape ( 30 cm in length ) when tested within 3 minutes, after exposure to
dry air at 9. f 1°C for 120 hours, according to the method prescribedin
IS : 2584-1963* shall withstand 4 kV for one minute without failure.
3.4.5 Form of Supply - The standard lengths of tape per roll shall be
15, 30, 60 and 120 m. Other lengths per roll may be supplied subject to
agreement between the purchaser and the supplier.
4. PACKXIUG
4.1 The tape shall be wound on circular cardboard centres which have
sufficient strength to withstand the pressure of tightly wound tape
without deformation. The internal diameter of the centres shall be
between 0.95 to 1.25 cm and the width shall not exceed the width of the
tape.
4.1.1 The tape shall be wound uniformly and sufficiently tightly to
ensure that when a roll is dropped on the floor the cardboard does not
fall out. Pin shall not be used for fastening the ends of a roll nor for
jointing tape. The rolls of tape shall be free from breaks. Not more
than 5 petcent of the rolls in a lot shall contain more than one joint per
roll.
4.2 Individual rolls shall be placed immediately after manufacture in
polyethylene bags and hermetically sealed. These polyethylene bags
containing individual rolls of tape shall be packed in circular tin
containers or special type of cardboard packs and sealed properly such
that there is no chance of moisture ingress or contamination with dirt
during storage or transit.
5. MARKING
5.1 Each roll or package or both shall be marked with the following
information: _
a) Name of the material:
bj Length, width and thickness of the material;
*Method of test for electric strength of solid insulating materials at power
frequencies.
6IS : 7755- 1975
C) Manufacturer’s name or trade-mark, if any; and
d) Month and year of manufacture.
5.1.1 Each roll or package or both 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 Regu-
lations 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 conditiona 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.
6. CONDITIONING OF TEST SAMPLES
6.1 All test samples oftapes unless specified otherwise shall be conditioned
priorto testing in an atmosphere of 65 f 2 percent relative humidity and
27 f 2°C temperature for 24 hours.
7. SAMPLING AND CRITERIA FOR CONFORMITY
7.1 Lot -In any consignment, all the rolls of the same width and
belonging to the same batch of manufacture shall be grouped together to
constitute a lot.
7.1.1 The conformity of the lot to the requirements of this specification
shall be ascertained for each lot separately. The number of rolls to be
selected for testing from each lot shall be in accordance with Table 3.
7.1.2 The rolls shall be selected at random from the lot and to ensure
randomness of selection, use shall be made of a random number table.
In case such a table is not available, the following procedure is recom-
mended for use:
Starting from any roll, count them as 1, 2, 3 , . . . . . . . . . . . . . . . . . , etc,
up to r and so on, where r is the integral part of .N/n ( JV being the
number of rolls in the lot and n the number-of rolls to be selected
for testing ). Every rth roll thus counted shall be withdrawn to
constitute the sample.
7.1.3 If, however, the rolls in a lot are packed in packages, then a
suitable number of packages subject to a minimum of 2 shall be selected
at random and. then an equal number of rolls shall be taken from them
at random according to the procedure given in 7.1.2 so as to make up the
number required.
7IS : 7755 - 1975
TABLE 3 SCALE OF SAMPLING
(Ch4se 7.1.1)
LOT %?I3 NUMBER OF ROLLS
TO BE .%LECTED
N (I
(1) (2)
Up to 25 2
26 ,, 50 3
51 ,, 100 5
101 ,, 300 8
301 and above 13
7.2 Number of Tests
7,2.1 Each roll selected in 7.1.2 or 7.1.3 shall be fully examined for
requirements given in 3.1, 3.4.1, 3.42 and 3.4.5.
7.2.2 For tests regarding all other requirements of this specification,
specimens shall be cut from each roll individually.
7.2.3 When cutting the specimens from rolls not less than two turns of
tape shall be removed from the roll before specimens are taken.
7.2.4 The sizes land number of the specimens shall be as specified
under the relevant clauses and test methods of this standard.
7.3 Criteria for Conformity
7.3.1 The lot shall be declared to be in conformity with requirements
of this specification, if each of the selected rolls satisfies all the
requirements of this standard.
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2180.pdf
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IS : 2189 - 1989
Indian Standard
.-\
SPECIFICATION FOR
\-#’ HEAVY DUTY BURNT CLAY BUILDING BRICKS
( Third Revision )
UDC 691’421
@I Copyright 1988
BUREAU OF INDIAN STANDARDS
p\
t
\ .a : MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 1 June 19881s: 2 180 - 1988
Indian Standard
SPECIFICATION FOR
HEAVY DUTY BURNT CLAY BUILDING BRICKS
( Third Revision )
0. FOR EWORD
0.1 This Indian Standard ( Third Revision ) was heavy engineering works, such as bridge structures,
adopted by the Bureau of Indian Standards on industrial foundations and multi-storeyed buildings.
28 Jauuary 1988, after the draft finalized by the In view of the establishment of variods mechanized
Clay Products for Building Sectional Committee plants, it is felt that some guidelines for the quality
had been approved by the Civil Engineering Divi- requirements of such bricks should be laid down,
sion Council. so that bricks of such strength could be judiciously
utilized.
0.2 This standard was first published in 1962 and
subsequently revised in 1970 and 1985. In this 0.4 For the purpose of deciding whether a parti-
third revision class designation of the bricks has cular requirement of this standard is complied
been based on the minimum compressive strength with, the final value, observed or calculated,
of’ the bricks expressed in N/mm2 instead of expressing the result of a test or analysis, shall be
kgf/cm2. Furthermore sub-classifications A and rounded off in accordance with IS : 2-1960”. The
B of bricks have been completely removed deleting number of significant places retained in the rounded
requirements of sub-class B bricks and the tole- off value should be the same as that of the speci-
rances on dimensions of bricks have been changed. fied value in this standard.
0.3 Heavy-duty bricks ( also known as ‘engineericg
*Rules for. rounding off numerical values ( rcui~cd ).
bricks’ ) are generally required for masonry m
1. SCOPE 4. GENERAL QUALITY
1.1 This standard lays down requirements for 4.1 Heavy duty burnt clay bricks shall be manu-
classification, general quality, dim.ensions and factured either by pressing or extrusion. They shall
physical properties of heavy duty burnt clay be made from a processed clay or clays blended in
building bricks. right proportions. The brick shall be burnt to the
correct maturing temperature of the clay or clay
2. TERMINOLOGY blend, properly soaked, annealed and cooled under
controlled conditions. When broken, the fractured
2.1 For the purpose of this standard, definitions surface of the brick shall show a uniformly dense
given in IS : 2248- 198L* shall apply. structure free from large voids, laminations and
lime particles. Two bricks when struck together
3. CLASSIFICATION shall emit a clear metallic ring.
3.1 The heavy duty bricks shall be classified on the 4.2 The bricks shall have smooth rectangular faces
basis of average compressive strength as given with sharp corners and shall be uniform in colour.
below:
Class Average Compressive Strength 5. DIMENSIONS AND TOLERANCES
y--_____ __--__-7
Designation
Not Less Than Less Than
5.1 Dimensions - The standard size of heavy
N/mm2 ( kgf/cm2 N/mm2 (kgfjcm’
duty clay building bricks shall be as follows:
approximate ) approximate)
40 40.0 (400) 45 (450) Length Width Height
45 45’0 (450) - _
mm mm mm
190 90 90
*Glossary of terms relating to clay products for building
( first reoisiofz ) . 190 90 40
1_ i
IS.: 2180 - 1988
5.2 The maximum permissible tolerances on the 6.4 Bulk Density - The density of bricks shall
dimensions specified in 5.1 shall be as follows: not be less than 2’5 g/ems.
Dimensions Tolerance on Individual Bricks 6.4.1 For obtaining the bulk density, the brick
mm mm shall be dried in a ventilated oven at a temperature
of 105 to 115°C till it attains substantially constant
190 f4
mass. The brick shall be cooled to room tempera-
90 rt2 ture and its mass shall be obtained. Thereafter,
40 zt2 the dimensions of the brick shall be measured
accurately and the overall volume computed. The
6. PHYSICAL ‘REQUIREMENTS bulk density shall then be calculated as mass per
unit volume.
6.1 Compressive Strength - The bricks when
tested in accordance with the procedure laid down
7. SAMPLING AND CRITERION FOR
in IS : 3495 ( Part 1 )-1976*, shall have a minimum
CONFORMITY
average compressive strength for various classes as
given in 3.1.
7.1 The method of sampling and the criterion for
NOTE - In case any of the test results for compressive conformity shall be in accordance with the pro- I
strength exceed the upper limit of the class, the same shall
cedure laid down in IS : 5454-1978*.
be limited to upper limit of the class for the purpose of
averaging.
8. MARKING
6.1.1 The compressive strength of any individual
brick shall not fall below the minimum average 8.1 Each brick shall be marked ( in the frog where
compressive strength specified for the corresponding provided ) with the manufacturers identification
class of brick by more than 20 percent. mark or initials.
6.2 Water Absorption - The bricks when tested
8.1.1 Each brick may also be marked with the
according to the procedure laid down in IS : 3495
Standard Mark.
( Part 2 )-19767 after immersion in water for 24
hours, the average water absorption by mass shall
Nom - The use of the Standard Mark is governed by
not be more than 10 percent.
the provisions of the Bureau of Indian Standards Act 1986,
and the Rules and Regulations made thereunder. Presence
6.2.1 If specified by the purchaser, 5 hours
of this mark on products covered by an Indian Standard
boiling test according to the procedure laid down conveys the assurance that they have been produced to
in IS : 3495 ( Part 2 )-I9767 may also be done. In comply with the requirements of that standard under a
that case, the average water absorption by mass well-defined system of inspection, testing and quality con-
trol which is devised and supervised by BIS and operated
shall not be more than 15 percent.
by the producer, has the further safeguard that the products
as actually marketed are also continuously checked by BIS
6.3 RfEorescence - The bricks when tested in
for conformity to that standard. Details of conditions under
accordance with the procedure laid down in which a licence for the use of the Standard Mark may be
IS : 3495 ( Part 3 )-1976$, the rating of efflorescence granted to manufacturers or producers, may be obtained
shall be ‘Nil’. from the Bureau of Indian Standards.
*Methods of tests for burnt clay building bricks: Part 1
Determination of compressive strength ( secondr evision ).
*Methods of tests for burnt clay building bricks: Part 2
Determination of water absorption ( srcond revision ).
SMethods of tests for burnt clay building bricks: Part 3 *Methods for sampling of clay building bricks (first
Determination of efflorescence ( second reuision ). revision ). 4
2
Printed at Printograph New Deilhi, In%
l
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13832.pdf
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IS 13832 : lb93
Indian Standard
PESTICIDE - METHOD FOR DETERMINATION
OF RESIDUES IN AGRICULTURAL AND FOOD
COMMODITIES, SOIL AND WATER -
DITHIOCARBAMATES
c
UDC 664 : 543 [ 632’95’028 DIT ]
0 BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1993 Price Group 2Pesticides Residue Analysis Sectional Committee, FAD 34
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Pesticides Residue Analysis Sectional Committee had been approved by the Food and
Agriculture Division Council.
Dithiocarbamate formulations are extensively used in agriculture for the control of several fuagal
and bacterial diseases of plants. This standard will enable the food, health authorities and others
engaged in the fields to follow a uniform test procedure for the estimation of residues of
dithiocarbamates in various food commodities.
In the preparation of this standard, due consideration has been given to the maximum limits of
dithocarbamate residues laid under the provisions of Prevention of Food Adulteration Act, 2955
and the Rules framed thereunder. The test method is restricted to the prescribed level of
residues.
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 13832: 1993
Indian Standard
PESTICIDE- METHODFORDETERMINATION
OFRESIDUESINAGRICULTURALANDFOOD
COMMODITIES,SOILANDWATER-
DITHIOCARBAMATES
1 SCOPE nitrogen and an appropriate aliquot of the
homogenised material is decomposed with
1.1T his standard prescribes the spectrophoto- sulphuric acid. The evolved carbon disulphide
metric method for determination of residues of is absorbed in Vile’s reagent. The intensity of
,any of the following dithiocarbamate residues in the resulting colour complex is measured
.agricultural and food commodities: spectrophotometrically at 380 nm and the absor-
bance compared by means of a standard curve.
a) Ferbam;
b) Ziram; 6 APPARATUS
c) Thiram;
6.1 Decomposition
d) Maneb;
e) Zineb; Absorption train ( see Fig. 1 ).
f) Mancozeb; and 6.2 Spectrophotometer
g) Nabam. +
7 REAGENTS
1.2 This method has a detection limit of 0’01
pg/g ( 0’01 ppm ). 7.1 Vile’s Reagent
2 REFERENCES Dissolve 0’05 g cupric acetate, monohydrate in
25 ml water in a 1 000 ml volumetric flask. Add
The Indian Standards listed below are necessary 800 ml ethanol, 1 ml diethylamine and 20 ml
adjuncts to this standard: triethanolamine. Make up the volume to the
mark with ethanol.
IS No. Title
1070 : 1992 Reagent grade water ( third 7.2 Ethanol
revision )
95 percent ( v/v ), alternatively absolute alcohol
,I 1380 : 1985 Method of sampling for the
may be used.
determination of pesticide
residues in agricultural and
7.3 Lead Acetate Solution
food commodities
30 percent aqueous solution ( m/v ).
3 QUALITY OF REAGENTS
7.4 Disodium Ethylenedinitrotrichloro Tetra
Unless specified otherwise, pure chemicals and
Acetate ( EDTA ) Solution
distilled water ( see IS 1070 : 1992 ) shall&be
employed in the tests.
Dissolve 33 g EDTA in 800 ml water in a
NOTE - ‘Pure chemicals’ shall mean chemicals
1 000 ml volumetric flask and dilute to mark with
that do not contain impurities which affect the
result of analysis. water.
7.5 Sulphuric Acid - 10 N.
4 SAMPLING
7.6 ReferenceStandard of the Dithiocarbamate -
The representative samples for the purpose of
of known purity.
estimatiug dithiocarbamate residues in the
samples shall be drawn in]_ accordance with
7.7 Chloroform - Glass re-distilled.
IS 11380 : 1985.
5 PRINCIPLE 8 METHOD
A representative sample of the commodity is 8.1 Preparation of Standard Solution
blended with deaerated ice-water in a predeter-
mined ratio ( normally 1 : 1, m/v ) under Prepare a solution so as to contain 20 rg of the
1IS 138320: 1993
dithiocarbamate per millilitre of chloroform 8.4 Estimation
( see Notes 1, 2 and 3 ).
5.4.1 Select a sample to contain 20-160 pg of
NOTES the dithiocarbamate. Transfer the sample to the
1 If the dithiocarbamate is thiram/ferbam/zira~, 500 ml distillation flask of the decomposition
0.04 g of the active ingredient shall be dissolved ln absorption train. Add 10 ml lead acetate
100 ml chloroform and dilute the resultant solution solution to the first absorption tower, l2’5 ml.
to 100 ml with chloroform.
Vile’s reagent to the second tower and 200 ml
2 For maneb, mancozeb and zineb, prepare the water to distillation flask and digest as described.
standard solution as described in Note 1 but use in 8.3.1 ( see Notes given in 8.4.2 ).
EDTA solution as solvent.
3 For nabam, prepare the solution as described in
8.4.2 Prepare the solution of the evolved carbon
Note l/Note 2, but use water as solvent.
disulphide according to the procedure described
in 8.3.2 and measure the absorbance as descrilnd
t.2 Preparation of Blank Solution
in 8.3.4.
Take 12’5 ml Vile’s reagent and ~add 100 ml NOTES
ethancil.
1 Water is added to the distillation flask if thiram/
ferbam/ziram/nabam residues have to be deter-
8.3 Preparation of Standard Curve and mined.
Calibration
2 200 ml EDTA is added to the distillation flask if
maneb/zineb/mancozeb residues have to be deter-
8.3.1 Transfer 10 ml standard solution of the
mined. 60 ml sulphuric acid is added and
dithiocarbamate into a 500ml distillation flask procedures as described in 8.3.1, 8.3.2, 8.3.3 and
of the decomposition-absorption train. Add 8.3.4 have to be followed.
10 ml lead acetate solutionto the first absorption
tower and 12’5 ml Vile’s reagent to the second 8.4.3 Determine the dithiocarbamate residue in
tower. Add 200 ml water to the -distillation the sample using the appropriate calibrationi
flask and assemble the train leaving the vacuum curve.
source disconnected. Heat the flask to 8590°C
temperature, leaving the contents just short of
8.5 Calculation
boiling. Apply gentle vacuum continuously
and add 40 ml boiling sulphuric acid through
the dropping funnel and reflux for 30-45 minutes Dithiocarbamate content ( pg/g )
( see Notes 1 and 2 ). = 118 of dithiocarbamate in the sample
NOTES Mass in g of sample taken for test
1 When chloroform is used for preparation of
reference standard solution of the dithiocarbamatc, 9 DETERMINATION OF RECOVERY
remove the solvent by passing a stream of nitrogen
FACTOR
at room temperature. This step is not necessary
if EDTA or water has been used for preparation of
the reference standard solution of the dithiocarba- 9.1 Fortify 500 g of the fresh commodity ( not
mate.
Previously treated with dithiocarbamate ) with
2 Use 60 ml sulphuric acid for digestion for about 200 pg of the dithiccarbamate. Blend
dithiocarbamates such as maneb, zineb, and with water ( 1 : 1, m/v > to obtain a homogeneous
mancozeb.
mixture.
8.3.2 Drain the contents of the tower containing
9.2 Weigh 200 g of the blended material
Vile’s reagent to a 25 ml volumetric flask. Wash
( containing about 4Opg of the dithiocarbamate )
the tower with several 3-4 ml portions of the
in a 500 ml distillation flask. Add 100 ml of
ethanol to ensure complete quantitative transfer
EDTA and reflux with 40-60 ml of 10 N
and collect the washings in the flask. Make up
sulphuric acid by following the procedures
the volume to mark with ethanol.
described in 8.3 and measure the absorbance at
380 nm.
8.3.3 Transfer separately 2.0, 3’0, 5’0 and 8’0 ml
portions of the standard solution of the dithio-
carbamate into the 500 ml distillation flask and 9.3 Calculalion
follow the digestion procedure described in 8.3.1
and 8.3.2. Recovery factor, percent
Mass in g of the dithiocar-
8.3.4 Measure the absorbances of the standard
= bamate in treated sample
solution ( see 8.3.2 and 8.3.3 ) in 1 cm cell at
Mass in g of dithiocar-
380 nm using blank solution prepared as
bamate added to material
described in 8.2. Prepare the standard curve by
plotting the absorbancesin the graph against NOTE - 85-100 percent recoveries of O-1-70 pg/p
corresponding dithiocarbamate content, have been observed in a variety of substrates.
3c
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IS 808.pdf
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IS 808 : 1989
(Reaffirmed1999)
Edition4.1
(1992-07)
Indian Standard
DIMENSIONS FOR HOT ROLLED STEEL
BEAM, COLUMN, CHANNEL AND
ANGLE SECTIONS
( Third Revision )
(Incorporating Amendment No.1)
UDC 669.14-423.2-122.4:006.78
©BIS2002
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 7Structural Sections Sectional Committee, SMDC 6
FOREWORD
This Indian Standard (Third Revision) was adopted by the Bureau of Indian Standards
on6April1989, after the draft finalized by the Structural Sections Sectional Committee had been
approved by the Structural and Metals Division Council.
Under the steel economy programme, a rational, efficient and economical series of Indian
Standards on beam sections, channel sections and angle sections was evolved in 1957 and
IS808:1957 was published covering junior, light weight, medium weight, wide flange and heavy
weight beam sections; junior, light weight and medium weight channel sections and equal and
unequal leg angle sections. This standard was revised in 1964.
In the second revision of this standard, parts relating to medium weight beam sections — MB
series, column sections — SC series, channel sections — MC and MCP series and equal and
unequal leg angles were revised and published as Parts 1, 2, 3, 5 and 6 of IS 808, respectively.
Sections not covered in these parts, however continued in IS 808:1964.
In the present revision, the Sectional Committee felt it convenient to merge all the five parts into
one standard. The sections which were retained in IS 808:1964 subsequent to its second revision
in five parts are included in this standard with a view that these sections although not being rolled
in the country at present may in future be rolled owing to their efficiency and resultant economy in
the use of steel. However, the designers are advised to check from JPC/producers regarding
availability of such sections.
Following additional modifications have been affected in this revision:
a)Medium weight beam sections MB 100 having the flange width and web thickness of 70mm
and 4.5mm, respectively, has been modified to 50mm flange width and 4.7mm web
thickness;
b)Two sections, namely, BFB 150 and RSJ 200 which are mainly used in railway electrification
have been included as SC 150 and WB 200, respectively;
c)Additional equal leg angles 60 60×4, 100 100×7 (in place of 100 100×6.5), and 130 130×9
have been included in the supplimentary list;
d)Amendments issued so far to the various parts of the standard and to IS 808:1964 have been
incorporated; and
e)Mass, area and other sectional properties have been expressed in three significant places.
This edition 4.1 incorporates Amendment No. 1 (July 1992). Side bar indicates modification of the
text as the result of incorporation of the amendment.IS 808 : 1989
Indian Standard
DIMENSIONS FOR HOT ROLLED STEEL
BEAM, COLUMN, CHANNEL AND
ANGLE SECTIONS
( Third Revision )
1 SCOPE
B = flange width of beam, column or
channel sections;
This standard covers the nominal dimensions,
mass and sectional properties of hot rolled D = depth of beam, column or channel
sloping flange beam and column sections, section;
sloping and parallel flange channel sections
R = radius at fillet or root;
and equal and unequal leg angle sections. 1
R = radius at toe;
2
2 REFERENCES
t = thickness of web of beam, column or
The Indian Standard IS 1852:1985 ‘Rolled and channel section; thickness of leg of
cutting tolerances for hot rolled steel products angle section; and
(fourth revision)’ is a necessary adjunct to this
T = thickness of flange of beam, column
standard.
or channel section.
SECTION 1 GENERAL
4.2.2 Symbols for Sectional Properties
3 TERMINOLOGY a = sectional area,
3.1 Y-Y Axis C (with subscripts x, y, u or v)
A line parallel to the axis of the web of the = distance of centre of gravity,
section (in the case of beams and channels) or
C = A – e ,
parallel to the axis of the longer flange (in the x x
case of unequal angles) or either flange (in the C y = B – e y,
case of equal angles) and passing through the
e = distance of extreme fibre from X-X
x
centre of gravity of the profile of the section.
axis,
3.2 X-X Axis e = distance of extreme fibre from Y-Y
y
axis,
A line passing through the centre of gravity of
the profile of the section, and at right angles to I = moment of inertia about X-X axis,
x
the Y-Y axis.
I = moment of inertia about Y-Y axis,
y
3.3 U-U and V-V Axes
I = moment of inertia ( Max ) about U-U
u
Lines passing through the centre of gravity of axis,
the profile of the section, representing the
I = moment of inertia ( Min ) about V-V
v
principal axes of angle sections.
axis,
4 SYMBOLS M = mass of the section per metre length,
4.1 Letter symbols used in this standard have I
been indicated appropriately in Sections 2 to 6. Z x =
e---x--
=
m axo id s,ulus of section about X-X
More explicit definitions for certain symbols, x
used in the figures and tables of Sections 2 to 6
I
are given in 4.1.1 and 4.1.2. Z = ---y-- = modulus of section about Y-Y
y e axis,
y
4.1.1 Symbols for Dimensions
I radius of gyration about X-X
A, B = the longer and the shorter leg length r x = ---x-- = axis,
of angle section, respectively; a
1IS 808 : 1989
Indian Standard sections mentioned in 5.1:
I radius of gyration about Y-Y
r y = ---y-- = axis, Section Classification Abbreviated
a Reference
Symbol
r u = I -- a-u-- =r aa xd isi ,us of gyration about U-U Beams II SS LJB
B
LJB
B
ISMB MB
I radius of gyration about V-V ISWB WB
r v = ---v-- = axis, Columns/heavy ISSC SC
a
beams ISHB HB
α = angle between U-U and X-X axes of Channels ISJC JC
angle section; slope of flange in the case ISLC LC
of beam, column or channel. ISMC MC
ISMCP MCP
5 CLASSIFICATION Angles ISA ∠
5.1 Beam, column, channel and angle sections 6 DESIGNATION
are classified as follows:
6.1Beam, columns and channel sections shall
5.1.1 Beams be designated by the respective abbreviated
reference symbols followed by the depth of the
a)Indian Standard junior beams (ISJB)
section, for example:
b)Indian Standard light weight beams a)MB 200 — for a medium weight beam of
(ISLB) depth 200mm,
c)Indian Standard medium weight beams b)SC 200 — for a column section of depth
(ISMB) 200mm,
d)Indian Standard wide flange beams c)MC 200 — for medium weight channel of
(ISWB) depth 200mm, and
d)MCP 200 — for a medium weight parallel
5.1.2 Columns/Heavy Weight Beams
flange channel of depth 200mm.
a)Indian Standard column sections (ISSC) 6.2Equal and unequal leg angles shall be
b)Indian Standard heavy weight beam designated by the abbreviated reference
(ISHB) symbols (∠) followed by the dimensions A, B
and t. For example, 200100×10 represents
5.1.3 Channels unequal leg angle of dimensions 200mm,
100mm and thickness 10mm.
a)Indian Standard junior channels (ISJC)
7 DIMENSIONS, MASS AND
b)Indian Standard light weight channels
TOLERANCES
(ISLC)
7.1Nominal dimensions and mass of beam,
c)Indian Standard medium weight channels
column, channel and equal and unequal angles
(ISMC)
shall conform to the values given in Sections 2,
d)Indian Standard medium weight parallel 3, 4, 5 and 6, respectively of the standard.
flange channels (ISMCP)
7.2Dimensional and mass tolerances of the
various sections shall conform to the
5.1.4 Angles
appropriate values stipulated in IS 1852:1985.
a)Indian Standard equal leg angles (ISA)
8 SECTIONAL PROPERTIES
b)Indian Standard unequal leg angles (ISA)
Sectional properties of the beams, columns,
5.2The following abbreviated reference channel and equal and unequal leg angles are
symbols have been used in designating the given in Sections 2 to 6 for information.
23
IS
808
:
1989
SECTION 2 BEAM SECTIONS
Table 2.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Medium Flange Beams
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MB 100 8.9 11.4 100 50 4.7 7.0 98.0 9.0 4.5 183 12.9 4.00 1.05 36.6 5.16
MB 125 13.3 17.0 125 70 5.0 8.0 98.0 9.0 4.5 445 38.5 5.16 1.51 71.2 11.0
MB 150 15.0 19.1 150 75 5.0 8.0 98.0 9.0 4.5 718 46.8 6.13 1.57 95.7 12.5
MB 175 19.6 25.0 175 85 5.8 9.0 98.0 10.0 5.0 1260 76.7 7.13 1.76 144 18.0
MB 200 24.2 30.8 200 100 5.7 10.0 98.0 11.0 5.5 2120 137 8.29 2.11 212 27.4
MB 225 31.1 39.7 225 110 6.5 11.8 98.0 12.0 6.0 3440 218 9.31 2.34 306 39.7
MB 250 37.3 47.5 250 125 6.9 12.5 98.0 13.0 6.5 5130 335 10.4 2.65 410 53.5
MB 300 46.0 58.6 300 140 7.7 13.1 98.0 14.0 7.0 8990 486 12.4 2.86 599 69.5
3A
IS
808
:
1989
Table 2.1 (Concluded)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MB 350 52.4 66.7 350 140 8.1 14.2 98.0 14.0 7.0 13600 538 14.3 2.84 779 76.8
MB 400 61.5 78.4 400 140 8.9 16.0 98.0 14.0 7.0 20500 622 16.2 2.82 1020 88.9
MB 450 72.4 92.2 450 150 9.4 17.4 98.0 15.0 7.5 30400 834 18.2 3.01 1350 111
MB 500 86.9 111 500 180 10.2 17.2 98.0 17.0 8.5 45200 1370 20.2 3.52 1810 152
MB 550 104 132 550 190 11.2 19.3 98.0 18.0 9.0 64900 1830 22.2 3.73 2360 193
MB 600 123 156 600 210 12.0 20.3 98.0 20.0 10.0 91 800 2650 24.2 4.12 3 060 252
4
IS
808
:
1989
Table 2.2 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Junior and Light Weight Beams
(Figure same as given in Table 2.1)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Junior Beams
JB 150 7.1 9.01 150 50 3.0 4.6 91.5 5.0 1.5 322 9.20 5.98 1.01 42.9 3.7
JB 175 8.1 10.3 175 50 3.2 4.8 91.5 5.0 1.5 479 9.70 6.83 0.97 54.8 3.9
JB 200 9.9 12.6 200 60 3.4 5.0 91.5 5.0 1.5 781 17.3 7.86 1.17 78.1 5.8
JB 225 12.8 16.3 225 80 3.7 5.0 91.5 6.5 1.5 1310 40.5 8.97 1.58 116 10.1
Light Weight Beams
LB 75 6.1 7.71 75 50 3.7 5.0 91.5 6.5 2.0 72.7 10.0 3.07 1.14 19.4 4.0
LB 100 8.0 10.2 100 50 4.0 6.4 91.5 7.0 3.0 168 12.7 4.06 1.12 33.6 5.1
LB(P) 100 8.6 11.0 100 50 4.3 7.0 91.5 8.0 3.0 178 13.2 4.03 1.10 35.7 5.3
LB 125 11.9 15.1 125 75 4.4 6.5 91.5 8.0 3.0 407 43.4 5.19 1.69 65.1 11.6
LB 150 14.2 18.1 150 80 4.8 6.8 91.5 9.5 3.0 690 55.2 6.17 1.75 91.8 13.8
LB 175 16.7 21.3 175 90 5.1 6.9 91.5 9.5 3.0 1100 79.6 7.17 1.93 125 17.7
LB(P) 175 16.7 21.3 175 80 5.2 7.7 96.0 9.5 3.0 1070 57.3 7.09 1.64 123 14.3
LB 200 19.8 25.3 200 100 5.4 7.3 91.5 9.5 3.0 1700 115 8.19 2.13 170 23.1
LB(P) 200 21.1 26.9 200 100 5.6 8.0 96.0 9.5 3.0 1800 113 8.20 2.05 180 22.6
LB 225 23.5 29.9 225 100 5.8 8.6 98.0 12.0 6.0 2500 113 9.15 1.94 222 22.5
LB 250 27.9 35.5 250 125 6.1 8.2 98.0 13.0 6.5 3720 193 10.2 2.33 297 30.9
LB 275 33.0 42.0 275 140 6.4 8.8 98.0 14.0 7.0 5380 287 11.3 2.61 392 41.0
LB 300 37.7 48.1 300 150 6.7 9.4 98.0 15.0 7.5 7330 376 12.4 2.80 489 50.2
LB(P) 300 41.5 52.9 300 140 7.0 11.6 98.0 15.0 7.5 8130 414 12.4 2.80 542 59.2
LB 325 43.1 54.9 325 165 7.0 9.8 98.0 16.0 8.0 9870 511 13.4 3.05 608 61.9
LB 350 49.5 63.0 350 165 7.4 11.4 98.0 16.0 8.0 13200 632 14.5 3.17 752 76.6
LB 400 56.9 72.4 400 165 8.0 12.5 98.0 16.0 8.0 19300 716 16.3 3.15 965 86.8
LB 450 65.3 83.1 450 170 8.6 13.4 98.0 16.0 8.0 27500 853 18.2 3.20 1220 100
LB 500 75.0 95.5 500 180 9.2 4.1 98.0 17.0 8.5 38600 1060 20.1 3.34 1540 118
LB 550 86.3 110 550 190 9.9 15.0 98.0 18.0 9.0 53200 1340 22.0 3.48 1930 140
LB 600 99.5 127 600 210 10.5 15.5 98.0 20.0 10.0 72800 1820 24.0 3.79 2430 173
NOTE — (P) Stands for provisional section.
4A
IS
808
:
1989
Table 2.2 (Concluded)
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, Max
kg/m cm2 mm mm mm mm α, deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Wide Flange Beams
WB 150 17.0 21.7 150 100 5.4 7.0 96.0 8.0 4.0 839 94.8 6.22 2.09 112 19.0
WB 175 22.1 28.1 175 125 5.8 7.4 96.0 8.0 4.0 1510 189 7.33 2.59 173 30.2
WB 200 28.8 36.7 200 140 6.1 9.0 96.0 9.0 4.5 2620 329 8.46 2.99 263 47.0
WB 200* 52.0 66.5 203 152 8.9 16.5 98.0 15.5 7.6 4790 814 8.48 3.54 471 107
WB 225 33.9 43.2 225 150 6.4 9.9 96.0 9.0 4.5 3920 449 9.52 3.22 349 59.8
WB 250 40.9 52.0 250 200 6.7 9.0 96.0 10.0 5.0 5940 858 10.7 4.06 475 85.7
WB 300 48.1 61.3 300 200 7.4 10.0 96.0 11.0 5.5 9820 990 12.7 4.02 655 99.0
WB 350 56.9 72.5 350 200 8.0 11.4 96.0 12.0 6.0 15500 1180 14.6 4.03 887 118
WB 400 66.7 85.0 400 200 8.6 13.0 96.0 13.0 6.5 23400 1390 16.6 4.04 1170 139
WB 450 79.4 101 450 200 9.2 15.4 96.0 15.0 7.0 35100 1710 18.6 4.11 1560 171
WB 500 95.2 121 500 250 9.9 14.7 96.0 15.0 7.5 52300 2990 20.8 4.96 2080 239
WB 550 112 143 550 250 10.5 17.6 96.0 16.0 8.0 74900 3740 22.9 5.11 2720 299
WB 600 134 170 600 250 11.2 21.3 96.0 17.0 8.5 106000 4700 25.0 5.24 3540 376
WB 600 145 185 600 250 11.8 23.6 96.0 18.0 9.0 116000 5300 25.0 5.35 3850 424
WB 200* (RSJ Section) is mainly used for railway electrification.
5
IS
808
:
1989
SECTION 3 COLUMN/HEAVY WEIGHT BEAM SECTIONS
Table 3.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Columns and Heavy Weight Beams
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Column Sections
SC 100 20.0 25.5 100 100 6.0 10.0 98.0 12 6.0 436 136 4.13 2.31 87.2 27.2
SC 120 26.2 33.4 120 120 6.5 11.0 98.0 12 6.0 842 255 5.02 2.76 140 42.6
SC 140 33.3 42.4 140 140 7.0 12.0 98.0 12 6.0 1470 438 5.89 3.21 211 62.5
SC 150* 37.1 47.4 152 152 7.9 11.9 98.0 11.7 3.0 1970 700 6.45 3.84 259 91.9
SC 160 41.9 53.4 160 160 8.0 13.0 98.0 15 7.5 2420 695 6.74 3.61 303 86.8
SC 180 50.5 64.4 180 180 8.5 14.0 98.0 15 7.5 3740 1060 7.62 4.05 415 117
SC 200 60.3 76.8 200 200 9.0 15.0 98.0 18 9.0 5530 1530 8.48 4.46 553 153
SC 220 70.4 89.8 220 220 9.5 16.0 98.0 18 9.0 7880 2160 9.35 4.90 716 196
SC 250 85.6 109 250 250 10.0 17.0 98.0 23 11.5 12500 3260 10.7 5.46 997 260
SC 150* (BFB Section) is mainly used for railway electrification.
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Table 3.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R I I r r Z Z
1 2 x y x y x y Slope, α
kg/m cm2 mm mm mm mm deg mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
Heavy Weight Beams/Columns
HB 150 27.1 34.5 150 150 5.4 9.0 94.0 8.0 4.0 1460 432 6.50 3.54 194 57.6
HB 150* 30.6 39.0 150 150 8.4 9.0 94.0 8.0 4.0 1540 460 6.29 3.44 205 60.2
HB 150* 34.6 44.1 150 150 11.8 9.0 94.0 8.0 4.0 1640 495 6.09 3.35 218 63.2
HB 200 37.3 47.5 200 200 6.1 9.0 94.0 9.0 4.5 3600 967 8.71 4.51 361 96.7
HB 200* 40.0 50.9 200 200 7.8 9.0 94.0 9.0 4.5 3720 995 8.55 4.42 372 98.6
HB 225 43.1 54.9 225 225 6.5 9.1 94.0 10.0 5.0 5300 1350 9.80 4.96 469 120
HB 225* 46.8 59.7 225 225 8.6 9.1 94.0 10.0 5.0 5480 1400 9.58 4.84 487 123
HB 250 51.0 65.0 250 250 6.9 9.7 94.0 10.0 5.0 7740 1960 10.9 5.49 619 156
HB 250* 54.7 69.7 250 250 8.8 9.7 94.0 10.0 5.0 7980 2010 10.7 5.37 639 160
HB 300 58.8 74.8 300 250 7.6 10.6 94.0 11.0 5.5 12600 2200 13.0 5.41 836 175
HB 300* 63.0 80.2 300 250 9.4 10.6 94.0 11.0 5.5 13000 2250 12.7 5.29 863 178
HB 350 67.4 85.9 350 250 8.3 11.6 94.0 12.0 6.0 19200 2450 14.9 5.34 1090 196
HB 350* 72.4 92.2 350 250 10.1 11.6 94.0 12.0 6.0 19800 2510 14.7 5.22 1130 199
HB 400 77.4 98.7 400 250 9.1 12.7 94.0 14.0 7.0 28100 2730 16.9 5.26 1400 218
HB 400* 82.2 105 400 250 10.6 12.7 94.0 14.0 7.0 28800 2780 16.6 5.16 1440 221
HB 450 87.2 111 450 250 9.8 13.7 94.0 15.0 7.5 39200 3000 18.8 5.18 1740 239
HB450* 92.5 118 450 250 11.3 13.7 94.0 15.0 7.5 40300 3050 18.5 5.08 1790 242
NOTE — HB sections are also used as column sections.
*These heavier sections in each size are obtained from the same set of rolls as the lighter sections by spreading of the rolls. The width of flanges of these sections gets increased by
an amount equal to the difference between the thicknesses of the webs. Therefore, while ordering these heavier sections, mass should be mentioned.
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SECTION 4 CHANNEL SECTIONS
Table 4.1 Dimensions, Mass and Sectional Properties of Sloping Flange Channels
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R C I I r r Z Z
1 2 y x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
Medium Weight Channels
MC 75 7.14 9.10 75 40 4.8 7.5 96 8.5 2.4 1.32 78.5 12.9 2.94 1.19 20.9 4.81
MC 100 9.56 12.2 100 50 5.0 7.7 96 9.0 2.4 1.54 192 26.7 3.97 1.48 33.5 7.71
MC 125 13.1 16.7 125 65 5.3 8.2 96 9.5 2.4 1.95 425 61.1 5.05 1.91 68.1 13.4
MC 125* 13.7 17.5 125 66 6.0 8.1 96 9.5 2.4 1.92 435 64.4 4.98 1.92 69.6 13.8
MC 150 16.8 21.3 150 75 5.7 9.0 96 10.0 2.4 2.20 788 103 6.08 2.20 105 19.5
MC 150* 17.7 22.6 150 76 6.5 9.0 96 10.0 2.4 2.17 813 110 6.00 2.20 108 20.2
MC 175 19.6 24.9 175 75 6.0 10.2 96 10.5 3.2 2.19 1240 122 7.04 2.21 141 23.0
MC 175* 22.7 27.6 175 76 7.5 10.2 96 10.5 3.2 2.14 1310 136 6.89 2.22 150 24.5
*The heavier sections in each size intended for use in wagon industry are to be obtained from same set of rolls as the corresponding lightest section in that size group, by raising
the rolls.
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1989
Table 4.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T Flange R R C I I r r Z Z
1 2 y x y x y x y
Slope, α
kg/m cm2 mm mm mm mm deg mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17)
MC 200 22.3 28.5 200 75 6.2 11.4 96 11.0 3.2 2.20 1830 141 8.02 2.22 181 26.4
MC 200* 24.3 31.0 200 76 7.5 11.4 96 11.0 3.2 2.12 1910 151 7.85 2.21 191 27.5
MC 225 26.1 33.3 225 80 6.5 12.4 96 12.0 3.2 2.31 2710 188 9.02 2.37 241 33.0
MC 225* 30.7 39.0 225 82 9.0 12.4 96 12.0 3.2 2.22 2960 219 8.71 2.37 263 36.0
MC 250 30.6 39.0 250 80 7.2 14.1 96 12.0 3.2 2.30 3880 211 9.92 2.37 307 38.5
MC 250* 34.2 43.5 250 82 9.0 14.1 96 12.0 3.2 2.23 4080 244 9.68 2.37 326 40.9
MC 250* 38.1 48.5 250 83 11.0 14.1 96 12.0 3.2 2.19 4340 268 9.46 2.35 347 43.2
MC 300 36.3 46.3 300 90 7.8 13.6 96 13.0 3.2 2.35 6420 313 11.8 2.60 428 47.1
MC 300* 41.5 52.8 300 92 10.0 13.6 96 13.0 3.2 2.26 6900 345 11.4 2.56 460 49.8
MC 300* 46.2 58.8 300 93 12.0 13.6 96 13.0 3.2 2.22 7 350 375 11.2 2.52 490 52.2
MC 350 42.7 54.4 350 100 8.3 13.5 96 14.0 4.8 2.44 10000 434 13.6 2.82 576 57.3
MC 400 50.1 63.8 400 100 8.8 15.3 96 15.0 4.8 2.42 15200 508 15.4 2.82 760 67.0
*The heavier sections in each size intended for use in wagon industry are to be obtained from same set of rolls as the corresponding lightest section in that size group, by raising
the rolls.
Junior Channels
JC 100 5.80 7.41 100 45 3.0 5.1 91.5 6.0 2.0 1.40 124 14.9 4.09 1.42 24.8 4.80
JC 125 7.90 10.1 125 50 3.0 6.6 91.5 6.0 2.4 1.64 270 25.6 5.18 1.60 43.2 7.60
JC 150 9.90 12.7 150 55 3.6 6.9 91.5 7.0 2.4 1.67 472 37.9 6.10 1.73 62.9 9.90
JC 175 11.2 14.2 175 60 3.6 6.9 91.5 7.0 3.0 1.75 720 50.5 7.11 1.88 82.3 11.9
JC 200 14.0 17.8 200 70 4.1 7.1 91.5 8.0 3.2 1.97 1160 84.2 8.09 2.18 116 16.7
Light Weight Channels
LC 75 5.7 7.26 75 40 3.7 6.0 91.5 6.0 2.0 1.35 66.1 11.5 3.02 1.26 17.6 4.3
LC 100 7.9 10.0 100 50 4.0 6.4 91.5 6.0 2.0 1.62 165 24.8 4.06 1.57 32.9 7.3
LC 125 10.7 13.7 125 65 4.4 6.6 91.5 7.0 2.4 2.04 357 57.2 5.11 2.05 57.1 12.8
LC (P) 125 11.3 14.4 125 65 4.6 7.0 96 7.0 2.4 1.87 371 51.2 5.08 1.89 59.3 11.1
LC 150 14.4 18.4 150 75 4.8 7.8 91.5 8.0 2.4 2.39 699 103 6.16 2.37 93.1 20.2
LC (P) 150 15.6 19.9 150 75 5.0 8.7 96 8.0 2.4 2.24 752 97.2 6.15 2.21 100 18.5
LC 175 17.6 22.4 175 75 5.1 9.5 91.5 8.0 3.2 2.40 1050 126 7.16 2.37 131 24.8
LC 200 20.6 26.3 200 75 5.5 10.8 91.5 8.5 3.2 2.36 1730 147 8.11 2.36 173 28.5
LC (P) 200 21.5 27.4 200 75 5.7 11.4 96 8.5 3.2 2.23 1800 138 8.09 2.24 180 26.2
LC 225 24.0 30.6 225 90 5.8 10.2 96 11.0 3.2 2.47 2560 210 9.14 2.62 227 32.1
LC 250 28.0 35.7 250 100 6.1 10.7 96 11.0 3.2 2.71 3700 299 10.2 2.89 296 41.0
LC 300 33.1 42.2 300 100 6.7 11.6 96 12.0 3.2 2.56 6070 347 12.0 2.87 404 46.6
LC (P) 300 33.1 42.2 300 90 7.0 12.5 96 12.0 3.2 2.32 5930 285 11.9 2.60 395 40.7
LC 350 38.9 49.5 350 100 7.4 12.5 96 13.0 4.8 2.42 9330 396 13.7 2.83 533 52.2
LC 400 45.8 58.3 400 100 8.0 14.0 96 14.0 4.8 2.37 14000 462 15.5 2.81 701 60.5
NOTE — (P) stands for provisional section.
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Table 4.2 Dimensions, Mass and Sectional Properties of Parallel Flange Channels
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T R R C I I r r Z Z
1 2 y x y x y x y
kg/m cm2 mm mm mm mm mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MCP 75 7.14 9.10 75 40 4.8 7.5 8.5 4.5 1.38 78.9 13.7 2.94 1.23 21.0 5.23
MCP 100 9.56 12.2 100 50 5.0 7.7 9.0 4.5 1.65 194 29.4 3.98 1.55 38.9 8.78
MCP 125 13.1 16.7 125 65 5.3 8.1 9.5 5.0 2.14 321 69.8 4.39 2.04 51.4 16.1
MCP 125* 13.7 17.5 125 66 6.0 8.1 9.5 5.0 2.11 437 74.1 5.00 2.05 69.9 16.5
MCP 150 16.8 21.3 150 75 5.7 9.0 10.0 5.0 2.46 794 120 6.10 2.37 106 23.8
MCP 150* 17.7 22.6 150 76 6.5 9.0 10.0 5.0 2.40 818 128 6.02 2.38 109 24.6
*The heavier sections in each size intended for use in wagon industry are to be obtained from the same set of rolls as the corresponding lightest section in that size group, by
raising the rolls.
7A
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:
1989
Table 4.2 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
D B t T R R C I I r r Z Z
1 2 y x y x y x y
kg/m cm2 mm mm mm mm mm mm mm cm4 cm4 cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
MCP 175 19.6 24.9 175 75 6.0 10.2 10.5 6.0 2.39 1240 138 7.06 2.35 142 27.0
MCP 175* 21.7 27.6 175 77 7.5 10.2 10.5 6.0 2.32 1320 155 6.90 2.37 151 28.8
MCP 200 22.3 28.5 200 75 6.2 11.4 11.0 6.0 2.34 1840 156 8.03 2.34 184 30.2
MCP 200* 24.3 31.0 200 76 7.5 11.4 11.0 6.5 2.26 1920 166 7.80 2.31 192 31.1
MCP 225 26.1 33.3 225 80 6.5 12.4 12.0 6.5 2.48 2720 209 9.04 2.50 242 37.9
MCP 225* 30.7 39.0 225 83 9.0 12.4 12.0 7.0 2.37 2970 245 8.70 2.51 269 41.3
MCP 250 30.6 39.0 250 80 7.2 14.1 12.0 7.0 2.44 3840 240 9.90 2.48 307 43.2
MCP 250* 34.2 43.5 250 82 9.0 14.1 12.0 7.0 2.36 4080 268 9.70 2.48 326 44.0
MCP 250* 38.1 48.5 250 84 11.0 14.1 12.0 7.0 2.31 4350 295 9.47 2.47 348 48.4
MCP 300 36.3 46.5 300 90 7.8 13.6 13.0 7.0 2.54 6430 352 11.8 2.76 428 54.5
MCP 300* 41.5 52.8 300 92 10.0 13.6 13.0 7.0 2.42 6920 390 11.4 2.72 461 57.2
MCP 300* 46.2 58.8 300 94 12.0 13.6 13.0 7.0 2.36 7370 424 11.2 2.68 491 60.2
MCP 350 42.7 54.4 350 100 8.3 13.5 14.0 8.0 2.65 10100 497 13.6 3.02 577 67.6
MCP 400 50.1 63.8 400 100 8.8 15.3 15.0 8.0 2.60 15200 572 15.4 2.99 760 77.3
*The heavier sections in each size intended for use in wagon industry are to be obtained from the same set of rolls as the corresponding lightest section in that size group, by
raising the rolls.
8
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1989
SECTION 5 EQUAL LEG ANGLES
Table 5.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Equal Leg Angles
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z
1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
2020× 3 0.9 1.12 20×20 3.0 4.0
× 4 1.1 1.45 4.0
erauqs
ylbanoser
eb
dluohS
0.59 0.59 0.4 0.4 0.6 0.2 0.58 0.58 0.73 0.37 0.3 0.3
0.63 0.63 0.5 0.5 0.8 0.2 0.58 0.58 0.72 0.37 0.4 0.4
2525× 3 1.1 1.41 25×25 3.0 4.5 0.71 0.71 0.8 0.8 1.2 0.3 0.73 0.73 0.93 0.47 0.4 0.4
× 4 1.4 1.84 4.0 0.75 0.75 1.0 1.0 1.6 0.4 0.73 0.73 0.91 0.47 0.6 0.6
× 5 1.8 2.25 5.0 0.79 0.79 1.2 1.2 1.8 0.5 0.72 0.72 0.91 0.47 0.7 0.7
3030× 3 1.4 1.73 30×30 3.0 5.0 0.83 0.83 1.4 1.4 2.2 0.6 0.89 0.89 1.13 0.57 0.6 0.6
× 4 1.8 2.26 4.0 0.87 0.87 1.8 1.8 2.8 0.7 0.89 0.89 1.12 0.57 0.8 0.8
× 5 2.2 2.77 5.0 0.92 0.92 2.1 2.1 3.4 0.9 0.88 0.88 1.11 0.57 1.0 1.0
3535× 3 1.6 2.03 35×35 3.0 5.0 0.95 0.95 2.3 2.3 3.6 0.9 1.05 1.05 1.33 0.67 0.9 0.9
× 4 2.1 2.66 4.0 1.00 1.00 2.9 2.9 4.7 1.2 1.05 1.05 1.32 0.67 1.2 1.2
× 5 2.6 3.27 5.0 1.04 1.04 3.5 3.5 5.6 1.5 1.04 1.04 1.31 0.67 1.4 1.4
× 6 3.0 3.86 6.0 1.08 1.08 4.1 4.1 6.5 1.7 1.03 1.03 1.29 0.67 1.7 1.7
4040× 3 1.8 2.34 40×40 3.0 5.5 1.08 1.08 3.4 3.4 5.5 1.4 1.21 1.21 1.54 0.77 1.2 1.2
× 4 2.4 3.07 4.0 1.12 1.12 4.5 4.5 7.1 1.8 1.21 1.21 1.53 0.77 1.6 1.6
× 5 3.0 3.78 5.0 1.16 1.16 5.4 5.4 8.6 2.2 1.20 1.20 1.51 0.77 1.9 1.9
× 6 3.5 4.47 6.0 1.20 1.20 6.3 6.3 10.0 2.6 1.19 1.19 1.50 0.77 2.3 2.3
4545× 3 2.1 2.64 45×45 3.0 5.5 1.20 1.20 5.0 5.0 8.0 2.0 1.38 1.38 1.74 0.87 1.5 1.5
× 4 2.7 3.47 4.0 1.25 1.25 6.5 6.5 10.4 2.6 1.37 1.37 1.73 0.87 2.0 2.0
× 5 3.4 4.28 5.0 1.29 1.29 7.9 7.9 12.6 3.2 1.36 1.36 1.72 0.87 2.5 2.5
× 6 4.0 5.07 6.0 1.33 1.33 9.2 9.2 14.6 3.8 1.35 1.35 1.70 0.87 2.9 2.9
∠
∠
∠
∠
∠
∠8A
IS
808
:
1989
Table 5.1 (Continued)
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z 1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
5050× 3 2.3 2.95 50×50 3.0 6.0
× 4 3.0 3.88 4.0
× 5 3.8 4.79 5.0
× 6 4.5 5.68 6.0
erauqs
ylbanoser
eb
dluohS
1.32 1.32 6.9 6.9 11.1 2.8 1.53 1.53 1.94 0.97 1.9 1.9
1.37 1.37 9.1 9.1 14.5 3.6 1.53 1.53 1.93 0.97 2.5 2.5
1.41 1.41 11.0 11.0 17.6 4.5 1.52 1.52 1.92 0.97 3.1 3.1
1.45 1.45 12.9 12.9 20.6 5.3 1.51 1.51 1.90 0.96 3.6 3.6
5555× 4 3.3 4.26 55×55 4.0 6.5 1.49 1.49 12.30 12.30 19.59 4.73 1.68 1.68 2.12 1.06 3.00 3.00
× 5 4.1 5.27 5.0 1.53 1.53 14.7 14.7 23.5 5.9 1.67 1.67 2.11 1.06 3.7 3.7
× 6 4.9 6.26 6.0 1.57 1.57 17.3 17.3 27.5 7.0 1.66 1.66 2.10 1.06 4.4 4.4
× 8 6.4 8.18 8.0 1.65 1.65 22.0 22.0 34.9 9.1 1.64 1.64 2.07 1.06 5.7 5.7
6060× 4 3.70 4.71 60×60 4.0 8.0 1.60 1.60 15.8 15.8 25.0 6.58 1.83 1.83 2.30 1.18 3.58 3.58
× 5 4.5 5.75 5.0 6.5 1.65 1.65 19.2 19.2 30.6 7.7 1.82 1.82 2.31 1.16 4.4 4.4
× 6 5.4 6.84 6.0 1.69 1.69 22.6 22.6 36.0 9.1 1.82 1.82 2.29 1.15 5.2 5.2
× 8 7.0 8.96 8.0 1.77 1.77 29.0 29.0 46.0 11.9 1.80 1.80 2.27 1.15 6.8 6.8
6565× 4 4.0 5.04 65×65 4.0 6.5 1.74 1.74 21.70 21.70 34.50 8.00 2.00 2.00 2.52 1.26 4.50 4.50
× 5 4.9 6.25 5.0 1.77 1.77 24.7 24.7 39.4 9.9 1.99 1.99 2.51 1.26 5.2 5.2
× 6 5.8 7.44 6.0 1.81 1.81 29.1 29.1 46.5 11.7 1.98 1.98 2.50 1.26 6.2 6.2
× 8 7.7 9.76 8.0 1.89 1.89 37.4 37.4 59.5 15.3 1.96 1.96 2.47 1.25 8.1 8.1
7070× 5 5.3 6.77 70×70 5.0 7.0 1.89 1.89 31.1 31.1 49.8 12.5 2.15 2.15 2.71 1.36 6.1 6.1
× 6 6.3 8.06 6.0 1.94 1.94 36.8 36.8 58.8 14.8 2.14 2.14 2.70 1.36 7.3 7.3
× 8 8.3 10.6 8.0 2.02 2.02 47.4 47.4 75.5 19.3 2.12 2.12 2.67 1.35 9.5 9.5
×10 10.2 13.0 10.0 2.10 2.10 57.2 57.2 90.7 23.7 2.10 2.10 2.64 1.35 11.7 11.7
7575× 5 5.7 7.27 75×75 5.0 7.0 2.02 2.02 38.7 38.7 61.9 15.5 2.31 2.31 2.92 1.46 7.1 7.1
× 6 6.8 8.66 6.0 2.06 2.06 45.7 45.7 73.1 18.4 2.30 2.30 2.91 1.46 8.4 8.4
× 8 8.9 11.4 8.0 2.14 2.14 59.0 59.0 94 1 24.0 2.28 2.28 2.88 1.45 11.0 11.0
×10 11.0 14.0 10.0 2.22 2.22 71.4 71.4 113 29.4 2.26 2.26 2.84 1.45 13.5 13.5
8080× 6 7.3 9.29 80×80 6.0 8.0 2.18 2.18 56.0 56.0 89.6 22.5 2.46 2.46 3.11 1.56 9.6 9.6
× 8 9.6 12.2 8.0 2.27 2.27 72.5 72.5 116 29.4 2.44 2.44 3.08 1.55 12.6 12.6
×10 11.8 15.0 10.0 2.34 2.34 87.7 87.7 139 36.0 2.41 2.41 3.04 1.55 15.5 15.5
×12 14.0 17.8 12.0 2.42 2.42 102 102 161 42.4 2.39 2.39 3.01 1.54 18.3 18.3
9090× 6 8.2 10.5 90×90 6.0 8.5 2.42 2.42 80.1 80.1 128 32.0 2.77 2.77 3.50 1.75 12.2 12.2
× 8 10.8 13.8 8.0 2.51 2.51 104 104 166 42.0 2.75 2.75 3.47 1.75 16.0 16.0
×10 13.4 17.0 10.0 2.59 2.59 127 127 202 51.6 2.73 2.73 3.44 1.74 19.8 19.8
×12 15.8 20.2 12.0 2.66 2.66 148 148 235 60.9 2.71 2.71 3.41 1.74 23.3 23.3
100100× 6 9.2 11.7 100×100 6.0 8.5 2.67 2.67 111 111 178 44.5 3.09 3.09 3.91 1.95 15.2 15.2
× 8 12.1 15.4 8.0 2.76 2.76 145 145 232 58.4 3.07 3.07 3.88 1.95 20.0 20.0
×10 14.9 19.0 10.0 2.84 2.84 177 177 282 71.8 3.05 3.05 3.85 1.94 24.7 24.7
×12 17.7 22.6 12.0 2.92 2.92 207 207 329 84.7 3.03 3.03 3.82 1.94 29.2 29.2
∠
∠
∠
∠
∠
∠
∠
∠
∠9
IS
808
:
1989
Table 5.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C I I I (Max) I (Min) r r r (Max) r (Min) Z Z
1 2 x y x y u v x y u v x y
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
110110× 8 13.4 17.1 110×110 8.0 10.0 4.8 3.00 3.00 197 197 313 81.0 3.40 3.40 4.28 2.18 24.6 24.6
×10 16.6 21.1 10.0 3.09 3.09 240 240 381 98.9 3.37 3.37 4.25 2.16 30.4 30.4
×12 19.7 25.1 12.0 3.17 3.17 281 281 446 116 3.35 3.35 4.22 2.15 35.9 35.9
×16 25.7 32.8 16.0 3.32 3.32 357 357 560 150 3.30 3.30 4.15 2.14 46.5 46.5
130130× 8 15.9 20.3 130×130 8.0 10.0 4.8 3.50 3.50 331 331 526 136 4.04 4.04 5.10 2.59 34.9 34.9
×10 19.7 25.1 10.0 3.59 3.59 405 405 640 166 4.02 4.02 5.07 2.57 43.1 43.1
×12 23.5 29.9 12.0 3.67 3.67 476 476 757 196 3.99 3.99 5.03 2.56 51.0 51.0
×16 30.7 39.2 16.0 3.82 3.82 609 609 966 250 3.94 3.94 4.97 2.54 66.3 66.3
150150×10 22.9 29.2 150×150 10.0 12.0 4.8 4.08 4.08 634 634 1010 260 4.66 4.66 5.87 2.98 58.0 58.0
×12 27.3 34.8 12.0 4.16 4.16 746 746 1190 306 4.63 4.63 5.84 2.97 68.8 68.8
×16 35.8 45.6 16.0 4.31 4.31 959 959 1520 395 4.58 4.58 5.77 2.94 89.7 89.7
×20 44.1 56.2 20.0 4.46 4.46 1160 1160 1830 481 4.53 4.53 5.71 2.93 110 110
200200×12 36.9 46.9 200×200 12.0 15.0 4.8 5.39 5.39 1830 1830 2910 747 6.24 6.24 7.87 3.99 125 125
×16 48.5 61.8 16.0 5.56 5.56 2370 2370 3760 968 6.19 6.19 7.80 3.96 164 164
×20 60.0 76.4 20.0 5.71 5.71 2880 2880 4570 1180 6.14 6.14 7.73 3.93 201 201
×25 73.9 94.1 25.0 5.90 5.90 3470 3470 5500 1440 6.07 6.07 7.61 3.91 246 246
∠
∠
∠
∠10
IS
808
:
1989
Table 5.2 Supplementary List of Indian Standard Equal Leg Angles — Nominal Dimensions, Mass and Sectional Properties
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m Cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19)
5050× 7 5.15 6.56 50×50 7.0 7.0
× 8 5.82 7.41 8.0
erauqS
ylbanosaer
eb
dluohS
1.49 1.49 14.6 14.6 23.1 6.10 1.49 1.49 1.88 0.96 4.16 4.16
1.52 1.52 16.3 16.3 25.7 6.87 1.48 1.48 1.86 0.96 4.68 4.68
5555×10 7.9 10.0 55×55 10.0 6.5 1.72 1.72 26.3 26.3 41.5 11.2 1.62 1.62 2.03 1.06 7.0 7.0
6060×10 8.6 11.0 60×60 10.0 6.5 1.85 1.85 34.8 34.8 54.9 14.6 1.78 1.78 2.23 1.15 8.4 8.4
6565×10 9.4 12.0 65×65 10.0 6.5 1.97 1.97 45.0 45.0 71.3 18.8 1.94 1.94 2.44 1.25 9.9 9.9
7070× 7 7.38 9.40 70×70 7.0 9.0 1.97 1.97 42.3 42.3 67.1 17.5 2.12 2.12 2.67 1.36 8.41 8.41
100100× 7 10.7 13.7 100×100 7.0 12.0 2.69 2.69 128 128 203 53.1 3.06 3.06 3.86 1.97 17.5 17.5
×15 21.9 27.9 15.0 3.02 3.02 249 249 393 104 2.98 2.98 3.75 1.93 35.6 35.6
120120× 8 14.7 18.7 120×120 8.0 13.0 4.8 3.23 3.23 255 255 405 105 3.69 3.69 4.65 2.37 29.1 29.1
×10 18.2 23.2 10.0 3.31 3.31 313 313 497 129 3.67 3.67 4.63 2.36 36.0 36.0
×12 21.6 27.5 12.0 3.40 3.40 368 368 584 151 3.65 3.65 4.60 2.35 42.7 42.7
×15 26.6 33.9 15.0 3.51 3.51 445 445 705 185 3.62 3.62 4.56 2.33 52.4 52.4
130130× 9 17.9 22.7 130×130 9.0 13.0 4.8 3.55 3.55 368 368 582 151 4.03 4.03 5.09 2.58 39.0 39.0
150150×15 33.8 43.0 150×150 15.0 16.0 4.8 4.25 4.25 898 898 1430 370 4.57 4.57 5.76 2.93 83.5 83.5
×18 40.1 51.0 18.0 4.37 4.37 1050 1050 1670 335 4.54 4.54 5.71 2.92 98.7 98.7
180180×15 40.9 52.1 180×180 15.0 18.0 4.8 4.98 4.98 1590 1590 2520 653 5.52 5.52 5.96 3.54 122 122
×18 48.6 61.9 18.0 5.10 5.10 1870 1870 2960 768 5.49 5.49 6.92 3.52 145 145
×20 53.7 68.3 20.0 5.18 5.18 2040 2040 3240 843 5.47 5.47 6.89 3.51 159 159
200200×24 71.1 90.6 200×200 24.0 18.0 4.8 5.84 5.84 3330 3330 5280 1380 6.06 6.06 7.64 3.90 235 235
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠11
IS
808
:
1989
SECTION 6 UNEQUAL LEG ANGLES
Table 6.1 Nominal Dimensions, Mass and Sectional Properties of Indian Standard Unequal Leg Angles
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C Tan α I I I I r r r r Z Z 1 2 x y x y u v x y u v x y
(Max) (Min) (Max) (Min)
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
3020× 3 1.1 1.41 30×20 3.0 4.5
× 4 1.4 1.84 4.0
× 5 1.8 2.25 5.0
erauqs
ylbanosaer
eb
dluohS
0.98 0.49 0.43 1.2 0.4 1.4 0.2 0.92 0.54 0.99 0.41 0.6 0.3
1.02 0.53 0.42 1.5 0.5 1.8 0.3 0.92 054 0.98 0.41 8.0 0.4
1.06 0.57 0.41 1.9 0.6 2.1 0.4 0.91 0.53 0.97 0.41 1.0 0.4
4025× 3 1.5 1.88 40×25 3.0 5.0 1.30 0.57 0.38 3.0 0.9 3.3 0.5 1.25 0.68 1.33 0.52 1.1 0.5
× 4 1.9 2.46 4.0 1.35 0.62 0.38 3.8 1.1 4.3 0.7 1.25 0.68 1.32 0.52 1.4 0.6
× 5 2.4 3.02 5.0 1.39 0.66 0.37 4.6 1.4 5.1 0.8 1.24 0.67 1.31 0.52 1.8 0.7
× 6 2.8 3.56 6.0 1.43 0.69 0.37 5.4 1.6 5.9 1.0 1.23 0.66 1.29 0.52 2.1 0.9
4530× 3 1.7 2.18 45×30 3.0 5.0 1.42 0.69 0.44 4.4 1.5 5.0 0.9 1.42 0.84 1.52 0.63 1.4 0.7
× 4 2.2 2.86 4.0 1.47 0.73 0.43 5.7 2.0 6.5 1.1 1.41 0.84 1.51 0.63 1.9 0.9
× 5 2.8 3.52 5.0 1.51 0.77 0.43 6.9 2.4 7.9 1.4 1.40 0.83 1.50 0.63 2.3 1.1
× 6 3.3 4.16 6.0 1.55 0.81 0.42 8.0 2.8 9.2 1.7 1.39 0.82 1.49 0.63 2.7 1.3
5030× 3 1.8 2.34 50×30 3.0 5.5 1.63 0.66 0.36 5.9 1.6 6.5 1.0 1.59 0.83 1.67 0.65 1.7 0.7
× 4 2.4 3.07 4.0 1.68 0.70 0.36 7.7 2.1 8.5 1.2 1.58 0.82 1.66 0.63 2.3 0.9
× 5 3.0 3.78 5.0 1.72 0.74 0.35 9.3 2.5 10.3 1.5 1.57 0.81 1.65 0.63 2.8 1.1
× 6 3.5 4.47 6.0 1.76 0.78 0.35 10.9 2.9 11.9 1.8 1.56 0.80 1.64 0.63 3.4 1.3
6040× 5 3.7 4.76 60×40 5.0 6.0 1.95 0.96 0.44 16.9 6.0 19.5 3.4 1.89 1.12 2.02 0.85 4.2 2.0
× 6 4.4 5.65 6.0 1.99 1.00 0.43 19.9 7.0 22.3 4.0 1.88 1.11 2.01 0.85 5.0 2.3
× 8 5.8 7.37 8.0 2.07 1.08 0.42 25.4 8.8 29.0 5.2 1.86 1.10 1.98 0.84 6.5 3.0
∠
∠
∠
∠
∠11A
IS
808
:
1989
Table 6.1 ( Continued )
Designation Mass Sectional Dimensions SectionalProperties
M area, a A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
6545× 5 4.1 5.26 65×45 5.0 6.0
× 6 4.9 6.25 6.0
× 8 6.4 8.17 8.0
erauqs
ylbanosaer
eb
dluohS
2.07 1.08 0.47 22.1 8.6 25.9 4.8 2.05 1.28 2.22 0.96 5.0 2.5
2.11 1.12 0.47 26.0 10.1 30.4 5.7 2.04 1.27 2.21 0.95 5.9 3.0
2.19 1.20 0.46 33.2 12.8 38.7 7.4 2.02 1.25 2.18 0.95 7.7 3.9
7045× 5 4.3 5.52 70×45 5.0 6.5 2.27 1.04 0.41 27.2 8.8 30.9 5.1 2.22 1.26 2.36 0.96 5.7 2.5
× 6 5.2 6.56 6.0 2.32 1.09 0.41 32.0 10.3 36.3 6.0 2.21 1.25 2.35 0.96 6.8 3.0
× 8 6.7 8.58 8.0 2.40 1.16 0.40 41.0 13.1 46.3 7.8 2.19 1.24 2.32 0.95 8.9 3.9
×10 8.3 10.5 10.0 2.48 1.24 0.39 49.3 15.6 55.4 9.5 2.16 1.22 2.29 0.95 10.9 4.8
7550× 5 4.7 6.02 75×50 5.0 6.5 2.39 1.16 0.44 34.1 12.2 39.4 6.9 2.38 1.42 2.56 1.07 6.7 3.2
× 6 5.6 7.16 6.0 2.44 1.20 0.44 40.3 14.3 46.4 8.2 2.37 1.41 2.55 1.07 8.0 3.8
× 8 7.4 9.38 8.0 2.52 1.28 0.42 51.8 18.3 59.4 10.6 2.85 1.40 2.52 1.06 10.4 4.9
×10 9.0 11.5 10.0 2.60 1.36 0.42 62.2 21.8 71.2 12.9 2.33 1.38 2.49 1.06 12.7 6.0
8050× 5 4.9 6.27 80×50 5.0 7.0 2.60 1.12 0.39 40.6 12.3 45.7 7.2 2.55 1.40 2.70 1.07 7.5 3.2
× 6 5.9 7.46 6.0 2.64 1.16 0.39 48.0 14.4 53.9 8.5 2.54 1.39 2.69 1.07 9.0 3.8
× 8 7.7 9.78 8.0 2.73 1.24 0.38 61.9 18.5 69.3 11.0 2.52 1.37 2.66 1.06 11.7 4.9
×10 9.4 12.0 10.0 2.81 1.32 0.38 74.7 22.1 83.3 13.5 2.49 1.36 2.63 1.06 14.4 6.0
9060× 6 6.8 8.65 90×60 6.0 7.5 2.87 1.39 0.44 70.6 25.2 81.5 14.3 2.86 1.71 3.07 1.28 11.5 5.5
× 8 8.9 11.4 8.0 2.96 1.48 0.44 91.5 32.4 105 18.6 2.84 1.69 3.04 1.28 15.1 7.2
×10 11.0 14.0 10.0 3.04 1.55 0.43 111 39.1 127 22.8 2.81 1.67 3.01 1.27 18.6 8.8
×12 13.0 16.6 12.0 3.12 1.63 0.42 129 45.2 148 26.8 2.79 1.65 2.98 1.27 22.0 10.3
10065× 6 7.5 9.55 100×65 6.0 8.0 3.19 1.47 0.42 96.7 32.4 111 18.6 3.18 1.84 3.40 1.39 14.2 6.4
× 8 9.9 12.6 8.0 3.28 1.55 0.42 126 41.9 144 24.2 3.16 1.83 3.38 1.39 18.7 8.5
×10 12.2 15.5 10.0 3.37 1.63 0.41 153 50.7 174 29.7 3.14 1.81 3.35 1.38 23.1 10.4
10075× 6 8.0 10.1 100×75 6.0 8.5 3.01 1.78 0.55 101 48.7 124 25.6 3.15 2.19 3.50 1.59 14.4 8.5
× 8 10.5 13.4 8.0 3.10 1.87 0.55 132 63.3 161 33.6 3.14 2.18 3.48 1.59 19.1 11.2
×10 13.0 16.5 10.0 3.19 1.95 0.55 160 76.9 196 41.2 3.12 2.16 3.45 1.58 23.6 13.0
×12 15.4 19.6 12.0 3.27 2.03 0.54 188 89.5 228 48.6 3.10 2.14 3.42 1.58 27.9 16.3
12575× 6 9.2 11.7 125×75 6.0 9.0 4.05 1.59 0.37 188 51.6 209 30.5 4.01 2.10 4.23 1.62 22.2 8.7
× 8 12.1 15.4 8.0 4.15 1.68 0.36 246 67.2 273 40.0 4.00 2.09 4.21 1.61 29.4 11.5
×10 14.9 19.0 10.0 4.24 1.76 0.36 300 81.6 333 49.1 3.97 2.07 4.18 1.61 36.5 14.2
∠
∠
∠
∠
∠
∠
∠
∠12
IS
808
:
1989
Table 6.1 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
12595× 6 10.1 12.9 125×95 6.0 9.0 4.8 3.72 2.24 0.57 205 103 254 55.1 3.99 2.83 4.43 2.07 23.4 14.3
× 8 13.4 17.0 8.0 3.80 2.32 0.57 268 135 331 71.7 3.97 2.81 4.41 2.05 30.9 18.8
×10 16.5 21.1 10.0 3.89 2.40 0.56 328 164 404 87.6 3.95 2.79 4.38 2.04 38.1 23.1
×12 19.7 25.0 12.0 3.97 2.48 0.56 385 192 474 103 3.92 2.77 4.35 2.03 45.1 27.3
15075× 8 13.7 17.5 150×75 8.0 10.0 4.8 5.24 1.54 0.26 410 71.1 436 45.7 4.88 2.02 4.99 1.62 42.0 11.9
×10 17.0 21.6 10.0 5.33 1.62 0.28 502 86.3 533 55.7 4.82 2.00 4.96 1.61 51.9 14.7
×12 20.2 25.7 12.0 5.42 1.70 0.26 590 100 625 66.4 4.79 1.98 4.93 1.60 61.6 17.3
150115× 8 16.3 20.7 150×115 8.0 11.0 4.8 4.48 2.76 0.58 474 244 590 129 4.78 3.45 5.33 2.50 45.1 28.0
×10 20.1 25.7 10.0 4.57 2.84 0.58 582 299 723 158 4.76 3.41 5.31 2.48 55.8 34.5
×12 24.0 30.5 12.0 4.65 2.92 0.57 685 351 849 186 4.74 3.39 5.28 2.47 66.2 40.8
×16 31.4 40.0 16.0 4.81 3.07 0.57 878 447 1090 239 4.69 3.34 5.21 2.44 86.2 53.0
200100× 10 22.9 29.2 200×100 10.0 12.0 4.8 6.98 2.03 0.27 1230 215 1300 138 6.48 2.71 6.68 2.17 94.3 26.9
× 12 27.3 34.8 12.0 7.07 2.11 0.26 1450 251 1540 162 6.46 2.69 6.65 2.16 112 31.9
× 16 35.8 45.7 16.0 7.23 2.27 0.26 1870 320 1980 208 6.40 2.66 6.59 2.13 147 41.3
200150×10 26.9 34.3 200×150 10.0 13.5 4.8 6.02 3.55 0.56 1410 689 1730 368 6.41 4.48 7.10 3.28 101 60.2
×12 32.1 40.9 12.0 6.11 3.63 0.55 1670 812 2040 434 6.39 4.46 7.07 3.26 120 71.4
×16 42.2 53.7 16.0 6.27 3.79 0.55 2150 1040 2640 561 6.33 4.41 7.01 3.23 157 93.2
×20 52.0 66.3 20.0 6.42 3.94 0.55 2620 1260 3180 683 6.28 4.36 6.94 3.21 193 114
∠
∠
∠
∠
∠13
IS
808
:
1989
Table 6.2 Supplementary List of Indian Standard Unequal Leg Angles — Nominal Dimensions, Mass and Sectional Properties
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
(Max) (Min) (Max) (Min)
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
4020× 3 1.36 1.73 40×20 3.0 4.0
× 4 1.77 2.26 4.0
× 5 2.17 2.77 5.0
erauqs
ylbanosaer
eb
dluohS
1.42 0.44 0.257 2.80 0.47 2.96 0.31 1.27 0.52 1.31 0.42 1.09 0.30
1.47 0.48 0.252 3.59 0.60 3.80 0.39 1.26 0.51 1.30 0.42 1.42 0.39
1.51 0.52 0.245 4.32 0.71 4.55 0.48 1.25 0.51 1.28 0.42 1.73 0.48
6030× 5 3.37 4.29 60×30 5.0 6.0 2.15 0.68 0.256 15.6 2.60 16.5 1.69 1.90 0.78 1.96 0.63 4.04 1.12
× 6 3.99 5.08 6.0 2.20 0.72 0.252 18.2 3.02 19.2 1.99 1.89 0.77 1.95 0.63 4.78 1.32
6040× 7 5.14 6.55 60×40 7.0 6.0 2.04 1.05 0.427 22.9 8.07 26.3 4.75 1.87 1.11 2.00 0.85 5.79 2.74
6550× 5 4.35 5.54 65×50 5.0 6.0 1.99 1.25 0.577 23.2 11.9 28.8 6.32 2.05 1.47 2.28 1.07 5.14 2.19
× 6 5.16 6.58 6.0 2.04 1.29 0.575 27.2 14.0 33.8 7.43 2.03 1.46 2.27 1.06 6.10 3.77
× 7 5.96 7.60 7.0 2.08 1.33 0.572 31.1 15.9 38.5 8.51 2.02 1.45 2.25 1.06 7.03 4.34
× 8 6.75 8.60 8.0 2.11 1.37 0.569 4.8 17.7 43.0 9.57 2.01 1.44 2.23 1.05 7.93 4.85
7050× 5 4.54 5.79 70×50 5.0 6.0 2.20 1.21 0.499 28.5 12.2 33.9 6.76 2.22 1.45 2.42 1.08 5.90 3.21
× 6 5.40 6.88 6.0 2.24 1.25 0.497 33.5 14.3 39.9 7.94 2.21 1.44 2.41 1.07 7.04 3.01
× 7 6.24 7.95 7.0 2.28 1.29 0.495 38.3 16.2 45.5 9.10 2.20 1.43 2.39 1.07 8.12 4.28
× 8 7.06 9.00 8.0 2.32 1.33 0.491 42.9 18.1 50.8 10.2 2.18 1.42 2.38 1.07 9.17 4.93
7550× 7 6.53 8.31 75×50 7.0 7.0 2.48 1.25 0.433 46.4 16.5 53.3 9.57 2.36 1.41 2.53 1.07 9.24 4.39
8040× 5 4.56 5.80 80×40 5.0 7.0 2.81 0.84 0.360 38.2 6.49 40.5 4.19 2.56 1.06 2.64 0.85 7.35 2.06
× 6 5.41 6.89 6.0 2.85 0.88 0.258 44.9 7.59 47.6 4.92 2.55 1.05 2.63 0.85 8.73 2.44
× 7 6.25 7.96 7.0 2.90 0.92 0.256 51.4 8.63 54.4 5.64 2.54 1.04 2.61 0.84 10.1 2.81
× 8 7.07 9.01 8.0 2.94 0.96 0.253 57.6 9.61 60.9 6.33 2.53 1.03 2.60 0.84 11.4 3.15
8060× 6 6.37 8.11 80×60 6.0 8.0 2.47 1.48 0.547 51.4 24.8 62.8 13.4 2.52 1.75 2.78 1.29 9.29 5.49
× 7 7.36 9.38 7.0 2.51 1.52 0.546 59.0 28.4 72.0 15.4 2.51 1.74 2.77 1.28 10.7 6.34
× 8 8.34 10.6 8.0 2.55 1.56 0.544 66.3 31.8 80.8 17.3 2.50 1.73 2.76 1.28 12.2 7.16
9065× 6 7.07 9.01 90×65 6.0 8.0 2.79 1.56 0.510 73.4 32.3 87.9 17.8 2.85 1.89 3.12 1.41 11.8 6.53
× 7 8.19 10.4 7.0 2.83 1.60 0.509 84.3 37.0 101 20.4 2.84 1.88 3.11 1.40 13.7 7.55
× 8 9.29 11.8 8.0 2.88 1.64 0.507 94.9 41.5 113 23.0 2.83 1.87 3.10 1.39 15.5 8.54
×10 11.4 14.6 10.0 2.96 1.72 0.503 115 49.9 137 27.9 2.81 1.85 3.07 1.38 19.0 10.4
10050× 6 6.85 8.73 100×50 6.0 9.0 3.49 1.04 0.260 89.7 15.3 95.1 9.85 3.21 1.32 3.30 1.06 13.8 3.88
× 7 7.93 10.1 7.0 3.54 1.08 0.259 103 17.4 109 11.3 3.20 1.31 3.29 1.06 16.0 4.44
× 8 8.99 11.4 8.0 3.59 1.12 0.257 116 19.5 123 12.7 3.18 1.31 3.28 1.05 18.1 5.03
×10 11.1 14.1 10.0 3.67 1.20 0.253 141 23.4 149 15.4 3.16 1.29 3.25 1.05 22.2 6.17
10065× 7 8.77 11.2 100×65 7.0 10 3.23 1.51 0.415 113 37.6 128 22.0 3.17 1.83 3.39 1.40 16.6 7.53
12080× 8 12.2 15.5 120×80 8.0 11 3.83 1.87 0.437 226 80.8 260 46.6 3.82 2.28 4.10 1.73 27.6 13.2
×10 15.0 19.1 10.0 3.92 1.95 0.435 276 98.1 317 56.8 3.80 2.26 4.07 1.72 34.1 16.2
×12 17.8 22.7 12.0 4.00 2.03 0.432 323 114 371 66.6 3.77 2.24 4.04 1.71 40.4 19.1
12575×12 17.8 22.7 125×75 12.0 11 4.31 1.84 0.353 354 95.5 391 58.8 3.95 2.05 4.15 1.61 43.2 16.9
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠
∠13A
IS
808
:
1989
Table 6.2 ( Concluded )
Designation Mass Sectional Dimensions SectionalProperties
M Area, a
A×B t R R C C Tan α I I I I r r r r Z Z
1 2 x y x y u v x y u v x y
( Max ) ( Min ) ( Max ) ( Min )
Kg/m cm2 mm×mm mm mm mm cm cm cm4 cm4 cm4 cm4 cm cm cm cm cm3 cm3
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20)
13565× 8 11.8 15.1 135×65 8.0 11 4.8 4.56 1.37 0.261 263 44.8 278 28.9 4.17 1.72 4.30 1.38 31.1 8.72
×10 14.6 18.6 10.0 4.65 1.45 0.258 320 54.2 339 35.2 4.15 1.71 4.27 1.37 38.4 10.7
×12 17.3 22.1 12.0 4.74 1.53 0.255 375 63.0 397 41.2 4.12 1.69 4.24 1.57 45.4 12.7
15075× 9 15.4 19.6 150×75 9.0 11 4.8 5.27 1.57 0.264 456 78.3 484 50.0 4.83 2.00 4.98 1.60 46.9 13.2
×15 24.8 31.5 15.0 5.53 1.81 0.254 713 120 754 78.8 4.75 1.94 4.88 1.58 75.3 21.0
15090×10 18.2 23.3 150×90 10.0 12 4.8 5.00 2.04 0.360 533 146 591 88.3 4.80 2.51 5.05 1.95 53.3 21.0
×12 21.6 27.5 12.0 5.08 2.12 0.358 627 171 694 104 4.77 2.49 5.02 1.94 63.3 24.8
×15 26.6 33.9 15.0 5.21 2.23 0.354 761 205 841 126 4.74 2.46 4.98 1.93 77.7 30.4
200100×15 33.7 43.0 200×100 15.0 15 4.8 7.16 2.22 0.259 1760 299 1860 194 6.40 2.64 6.58 2.13 137 38.4
200150×15 39.6 50.5 200×150 15.0 15 4.8 6.21 3.73 0.550 2020 979 2480 527 6.33 4.40 7.00 3.23 147 86.9
×18 47.1 60.0 18.0 6.33 3.85 0.548 2380 1150 2900 620 6.29 4.37 6.95 3.21 174 103
∠
∠
∠
∠
∠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. SMDC 6 ( 3156 ) and amended by CED 8
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 July 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.
|
14461.pdf
|
IS 14461:1997
*m
?m
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d
Indian Standard
SURFACE COVERED CULTIVATION
STRUCTURES — GLOSSARY OF TERMS
ICS 65.040.30,01.040.65
@BIS 1997
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI ll(XXU
October 1997 Price Group 3Surface Covered Cultivation Structures Sectional Committee, FAD 43
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Surface Covered Cultivation Structures Sectional Committee had been approved by the Food and
Agriculture Division Council.
Development ofsurface covered cultivation structures and greenhouse cultivation technology isofrecent
origin. Its usage is increasing and the technology covers large number of new equipment and systems
designed, developed and manufactured in the country. Need was therefore, felt for a comprehensive
terminology to avoid any ambiguity in the usage of terms and to provide their authentic definitions.
In preparation of this standard, assistance has been derived from ASAE EP 460-1995 Commercial
greenhouse design and layout and 406.2, 1995 Heating , ventilating and cooling of greenhouses.
Published byAmerican Society ofAgricultural Engineers, USA.
The composition of the technical committee responsible for the formulation of this standard isgiven in
Annex A.IS 14461:1997
Indian Standard
SURFACE COVERED CULTIVATION
STRUCTURES — GLOSSARY OF TERMS
1 SCOPE 2,8 Aspirate
This standard covers definition of terms relating to To circulate air continuously across or through an
surface covered cultivation structure. object, such asa temperature sensor.
2 TERMS AND DEFINITIONS 2.9 ~ow/fIOOll
2.1 Aeroponic Culture Pipe or tubing framework shape used to support
the glazing.
A modified method of growing plants inwhich the
plants are supported Ihrough a plastic cover to a 2.10 Carbon Dioxide Enrichment
closed container and the nutrients are supplied to
It is the process of increasing the concentration of
the roots asa fine mist or fog.
carbon dioxide in the greenhouse air.
2.2 Air Circulation
2,11 Cold Frames and IIot Beds
The process of moving or mixing air within a
Cold frames are heated only by the sun whereas
greenhouse to control temperature, humidity and
hot beds are artificially heated. The purpose is to
carbon dioxide distribution.
start or harden offseedlings in the Spring or extend
2.3 Air Enrichment the growing season in the Fall.
2.12 Condensate
It is the addition of suitable gases and vapours to
bring the air composition in the greenhouse Refers to the water condensed from the air at acold
growing region to near-optimal level. Generally, it greenhouse surface.
relates to the addition of COZ and moisture.
2,13 Convectiort Hettt Loss
However, some other specific gases could also be
added depending upon the crop requirements. Loss of heat from greenhouse as air moves in
convection current to greenhottsc covering.
2.4 Air Exchange Rate
2.14 Convection Heater
Refers to replacement of greenhouse air with
ambient air. Usually it isexpressed in terms of the A heater that does not contain a heat exchanger.
replacement of air volume equivalent to enclosed Hot gases (smoke) are carried through the length
space in greenhouse per unit time, for example, of greenhouse in a pipe which serves as heat
number of air changes per minute. exchanger as heat passes through its wall to the
greenhouse air.
2,5 Air Infiltration-Exfihration
2.15 Cooling
The air exchange between outside and inside of
greenhouse expressed in the same terms as air Generally, the removal of heat from the interior of
exchange rate. the greenhouse. However, the term may also be
applied to the conversion from sensible to latent
2.6 Air Inflated Greenhouse energy, asin evaporative cooling.
Normally refers to two plastic film covers attached 2.16 Curtain Wall
firmly to superstructure and air forced between
The non-transparent lower portion ofthe sidewalls
them with the help of ablower to keep both covers
of agreenhouse.
separated and inflated.
2.17 Double Poly Inflated
2.7 Air Supported Greenhouses
Refers to atype ofgreenhouse covering, where two
These are the greenhouses in which film iswholly polyethylene layers are laid over the super
supported by air pressure ( 1to 2 MPa). They are
structure, fastened at edges and air forced between
normally cylindrical or quonset shaped. them to separate the cover.
1IS 14461:1997
2.18 Eave 2.28 Girts
The connection between the side wall and the roof Longitudinal members of the framework that
of agreenhouse support the glazing material on the walls.
2.19 Evaporative Pad 2.29 Glasshouse
Refers to the wetted part of cooling system A term used more commonly in Europe to
through which air isdrawn by exhaust fan. Heat is designate structure used for growing plants that has
extracted from air toevaporate water inpddthereby atransparent cover and an artificial heat source. In
lowering the air temperature. some places they are called greenhouses.
2.20 Even/Uneven Span Greenhouses
2.30 Glazing
A Single span greenhouse with its ridge line
Itisthe transparent or translucent material glassor
running through the middle of the structure called
plastic, used to cover the greenhouse which
an even span greenhouse. The uneven span
transmits the desired amount of insolation to the
greenhouse has its ridge line running closure to
growing area in the greenhouse.
one of its sides.
2.31 Gothic Arch
2.21 Fan and Pad Cooling
The internal superstructure made with Gothic
A system for cooling greenhouse used during the
arches and bound byflexible plastic film.
warmer months of the year. Warm air expelled
through exhaust fans in one wall isreplaced byair 2.32 Greenhouse
entering through wet pads on opposite wall. The
Frames or inflated structures covered with
entering air is cooled by evaporation of water in
transparent or translucent material in which crops
pad.
maybe grown under conditions of atleast partially
2.22 Fan Tube Cooling controlled environment and which are large
enough to allow a person to walk within them and
A system for cooling greenhouses used during
carry out cultural operations.
cooler months of the year. Cold air entering
through alouver high in the gable of greenhouse is 2.33 Greenhouse Environment
directed along the length of the greenhouse
It is the temperature, light, composition of air,
through a clear plastic distribution tube.
humidity and the nature of the root medium in the
2.23 Footing greenhouse.
The support for the foundation wall. Its size 2.34 Growth Chambers
depends on the weight of the wall, structure and
These are normally opaque structures where allthe
other gravity loads, and the supporting soil type.
environmental parameters, including light, are
2.24 Foundation artificially and precisely controlled.
Foundation is the structural element between the 2.35 Gutter
greenhouse super structure and the ground, Itmust
Ina multi-span greenhouse it isthe lowest portion
safely transfer gravity, uplift and overturning loads
of the roof construction generally shaped in the
to the ground such as those from snow, crops, and
form of awide channel to drain off rain water and
wind.
to permit people walking on it for maintenance.
2.25 Framed Greenhouse
2.36 Gutter-Connected Greenhouse
Refers to greenhouses in which an internal
A series of two or more single span greenhouses
superstructure is required to support the glazing
joined together at the cave by a drain gutter.
material. Both gable roof and arch or curvilinear
Interior walls are usually eliminated.
shapes are possible with this type of greenhouse.
2.37 Head House
2.26 Free Standing Greenhouses
A building in close proximity to or attached to a
These are also called single span or ground to greenhouse. The building may be used for storage,
ground greenhouses. pesticide room, potting area, workshop, etc.
2.27 Gable 2.38 Heating
The triangular end of the greenhouse bounded by The! addition of heat to the interior of the
the roof on two sides and the cnd wall on the greenhouse from any energy source including the
bottom. sun.
2IS 14461:1997
2.39 Horizontal Air Circulation created and maintained by solar energy, internal
heat sources, and/or wind.
Asystem utilizing fans to generate ahorizontal air
circulation pattern above the plant canopy. 2.49 Night Curtain
2.40 Hydroponic Culture
These are movable blankets which add thermal
It is a method of growing plants in a nutrient resistance during the night time and can be
solution rather than in soil. Greater plant density, stored during daylight hours. Night curtains are
higher yields are possible with lessconsumption of made of thin materials that will pleat and store ina
water with this method. relatively small space.
2.41 Infiltration 2.50 Orientation
Generally undesirable air exchange which occurs
Refers to the positioning of greenhouses in such a
through small, uncontrolled openings in the
wayso that maximum winter light istransmitted to
greenhouse covering. These exchanges are driven
the plants. For greenhouses above 40”N latitude
bywind pressure and/or temperature differentials
the ridge in either an individual greenhouse or a
inside and outside the greenhouse. Infiltration rate
gutter connected range should run east-west. The
is generally expressed in terms of internal air
potential for uneven growth insome plants because
volume changes per unit of time.
of gutters shading the same area during each day
2.42 Institutional Greenhouses must be balanced against general reduction in
winter light, ifridges run north-south.
The greenhouses for academic units, rehabilitation
centers, public parks or gardens are classified as 2.51 Over Wintering Structures
institutional greenhouses.
These are generally pipe framed structures of arch
2.43 Lean to Greenhouse
shape and covered with transparent polyethylene
A greenhouse built against the side of another film. Generally these structures are unheated and
structure such that it has only one slopping roof. prevent damage from frost.
2.44 Life ofGlazing Material
2.52 Perimeter IIeating System
The period for which aglazing material will retain
Arow ofheating pipe just inside the perimeter wall
most of its transmission qualities, optical and
of agreenhouse.
physical properties when continually exposed to
naturally occurring weather elements.
2.53 Photodegradation
2.45 Light Transmittance
Radiation in the form of ultra-violet !ight that
The ratio of the light passing through a glazing
contributes to decomposition of plastic material.
material to the light incident upon it.
Absorber or inhibitors must be present for
2.46 Mechanical Ventilation longevity.
Desirable air exchange which occurs through
2.54 Phytotrons
controlled openings when fans are used to move air
intn, and exhaust air out, of the greenhouse. Fans The most advanced climate controlled greenhouses
may be located either at the inlet end (positive and growth chambers for crop research purposes.
pressure) or the exhaust end (negative pressure);
2.55 Pier
however, the most common location isthe exhaust
end.
Acolumn ofconcrete, masonry, or pressure treated
2.47 Multi Span Greenhouses lumber used to support greenhouse individual
A type of greenhouse construction where frame members.
individual houses are combined at the gutters,
2.56 Pit Greenhouses
usually to form one open area under the entire roof.
Gable shape and curved roof greenhouses are Greenhouses that are built partially below ground
found economical for large areas of 500 to 10000 (one meter or more) often attached to another
m2 under commercial cultivations. They are building, roofed with transparent material that
also called ridge and furrow greenhouses. faces south, and normally heated only bythe sun.
2.48 Natural Ventilation
2.57 Plastic Greenhouse
Desirable air exchange which occurs inresponse to
temperature and pressure variations inside and A greenhouse employing plastic film or sheets as
outside the greenhouse. These variations are glazing material.
3IS 14461:1997
2.58 Purlin below 20 lUX,either to lengthen the dark period
or facilitate cooling of greenhouse environment.
Acomponent ofthe greenhouse frame running the
length ofthe greenhouse which connect the trusses 2.70 Sill
together.
The portion of greenhouse that rest on the curtain
2.59 Quonset wall and to which the side walls sash bars are
attached.
This greenhouse shape is achieved when the
internal superstructure is made by semi-circular 2.71 Single Span (Ground-to-Ground) Green-
hoops and covered with a flexible plastic film. house
2.60 Radiation Heat Loss Greenhouses covering 100 to 500 m2 floor area,
each functioning asaseparate unit.
The radiation of heat from a warm body such as
plants in a greenhouse, to a cooler body such as 2.72 Solar Greenhouse
covering on the greenhouse or sky.
The conventional greenhouses are designed
2.61 Rafter primarily to capture light and they tend to over heat
on sunny days, loose heat on cloudy and cold days
A frame component spanning the space between
and loose heat rapidly after sundown each day.
the cave and the ridge.
Solar greenhouses differ in the sense that they are
2.62 Range designed to collect and retain solar energy and thus
reduce the use of fossil fuels for heating.
A series of single span greenhouses, usually
interconnected, or two or more sections of the 2.73 Spectral Transmittance
gutter-connected greenhouses.
The transmittance oflight inthe various regions of
2.63 Reglaze the spectrum.
To replace the glassor the glazing compound which 2.74 Steam-Trap
seals the glass or greenhouse.
A device that allow condensate water to return to
2.64 Ridge boiler, but prevent passage of steam from heating
coil into the condensate return.
The highest part ofthe roof ofagreenhouse usually
forming a major structural component of 2.75 Temporary Greenhouse
greenhouse.
A structure used for short term production,
2.65 Ridge and Furrow over watering or hardening of plants. It is
usually glazed with transparent plastic film.
A type of greenhouse construction where
individual houses are combined at the gutter 2.76 Thermal Radiation Transmittance
usually to form one open area under the entire roof.
The ratio of the heat, that is, radiated through a
2,66 Saw Tooth Greenhouse glazing material to the thermal radiation incident
upon the inside surface.
It is a type of multi-span greenhouse with the top
ofits end projections resembling the shape ofasaw 2.77 Tower Greenhouse
serrations.
Multistoried greenhouses where conveyors are
2.67 Service Road used to move plants from lower regions to higher
regions. Tower greenhouse makes more effective
It is the road connecting the greenhouse
use ofvertical space.
production facility to the public road. The service
road leads directly to the stores ofthe greenhouse. 2.78 Truss
2.68 Shade Structures A structural component of greenhouse frame
spanning the width of the greenhouse and
These are framed structures somewhat lighter than
consisting of rafter, chords and struts which are
those for greenhouses providing 60 to 80 percent
welded or joined together.
shading and which are permeable to wind.
2,79 Packaged Heater
2.69 Shading
A heating device with its own fan and controls.
Refers to covering of the greenhouse with the Heat may be supplied from natural gas, oil steam
opaque material that reduces the light intensity or electrical cmeugy.
4IS 14461:1997
2.80 Ultra-Vlolet (UV)StabiIization temperature, humidity, oxygen and carbon dioxide
levels.
The plastic covers being susceptible to photo
degradation, both polyethylene and vinyl films 2.82 Ventilation Rate
are affected by ultra-violet light. They become
The volume ofair exchanged per unit time per unit
brittle and tear when exposed to solar radiation.
floor area. Ventilation rate is often expressed as
Stabilizers are mixed to make polyethylene UV
m3/s.m2of greenhouse floor area (alternatively, as
Stabilized.
internal air volume changes per unit of time).
2.81 Ventilation 2,83 Weatherability
The process of exchanging air inside the Itis the resistance ofagreenhouse glazing material
greenhouse with outside air to control greenhouse to degradation due to weather effects.
5IS 14461:1997
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Surface Covered Cultivation Structures Sectional Committee, FAD 43
Chairman Representing
DRA.ALAM Indira Gandhi Agricultural University, Raipur
Members
DRR.P.KACHRU IndianCouncilofAgricultural Research, NewDelhi
SIiRIPRASHANTMISHRA National Committee onUscofPlastic, NewDelhi
SHRIO.P. GARG(Alternate)
HEAD(DE~ OFSOILANDWATERENGG) Punjab Agricultural University, Ludhiana
DRP.P.SINGH(Ahemafe)
DRN. S.L. SRIVASTAVA Central Institute ofAgricultural Engineering, Bhopal
DRM.SHYAM(Alternate)
DIRECTOR IndianCmuncilofForestry Research, Dehradun
SHRIG.K VADODARIA National Organic Chemical Industries Limited, Thane
SHRIDEEPAKSEHGAL(Aernate)
MARKETINGMANAGER (PLASTtCULTURE) IndianPetrochemical Corporation Ltd, Vadodara
DRI.S.YADAV Indian Institute ofHorticultural Research, Bangalore
MANAGINGDIRECrOR Indo-Ameriean Hybrid Seeds,f3angalore
DIRECTOR Appropriate Eco-Techrtoiogy f%elopment Group, Ganval
DIRECTOR Defcnce Agriculture Research Laboratories, Almora
SHRIMNIKHOSYSHOBA Minist~ ofPetroleum Chemieal andFertilizers, NewDelhl
DRJAISINGH Central Institute ofPost Harvest Engineering andTechnology, Ludhiana
DRO.D.WANJARI(Alternate)
DRG.N. MIR(CHIEFSCIENTIW S. K.University ofAgrilScienceand Technology, Srinagar
WATERMANAGEMENT)
Sf{RIDEEPAKSOOD Deepak SoodandAssociate, NewDelhi
PROJECTDIRECTOR National Mushroom Research Centre, SoIan
DRD.MUKHERJEE CSIR Research Complex,Palampur
DIRECTOR Vtvckanand Parvatiya Krkhi Armsandhanshala, Afmcv-a
DRK.N.SHUKLA G.Il. Pant University ofAgricuhure and Technology, Pantnagar
DRK.K.SINGH(Alternate)
DR M.M.SAWANT NTB Bowsmith Irrigation Ltd, Pune
DIRECi’OR(INCHARGtZ) Jain Irrigation Systerr!Ltd,Jalgaon
[MANAGER(TECHNICAL)](Aknate)
DR J.S.PANWAR IndianAgricultural Research Institute, NewDelhi
DRPITAMCHANDRA(Alternate)
SHRIR.N. SHARMA, Director General, BIS(E.r-ofjcio Member)
Director (Food &Agri)
Member-Secretoiy
SHRIKAUSHALKUMAR
Joint Director (Food &Agri)
6Bureau of Indian Standards
BE 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 prccl ude the free use, in the course of
implementing the standard, of neeessary details, such as symbols and sizes, type or grade designs tiorrs.
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. SLlndards are also reviewed
periodically; a standard along with amendmcn~s 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. FAD 43 (575).
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 3237617,3233841
NEW DELHI 110002
Eastern : 1/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern : C. LT.Campus, IV Cross Road, C!3ENNAI 600113 2350216,2.250442
{ 2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHGPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
?riated atSimco Printing Press,DelhiiIndia
|
2090.pdf
|
IS : 2090 - 1983
( HealTimrcd 1989)
Indian Standard
SPECIFICATION FOR
HIGH TENSILE STEEL BARS USED IN
PRESTRESSED CONCRETE
( First Revision
)
Second Reprint SEPTEMBER 1993
UDC 669.14.018.295-422:666.982.4
@ Co&ri,ght 1983
BUREAU OF INDIAN STANDARD S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr3 May 1983IS : 2090 - 1983
(Realfinned 1989)
Indian Standard
SPECIFICATION FOR
HIGH TENSILE STEEL BARS USED IN
PRESTRESSED CONCRETE
( First Revision )
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chairman Representing
Srn:r G. S. RAO Crntral’Public Works Department
Members
S~~T~:~I~TENIIINI~ ENGINEER
( CD0 ) ( Alternate to
Sutrr G. S. RAO )
DR.J,L. AJM.ANI The Tata Iron & Steel Co Ltd. Jamshedpur
Srcltr A. IT. MITRA ( Alternate )
Dtc Av11. KU~AR Cement Research Institute of India, New Delhi
SIIRJ E. T. ANTIA The Concrete Association of India, Bombay
SHR~ P. SRINIVAYAN ( Alternate )
SHl%lS . 13ANE:RJzE Steel Re-Rolling Mills Association of India, Calcutta
SII~I S. N. CH.~NDA Metallurgical and Engineering Consultants ( India )
Ltd, Ranchi
SHRJ R. D. CHOUDH.+RY ( Alternate )
CHIEF ENGINEER( D & R ) Irrigation D:partment, Government of Punjab,
Chandigarh
Dmnc’ron ( C D ) ( Altarnate )
DEPUTV DIRYCTOR, STANDARDS Research, Designs & Standards Organization
( I3 & s )-I ( Ministry of Railways), Lucknow
ASSISTANT DIRECTOR, STAN-
DARDR ( B & S )-II ( Alternate )
SHRI D. I. DESAI Gammon India Ltd, Bombay
SHRI A. L. BHATIA ( Alternate )
SARI M. R. DOCTOR Special Steels Ltd, Bombay
SHRI S. G. JOSHI ( Alternate )
SH~I ZACHARIA GEORGE Structural Engineering Research Centre ( CSIR),
Madras
SBR~ G. V. SURYAKUMAR ( Alfernate )
SHRI V. K. GHANEI~AR Structural Engineering Research Centre ( CSIR 1,
Roorkee
SHRI D. S. PR.4KASH RAO ( Alternate )
( Continued on page 2 )
Q Copyight 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian CofpriehtA ct ( XXV 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.
IIS : 2090 - 1983
( Continued from page 1 )
Members Rejresen ting
SHRI V. GULATI Heatly & Gresham (India ) Ltd, New Delhi
SHRI P. K. GUPTE National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI N. C. JOIN Stup Consultants Ltd, Bombay
SHRI M. C. TAND~N ( Alternate )
SHR~ M. P. JASUJA Research & Development Centre for Iron and Steel
( SAIL ), Ranchi
SRRI A. JAYAQOPAI. Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. CHANDRASEKHARAN ( Alternate )
SRRI S. Y. KHAN Killick Nixon Ltd, Bombay
SHRI P. S. VENKAT ( Alternate )
SHRI M. N. KHANNA Bhilai Steel Plant ( SAIL ), Bhilai”
SHRI C-DASOIJPTA ( Ahernate )
SHRI H. N. KRISENA MURTEY Tor Steel Research Foundation in India, Calcutta
DR C. S. VISWANATHA ( Alternate’)
SHRI S. N. MANOHAR Tata Consulting Engineers, Bombay
SHRI N. NAQARAJ ( Alternate )
SHRI R. K. MATHUR Public Works Department, Lucknow
SHRI S. N. PAL M. N. Dastur & Co (P) Ltd, Calcutta
SHRI SALIL ROY ( Alternote )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SHRI P. V. NAIK ( Alternate )
SHRI T. SF_N IRC Steels Ltd, Calcutta
SHRI M. V. SHASTRY Roads Wing ( Ministry of Shipping and Transport )
SHRI SHIRISH H. SHAH Tensile Steel Ltd, Bombay
SHRI M. S. PATHAK ( Alternate )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RAOHAVENDRAN (Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate)
SHRI G. RAMAN, Director General,BIS ( Ex-o$cio Member )
Director ( Civ Engg )
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), ISI
218:2090-19s3
Indian Standard
SPECIFICATION FOR
HIGH TENSILE STEEL BARS USED IN
PRESTRESSED CONCRETE
( Firsr Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 14 March 1983, after the draft finalized by the
Joint Sectional Committee for Concrete Reinforcement had been
approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1962 to cover the requirements
of high tensile steel bars used in prestressed concrete. The present
revision has been taken up with a view to incQrporating modifications
found necessary as a result of experience gained in using this standard
both by manufacturers and users.
0.3 10 this revision, modifications have been incorporated in provisions
relatiig to tolerances, proof stress and relaxation test. The requirement
of young’s modulus has been deleted. Further S.I. units have been
adopted for specifying the various physical requirements in the standard
and references to various other Indian Sandards appearing in this
standard have been updated.
0.4 In the formulation of this standard, due weightage has been giveti to
international co-ordination among the standard 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
rounded off value should be the same as that of the specified value in
this standard.
*Rules for rounding off numerical values ( wised ).
3IS : 2090 - 1983
1. SCOPE
1.1 This standard covers the requirements for high tensile steel bars used
in prestressed concrete.
Z TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Bar - A rolled rod or bar of steel of circular cross-section.
2.2 Elongation - The increase in length of a tensile test specimen under
stress. The elongation at fracture is conventionally expressed as a
percentage of the original gauge length of the standard test specimen.
2.3 High Tensile Steel - Alloy steel having a tensile strength of not
less than 980 N/mm%.
2.4 Nominal Size - The dimension of the diameter of the bar.
2.5 Proof Stress - The stress which produces a residual strain
of 0.2 percent of the original gauge length ( non-proportional elongation ).
2.6 Tensile Strength - The maximum load reached in a tensile test
divided by the original cross-sectional area of the gauge length portion
of the test specimen.
3. MANUFACTURE AND CHEMICAL COMPOSITION
3.1 The steel shall be manufactured by the,open-hearth, electric, duplex,
acid bessem. er, basic oxygen ( LD ) process or a combination of these
processes with the addition of necessary alloying elements. In case any
other process is employed in the manufacture, prior approval of the
purchaser shall be obtained. The steel shall be hot rolled into bars and
subsequently processed to give the required physical properties. Where
the bars are threaded the thread shall be either cut or rolled. Threaded
ends shall be protected from corrosion and damage.
3.1.1 The ladle analysis of steel when made in accordance with the
relevant parts of IS : 228* shall show that steel contains not more than
0.050 percent of sulphur and not more than 0.050 percent of
phosphorus.
3.2 All finished bars shall be cleanly rolled to specified dimensions.
They shall be sound and free from splits, harmful surface flaws, rough,
jagged and imperfect edges; and other c’efects. Unless otherwise agreed
between the purchaser and the manufacturer, they shall not carry rust
or other matter to a degree likely to impair their adhesion in concrete.
*Methods for chemical analysis of steels (. second rcuisMn) ( being ‘issued in parts ).
4ISr2o!m-1983
4. NOMINAL SIZES
4.1 Bars shall be manufactured in the fcllowing nominal sizes:
10, 12, 16,20,22, 25,2&l and 32 mm.
5. TOLERANCES
!kl Nominal Size - The tolerance on the n,ominal size shall be
f O-5 mm for bars up to and including 25 mm and f 0.6 mm for bars
above 25 mm,
5.2 Mass - The tolerance on the mass of the finished bar shall be
i 5 percent for bars of diameter up to and including 16 mm and f 3
percent for bars above 16 mm.
NoTE - When ban are ordered by mass, the mass of the bars shall be calculated
on the basis that high tensile steel weighs 0.785 kg/cm’ of cross-sectional area per
metre run.
5.3 When necessary, other tolerances may be agreed between the
purchaser and the manufacturer.
6. PHYSICAL RRQmMENTS
6.1 The tensile strength, proof stress and alongation, when determined
in accordance with 7.2.2 shall be as given in Table 1.
TABLE I MECHANICAL PROPERTIES OF BARS
( ClwJI 8.1 )
CEABA~IaTlo RlEQIJnt~
Tensile strength, Ma 980 N/mm*
Proof strer Not less than 80 percent of the
minimum specified tenrile
strength
Elongation at rupture on a gauge 10 percent
length 965 r/A, Mia ( where
A k the area of crwetion )
6.2 Relaxation - The relaxation of stress in the bar, when tested in
accordance with 7.3, shall not exceed 49 N/mm8 at the end of 1000 hours.
Alternatively, the manufacturer shall provide proof that the quality of
bar supplied is such as to comply with this test requirement.
7. TRSTS
7.1 Selection of Test Specimens
7.1.1 All test specimens shall be of sufficient length for the specified
tests and may be cut either from the ends of the bars before cutting to
5IS : 2090 - I983
finished Agths or from any part of the bar in the presence of the
purchaser or his authorized representative.
7.1.2 Before the specimens are selected, the manufacturer or supplier
shall furnish the purchaser or his authorized representative with cop’ies
of mill records giving thi number of bars in each cast with sizes, marks,
etc, whereby the bars can be identified.
7.2 Tensile Test
7.2.1 The test specimens shall not be annealed or otherwise subjected
to heat treatment unless the bars from which they are cut are similarly
treated in which case the specimen shall be similarly and simultaneously
treated- with the bars before testing.
7.2.2 The tensile strength, proof stress and elongation shall be
determined in accordance with the methods specified in IS : 1608-
1972*.
NOTE - In cases where the manufacturingp roce-ssi ncludes cold working, test to
determine compliance with proof stress requirements need not be made within 48
hours of such cold working.
7.3 Constant Strain Relaxation Test - If required by the purchaser,
the manufacturer shall provide evidence from records of tests of similar
bars that the relaxation of stress from an initial stress of 70 percent of the
specified minimum tensile strength conforms to that specified in 6.2.
During the whole .period of test the temperature shall be maintained at
20 & 2°C. The initial load shall be applied in a period .of not more
than 5 minutes and shall then be held constant for a further period of
one minute. Thereafter no ad,justment of load shall be made, and the
load relaxation readings shall commence from the end of sixth minute.
On no account shall the test piece be overstressed. The number of
specimens tested shall be as agreed between the purchaser and the
manufacturer.
8. 8AMPLING AND CRITERIA FOR CONFORMITY
8.1 Scale of Sampling
8.1.1 Lot - In any consignment, all the high tensile steel bars of the
same size and manufactured from the same cast shall be grouped together
to conqtitute a lot.
8.1.2 The number of bars to be selected at random from the lot shall
depend upon the size of the lot and shall be in accordance with co1 1
and co1 2 of Table 2.
*Method for tensile testing of steel products_ (f;rsf retision ).
6IS : 2090- 1983.
TABLE 2 SIZE OF THE SAMPLE AND SUB-SAMPLE
( Clauses 8.1.2 and 8.2.3 )
LOT h-Z SIZE OF SAMPLE SIZE OF SUB-SAMPLE
(1) (2) (3)
up to 50 5 2
51 to 100 10 2
101 to 200 15 2
201 to 300 20 3
301 to 500 30 3
501 and above 40 5
8.2 Number of Tests
8.2.1 All the bars selected as in 8.1.2 shall be examined for freedom
from defects (see 3.2 ) and tolerance on nominal size and mass
( see 5 ).
8.2.2- Requisite material from any one of the bars in the lot shall be
subjected to chemical analysis ( see 3.1.1 ).
8.2.3 The number of bars to be subjected to the tensile test ( see 7.2 )
shall be equal to the size of the sub-sample as given in co1 3 of Table 2.
8.3 Criteria for Conformity
8.3.1 The lot shall be considered as conforming to the requirements of
this specification if the conditions mentioned in 8.3.2 to 8.3.5 are
satisfied.
8.3.2 The number of bars failing to satisfy one or more of the
requirements specified in 4 and 6 shall not exceed the corresponding
permissible number given below:
Size of Sample Permissible Number
5 0
10 1
15 1
20 2
30 3
40 3
8..3.3 The results of chemical analysis for phosphorus and sulphur
content on the samp.le tested shall satisfy the requirements given under
7IS : 2090 - 1983
3.1.1 If the test results for any of the characteristics fail to satisfy the
corresponding requirements, two more rests for that characteristic shall
be done and both these test results shall satisfy the requirements for that
characteristic.
8.3.4 For physical requirements except proof stress, the mean and the
range of the test results obtained for the various characteristic shall satisfy
the appropriate condition(s) given below:
*a) ( Mean + 0.6 Range ) shall be less than or equal to the maximum
specification limit.
b) ( Mean - 0.6 Range ) shall be greater than or equal to the
minimum specification limit.
8.3.5 For proof stress, all the test specimens shall satisfy the require-
ments of the characteristic.
9. DELIVERY, INSPECTION AND TESTING FACILITIES
9.1 Unless .otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-
1967*.
9.2 No material shall be despatched from the manufacturers’ or suppliers’
premises prior to its being certified by the purchaser or bib authorized
represehtative as having fulfilled the tests and requirements laid down in
this standard exceot where the bundle or coil containing the wire is
marked with the IS1 Certification Mark.
9.3 The purchaser or his authorized representative shall be at liberty to
inspect and verify the steel maker’s certificate of cast analysis at the
premises of the manufacturer or supplier; when the purchaser required
an actual analysis of finished material, this shall be made at a place
agreed to between the purchaser and the manufacturer or supplier.
9.4 Manufacturer Certificate - In the case of bars which have not
been inspected at the manufacturer’s works, the manufacturer or supplier,
as the case may be, shall supply the purchaser or his authorized represen-
tative with the certificate stating the process of manufacture and test
sheets signed by the manufacturer giving the result of each mechanical
test applicable to the material, and the chemical co’mposition if required.
Each test sheet shall indicate the number or identification mark to be
found on the material.
9.5 When test for relaxation is required to be carried out, the cost of
testing shall be borne by the purchaser.
*General requirements for the supply of.metallurgical materials (Jrrst rrdsiaa ).
8 .-IS : 2090 - 1983
10. IDENTIFICATION AND MARKING
10.1 The bar manufacturer shall attach to every bundle a suitable metal
lag M’hich shall bear the manufacturer’s name, the size of the bar, the
lrpat number of the cast from which the bars have been rolled and the
(I(-signation of the standard. All bars or bundles of bars shall be marked
in SLICESa way that it is possible to trace all finished bars to the cast from
\\h ich 1h ry were made.
10.1.1 Each bar or the metal tag attached to every bundle of bars may
also br marked with the Standard Mark.,
NOTE - The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Qandards Act, 1936 and the Rules and Regulations made there-
under. The Standard Mark on products covered by an Indian Standard conveys
rhe assur.inse 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 alqo continuously checked by BIS for conformit;r to that
standard a< 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
he obtained from the Bureau of Indian Standards.
9BUREAU 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 1375
I
*Eastern : 1 /14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktoia, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 2 18 43
CHANDIGARH 160036 I 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 ), 632 92 95
BOMBAY 400093
Branch Offices:
#Pu.shpak’. 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 ~60058 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 IO83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
‘,! 1; ;;
117/418 B Sarvodaya Nagar, KANPUR 208005
{ 21 82 92
Patliputra Industrial Estate, PATNA 800013 6’23 05
T.C. No. ‘l4/1421. 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,1 322 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India--
i988
AMENDMENT NO. 1 JULY
TO
IS:2090-1983 SPECIFICATION FOR HIGH TENSILE
STEELBARS USED IN PRRSTRRSSED CONCRETE
(First Revision)
(Page 4, clause 3.2, third sentence) -
Substitute the following for the existing matter:
'Unless otherwise agreed between the purchaser and
the manufacturer or supplier the bars shall not
carry on its surface lubricants, rust or other
matter to a degree likely to impair its adhesion to
concrete.*
(BSMDC 8) Reprography Unit, BIS, New Delhi. India
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12583.pdf
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IS : 12583 - 1988
(Reaffirmed1998)
Edition1.2
(1999-04)
Indian Standard
SPECIFICATION FOR CORRUGATED
BITUMEN ROOFING SHEETS
(Incorporating Amendment Nos. 1 & 2)
UDC 69.024.153.3:691.165-417.2
© 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 4IS : 12583 - 1988
Indian Standard
SPECIFICATION FOR CORRUGATED
BITUMEN ROOFING SHEETS
0. F O R E W O R D
0.1This Indian Standard was adopted by the eaves and the maximum overhang of sheets
Bureau of Indian Standards on 20 December should be restricted to 75 mm.
1988, after the draft finalized by the Flooring 0.4This edition 1.2 incorporates Amendment
and Plastering Sectional Committee had been No. 1 (January1993) and Amendment No. 2
approved by the Civil Engineering Division (April1999). Side bar indicates modification of
Council. the text as the result of incorporation of the
0.2These sheets can be used for temporary amendments.
applications for limited duration. Proper 0.5For the purpose of deciding whether a
installation methods as suggested by the particular requirement of this standard is
manufacturer shall be followed and it is compiled with, the final value, observed or
recommended that due caution should be calculated, expressing the result of a test, shall
exercised in their use under extreme climatic be rounded off in accordance with IS:2-1960*.
conditions. The number of significant places retained in
0.3Purlins provided for bitumen roofing sheets the rounded off value should be the same as
shall not sag under its own weight during its that of the specified value in this standard.
life period and shall be spaced 550 mm centre
to centre. Purlins should also be provided on *Rules for rounding off numerical values (revised).
1. SCOPE 3.2The permissible tolerances on dimensions
specified in 3.1 shall be as follows:
1.1This standard specifies the requirements of
corrugated bitumen roofing sheets used as light
roofing material. Dimensions Tolerances
mm
2. MATERIALS
Length ± 5
2.1The bitumen used shall conform to IS 73:
1992*. Width ± 20
2.2The paper board used in the manufacture of
bitumen roofing sheets shall conform to the
NOTE—The thickness of the sheets shall be taken as the
average of six measurements along the width and shall
requirements given in Table 1.
be measured with screw gauge having an anvil of 9 mm
3. DIMENSIONS AND TOLERANCES diameter. The tolerance in thickness shall be +1 mm.
0
3.1The standard size of the sheets shall be as
4. MASS
follows:
Length Width Thickness Depth of Pitch of
4.1The mass of the sheets shall conform to
(mm) (mm) (mm) Corruga- Corru-
those given in Table 2.
tion (mm) gation
(mm)
5. PHYSICAL REQUIREMENT
1200 750 3 to 5 35 90
1800 900 3 to 5 35 90 5.1The sheets shall conform to the requirements
given in col 3 of Table 3 when tested in accordance
*Specification for paving bitumen (second revision). with the provisions given in col 4.
TABLE 1 REQUIREMENTS OF PAPER BOARD
(Clause 2.2)
SL NO. CHARACTERISTIC REQUIREMENT METHOD OF TEST
(1) (2) (3) (4)
i) Thickness, mm 3 to 5 7 of IS:1060 (Part 1)-1966*
ii) Weight, kg/m2 for 3 mm thick 1.50 6 of IS:1060 (Part 1)-1966*
for 4 mm thick 2.00
for 5 mm thick 2.50
iii) Ash content, percent 7 11 of IS:1060 (Part 1)-1966*
iv) Tensile strength, kg/cm2 25 12 of IS:1060 (Part 1)-1966*
v) Breaking load for 300 mm span, 60 kg
750 mm width Appendix D
*Methods of sampling and test for paper and allied products:Part 1 (revised).
1IS : 12583 - 1988
TABLE 2 WEIGHT OF SHEETS a)Name of the manufacturer or his trade
(Clause 4.1) mark;
SL NO. SIZE THICKNESS MASS
b)Batch No. and month and year of
(1) (2) (3) (4)
manufacture; and
mm mm kg
c)Dimensions.
i) 1200 × 750 3 3 ± 0.2
4 4 ± 0.2 8.1.1Each sheet may also be marked with the
5 5 ± 0.2
standard Mark.
ii) 1800 × 900 3 5.4 ± 0.2
4 7.2 ± 0.2 NOTE—The use of the Standard Mark is governed by
5 9.0 ± 0.2 the provisions of the Bureau of Indian Standards Act,
1986 and the Rules and Regulations made thereunder.
6. FINISH
The Standard Mark on products covered by an Indian
6.1The sheets shall have true shape, good Standard conveys the assurance that they have been
appearance and shall be free from visible produced to comply with the requirements of that
standard under a well defined system of inspection,
defects. The corrugations shall be true and
testing and quality control which is devised and
regular. The edges of the sheets shall be
supervised by BIS and operated by the producer.
straight and clean. External surface of the Standard marked products are also continuously
sheets shall be painted. checked by BIS for conformity to that standard as a
further safeguard. Details of conditions under which a
7. PACKING licence for the use of the Standard Mark may be granted
7.1The sheets shall be packed in accordance to manufacturers or producers may be obtained from
the Bureau of Indian Standards.
with the usual trade practice to avoid damage,
discoloration, deformation, etc. 9. SAMPLING AND CRITERIA FOR
CONFORMITY
8. MARKING
9.1The procedure of sampling and criteria for
8.1Each package shall be legibly and indelibly
conformity shall be as given in Appendix M.
marked with the following information:
TABLE 3 REQUIREMENTS OF CORRUGATED BITUMEN ROOFING SHEETS
(Clause 5.1)
SL. NO. CHARACTERISTIC REQUIREMENT METHOD OF TEST, REF TO
APPENDIX
(1) (2) (3) (4)
i) Bitumen content 50 ± 5 percent A
ii) Uniformity of Bitumen content in outer and central layers of B
impregnation the sheet shall not vary by more than 5 percent
iii) Ash content Shall not bc more than 10 percent C
iv) Breaking load 100 kg (1 000 N), Min for all thicknesses D
v) Water absorption Shall not be more than 8 percent E
vi) Impermeability No water or moisture on the lower surface of the F
test specimen shall be visible or felt
vii) Impact resistance Shall not tear, break or crack G
viii) Wet load bearing The specimen shall not crack and sag and shall H
capacity recover from the deflection, if any
ix) Accelerated Shall be free from cracks, colour change or any J
weathering other surface defects. There shall be no change
(type test) in flexibility and overall appearance when
compared to unexposed sheets
x) Temperature a) Shall bc no softening or any apparent change K
susceptibility of colour, finish, etc
b) Shall not crack or deform
APPENDIX A
[ Table 3, Sl No. (i) ]
DETERMINATION OF BITUMEN CONTENT
A-1. OBJECT A-2.3Balance—capable of measuring to
0.001 g.
A-1.1To determine the percentage of bitumen
content in corrugated bitumen roofing sheets. A-2.4Mineral Turpentine—colourless.
A-2. APPARATUS AND REAGENTS A-2.5Benzene
A-2.1Glass Beaker—600 ml capacity. A-3. TEST SAMPLES
A-2.2Circulating Air Oven—having A-3.1Two test samples (about 0.5 g each) of
thermoplastic control that shall maintain a very small pieces of sheets after removal of the
temperature of 60 ± 2°C. top painted layer.
2IS : 12583 - 1988
A-4. PROCEDURE oven maintained at a temperature of 60°C.
Wash and dry the test pieces and weigh again.
A-4.1Weigh the pieces to nearest 0.1 g and
place them in the glass beaker. Add 250 ml
A-5. REPORT
colourless mineral turpentine. Stir with a glass
rod and allow it to stand for 24 h. Decant the A-5.1The loss in mass shall be expressed as a
supernatant liquid. Add 20 ml of benzene to the percentage of original mass and the average
residue and shake the beaker. Decant the value of two test samples recorded to the
benzene after 2 h and dry the beaker in the nearest 0.1 percent shall be recorded.
A P P E N D I X B
[ Table 3, Sl No. (ii) ]
DETERMINATION OF UNIFORMITY OF IMPREGNATION
B-1. OBJECT b)Small pieces (about 0.5 g) of the central
layer of the sheet.
B-1.1To determine asphalt content in the
outer and central layers of the sheets.
B-4.PROCEDURE
B-2. APPARATUS
B-2.1The apparatus and reagents shall bc the B-4.1Determine the asphalt content of two
same as given in A-2. layers separately in accordance with the
procedure given in A-4.
B-3. TEST SPECIMENS
B-3.1The test specimen shall consist of:
B-5. REPORT
a)Small pieces (about 0.5 g) of the last but
one layer (first below the painted layer) of B-5.1The difference of asphalt content in the
the sheet. two layers shall be reported.
A P P E N D I X C
[ Table 3, Sl No. (iii) ]
DETERMINATION OF ASH CONTENT
C-1. OBJECT C-4. PROCEDURE
C-1.1To determine the ash content in
C-4.1Transfer the piece into silica crucible and
weigh. Cover the crucible with a lid and ignite
corrugated asphaltic roofing sheets.
to constant mass.
C-2. APPARATUS
C-5. CALCULATION
C-2.1 Silica Crucible
C-5.1Calculate the ash content as follows:
Mass of ash
C-3. TEST SAMPLE Ash content = ------------------------------------×100
Mass of piece
C-3.1Two test samples (about 1 g each) of very C-5.2The average value of two test samples
small piece of the sheet after removing the top calculated to the nearest 0.1 percent shall be
painted surface. recorded.
A P P E N D I X D
[ Table 3, Sl No. (iv) ]
DETERMINATION OF BREAKING LOAD
D-1. OBJECT be at right angle to the direction of corrugation
of the sheets. A third wooden piece of 225 mm
D-1.1To determine the load at failure for
width for application of load to the test piece
corrugated asphaltic roofing sheets.
shall be provided.
D-2. APPARATUS
D-3. TEST SPECIMEN
D-2.1Two rigid and hard parallel wooden
D-3.1Three test pieces each of length and
supports of 150 mm depth and 75 mm width
width same as the original sheet.
with a clear span of 600* mm shall be provided
for supporting the test piece. The supports shall D-4. PROCEDURE
D-4.1Support the test piece on two parallel
*Clear span is reduced to 300 mm when paper board is wooden supports. Place the third wooden piece
tested.
3IS : 12583 - 1988
over the test sample at a position midway The load at failure shall be noted.
between and parallel to the supports (see
D-5. REPORT
Fig.1). Apply the load slowly and gradually
D-5.1The average of all the three
with common building bricks till failure occurs.
determinations shall be reported.
FIG. 1 APPARATUS FOR DETERMINING BREAKING LOAD FOR 600 MM SPAN
A P P E N D I X E
[ Table 3, Sl No. (v) ]
DETERMINATION OF WATER ABSORPTION
E-1. OBJECT E-3. PROCEDURE
E-3.1Weigh the test piece and immerse
E-1.1To determine the percentage water completely in distilled water at a temperature
absorption of corrugated asphaltic roofing of 27 ± 2°C for 24 h. Immediately after removal
sheets. from water, the surface of the test piece shall be
wiped dry and then weighed.
E-4. REPORT
E-2. TEST SPECIMEN
E-4.1The increase in mass shall be calculated
as the percentage increase on the original mass
E-2.1Five test pieces each measuring and the average value of five determinations
100×100 mm shall be cut from different sheets. shall be reported to the nearest 0.1 percent.
A P P E N D I X F
[ Table 3, Sl No. (vi) ]
DETERMINATION OF IMPERMEABILITY
F-1. OBJECT tube shall be done at the centre of the valley.
Place the glass tube and the test specimen over
F-1.1To determine the impermeability of
the glass beaker and hold the glass tube
corrugated asphaltic roofing sheets.
vertically with the help of clamp and stand (see
F-2. TEST SPECIMEN Fig. 2). Fill the tube with water to a height of 300
F-2.1Five test pieces measuring 50 × 50 mm mm and ensure that water does not leak through
shall be cut from the flat portion of different the sealing. Maintain the level by adding few
sheets. drops of oil at the top of the water column. Allow
it to stand and examine the lower surface of the
F-3. APPARATUS test piece after 24 h. Perform the test at 27 ± 2°C
F-3.1Transparent Glass Tube—600 mm and 65 ± 5 percent relative humidity.
long and 25 mm internal diameter.
F-3.2Glass Beaker—100 ml capacity. F-5. REPORT
F-3.3Clamp and Stand—To support the F-5.1Record the formation of drops of water or
glass tube. traces of moisture at the under surface of the
test piece.
F-4. PROCEDURE
F-4.1Seal one end of the glass tube to the middle F-5.1.1Average of all determinations shall be
of the test piece by epoxy resin. The sealing of the reported.
4IS : 12583 - 1988
FIG. 2 APPARATUS FOR TESTING IMPERMEABILITY OF SHEET
A P P E N D I X G
[ Table 3, Sl No. (vii) ]
DETERMINATION OF IMPACT RESISTANCE
G-1. OBJECT G-4. PROCEDURE
G-1.1To determine the resistance to impact of
G-4.1Fix the sheet on the wooden purline at
corrugated asphaltic roofing sheets.
30° slope. Drop the steel ball on the surface of
G-2. TEST SPECIMEN the sheet midway between the supports from a
height of 1500 mm. The steel ball shall be
G-2.1Five full size sheets.
dropped once.
G-3. APPARATUS
G-5. REPORT
G-3.1Wooden purlins of size 50×50 mm, span
600 mm and a steel ball of 3 kg shall be provided. G-5.1Report for any tearing of the sheets
A P P E N D I X H
[ Table 3, Sl No. (viii) ]
DETERMINATION OF WET LOAD BEARING CAPACITY
H-1OBJECT H-4. PROCEDURE
H-4.1Fix the sheet on the purlin frame as
H-1.1To examine the load bearing capacity of
shown in Fig. 4 and apply uniformly 50 litres
corrugated asphaltic roofing sheets under wet
distributed sand load on the sheet to a total
conditions.
weight of 200 kg. Pour water slowly over the
entire area of the sheet until it begins to ooze
H-2. TEST SPECIMEN
out of edges of the frame containing the sand.
Rewet the sand continuously to maintain a
H-2.1Two full size sheets.
fairly uniform moisture content. Carry out the
H-3. APPARATUS test for seven days.
H-5. REPORT
H-3.1Wooden purlin supporting frame—
dimensions as shown in Fig. 3. H-5.1Record any formation of moisture and
cracks on the under surface of the sheet. Average
H-3.2Natural sand—of 200 kg. of two determinations, shall be reported.
5IS : 12583 - 1988
FIG. 3 WOODEN PURLINS SUPPORTING FRAME FOR TESTING WET LOAD BEARING CAPACITY
FIG. 4 ASSEMBLY FOR TESTING THE WET LOAD BEARING CAPACITY
A P P E N D I X J
[ Table 3, Sl No. (ix) ]
DETERMINATION OF ACCELERATED WEATHERING
J-1. OBJECT J-4. PROCEDURE
J-1.1To evaluate the effect of sunlight and water J-4.1Expose the test specimen for 2000 hours
on the surface coating of asphaltic sheets and also in the weatherometer under alternate cycles of
to examine the overall condition of the material. wetting and drying. The cycles shall consist of
18 min of water spray and sunlight and
J-2. TEST SPECIMEN
102min of light.
J-2.1Five test pieces measuring 300 × 300 mm
J-5.REPORT
shall be cut out from different sheets.
J-5.1Report for cracks, colour change,
J-3. APPARATUS
flexibility, determination, sagging or any other
J-3.1Weatherometer—A carbon electrode, surface defects as compared to unexposed sheets.
twin arc type. Average of five determinations shall be reported.
6IS : 12583 - 1988
A P P E N D I X K
[ Table 3, Sl No. (x) ]
DETERMINATION OF TEMPERATURE SUSCEPTIBILITY
K-1. OBJECT K-4.PROCEDURE
K-1.1To examine the effect of high
K-4.1Place the test specimens in the oven
temperature on the asphaltic sheets.
maintained at a temperature of 50°C for 7 days.
K-2. TEST SPECIMEN Remove the sample from the oven.
K-2.1Five test pieces each measuring 300 ×
K-5. REPORT
300 mm shall be cut from the different sheets.
K-3. APPARATUS K-5.1Examine the test pieces and report for any
softening or apparent change in colour, finish or
K-3.1Circulating Air Oven—Having
cracking or any other deformation. Average of
thermostatic control that can maintain a
five determinations shall be reported.
temperature of 50 ± 2°C.
A P P E N D I X M
(Clause 9.1)
SAMPLING AND CRITERION FOR CONFORMITY
M-1. LOT defective sheet. If the number of defective
sheets found in the sample is less than or equal
M-1.1All the corrugated asphaltic roofing
to the corresponding number as specified in
sheets manufactured from same batches of
col3 of Table 4, the lot shall be considered as
asphalt and paper board under relatively
satisfying the requirements of visual and
similar conditions of manufacture shall
dimensional characteristics. However, if the
constitute a lot
number of defective sheets in the sample is
M-1.2Each lot shall be taken up individually greater than the corresponding permissible
for sampling and for determining its conformity number of defectives, the lot shall be deemed as
to the requirements of this specification. For not satisfying the visual and dimensional
this purpose, the samples shall be taken at requirements.
random. For random, selection, the procedure
for simple random sampling as given in M-3.SCALE OF SAMPLING AND
IS:4905-1968* may be adopted. CRITERIA FOR CONFORMITY FOR THE
REMAINING REQUIREMENTS OTHER
M-2.SCALE OF SAMPLING AND
THAN WET LOAD BEARING CAPACITY,
CRITERIA FOR CONFORMITY FOR
ACCELERATED WEATHERING AND
VISUAL AND DIMENSIONAL
TEMPERATURE
REQUIREMENTS
M-3.1The lot which has been found satisfactory
M-2.1The number of sample sheets to be
in M-2.1 in respect of visual and dimensional
selected from a lot shall depend upon the size of
requirements shall be subjected to the
the lot and shall be in accordance with col 1
remaining tests except for wet load bearing
and2 of Table 4.
capacity, accelerated weathering and
M-2.2All the sheets selected in M-2.1 shall be temperature susceptibility. The sheets for this
examined for visual and dimensional purpose shall be taken at random from those
characteristics. Any sheet failing in any one or already drawn in M-2.1. Each of these tests shall
more of the visual and dimensional be carried out on sub-sample No. 1 in accordance
requirements shall be considered to be a with col 4 of Table 4.
*Methods for random sampling.
TABLE 4 SCALE OF SAMPLING
(Clauses M-2.1, M-2.2, M-3.1 and M-3.4)
NUMBER OF SHEETS NUMBER OF SAMPLE PERMISSIBLE SIZE OF SIZE OF
IN THE LOT SHEETS FOR VISUAL NUMBER OF SUB-SAMPLE SUB-SAMPLE
AND DIMENSIONAL DEFECTIVES NO.1 NO.2
REQUIREMENTS
(1) (2) (3) (4) (5)
Up to 25 8 0 3 *
26 to 100 13 0 3 *
101 to 500 20 1 3 1
501and above 32 2 5 2
*Test certificate from the manufacturer required for the acceptance of the lot.
7IS : 12583 - 1988
M-3.2In respect of each of the measurable less than or equal to the maximum specified
requirements like asphalt content, uniformity limit.
of impregnation, ash content, breaking load
M-3.3In respect of each of the requirements of
and water absorption, from the test results the
permeability, impact resistance and wind
sample mean (x)and the sample range (R,
resistance, all the sheets in the sub-sample
that is, the maximum result—the minimum
No.1 shall be required to pass individually for
result) shall be computed.
the acceptance of the lot.
M-3.2.1The minimum specified limit shall be
M-3.4For wet load bearing capacity, accelerated
deemed to have been satisfied if (x–0.6R) is
weathering and temperature susceptibility, the
greater than or equal to the minimum specified
number of sheets to be tested are indicated in
limit.
sub-sample No. 2 in col 5 of Table 4. Each sample
M-3.2.2The maximum specified limit shall be tested for this requirement shall be required to
deemed to have been satisfied if (x+0.6R) is pass the test for the acceptance of the lot.
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 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:CED 5
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 January 1993
Amd. No. 2 April 1999
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_8.pdf
|
IS : 6932 ( Part VIII ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART VIII DETERMINATION OF WORKABILITY I
(Second Reprint APRIL 1990 )
1
UDC 691’51 : 666’92’015’3
Q Copyrfghf 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 1 February 1974ISt693!4(PartvllI)-1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART VIII DETERMINATION OF WORKAl$lLlTY
0. FOREWORD
0.1 This Indian Standard ( Part VIII ) 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 build-
ing 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 workability 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 VIII ) covers the method of test for determination
of workability of building limes.
2. GENERAL
i 2.1 Preparation of the Sample -The sample shall be prepared in
accordance with 7.2 of IS : 712;1973t.
2.2 The distilled water ( see IS : 1070-1960: ) shall be used where use of
water as a reagent is intended.
*Rulu for roundingo ff numerical values (rnrisrd).
tSpecilication for building limer ( second m&ion ).
@pecification for water, distilled quality ( rmlscd). ( Si revised ).
.
@G@ri& 1974
BUREAU OF INDIAN STANbARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS t 6932 ( Part VIIl ) -1973
3. TEST FOR WORKABILlTY
3.1 Apparatna
3.1.1 The apparatus shall consist of a standard flow table and a truncated
conical metallic mould. ( Se6 Fig. 1 )
3.1d.l The standard flow table ( SCGF ig. 1 ) shall consist essentially
of a horizontal smooth table top made of mild steel, ground and polished
on the surface. The table top shall be 30 cm in diameter and 3 mm thick
mounted on a vertical shaft, which can be raised and then allowed to fall
freely by a cam, the fall being exactly 12.5 mm. A cast iron rim 25 mm
square in cross-section and 300 mm external diameter shall be securely fixed
under the edge of the table top with 6 rivets spaced symmetrically apart.
Three circles having diameters of 70, 110 and 190 mm respectively shall be
engraved on the surface of the table and concentric with it. The engraved
lines shall be filled with wax polished flush with the surface of the metal.
The length of fall shall be as de&red by a shoulder on the shaft coming in
contact with the top of the cast iron to steel body of the instrument, the
contact being, therefore, metal to metal. The total mass of the moving part
( table top, loading rim, sh&, etc) flee to fall, shall be approximately 7 kg.
The mass of the body, with cam shaft and cam handle, etc shall be approxi-
mately 19 kg.
3.1.1.2 The flow table shall stand unattached in the centre of a brick,
stone or concrete pier at least 35 cm square, built on a firm foundation, and
upon which the base of the table shall stand firmly without any trace of
rocking or chattering. The height of the pier shall be 80 cm and its top
shall consist of 5 cm thick sand-cement mortar ( 3 : 1 ) with its surface
finished smooth with a steel trowel.
3.1.1.3 The mould for preparing the test specimen shall consist of a
truncated conical mould of sheet metal with internal diameter of 40 cm at
its narrower end, an internal diameter of 65 cm at its wider end and 9-O cm
in height. Its inside and the ends shall be smooth. In addition, the ends
shall be plane.
3.2 Preparation of Sample
33.1 In case of quicklime the putty shall be prepared in accordance with
3.2 of IS : 6932 ( Part VI ) - 1973*.
3.2.2 In the case of hydrated lime, the lime putty shall be prepared by
thoroughly mixing the hydrated lime with an equal mass of clean water at a
temperature of 27 f 2’C, 24 hours before the subsequent operations. A
convenient quantity of hydrated lime ,to be taken for this purpose shall be
500 g. At the expiry of 24 hours the soaked material shall be thoroughly
*Methods of tests for building limes Part VI’btednation of vohmc yield of
qnicklime.
218:6932(Partvm)-1973
TRUNCATED CONICAL
MOULD
_,d----300 8----l i-3 x
I
RIVETS EQUALLY 1 !i
SPACED
I
SECTION XX
All diiiom in millimetra.
Fro. 1 STANDARD FLOW TABLE AND TRUNCATED CONICAL MOULD
mixed and knocked up to produce a plastic putty. A mixer of the type
given in IS : 1625.1971* shall be used for the ‘ knocking up ‘, the material
being passed twice through this mixer.
3.2.3 The specimen of material for testing shall be prepared by filling the
metallic motild specified under 3.1.13 such that no air bubbles or voids are
retained inside. Before each test the mould shall be rinsed out with clean
water, allowed to’drain and shaken to remove superfluous water.
Wade of practicef or pqaration of limem ortarf oru se in buildinga(J rrrtr &ion ) .
3r9:6932(PartvxII)..l973
3.2.4 The lime putty prepared in accordance with 3.2.1 or 3.2.2, shall be
adjusted to standard plastering consistency, which shall be that indicated
by an average spread of the lower part of the lime putty to 11-O cm with a
permissible deviation of not more than O-1 cm, when subjected to one bump
on the standard flow table. When first tested if-the consistency is too stiff,
more water shall be added, and if too wet, a small portion of the water shall
be withdrawn by placing the material for a short period on a clean absorbent
surface. The test for workability shall then be carried out immediately as
described in 3.4:
3.3 Temperature for Testing - The temperature of the material under
test and of the flow table and immediate surroundings shah be maintained
at 27 f 2°C during the test.
3.4 ProcadIue ”
3.4.1 The shaft and shoulder of the standard flow table shall be carefully
wiped clean and the shaft oiled with a few drops of thin mineral oil. The
top of the table shah be clean and completely dry. The cone of material
prepared in accordance with 3.2.3 shall be applied to the centre of the table
with the aid of the mould and the mould carefully withdrawn. No substan-
tial amount of the material under test shall remain adhering to the interior
of the mould after removal. Otherwise the test shall be invalidated and shall
be repeated.
3.4.2 The handle of the flow table shall be turned steadily and evenly
at the rate of approximately one turn 2er second, without jerking or lingering
at any point in a revolution. The average spread of the material shall be
determined by measuring three diameters at approximately 60” apart and
taking the average. Care shall be taken to avoid any undue exposure of
the material.
3.5 Evaluation - The ,workability shall be estimated by noting the number
of bumps required to attain an average spread to 190 mm, the material
having been already adjusted to #andard consistency as indicated
under 3.2.4 by the spread after one bump to 110 mm.
4BUREAU 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 Marg, 331 01 31
NEW DELHI-110002 [ 3311375
*Eastern : 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 C 31641
(-41 24 42
Southern : C. I. T. Campus, MADRAS 600113
I:: ‘2: ::
twestern : Manakalaya, E9 MIDC, Marol, Andheri (East), ,6 32 92 95
BOMBAY 400093
Branch ORices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AH MEDABAD 380001 [ 26349
*Peenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
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
RI 4 Yudhister Marg, C Scheme, JAIPUR 302005
1 69832
21 68 76
1171418 B Sarvodaya Nagar, KANPUR 208005
1 21 82 92
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayam 6 21 04
TRIVANDRUM 695035 1 621 17
Inspection Office (With Sale Point) :
Pushpanjali, 1st Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 52435
PUNE 411005
*Sales Offke in Calcutta is at 5 Chowringhee Approach, P.O. Princep 27 68 00
Street, Calcutta 706672
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
Printed at Simco Prlntlng Prrrr, Delhi, India
|
10837.pdf
|
IS : 10837 - 1984
Indiun Standard
SPECIFICATION FOR MOULDS AND
ACCESSORIES FOR DETERMINATION OF
DENSITY INDEX ( RELATIVE DENSITY ) OF
COHESIONLESS SOILS .
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Represenfing
DR JAODISH NARA~N Association of Indian Universities, New Delhi
Members
SHBI I’. D. A~ARWAL Public Works Department, Govt of Uttar Pradesh,
Lucknow
SHRI B. L. D~AWAN ( Alternate )
PROF ALAM SIN~H University of Jodhpur, Jodhpur
SHRI B. ANJIAH Engineering Research Laboratories, Government of
Andhra Pradesh. Hvderabad
SBRI E. M. BENJAMIN Concrete Association of India, Bombay
SHRI N. C. DUCGAL ( Alternate )
CHIEF ENQINEEn ( IPRI ) Irrigation Department, Government of Punjab,
Chandiaarh
DIBECTOR ( DAM ) ( Alternate )
SHRI -4. G. DASTID.IR In personal capacity ( 5 Hungerford court,
12/l, Hungerford Street, Calcutta )
DR G. S. DIIILLON Indian Grotechnical Society, New Delhi
DIRECTOI~ Central Soil 8; Materials Research Station,
New Delhi
DEPUTY DIRECTOR I\ A~~lte rnafe 1
DIRECTOR, IRI ’ Irrigation Department, Government of
Uttar Pradesh, Roorkee
S~IRI A. H. DIVANJI Asia Foundations and Construction (P) Ltd, Eombay
SH~I A. N. JANGLE ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee; a& Institute of
Engineers ( India ), Calcutta
SHXI S. GUPTA Cemindia Company Limited, Bombay
SHRI N. V. DE SOUSA ( Alternate )
SHRI M. IKE&WAR Engineers India Limited, New Delhi
SXEI ASHOK K. JAIN @G. S. Jain and ./ \ssociates, Roorkce
SHRI VIJAY K. JAIN ( Alternate)
( Continued on page 2 )
-.
I
Copyright 1985
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 ~10837- 1984
( Continued from page 1 )
Members Representing
JOINT DIRECTOR RESEARCH Ministry of Railways
( GE )-I, RDSO
JOINT DIRECTOR RESEARCH
( GE )-II RDSO ( Alternate )
LT Cor, V. K. KANITKAR Ministry of Defence ( Engineer-in-Chief’s Branch )
SHRI 0. I’. MAL~IOTRA Public Works Department, Chandigarh Administra-
tion, Chandigarh
SHRI D. R. NARAHARI Central Building Research Institute ( CSIR ),
Roorkee
SHRI V. S. A~ARWAL ( Alternate )
SnRI T. K. NATARAJAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI RANJIT SIN~R Ministry of Defence ( R & D )
SIIRI P. D. DESHPANDE ( Alternafe )
DR G. V. RAO Indian Institute of Technology, New Delhi
UR K. K. GUPTA ( Alternate )
RESEABC~~ OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SECRETARY Central Board of Irrigation, and Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SHRI N. SIVACRJRU Roads Wing ( Ministry of Shipping and Transport )
SHRI P. R. KALRA ( Alternate )
SRRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
DR N. SOM Jadavpur University, Calcutta
SHRI N. S~FBRAHANYAM Karnataka Engineering Research Station,
Krishnarajasagar
SUPERINTXNDING ENGINEER Public Works Department, Government of
Tamil Nadu
( ‘,222vr ENGINEER
( SMRD ) ( Alternate )
SRRI H. C. V~RMA All India Instrument Manufacturers and Dealers
Association, Bombay
&RI H. K. GUHA ( Alternate )
SRRI G. RAMAN, Director General, ISI ( Ex-o#cio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Senior Deputy Director ( Civ Engg ), IS1
( Continued on pugs 11 )IS :10837- 1984
Indian Standard
SPECIFICATION FOR MOULDS AND
ACCESSORIES FOR DETERMINATION OF
DENSITY INDEX ( RELATIVE DENSITY ) OF
COHESIONLESS SOILS
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards
Institution on 23 April 1984, after the draft finalized by the Soil
Engineering and Rock, Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2T he Indian Standards Institution has already published a series of
standards on methods of testing soils. It has been recognized that rehable
and inter-comparable test results can be obtained only with standard
testing equipment capable of giving the desired level of accuracy. The
Sectional Committee has, therefore, decided to brmg out a series of
specifications covering the requirements of equipment used for testing
soils to encourage its development and manufacture in the country.
0.3 The equipment covered in this standard is used in the apparatus for
determination of density index of cohesionless of soils covered in IS : 2720
( Part 14 )-1983*, using vibratory table.
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 : 2-1 9607. 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
1.1T his standard covers the details of two types of moulds, guide
sleeves surcharge base plate with handle and surcharge weights used for
*Methods of test for soils: Part 14 Determination of density index ( relative
density ) of cohesionless soils (first revision ).
Rules for rounding off numerical values ( revised1 .
3IS:10837- 1984
the laboratory determination of density index ( relative density ) of
cohesionless free draining soils using vibratory table.
2. DIMENSIONS
2.1 Dimensions with tolerances of different equipment shall be as detailed
in Fig. 1 to 5. Except where tolerances are specifically mentioned against
the d’imensions, all dimensions shall be taken as nominal dimensions and
tolerances as given in TS : 2102 ( Part 1 )-1980* ( medium class ).
3. MATERIALS
3.1 The materials of construction of the various equipment shall be as
given in Table I.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT COMPONENTS
SL EQUIPMEXT MATERIAL SPECIAL REQUIRE- RELEVANT INDIAN
NO. MENTS,IF ANP STANDARD
(1) (2) (3) (4) (5)
i) Mould Copper alloy - IS : 318-1981*
Or
Brass - IS : 292-1961.f
02
Aluminium - IS : 617-19755
OT
Mild Steel Cadmium plated IS : 513-19735
ii) Guide slt=eve Mild Steel Cadmium plated IS : 513-19735
iii) Surcharge base Mild Steel Cadmium plated IS : 51%19733
plate with
handle
iv) Surcharge weight:
Body Mild Steel Cadmium plated IS : 513-19738
Filling Lead IS : 782-1978/j
*Specification for leaded in bronze ingots,and castings ( second w&ion ).
tspecification for brass ingots and castings ( revised ).
$Specification for aluminium and aluminium alloy ingots and castings for general
engineering purposes ( second reuision ).
CjSpecification for cold rolled carbon steel sheets ( second revision ).
ljspecification for caulking lead ( third revision ).
*General tolerances for dimensions and form and position: Part 1 General tolerances
for linear and angular dimensions ( second mvtsion) _!
4IS : 10837 - 1984
4. CONSTRUCTION
4.1 Mould - The mould shall be smooth from inside and shall have two
handles either cast integral with the body or welded. The moulds shall
be of capacity 3 000 cm3 and 15 000 cm3 as detailed in Fig. 1.
4.2 Guide Sleeve - The inside of the sleeve shall be finished smooth
and one is provided with each mould. Two of the three set screws on
the clamp assembly shall be provided with lock nuts. The details of
guide sleeve for two capacities of mould are given in Fig. 2.
4.3 Surcharge Base Plates with Handles - The surcharge base plate
is provided with each mould as detailed in Fig. 3. The details of handle
for both sizes are given in Fig. 4.
4.4 Surcharge Weight - The surcharge weight as detailed in Fig. 5 is
provided with each mould. The body shall be filled with lead from
bottom to have a specified weight as mentioned in Fig. 5.
5. MARKING
5.1 The following information shall be clearly and indelibly marked on
each part of equipment:
a) Name of the manufacturer or his registered trade-mark;
b) Type of material used; and
c) Date of manufacture.
5.1.1 The equipment may also be marked with the IS1 Certification
Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regu-
lations made thereunder. The IS1 Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the require-
ments 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
else of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.IS : lo837 - 1984
r
--It-”
--I
l&l{
J
WELDED
/
Size of Mould 4A B c
3;OOO cm3 150 f 0.05 300
15000 cm3 280 * 0.05 200 1:
All dimensions in millimetres.
FIG. 2 GUIDE SLEEVE
73 HOLES FOR PINS
M5
ATl20’ APARTS
226 mm PCD
3 HOLES FOR PINS
M 5 AT 120’ APARTS
76 mm
PIN
/. rM12
148,12 mm THICK
.f3ASE PLATE
W
l-6,6 HOLES
AT 4 0 mm PCD
/
$’ l-6, 6 HOLES
AT 60 mm PCD
@ l-6, 6 HOLES
AT 90 mm PCD
3A Surcharge Base Plate 38 Surcharge Base Plate
( For mould 3 000 cm3 ) ( For mould 15 000 cm3 )
All dimensions in mfllimetres.
FIG. 3 SURCHARGE BASE PLATEIS:10837-1984
A = 275 mm for mould of capacity 3 000 ems
A = 200 mm for mould of capacity 15 000 cm*
All dimensions in millimetres.
FIG. 4 LIFTING HANDLE
9IS : 10837
10 ROD FITTEO vvlTLi
LIFTING HANDLE
LEAD FILLING
Sire of Mould A B C Total Wt. Reqd, kg
3 000 cm9 100 * 0.05 6 225 24-7 & 0.2
15 000 cm3 250 & 0.05 10 150 86.0 & 0.5
All dimensions in millimetres.
FIG. 5 SURCHARGE WEIGHT
1018:1@837- 1384
(Continuedf rom page 2 )
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convener Representing
SHRIH.G.vERMA Associated Instruments Manufacturers (I) Pvt Ltd,
New Delhi
Members
SRRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
SHRIAXODKRISENA Saraswati Engineering Agency, Roorkee
SHRI RAKESH GOEL ( Alternate )
DEPUTY DIRECTOR RESEARCH Ministry of Railways
( GE-III ) RDSO
JOINT DIRECTOR RESEARCH
( GE-II ) RDSO ( Abnutc )
DIRECTOR Central Soil & Material Research Station,
New Delhi
DEPUTY DIRECTOIZ( Alternate )
'SHRX H.K.GuHA Geologists’ Syndicate Pvt Ltd, Calcutta
SEW A. BHATTACRARYA ( Alternate )
SHRI S. C. HANDA University of Roorkee, Roorkee
SHRI VIJAY K. JAIN G. S. Jain Associates, Roorkee
SRR~ SATYENDRA &~KTTAL ( Altemutc)
SRRI B. R. MALHOTRA Central Road Research Institute ( CSIR ),
New Delhi
SHRI S. K. MITRA K. N. Dadina Foundation Engineers, Calcutta
BRIU M. K. PAUL Ministry of Defence
SHRI M. P. SRUXLA ( Alternate )
DRT.RAMAMURTHY Indian Institute of Technology, New Delhi
SHRIRESHAMSINUH Hydraulic & Engineering Instruments Co,
New Delhi
SHRIJATINDER SINQR (Alternate)
SRRI S. VENKATASAN Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. R. SONEJA ( AZternate )
11INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Base Units
QUANTITY UNIT SYaaBOL
Length metre m
Mass kilogram kg
Time second s
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary U&m
QUANTITY UNIT !bMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL DIC~INITION
Force newton N 1 N = 1 kg.m/sa
Energy joule J 1 J = 1 N.m
Power watt W I W=IJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T= 1 Wb/m*
Frequency hertz HZ 1 Hz = 1 c/s (s-I),
Electric conductance siemens S 1 s = 1 A/V
Electromotive force volt V 1 V=IW/A
Pressure. stress Pascal Pa 1 Pa = 1 N/m*
|
14401.pdf
|
IS 14401 : 1996
v7?r%?m
Indian Standard
HANDLING AND STORAGE OF BUIL-DING
LIMES - GUIDELINES
ICS 91.100
0 BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
September I996 Price Group 2Building Limes and Lime Products Sectional Committee, CED 4
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Building
Limes and Lime Products Sectional Committee had been approved by the Civil Engineering Division Council.
This standard is being formulated to provide guidance to the users in the handling and storage of building
limes.
All building limes as defined in this standard are caustic alkalis in the presence of water and can cause
chemical burns to the skin. In addition, when quicklime comes into contact with water a chemical reaction
occurs which generates a considerable amount of heat. This reaction often occurs very rapidly and can
be vigorous in character. The most violent reactions occur if quicklime is added to water without stirring
to dissipate the heat generated, resulting in severe splasing of hot lime slurry which can cause heat burns
to the skin.
All huilding limes need to be handled with caution and necessary protective measures should be taken to
minimize the possibility of discomfort or accident when handling building limes.
In all cases, prevention or adcluate control of exposure should be achieved by measures other than personal
protective equipment, so far as is reasonably practicable, in the light of the degree of exposure, circumstances
of use of the substance, informed knowledge about its hazards and current technical developments.
The composition of the technical co,mmittee responsible for forumulation of this standard is given in
Annex A.IS 14401 : 1996
Indian Standard
HANDLING AND STORAGE OF BUILDING
LIMES - GUIDELINES
1 SCOPE 3.5 Feet
This standard covers the protective measures to be Building lime should be prevented from reaching the
taken for handling and storage of building lime. feet to avoid burns of irritation. Gaiters or improvised
leggings worn over the boot tops and bottom of the
2 REFERENCES trousers in dry conditions, or oilskins worn over rubber
boots as per IS 13695: I992 or PVC boots as per IS
2.1 The I’ollowing lndian Standards are necessary 12254:1988 in wet conditions, will provide suitable
adjuncts to this standard: protection.
IS NO. Title 4 FIRST AID TREATMENT
4148 : 1989 Surgical rubber gloves (first 4.0 In case of an accident, while handling building
revision) lime the following measures should be immediately
taken.
12254: 1988 Polyvinyl chloride (PVC) industrial
boots first wvision)
~4.1 Building lime on the skin should be washed
I.1695: 1992 Rubber boots, chemical resistant -
off‘ without delay. If dust has been inhaled, the nose
Specification
and throat should be thoroughly irrigated with water.
14166: 1994 Respiratory protective devices - It is essential to avoid inhaling water.
Full face masks
4.2 Building lime in the eye should bc removed
3 HANDLING immcdiatcly. Speed is essential. Particles should
hc removed with extreme care using a cotton wool
3.0 The following measures should be taken while bud and irrigation with eyewash solution or gently
handling building limes for protecting the various flowing clean mains water should commence
parts of the body. immediately and continue until medical altention can
be obtained.
3.1 Eyes
4.3 In all cases affecting the eye, or in any severe
The eyes are particulary vulnerable to damage. Under cases of contamination, the person should receive
no circumstances should operatives be allowed to immediate medical attention.
handle building limes or operate quicklime slaking
process without wearing goggles. 4.4 Wherever there is the slightest danger of building
time entering the eye it is advisable to have suitable
3.2 Mouth and Nose eye irrigation bottles close to hand. The bottles should
he of type which contains sterile water or sterile
of
For protection mouth and nose respiratory protective saline solution in pre-packed containers. After
cquipmenl conformin, 0 to IS 14.166: 1994 or any other treatment, used bottles should he discarded.
equipment suitable for the purpose and of a type
approved by the Health and Safety Executive may 4.5 In all cases after first-aid treatment the patient
he used. should consult a qualified medical practitioner.
3.3 Face and Neck 5 STORAGE
Especially in warmer weather, the shaven parts of 5.1 Storage of Hydrated Lime in Bags
the face and neck are liable to be irritated by building
lime dust. These parts should be protected with a 5.1.1 Hydrated lime normally contains less than
barrier cream. A cloth worn around the neck will I percent of free moisture when manufactured and
give additional protection. this wilt not rise above this level when stored within
the normal range of relative humidity. However, it
3.4 Hands, Arms and Wrists absorbs carbon dioxide from the air and the rate of
deterioration due to this cause is dependent upon the
The hands should be protected by gloves with a tight amount of air passing through the store. Ii air
fitting wristband conforming to IS 4148:3989. Any movement is reduced to a practical minimum,
exposed parts of the arms, hands and wrists should hydrated lime can be stored for up to six months
bc protected with barrier cream. without appreciable change. For this reason hydrated
1IS 14401 : 1996
lime should be stored under cover in a cool dry place chemicals with-which it might react. Since this product
with minimum of air movement and exposure to is fully hydrated, no heat is evolved when water is
combustion gases. added to it, and there is, therefore, no fire risk during
storage.
5.1.2 The ideal store is a brick or concrete building
with a concrete floor, or a similar construction 5.2 Storage of Quicklime in Bags
designed to eliminate draughts through walls, floor
and roof. The store should not be heated, since this 5.2.1 The storage conditions described for hydrated
would create draughts. lime are applicable to quicklime also. Quicklime should
be stored to avoid any accidental contact with water
5.1.3 Bags of hydrated lime should be stored flat and which could enter the bags, for instance, at the point
away from walls if condensation or moisture on the where they are sealed after packing. Since the product
walls is likely to occur. Care must be taken to ensure is not hydrated, any water entering the bags will cause
that stocks are rotated as very old stock will eventually expansion up to 2.5 times and the heat generated may
deteriorate to the point of being unsuitable for many cause a fire. Therefore, quicklime should not be stored
applications. with, or close to, flammable materials.
51.4 If hydrated lime is stored, temporarily or 5.2.2 Quicklime may be stored in plastic bags under
otherwise, in a general store, care should be taken good storage conditions for up to three months without
to ensure that it does not come into contact with other significant deterioration.
21s 14401 : 1996
COMMITTEE COMPOSITION
Huiltling Limes nnd Lime Products Sectional C‘ommrttee. CEI) 1
National Council I’ol Cement nntl Uuildrng M;ucrinls, New Dclhr
Engrncer-rn-(‘tlrc~~ Rr:rrxIr, Army Headquarters. New Delhi
Village Industries Cornmrwon. Murnhnr
Housing nnd Urb;m I)evelopmenf Corporation, New Delhi
Research, Designs and Stwtlards Organization ( Ministry of Railwys). Lucknw
Lime Mnnuf~c~ur-er Associntron of Indra, 1)clhr
1)epnrtment of Mines und Geology. Govt of K$wthnn, Udflipur
Nntiowl Test lloute, C:llcutt:,
Ministry of Unvrronmcnt :w1 Forcsls, New Delhi
Centrnl Koxl Rcwrrch Instrlutc, New Delhi
Andhra Prxichh Lime Mnnufacturing Assocrxron, Andhm Prxlcrh
Office of the Development Commissioner (%I), Ministry of Intlus~ry, New Delhi
Central Public Works I)cp:u~rnerr~, New Delhi
MerrllJcl~ SC1I crlrq
Swr R. S. J~INEJA
Joint I3rector (Crv Engg). Ills
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 (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 4 (5426).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Heac1ywrter.s
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 323 01 31, 323 8575, 323 9402 (Common to all offices)
Regional @ficcs Telephorlc~
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI I 10002 323 3841
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 8499 337 8561
CALCUTTA 700054 338626, 339120
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 3843
-60 2025
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 0216, 235 0442
235 1519, 235 2315
Western : Mankalaya, E9 MIDC, Marol, Andheri (East) X32 9295, X32 7858
MUMBAI 400093 832 7891, 832 7892
Btmches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR,
COIMBATORE, FARIDABAD, GHAZIABAD, GUWAHATI, HYDERBAD,
JAIPUR, KANPUR, LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Printed at Printograph, New Delhi (INDIA).
|
2722.pdf
|
IS : 2722 - 1964
(RcalTiimed1996)
Indian Standard
SPECIFICATION FOR
PORTABLE SWING WEIGHBATCHERS FOR
CONCRETE (SINGLE AND DOUBLE
BUCKET TYPE)
( Third Reprint MARCH 1997 )
UDC 693.542.33:69.002.5
@ Copyright 1964
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 2 Sefitembet 1964IS : 2722 - 1964
( I~eallirnlrtl 1996 )
Indian Standard
SPECIFICATION FOR
PORTABLE SWING W-E:IGHBATCHERS FOR
CONCRETE (SINGLE AND DOUBLE
BUCKE’I’ TYPE)
Construction Flant and Maclliwry Sectional Committee, BDC 28
Chairman Repestn t ing
MAJ-GEN R. A. LO~MRA I:ngin~‘t,r-in-(‘:hirf’s Branch, Army Headquarters
Members
ISRIO N. S. BHAQAT Engineer-in-C:hief’s Branch, Army Headquarters
LT-COL R. N. KANWAR ( A/fen!& )
SHHII I. S.BHALLA Roads Wing, Ministry of Transport
SHRI A. B. Cli.~l1I~llUJtI Jessop CGC o. Ltd., Calcutta
SHltl S. P. c:HUoli Central Water & Power Commiss:on ( Ministry ot
Irrigation R Power )
SHRI C. R. CHOPRA ( Alfernate )
SHHI R. K. DAY GUPTA Simp!r,x Concrete Piles ( India ) Ltd., Ca.lcutta
SHRJ A. D. DHINOI~A Heatly & Gresham Ltd., Calcutta
SHRJ N. KUMAR ( Allernafe )
DIRECTOR ( CIVIL EN~INEERINQ ) Railway Board ( Ministry of Railways )
JOJNT DIRECTOR ( WORKS ) ( Allernale )
BKJ~ N. B. GRANT Rpsearcb and Development Organization ( Ministr)
of Defence )
SHRI M. A. HAFEEZ National Buildings Organization ( Ministry of Works
Housing & Rehabilitation )
SHHI K. S. SRINIVA~AN ( Al(ernale )
SHRI R. K. JAJODIA Lynx Machinery Ltd., Calcutta
Mlt. K. G. JONES Forbes Forbass Campbell & Co. Ltd., Bombay
SHHI S. B. PATEL ( Alfernate )
SHKI A. K. KHaNDELWAL Khandelwal Manufacturing Corporation Private Ltd.,
lsombay
SHRI M. R. M~~HADEVAN United Provinces Commercial Corporation Private
Ltd., New Delhi
SHRI L. R. MARWADI Hindustan Construction Co. Ltd., Bombay
SHRI B. D. MATHUR Public Works Drpartment, Government of Rajasthan
SHRC V. R. BHATNA~AR ( Alternate )
SHRI U. MATHUR Marshalls ( Directions ) Private Ltd., Calcutta
SHRI S. C. MAZUMDAR Cannon Dunkerley 8c Co. Ltd., Bombay
SHRI S. K. GUHA THAKL~RTA ( Alfernnle )
SHRI H. V. MIRCHANDANI Central Building Research Institute ( CSIR ), Roorkee
SHRI B. C. SRIVAST~VA ( Alfernate )
SHRJ B. NA~CEAUDHUHI C. Comrns & Sons Ltd., Calcutta
SHRI S. K. BASU ( &crnn!c )
( Con&f& on @age 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 loo02IS : 2722- 1964
( Continuedfrom lace 1 )
SHRI R. S. GOI~BOI.E ( A/fernote )
SHRI K. NATARAJAN In personal capacity ( 7. I. & .W. .&z/eL:t d.,C nfcctlo1
SRRl1. c. PATEL Sayaji Iron and Enginerring Co. Private I.td., I3a1~~rl~
SliRI hf. B. MEn’l’\ ( .,ll/emUte)
Sam Y. G. PATEI. hilder’s Association of India, Hrmhy
SHRI G. S. R~VXHEN Armsrrong Smith Private I&l., I~ornl~ny
SI~I~I U. G. KAI.T~NPI:R ( .4llrninfe )
SHRI V. S.+NKARAN National Buildings Con5:1 w!iuri Corporation Ltd.,
New Delhi
SHRI i?. S. SIi.411 Bwmah-Shell Oil Storaq~, & Iiiswiiwting Co. of India
Ltd., Bornha)-
SHXI M. R. MAI.Y+. ( Alkrnale }
SHRI D. S. SHEKOY Killick Nixon &r i:o. J.td., Ho~nbay
SHRI A. T. KOTHAV.~I..\ ( illlernate )
SHRI S. K. SINHA Dirrctoratr Grneral of Trchnical Devclopmcnt
SHRI P. P. SIHDESHPANDF: Miller’s Timber and Trading Co. Ltd., Bamhay
MR. W. A. FEI<SFA>I >ES ( .Ilfernafe)
DR. BH. SDBR\RA.JU Central Road Research Institutr ( CSIK 1, Xcw Ikihl
SUPERINTENDING SL.RV~.:YOII OF Central Public Works Departnwnt
WORKS ( EI.E~-T )
EXECUTIVE ENGINEER ( ELECT j,
MECHANICAL ANIJ WORKSHOP
DIVI~IOIU ( .ll!errrafe )
SHRI J. A. TARAPOI(EVAI.A Shah Construction Co. Ltd., Bomba)
MR. N. H. TAYLOR Recondo Ltd., Bombay
&HI T. H. PEsHow ( Abemale )
CAL H. C. VIJH Balmer Lawrie & Co. Ltd., Calcutta
DR. H. G. VISVESV.4RAYA, Director, IS1 ( ET-o@cio nlemhr )
Deputy Director ( Bldg )
Secretary
SHRI Y. R. TANEJA
Extra Assistant Director ( Bldg ), IS1IS : 2722- 1964
Indian Sta.ndard
SPECIFICATION FOR
PORTABLE SWING WEIGHBATCHERS FOR
CONCRETE (SINGLE AND DOUBLE
BUCKET TYPE)
0. FOREWORL,
0.1 This Indian Standard was adopted by the Indian Standards Insti-
tution on 20 June 1964, after the draft finalized by the Construction Plant
and Machinery Sectional Committee had been approved by the Building
Division Council.
0.2 \\‘eighbatching is essential to achieve accurate proportioning of materials
for concrete by effecting good control in the measurement of sand, coarse
aggregate and cement as it overcomes the variation in density due to bulk-,
ing of materials. Weighbatching is considered a normal practice these
days for the production of controlled quality concrete. Weighbatching may
be done either by devices fitted integrally with the mixing equipment or by
independent units. In the absence of integral weighing dcyices, which are
not very common in this country at present, portable swing weighbatchers
can be usefully employed for weighbatching of materials and can be used
even on small single mixer jobs. This standard is intended to deal with the
essential features of this type of weighbatcher to serve as guidance to both
manufacturirs and purchasers.
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 Standard specifications
covering machinery for manufacture of concrete. Other specifications in
the series are:
IS : 179 1- 196 I BAT(:H TYPE CONCRETE MIXERS
IS : 2505-1963 CONCRETEV IBRATORS,I MMERSXOTNY PL
IS : 2506-I 964 &REED BOARD CONCRETEV IRRATORS
IS : 25 14-1963 CONCRETEV IRRATINCT ABLES
0.5 F2’herever a reference to any Indian Standard appears in this speeifi-
cation. it shall I,e taken as a reference to its latest version. ;’
3
IIS : 2722 - 1964
0.6 Metric system has been adopted in India and all quantities and dimen-
sions in this standard have been given in this system.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, cxpress-
ing 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 chiefy to cover the technical provisions re-
lating to portable swing wcighbatchers for concrete, and it does not include
all the necessary provisions contract.
of a
1. SCOPE
1.1 This standard lays down requirrments regarding materials, design,
construction, capacity and performance of single and double bucket swing
weighbatchers.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Chassis --Frame provided with necessary arrangements for support-
ing the swing carriage and includes pedestal, jack feet and wheels.
2.2 Load&g Hopper-TThe hopper of concrete mixer which receives the
materials after they have been weighed in the swing weighbatcher.
2.3 Swing Carriage - Frame supported on the chassis and provided with
necessary arrangements for supporting the weigh bucket and capable of
rotating horizontally on a vertical axis.
2.4 Weigh Bucket --The container in which cement, sand and aggregate
are fed for weighing.
2.5 Weigh Dial-The calibrated dial on which the weight of materials
contained in the weigh bucket is indicated.
3. MATERIALS
3.1 Steel sections and bars for construction of chassis, swing carriage and
pedestal shall conform to IS:226-19G2 Specification for Structural Steel
( Standard Quality ) ( lhird Reuision ).
3.2 Steel Sheet - Steel sheet for construction of weigh bucket shall con-
form to Grade 34- 1079 of IS : 1079-I 963 Specification for Light Gauge
Structural Quality Hot Rolled Carbon Steel Sheet and Strip ( Rtvised ).
4IS : 2722 - 1964
3.3 Rivet Bars -Rivet bars shall conform to IS : 1148-1957 Specitication
for Kivet Bars for Structural Purposes.
3.4 Bolts and Nuts-Bolts and nuts shall conform to the appropriate rc-
cluirements of relevant Indian Standards.
315 All other materials used in the construction of portable swil~g weigh-
hatcher shall conform to the re!evant Indian Standards.
4. DESIGNATION OF TYPES
431 The type of swing weighbatcher shall be indicated by the nImilJcr of
weigh buckets it carries. ‘4 machine uilh one wc~if$i bucket s~iall be
termed as ‘ single bucket swing weighhatcher and the (IIIV rvith two weigh
buckets shall be termed as ‘ doul)!e bllcket swing weighl)atcher ‘.
5. SIZE AND CAPACITY
5.1 Weigh bucket shall l)e of sizr an3 shape suitable for receiving and tlis-
charging the maximum nominal batch of unmi:icd materials wittlout spill-
age under the normal operating conditions on a level site.
5.2 Size of weighbatcller shall be denoted by the capacity of wigh
bucket in litres.
5.2.1 Full load capacity of a single weigh bucket shall be not less than
400 litres.
5.2.2 In case of double bucket weighbatcher, full load capacity for each
of the weigh bucket shall be not less than 400 litres.
6. CONSTRUCTION
of
6.1 Portable weighbatcher shall consist a chassis and swing carriage on
which are mounted one or two weigh buckets, suspended on knife edges.
Each weigh bucket shall be connected to independent weigh dial for indi-
cating the weight of materials contained in it.
6.2 Chassis and Swing Carriage- The chassis and swing carriage shall
be constructed of suitable steel sections of adequate strength and stiffness.
The swing carriage shall be capable of rotating horizontally on the vertical
axis with a minimum of manual effort when the bucket or buckets are
fully loaded. The radius of swing of the outer corners of the weigh buckets
shall be not more than I.5 metres and the angle of swing shall be such as
IO alloru the weigh bucket/buckets to reach the diametrical opposite points
on the arc of rotation.
6.2.1 Chassis shall be provided with a pedestal fitted with adjustable jack
feet to allow the weigh bucket to discharge direct into the loading hopper.
The jack feet shall be capable of raising the discharge height of the weigh
bucket/buckets beyond that specified in 6.3.4 to any desired height up to a
maximum of 200 mm.
5IS :2722 - 1964
6.3 Weigh Bucket-Weigh bucket shall be constructed of mild steel
sheets 01‘ tlot less than 3.15 mm thickness suitably welded and braced. It
shall have a Li)ur point suspension on hardened steel ( or equivalent
matprial ) ktlili_ edges having a hardness between 60 to 66 RC. I:arh knife
edge shall In-cferably have fi)ur bearing edpcs with a suitable arrangement
to aIIo\v for ILtiIization of an,y one of these bearing edges at a time. The
knife edgrs and their Ijearing edges shall be replaceable and shall be
protected against corrosion and dirt I,y providing suitable knife edge
covers.
6.3.1 Each swing weigh bucket shall be provided with a discharge gate to
discharge aggregate after weighment direct on to the loading hopper.
6.3.2 ‘the discllargr eate shall be so constructed that it can be easily
operated 1)~ hantl. The width of thr discharge gate sha!l be not less than
600 mm nor more than 900 mm.
6.3.3 I.oadin,q Height - 7‘1l e 1o a d’~ n,qh eight of the bucket shall 1,~ not more
than I 050 mm from ground-level.
6.3.4 Ih’dmp Hei,qht--The discharge height of the bucket shall be not
less tha:l 600 mm from ground-level.
6.4 Weighing Mechanism-TThe weighing mechanism shall conform to
the appropriate requirements of IS : 1432 - 1959 Specification for General
Requirements for Weighing Instruments. This shall consist of a suitable
mechanical arrangement comprising a dial with a pointer capable of regis-
tering correct weights through a rack and pinion arrangement connected
to the balance arm by a system of levers. Rack and pinion shall be of
suitable hard wearing material and shall be finished smooth.
6.4:1 L&l’--The dial face shall be not less than 450 mm in diameter and
shall be so positioned that. it can be conveniently read by the operator.
The dial shall be calibrated to register weights up to 1000 kg by ‘2 kg
divisions. The minimum distance between the graduations shall be not less
than 2 mm. The indicator needle shall be adjustable for zero readings. If
required by the purchaser, a special device for damping the indicator
needle shall he provided.
6.4.2 The extremity of the indicator needle shall in no position be at
a greater distance than 5 mm from the graduated surface of the dial. The
extremity of the. needle shall be on the graduated portion of the dial, and
it shall be so made as not to obscure the Rraduations or make thrm difi-
cult to read.
6.4.3 Acczrroyf~l l'e<qh-iTnh.eg error in excess or deficiency under all
stages of loadmg shall IX= not more than onr percent under nol:mal working
conditions.
.?
6IS : 2722- 1964
6.4.3.1 The marlline shall also be tested for sensitiveness by adding
loads qua1 to fhe major divisions and then ascertaining that an additional
load equ;LI to the value of‘one division is correctly indicated.
6.5 Wheels --Tl~e wcighbatcher shall bc provided with wheels capable of
easy strrring. Tile c;hcrls shall be of any one of the following designs as
desired tq, tlte purcllasrr:
a) Fittccl lvith mrtal or rubber tyretl wheels for towing at slow speed;
1,) l;iitctl witli fl;lngcd metal wlleels fbr travelling on rails;
c) l,‘ittctl wit11 plleurnatic road wheels, complete with suitable encased
aliti-li,ictioll Ijraring, and hubs, for towing at higher speeds.
6.5.1 Suital)lc 1’:” king brnkcs shail be provided for wheels and suitable
breaking arrarlqmctlts zllall be provided tbr wheels capable of towing at
high ~JWX~.
6.6 Tow Bar--;\ huit;li)lc tow bar of adequate strcr,grh shall be provided
with cxacl1 \~c:i:rlil);ltc.Iler.
6.7 Lifting Arrangements --‘1’1~ machine shall be fitted with suitable
means for attar1lmc.n~ of cllains and rol)rs required for lifting without
appreciable deflcctio!i in the chassis.
6.8 Finishing-All cxposrd parts of the machine shall be finished with
at least t\vo coats ( cxclutling the primer) of suitable anti-corrosive paint
conforming to relevailt Indian Staildards.
7. LUBRICATION
7.1 Adequate arrangements shall be provided to facilitate proper and easy
lubrication of difltirent parts.
8. TOOLS
8.1 A strong rool box wit11 lark and key and containing necessary tools for
normal aci,justmcnts and lubrication of the machine together with instruc-.
tions and inventory of tools shall be provided with the machine. Provisions
shall be made for affixing the tool box on the machine.
9. MARKING PLATE
9.1 Each machine shall have a plate firmly attached to some part not
easily rcmo\at)Ic,, the plate shall have clearly marked on it the followin;
particulars:
a) hfanu!>cturer’s name or trade-mark,
b) hlanufacturer’s reference number of the machine,
c) Type of machine ( see 4 ),
dj Size of machine, and
e) Year of manufacture.IS : 2722- 1964
9.1.1 Each machine may also be mark4 with the Standard Mark.
9.1.2 The use of the Standard Mark is governed by the provision of
Bureau of Indian Standards Act, 1986 and tbe Rules and Regulations made
thereunder. The details of conditions under which the licence for the use of
Standard Mark nlay be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
aBUREAU 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 Dffiies)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional OtYifes:
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 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
twestern : Manakalaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
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
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 ,, 21 66 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
Patiiputra 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, THIRWANANTHAPURAM 695034 621 17
*Sales Cffice is at 5 Chowringhee Approach, P.O. Princep Street, 271065
CALCUTTA 700072
fSales Cffice is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, India
|
1481.pdf
|
IS:1481 - 1970
(Reaffirmed1998)
Edition 2.2
(1990-03)
Indian Standard
SPECIFICATION FOR
METRIC STEEL SCALES FOR ENGINEERS
( First Revision )
(Incorporating Amendment Nos. 1 & 2)
UDC 531.716.1
© 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:1481 - 1970
Indian Standard
SPECIFICATION FOR
METRIC STEEL SCALES FOR ENGINEERS
( First Revision )
Optical and Mathematical Instruments Sectional Committee, EDC 36
Chairman Representing
DR C. S. RAO The Andhra Scientific Co Ltd, Masulipatam
Members
SHRI P. V. SUBBA RAO (Alternate to
Dr C. S. Rao)
SHRI A. ALVARES All India Instrument Manufacturers and Dealers
Association, Bombay
SHRI S. R. TALPADE (Alternate)
MAJ P. S. BRAHMACHAREE Ministry of Defence (DGI)
SHRI S. K. GUPTA (Alternate)
SHRI R. R. CHAKRABORTY The National Instruments Limited, Jadavpur
SHRI N. R. DAS GUPTA (Alternate)
CHIEF HYDROGRAPHER (NAVY) Indian Navy
DEPUTY DIRECTOR, STANDARDS Research, Designs and Standards Organisation
(TRACK) (Ministry of Railways), Lucknow
ASSISTANT DIRECTOR, STANDARDS
(TRACK) (Alternate)
SHRI S. K. GAUTAM Quality Marked Goods Manufacturers’ Co-operative
Association Ltd, Roorkee
SHRI P. L. BHARDWAJ (Alternate)
SHRI A. GHOSH National Test House, Calcutta
DR P. K. KATTI Ministry of Defence (R & D)
SHRI S. S. DHARMAYYA (Alternate)
SHRI D. D. KHOSLA Directorate of Industries, Government of Haryana,
Chandigarh
COL K. L. KHOSLA Survey of India, Dehra Dun
SHRI V. KRISHNAMOORTHY Directorate General of Technical Development, New
Delhi
SHRI D. MAJUMDAR Office of the Development Commissioner, Small Scale
Industries (Ministry of Industrial Development,
Internal Trade & Company Affairs)
SHRI G. B. JAKHETIA (Alternate)
SHRI B. R. MANKHAND The Koh-i-Noor (India) Private Limited, Varanasi
LT-COL B. PAPANNA Indian Army
(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:1481 - 1970
(Continued from page 1)
Members Representing
DR J. PRASAD Central Scientific Instruments Organisation (CSIR),
Chandigarh
SHRI RAM SINGH (Alternate)
SHRI PREM PRAKASH National Physical Laboratory (CSIR), New Delhi
SHRI P. C. JAIN (Alternate)
SHRI E. B. RAJDERKAR Raj-Der-Kar & Co, Bombay
DR I. RAMAKRISHNA RAO In personal capacity (Toshniwal Instruments and
Engineering Co, 10A Najafgarh Road,
NewDelhi15)
PROF G. S. S. SARMA Madras Institute of Technology, Madras
LT-COL G. S. SIBOTA Directorate General of Armed Forces Medical Service,
Ministry of Defence
SURVEYOR OF WORKS II (UNDER Central Public Works Department, New Delhi
SUPERINTENDING SURVEYOR OF
WORKS I)
SHRI H. C. VERMA Associated Instrument Manufacturers (India) Private
Limited, New Delhi
SHRI J. A. UNVALA (Alternate)
SHRI M. V. PATANKAR, Director General, ISI (Ex-officio Member)
Director (Mech Engg)
Secretary
SHRI S. P. ABBEY
Assistant Director (Mech Engg), ISI
Drawing Instruments Subcommittee, EDC 36:1
Convener
COL K. L. KHOSLA Survey of India, Dehra Dun
Members
SHRI A. K. BANERJEE Ministry of Defence (R & D)
SHRI R. R. CHAKRABORTY The National Instruments Limited, Jadavpur
SHRI S. N. MITRA (Alternate)
SHRI S. K. GAUTAM Quality Marked Goods Manufacturers’ Co-operative
Association Ltd, Roorkee
SHRI P. L. BHARDWAJ (Alternate)
SHRI S. K. GUPTA Ministry of Defence (DGI)
SHRI G. D. BAKSHI (Alternate)
SHRI V. KRISHNAMOORTHY Directorate General of Technical Development,
NewDelhi
SHRI P. K. MUKHERJEE (Alternate)
SHRI PREM PRAKASH National Physical Laboratory (CSIR), New Delhi
SHRI P. C. JAIN (Alternate)
SHRI D. D. PURI Central Scientific Instruments Organisation (CSIR),
Chandigarh
SHRI P. C. SAXENA Quality Marking Scheme, Directorate of Industries,
Government of Uttar Pradesh, Kanpur
SHRI H. R. GADI (Alternate)
2IS:1481 - 1970
Indian Standard
SPECIFICATION FOR
METRIC STEEL SCALES FOR ENGINEERS
( First Revision )
0. F O R E W O R D
0.1This Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 11 May 1970, after the draft finalized by the
Optical and Mathematical Instruments Sectional Committee had been
approved by the Mechanical Engineering Division Council.
0.2This standard was first published in 1961 and is now being revised
for metricization due to complete changeover to metric system in India.
0.3In this revision the scales have been classified as end-measuring
and edge-measuring scales and five different types have been included.
0.4This edition 2.2 incorporates Amendment No. 1 (March 1983) and
Amendment No. 2 (March1990). Side bar indicates modification of the
text as the result of incorporation of the amendments.
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 covers the requirements for metric scales made of
steel for the use of engineers.
2. TYPES
2.1 Metric scales for engineers shall be of following types:
a)Type A — End measuring scale, graduated on one edge in
millimetres, every cm graduation marked (see
Fig.1).
b)Type AA— End measuring scale, graduated on both edges in
millimetres, on same face, every cm graduation
marked (see Fig.1).
*Rules for rounding off numerical values (revised).
3IS:1481 - 1970
c)Type B — End measuring scale, graduated on one edge in
millimetres, 0 to 5cm graduated in ½mm, every cm
graduation marked (see Fig. 2).
d)Type BB— End measuring scale, graduated on both edges in
millimetres on same face, 0 to 5cm graduated in
½mm, every cm graduation marked (see Fig. 2).
e)Type CC— Edge measuring scale, graduated on both edges in
millimetres on same face, 0 to 5cm graduated in
½mm, every cm graduation marked (nominal size
100 only) (see Fig. 3).
3. MATERIAL
3.1The scale shall be made of good quality rust-resistant spring steel
or manganese spring steel having 0.55 to 0.65 percent carbon and 0.60
percent manganese, minimum or suitable grade of stainless steel. The
coefficient of expansion of steel shall be (11.0±1.5)×10–6mm per
degree Celsius within the range 0 to 60°C.
3.2The blanks shall be cut from sheets or strips and shall be free from
seams, flaws, scales, burrs or other defects. They shall be uniform in
thickness and width throughout the entire length. They shall be
suitably hardened and tempered.
4. DIMENSIONS AND GRADUATIONS
4.1The principal dimensions of the scales shall be as given in Table 1.
TABLE 1 DIMENSIONS FOR BLANKS FOR SCALES
(Clause 4.1, and Fig. 1, 2 and 3)
All dimensions in millimetres.
NOMINAL l l
1
b t
SIZE
cm Max Min Max Min
10 100 110 105 15 14 0.8±0.1
15 150 165 160 15 14 0.8±0.1
20 200 215 210 20 19 0.8±0.1
30 300 320 315 30 29 1.0±0.2
50 500 520 515 30 29 1.5±0.3
100 1000 1030 1025 40 39 1.5±0.3
4.2When kept in horizontal position, end measuring scales shall have
graduation starting from left to right on both edges.
4.3When kept in horizontal position, edge measuring scales (Type CC)
shall have graduation from left to right on top edge and in reverse
direction on bottom edge.
4
5
IS:1481
-
1970 FIG. 16
IS:1481
-
1970
FIG. 27
IS:1481
-
1970
FIG. 3IS:1481 - 1970
4.4Graduation lines shall be fine, clear and of uniform thickness of not
more than 0.1mm. The line shall be of sufficient depth to maintain
legibility and indelibility. The length of the graduation lines shall be
as follows:
For Sizes 10 For Sizes 30
and 20 and Above
mm mm
cm scale mark 5 6
5mm scale mark 3.5 4
mm scale mark 2.5 2.5
0.5mm scale mark 1.5 1.5
5. DESIGNATION
5.1The designation of the scale shall include the type, nominal size
and the number of the standard, for example:
Scale of type BB of nominal size 30cm shall be designated as:
Scale BB 30 — IS:1481
6. ACCURACY
6.1When compared against a certified metal scale at 27°C tolerance
on the various graduations of the scale shall not exceed the following
limits:
a)Between any two adjacent scale marks or ±0.02mm
contiguous centimetre scale marks
b)Between any two scale marks, more than ±0.05mm
one centimetre apart up to and including
full length of the scale
7. GENERAL REQUIREMENTS
7.1End measuring scales shall have the zero mark replaced by the
square end and the extra length over the maximum scale mark shall
be rounded.
7.2 Edge measuring scales shall have both ends finished square.
7.3The edges of the scales shall not deviate from a straight line by
more than 0.1mm and their plane surfaces shall not vary from a plane
by more than 0.5mm at any point.
7.4Flexibility Test — The scales of Types A, AA, B and BB shall be
subjected to the flexibility test. The scale shall be bent round the
periphery of a wooden segment of the following radii (with depth not
8IS:1481 - 1970
less than the width of the scale) until the scale is in contact with the
segment throughout its length. The scale shall show no sign of damage
or permanent set on completion of the test:
Nominal Size of Scale Radius of Segment
cm mm
10 35
20 70
30 100
50 160
8. MARKING
8.1Every centimetre scale mark shall be numbered clearly. The height
of the figure shall be not less than 2mm.
8.2The abbreviation ‘cm’ and shall be marked at the end of the
scale.
8.3Each scale shall be legibly and indelibly marked with the maker’s
name, initial or recognized trade mark.
8.3.1 Scales 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 the Rules and
Regulations made thereunder. Presence of this 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 during production. This system, which is devised and supervised
by ISI and operated by the producer, has the further safeguard that the products as
actually marketed are continuously checked by ISI for conformity to the standard.
Details of conditions, under which a licence for the use of the ISI Certification Mark
may be granted to manufacturers or processors, may be obtained from the Indian
Standards Institution.
9. PRESERVATIVE TREATMENT
9.1 The scales shall be smeared with a thin coating of mineral jelly or
any other suitable preservative, and then wrapped in grease-proof
paper.
10. PACKING
10.1The packing of scales shall be as agreed upon between the
manufacturer and the purchaser.
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:EDC 36 and amended by
LMD20
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 March 1983
Amd. No. 2 March 1990
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
|
6610.pdf
|
IS:6610- 1972
UDC 621’882’4 : 624’014’2 ( Third Reprint AUGUST 1997 ) , i)srffiwmnAI aaq )
\
,,.z~,,III..IY ,sPIY
Indian Standard
SPECIFICATION FOR
HEAVY WASHERS FOR STEEL STRUCTURES
a
1. Scope - Requirements for heavy washers for use in steel structures in the diameter range 14
to 42 mm.
2. Dimensions - The dimensions of heavy washers shall be according to Table 1.
3. Material -Washers covered in this standard shall be made from steel.
4. Designation - The washers shall be designated by the nominal size and the number of this standard.
Example:
A heavy washer having a nominal size of 14. mm and conforming to this standard shall
be designated as:
Washer 14 IS : 6610
5. Other Requirements- Other requirements for the heavy washers not covered in this standard
shall conform to the requirements applicable for black washers dpecified in IS : 5369-l 969 ’ General
requirements for plain washers and lock washers ‘.
B” TABLE 1 DIMENSIONS FOR HEAVY WASHERS FOR STEEL STRUCTURES
. .
z All dimensions in millimetres.
a
. 0
iOl
21115
Nominal Size, dl d2 S Suitable for
Bolt Size
Tolerance Tolerance
Basic
W4) W6)
+ 0’43 - 1’30 Ml2
+ 0’43 f: - 1’30 8” Ml6
+ 0’52 37 - 1’60 8 M20
+ 0’52 39 - 1’60 M22
f 0’62 - I.60 t M24
+ 0’52 z: - 1’60 M27
+ 0’62 56 - 1’90 : M30
+ 0’62 60 - 1’90 8 M33
+ 0’62 - 1’90 M36
+ 0’62 ;; - 1’90 8” M39
_~~ _~
EXPLANATORY NOTE
In the preparation of this standard assistance has been derived from Dot : ISO/TC 2( 457 1
8 Proposal for high washers for hexagon bolts for steel structures, Metric series ‘.
Adopted 1 August 1972 @ October 1972, 6 IS Gr 1
I I __
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
|
10160.pdf
|
IS :10160 - 1982
Indian Standard
PROFORMA FOR
ANALYSIS OF UNIT RATE OF
EARTHWORK USED IN CONSTRUCTION OF
RIVER VALLEY PROJECTS
Cost Analysis and Cost Estimates Sectional Committee, BDC 63
Chairman
SRRI S. N. AQ~IHOTRI
710, Sector 1 l-B, Chandigarh 160011
Members Reprcrcnting
CHIEF ENQINEER Irrig;mz Department, Government of Maharashtra,
CHIEF EN~IKEER ( DRAINAGE ) Irrigation Work Punjab, Chandigarh
DIRECTOR CENTRAL DESIGNS ( Altcmate )
CAIEF E~QINEER ( MEDIUMS Irrigation & Power Department, Government of
IRRITATION & DESIONS ) Andhra Pradesh, Hyderabad
STJPERINTENDINQE NGINEER ( Alternate )
DIRECTOR ( CONSTRUCTION & Central Water Commission, New Delhi
MACHINERY CONSULTANGY)
DIRECTOR( R&C) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( R&C ) ( Altemats )
SHRI J. DURAIRAJ In personal capacity ( D-I/141, Saya Marg, New
Delhi I10021 )
EXECUTIVE ENGIWEEX ( CIVIL ) Kerala State Electricity Board, Trivandrum
GENERAL MANAQER S. B. Joshi & Co Ltd, Bombay
SHRI R. M. GUPTA Ministry of Shipping 8s Transport ( Roads Wing ),
New Delhi
SHRI M. L. MANDAL (Ahrnaf8)
Snm S. S. IY~noan M. N. Dastur & Co (P) Ltd, Calcutta
SHRI N. G. JOSHI Karnataka Power Corporation Ltd, Bangalore
SHRI A. S. KRISHNASWAMY Directorate General Border Roads, New Delhi
SHRI H. B. UDASI ( Alternate )
SHRI J. P. LAL Institution of Engineers, CaIcutta
SERI J. C. MALHOTRA Beas Sutlaj Link Project, Sundernagar
SHRI R. K. MALHOTRA ( Alternate )
SHRI MANOHAR SINQH Continental Construction (P) Ltd, New Delhi
SHRI J. P. AWASTRY ( Alternate )
SHRI T. S. MURTHY National Projects Construction Corporation Ltd,
New Delhi
SERI P. D. DIJBHASHI ( Alternate )
( Continued on page 2 )
@ Copyrrght 1982
INDIAN STANDARDS INSTITUTION
Thin 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 he an infringement of copyright under the said Act.IS : 10160- 1982
( Continued from page 1 )
Members Representing
SHRI A. NAQABHUSHANA RAW The Hindustan Construction Corporation Ltd,
Bombay
SHRI D. M. SAVUR ( Alternate )
SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay
SHRI G. A. Row Hindustan Steel Works Construction Ltd, Calcutta
SERI G. D. TASEAR Construction Consultation Services, Bombay
SHRI D. A. KOTHARI ( Alternate J
SHRI M. TEYAQARAJAN Indian Institute of Public Administration, New Delb i
SHRI G. RAMAX, Director General, IS1 ( Ex- ojicio Member )
Director ( Civ Engg )
Secretaries
SRRI K. RAQHAVENDRAN
Deputy Director ( Civ,Engg ), IS1
SERI HEXANT KUMAR
Assistant Director ( Civ Engg ), IS1
2
I----IS :10160- 1982
Indian Stundurd
PROFORMA FOR
ANALYSIS OF UNIT RATE OF
EARTHWORK USED IN CONSTRUCTION OF
RIVER VALLEY PROJECTS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 16 April 1982, after the draft finalized by the Cost Analysis
and Cost Estimates Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Earthwork is required to be done for Dams, Dykes, Canals, Bunds
and various other types of embankments required for River Valley
Projects. Excavation and transportation may be carried out mechanically
and/or manually. Keeping in view the requirement of the standard,
three separate tables have been prescribed for working out the unit rate
of earthwork.
The unit rate of earthwork consists of several items like jungle
clearance and stripping, excavation, transportation, spreading and
levelling, watering, compaction, slope-dressing and other minor miscel-
laneous items. These items have been considered for working out the
unit rate of earthwork for construction of river valley projects.
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 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 This standard lays down the proforma for analysis of unit rate of
earthwork used in the construction of river valley projects.
*Rules for rounding off numerical values ( rcuised ).
3IS : 10160 - 1982
2. PROFORMA FOR ANALYSIS OF UNIT RATE OF EARTH-
WORK USED IN CONSTRUCTION OF RIVER VALLEY
PROJECTS
2.1 The proforma recommended for use in analysis of unit rate of
earthwork for river valley projects is given in the following tables, depen-
ding on the method employed:
a) Table 1 - by Manual Labour
b) Table 2 -by Machine-cum-Manual Labour
c) Table 3 - by Machine
TABLE 1 PROFORMA FOR ANALYSIS OF RATE PER ms OF EARTHWORK
BY MANUAL LABOUR FOR A LEAD OF . . . . . METPES
i) Jungle Clearance and Stripping;
ii) Manual Excavation Inclusive of Initial Lead and Lift of 30 metres and Lift of
1.5 metres;
iii) Additional Charges
*Lead ( One Lead=30 metres )
iLift ( One Lift=l.5 metres )
iv) SpreadingiLevelling;
v) Watering;
vi) Compaction;
*Lead is the distance over which earthwork has at any time to be conveyed from a
cutting to a place of deposit. Lead shall be measured by the shortest practicable
distance between the centre of gravity of excavated earth to that of placed earth. This
will constitute the mean lead for the section. No cross leads whatsoever shall be measured
and paid for.
+Lift is the height to which earth has to be moved in executing earthwork. Lift
shall be measured from the centre of gravity of ,he excavated earth to that of placed
earth. This shall constitute the mean lift for that section. When earth has to be carried
over a spoil bank and dumped beyond it, the mean lift would be the difference in level
between the centre of gravity of the excavated earth and top of the spoil bank omitting
the dowel.
For converting lift into horizontal lead, the vertical lift ‘h’ ( metres ) will be multiplied
by $h, subject to this multiplying factor being not less than 10 and more than 20.
( Continued )
4IS:10160-1982
TABLE 1 PROFORMA FOR ANALYSIS OF RATE PER ms OF EARTHWORK
BY MANUAL LABOUR FOR A LEAD OF . . . . METRES - ( Contd)
vii) Slope-Dressing;
viii) Ancillaries and Incidentals;
a) Provision ( excluding operation and.maintenance ) of the following:
1) Transportation of labour,
2) Labour and staff quarters,
3) Service and haul roads,
4) Electric power system,
5) Water supply system,
6) Sanitary system,
7) Surface drainage,
8) Safety measures including fire fighting arrangements, and
9) Other amenities,
b) Maintenance/operation of items mentioned above, and ’
c) Supervisory works establishment.
ix) Contingencies;
x) Quality Control Including Laboratory Charges;
xi) Overhead ( Excluding Profit ); and
This shall include establishment, office stationery, general tools and plant, staff cars
and their running and maintenance, insurance, workman’s compensation, telephones
and telecommunication facilities, security arrangements, etc.
Total-all-in-rate.
NOTE 1 - The above items may be expressed on pro-rata basis.
NOTE 2 - All machine items mentioned above shall include depreciation, erection,
operation, repairs, maintenance and dismantling of machinery where used.
xii) Miscellaneous Items
( These items shall consist of minor T and P scarification )
5IS:10160-1982
TABLE 2 PROFORMA FOR ANALYSIS OF RATE PER ma OF EARTHWORK
BY MANUAL EXCAVATION AND TRANSPORTATION BY TRUCKS ,ETC,
FOR A LEAD OF . . . . . . METRES
( Clause 2.1 )
i) Jungle Clearance and Stripping;
ii) Manual Excavation;
iii) Manual Loading and Unloading;
iv) Transportation by Trucks;
-4 Spreading/Levelling;
vi) Watering;
vii) Compaction;
Viii) Slope-Dressing;
ix) Ancillaries and Incidentals;
a) Provision ( excluding operation and maintenance ) of the following:
1) Transportation of labour,
2) Labour and staff quarters,
3) Service and haul roads,
4) Electric power system,
5) W ater supply system,
6) Sanitary system,
7) Surface drainage,
8) Safety measures including, fire fighting arrangements, and
9) Other amenities,
b) Maintenance/operation of items mentioned above, and
c) Supervisory works establishment.
x) Contingencies;
xi) Quality Control Including Laboratory Charges;
xii) Overhead ( Excluding Profit ); and
This shall include establishment, office stationery, general tools and plant, staff
cars and their running and maintenance, insurance, workman’s compensation,
telephones and telecommunication facilities, security arrangements, etc.
Total-all-in-rate.
NOTE 1 -The above items may be expressed on pro-rata basis.
NOTE 2 - All machine items mentioned above shall include depreciation erection,
operation, repairs, maintenance and dismantling of machinery where used.
xiii) Miscellaneous Items.
( These items shall consist of minor T and P scarification )
61s:10160- 1982
TABLE 3 PROFORMA FOR ANALYSIS OF RATE PER ma OF EARTHWORK
BY MACJ3INE FOR A LEAD OF . . . . . METRES
( Clause 2.1 )
i) Jungle Clearance and Stripping;
ii) Excavation and Transportation:
a) Excavator,
b) Dozer, and
c) Dumper,
or
a) Scrapper, and
b) Pusher
Any othozr combination.
iii) Spreading/Levelling;
iv) Water;
v) Compaction;
vi) Slope-Dressing;
vii) Ancillaries and Incidentals;
a) Provision ( excluding operation and maintenance ) of the following:
1) Transportation of labour,
2) Labour and staff quarters,
3) Service and haul roads,
4) Electric power system,
5) Water supply system,
f-5) Sanitary system,
7) Surface drainage,
8) Safety measures including fire fighting arrangements, and
9) Other amenities,
b) Maintenance/operation of items mentioned above; and
c) Supervisory works establishment.
Viii) Contingencies;
ix) Quality Control Including Laboratory Charges;
x) Overhead ( Excluding Profit ); and
This shall include establishment, office stationery, general tools and plant, staff
cars and their running and maintenance, insurance, workman’s compensation,
telephones and telecommunication facilities, security arrangements, etc.
Total-all-in-rate.
NOTE 1 -The above items may be expressed on pro-rata basis.
NOTE 2 - All machine items mentioned above shall include depreciation, erection,
operation, repairs, maintenance and dismantling of machinery where used.
xi) Miscellaneous Items.
( These items consist of minor T and P scarification )
7
--
IINTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mas kilogram kg
Time second s
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela Cd
Amount of substance mole mol
lllpplementary units
QUAXTITY UNIT SYMBOL
Plane angle radian rad
Solid angle SI
Derived Units
QUANTITY UNIT SYMBOL DEB‘INITIOR
Force newton N 1 N - 1 kg.m/s’
Energy joule J 1 J-=lN.m
Power watt w 1 W-lJ/s
Flux weber WO IWb-1V.s
Flux density tesla T 1 T - 1 Wb/m
Frequency herts HZ 1 Hz - 1 c/s (s-l)
Electric conductance siemens s 1 S = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress parcal Pa 1 Pa - 1 N/m’
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