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IS 8 432 ( Part II) - 1982
Indiarl Standard
SPECIFICATION FOR
MILD STEEL AND MEDIUM TENSILE STEEL
BARS AND WARD-DRAWN STEEL WLRE FOR
CONCRETE REINFORCEMENT
PART II HARD-DRAWN STEEL WIRE
( Third Revision )
Sixth Reprint AUGUST 1998
UDC 669.14-426.124.3:666.982.24
@ Copyright 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 11OOUZ
Gr 2 September 1982
--.IS I 432 ( Part II) - 1982
Indian Standard
SPECIFICATION FOR
MILD STEEL AND MEDIUM TENSILE STEEL
BARS AND HARD-DRAWN ST,EELW IRE FOR
CONCRETE REINFORCEMENT
PART II HARD-DRAWN STEEL WIRE
Third Revision )
(
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chairman Representing
SHRI G. S. RAO Central Public Works Department, New Delhi
Members
SUPERINTENDINOE NBINEER (CDO) (Alternate to
Shri G. S. Rao )
DR J. L. AJMANI The Tata Iron & Steel Co Ltd, Jamshedpur
SH~I A. N. MITRA ( Alternate)
SERI S. BANERJEE Steel Re-rolling Mills Association of India,
Calcutta
SHEI S. N. CHANDA Metallurgical and Engineering Consultants (India)
Ltd, Ranchi
SHBI R. D. CHOUDHARY ( Alternate )
Carmt E~QINEEB (D&R) Irrigation Department, Government of Punjab,
Chandigarh
DI~~OTOR (CD) (Alternate )
DEPUTY DIRECTOR, STANDARDS Research, Designs & Standards Organization,
(B&S)-1 Lucknow
ASSISTANT DIBECTOR, STANDARDS
(B&S)-11 ( Alternafe )
SRRI M. R. DOCTOR Special Steels Ltd, Bombay
SHRI S. G. JOSHI (Alternate )
SHRI V. GULATI Heatly & Gresham (India) Ltd, New Delhi
SHRI P. K. GUPTE National Metallurgical Laboratory (CSIR),
Jamshedpur
SRRI N. C. JAIN Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Alternate )
( Continued on page 2 )
0 Csbyright 1982
BUREAU 01: INDIAN STANDARDS
This publication is protected under the In&n apyright 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 : 432 ( Part II ) - 1982
Members Rapscnling
SHRI M. P. JASUJA Research & Development Centre for Iron & Steel
( Steel Authority of India Ltd ), Ranchi
SARI A. JAYAQOPAL Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence )
MA J R. CHANDRASEXEARAN ( Alternate )
Smu S. Y. KEAN Killick Nixon Ltd, Bombay
SHRI P. S. VENEAT ( Alternate)
SHRI K. K. KHANNA National Buildings Organization, New Delhi
SHRI K. S. SRIN~VA~AN( Alternate )
SHRI M. N. KHANNA Bhilai Steel Plant, Bhilai
SHRI C. DASQTJPTA( Altcrnate )
SHRI S. N. MANOAAX Tata Consulting Engineers, Bombay
SHRI N. NAQARAJ ( Alternate )
SERI R. K. MATHUR Public Works Department, Government of Uttar
Pradesh, Lucknow
SHRI Y. K. MEHTA The Concrete Association of India. Bombay
SHRI E. T. ANTIA ( Altcrnutr )
Da P. K. MOHANTY Tor Steel Research Foundation in India, Calcutta
DR 1x13. P. K. BANERJEE (Alternate)
SHRI A. D. NARAIN Roads Wing, Ministry of Shipping and Transport
DR V. P. NARAYANASWAMY Stru;~ct;~e~eermg Research Centre (CSIR),
SHRI Z. GEORQE ( Alternate)
SHRI S. N. PAL M. N. Dastur & Co (.P, ’, Ltd. ~C alcutta
SHRI SALIL ROY I Alternate 1
SARI 6. K. PANTHA;; -- ’ Hinduntan Construction Co Ltd, Bombay
SHRI P. V. NAXK ( Alternate )
Dn G. P. SARA Gammon India Ltd, Bombay
SRR~ A. C. ROY ( Alternate)
SRRI T. SEN IRC Steels Ltd. Calcutta
SERI SH~ISR H. SHAH Tensile Steel Ltd. Bombav
SHRI M. S. PATEAK (Alternate)
SHR~ C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRI C. N. RAQEAVENDEAN ( Alternate )
SHRI S. SUBRAMANIAN Cement Research Institute of India, New Delhi
SRBI ANIL KUMAR ( Alternate )
SARI G. RAMAN, Director General, ISI (Ex-oficio Member)
Director ( Civ Engg )
Secretary
SRRI M. N. NZELAKANDHAN
Assistant Director ( Civ Engg ), IS1
2IS : 432 ( Part 11) - 1982
Indian Standard
SPECIFICATION FOR
MILD STEEL AND MEDIUM TENSILE STEEL
BARS AND HARD-DRAWN STEEL WIRE FOR
CONCRETE REINFORCEMENT
PART II HARD-DRAW&d STEEL WIRE
( TlCrd Revisiotz )
0. FOREWORD
0.1 This Indian Standard ( Part II ) ( Third Revision ) was adopted by the
Indian Standards Institution on 14 May 1582, after the draft finalized by
the Joint Sectional Committee for Concrete Reinforcement had been
approved by the Civil Engineering Division Council and the Structural
and Metals Division Council.
0.2 This standard was first published in 1953 subsequently revised in
1960 and 1966. The present revision has been taken up with a view to
modifying the earlier provisions in light of experience gained in working
to this standard by both manufacturers and users.
0.3 Apart from incorporating an amendment issued to this standard, this
standard adopts SI units in specifying the various physical requirements.
Further, certain provisions of the standard have been revised based on the
latest Indian Standards on physical and chemical tests for steel.
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
accordance with IS : 2-1960’. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
*Rules for rounding off numerical values ( mid).IS : 432 ( Part II ) - 1982
1. SCOPE
1.1 This standard ( Part II ) covers the requirements of hard-drawn steel
wire of medium strength for use as reinforcement in concrete.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Bundle- Two or more ‘ coils ’ or a number of lengths properly
bound together.
2.2 Coil - One continuous piece of wire as drawn in the form of a coil.
2.3 Elongation - The increase in length of a tensile test piece under
stress. The elongation at fracture is conventionally expressed as a
percentage of the original gauge length of a standard test piece.
2.4 Parcel -Any quantity of finished ‘ wire ’ whether in ‘ coils ’ or
‘ bundles ’ presented for examination and test at any one time.
2.5 Proof Stress -The stress which is just sufficient to produce, under
load, a non-proportional elongation equal to a specified percentage of the
original gauge length.
2.6 Ultimate Tensile Stress - The maximum load reached in a tensile
test divided by the original cross-sectional area of the gauge length portion
of the test piece.
2.7 Wire -. Cold-drawn steel wire of circular cross section.
3. MANUFACTURE AND CHEMICAL COMPOSITION
3.1 The wire shall be cold-drawn from mild steel made by the open
hearth, electric duplex, acid bessemer, basic oxygen, or a combination of
these processes. In case any other process is employed in the manufacture
of steel, prior approval of the purchaser should be obtained. In case basic
oxygen process is employed for manufacture, the nitrogen content of the
steel shall not exceed 0.008 percent.
3.1.1 The ladle analysis when made in accordance with relevant parts
of IS : 228* shall show that the steel contains not more than O-050 percent
of sulphur and not more than 0,050 percent of phosphorus.
*Methods for chemical analysis of steels ( sucmdre uisi~n) ( being issued in parts ).
4IS : 432 ( Part II) - 1982
4. FREEDOM FROM DEFECTS
4.1 All finished wire, subject to the provisions of 7 shall be cleanly drawn
to the specified size and shall be sound, free from splits, surface flaws
and other defects likely to impair its use for concrete reinforcement, and
finished in a workmanlike manner.
5. NOMINAL SIZES
5.1 Hard-drawn wire shall be supplied in the following nominal sizes:
Diameters of hard-drawn wire 2.65, 3.0, 3.15, 3.55, 4.0, 4.5,
4.75, 5.0, 5.3, 5.6, 6.0 6.3, 7.1,
7.5, 8.0, 9.0, 9.5 and 10 mm
NOTE - It is proposed to rationalize the diameters of hard-drawn wire and
include only 3,4, 5,6. 8 and 10 mm in the next revision of the standard. Sizes other
than these are now included to facilitate manufacturers and users to chance over to
the rarionalized sizes in this period.
6. TOLERANCES
6.1 The tolerance on the nominal diameter shall be + : percent.
6.1.1 For purposes of determining whether the actual diameter of the
wire is within the specified tolerances, the diameter shall be determined
with a micrometer by taking two measurements at right angles to each
other at three places along a length of not less than 250 mm and the
average of these six measurements shall be taken as the diameter of the
wire.
6.2 Cutting Tolerances on Length - Cutting tolerance for wire shall
be as follows:
Over 3 m f13mm
Less than 3 m f 6mm
7. PHYSICAL REQUIREMENTS
7.1 The ultimate tensile stress, proof stress and elongation of the wire
when tested in accordance with 8.2 shall not be less than the following
values:
a) Ultimate tensile stress, N/mm? 570
b) Proof stress (0.2 percent ), N/mm4 480
c) Elongation over a gauge length of 73
8 D, where D is the dia of wire,
percent
5IS : 432 ( Part II) - 1982
7.2 The wire shall withstand the reverse bend test specified in 8.3.
8. TESTS
8.1 All test pieces of wire shall be selected by the purchaser or his
authorized representative, either
a) from the cuttings of lengths of wires or ends of coils of wires, or
b) if he so desires, from the coil or length of wire, after it has
been cut to the required or specified length and the test piece
taken from any part of it.
8.1.1 In neither case, the test piece shall be detached from the coil or
length of wire, except in the presence of the purchaser or his authorised
representative.
8.1.2 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 coils or bundles in each cast with sizes
as well as the identification marks, whereby each coil or bundle of wire
can be identified.
8.2 Tensile Test - The ultimate tensile stress, proof stress and elongation
of wire shall be determined in accordance with IS : 1521-1972*. The test
pieces shall be cut from the finished material and straightened, where
necessary. The test pieces shall not be annealed or otherwise subjected to
heat treatment. Any slight straightening which may be required shall be
done cold.
8.3 Reverse Bend Test -Reverse bend test shall be made on a test
piece cut from the finished product. The test piece shall not be annealed
or subjected to any heat treatment before testing. The test piece shall
withstand one complete cycle of reverse bend around a pin of size
indicated below, without showing any sign of fracture when reverse bend
test is carried out in accordance with the reqrlirements of IS : 1716-1971t:
Dia of Specittm It’ire Dio of Pin
7.5 mm and under Equal to diameter
of specimen
Over 7.5 mm Twice the diameter
of specimen
-.
*Method for tensile testing of steel wire (fir,~! rcoision) .
thl@thod for revers.e bend testing of steel wire I first rmision ).
6IS : 432 ( Part II ) - 1982
8.4 Re-tests - Should any one of the test pieces first selected fail to pass
any of the tests specified in this standard, two 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 requirements of that parti-
cular test. Should the test piece from either of these additional samples
fail, the material represented by the test sample shall be considered as
not having complied with this standard.
8.5 Sampling - One tensile test and one bend test each shall be made
for every 5 tonnes or less in any parcel of wire.
9. DELIVERY, INSPECTION AND TESTING FACILITIES
9.1 Unless otherwise specified, general requirements relating to the supply
of material, inspection and testin, 17 shal! conform to IS : 1387-1967*.
9.2 No material shall be despstched from the manufacturer’s or supplier’s
premises prior to its being certified by the purchaser or his authorized
representative as h;>ving fulfilled the tests and requirements laid down in
this standard except 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 the 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.
9.4 Manufacturer’s Certificate - In the case of wires 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-
tatives with the certificate stating the process of manufacture and also the
test sheet signed by the manufacturer givin, m the result of each mechanical
test and the chemical composition, if required. Each test sheet shall
indicate the number or identification mark of the cast to which it applies,
corresponding to the number or identification mark to be found on the
material.
10. IDENTD?ICATION AND MARKING
10.1 The manufacturer or supplier shall have ingots, billets and wires, or
bundles of wires marked in such a way that all finished wires can be
*Specification for general requirements for the supply of metallurgical materials
(first rrzirion ) .
7IS : 432 ( Part II ) - 1982
traced to the cast from which they were made. Every facility shall be
given to the purchaser or his authorized representative for tracing the
wires to the cast from which they were made.
10.2 BIS Certification Marking
The product may alsb be marked with Standard Mark.
10.2.1 The use of the Standard Mark is governed by the provisions of
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder. The details of conditions under which the liceuce 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
Headquarters:
hljanak 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. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110602 323 76 17
‘Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 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 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T Road, GHAZIABAD 201001 8-71 19 96
5315 Ward No. 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 50OOOr 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 IQ 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
|
1127.pdf
|
Is : 1127 - 1970
( Reaffirmed 1993 )
Indian Standard
RECOMMENDATIONS FOR DIMENSIONS
AND WORKMANSHIP OF NATURAL BUILDING
STONES FOR MASONRY WORK
First Revision )
(
Fourth Reprint OCTOBER 1998
UDC 691.21
0 Copyright 1971
RUR13A.U OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 Febnmy 1971
.- .” _ ^_ .-. _.“. “. .“._.... _.__ _ ._-._-_ -. . . -.--l
IS:1127-1970
Indian Standard
RECOMMENDATIONS FOR DIMENSIONS
AND WORKMANSHIP OF NATURAL BUILDING
STONES FOR MASONRY WORK
(First Revision )
Stones Sectional Committee, BDC 6
Chairman Representing
SHRI 0. MUTHACHEN Central Public Works Department, New Delhi
Members
Sn~l K. K. AGRAWALA Builders’ Association of India, Bombay
SHRI K. K. MADXOK ( Alternate J
SHRI T. r4. B~ARQAVA . Ministry of Shipping & Transport ( Roads Wing)
CHIEF ARC~ITJXT Central Public Works Department, New Delhi
SHRI G. C. DA9 National Test House, Calcutta
Dn M. P. DHIR Central Road Research Institute ( CSIR ), New Delhi
SH~I R. L. NANDA (Alternate)
SHRI M. K. GUPTA Himalayan Tiles and Marble Pvt Ltd, Bombay
SHRI H. D. GUPTA Public Works Department, Government of Rajasthan
DR IQBAL ALI Engineering Research Laboratory, Government of
Andhra Pradesh
SHIEI A. B. L~N~AM ( Alternate )
SHRI JACOB THOMAS Public Works Department, Government of Kerala
Sum V. S. KAMAT The Hindustan Construction Co Ltd, Bomhay
SHRI V. S. KRISHNASWAMY Geological Survey of India
Snap T. R. MEHANDRU Institution of Engineers ( India ), Calcutta
SARI G. S. MEHROTRA Central Building Research Institute ( CSIR ),
Roorkee
SHRI K. H. PARISH Associated Stone Industries ( Kotah ) Ltd, Ramganj-
mandi, Rajasthan
SHR~J . S. SHAH ( Alternate )
SFIRI PREM SWARUP Department of Geology & Mining, Government of
Uttar Pradesh
SHRI A. K. A~ARWAL ( Alternate)
SARI RABIND~R SINGII National Buildings Organization, New Delhi
DR A. V. R. RAO (Alternate)
SHRI H. SEIFIXAILA~~AIH Public Works Department, Government of Mysore
Snm M. L. SETHI Department of Geology and Mining, Government of
Rajasthan
SHRI Y. N. DAVE ( Altrrnnte)
11 II R E A lJ 0 F 1 N D 1 A N S ‘I-A N I) A R I) S
MANAK HIIAVAN, 9 13AlIADUR SIIAlI %Al:AR MARC;
Nl5W DELHI 110002
’IS t 1127 - 1970
Indian Standard
RECOMMENDATIONS FOR DIMENSIONS
AND WORKMANSHIP OF NATURAL BUILDING
STONES FOR MASONRY WORK
(First Revision)
0. FOREWORD
0.1T his Indian Standard (First Revision) was adopted by the Indian
Standards Institution on 15 May 1970, after the draft finalized by the
Stones Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Data in regard to the dimensions and workmanship of the natural
building stones, based on the information collected up to the year 1957,
by this Institution were included in the earlier version of this standard
which was published in 1957. In the next 13 years considerable
changes in the method of construction of stone masonry have occurred so
as to keep in line with the latest development in the building construction.
It has been, therefore, found necessary that this standard should be
revised and its requirements should now be based on the practice followed
in this country by the various organizations like Military Engineering
Services, Central Public Works Department, Railways, State Public Works
Departments, etc.
0.3 Details regarding construction of stone masonry have been prescribed
separately in IS: 1597 (Part I)-1967’ and IS: 1597 (Part II)-1967t.
In this standard recommendations in regard to the dimensions and
workmanship of the natural buildiug stones which are required for the
various types of the stone masonry have been covered.
0.4 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.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
+Code of practice for construction of stone maonry: Part I Rubble stone masonry.
tC!ade oi practice for construction of stone masonry: Part XI Ashlar masonry.
2
1“IS I 1127 - 1970
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down recommendations for the dimensions and
workmanship of natural building stones used for various types of stone
masonry.
2. TERMINOLOGt
2.0 For the purpose of this standard, the definitions given in 2 of
IS: 1597 (Part I)-1967t shall apply.
3. ‘DIMENSIONS AND TOLERANCES
3.1 The recommended dimensions of natural building stones measured at
edges shall be as given in Table 1.
3.1.1 The recommended dimensions given in Table 1 have been worked
out on the basis that the thickness of the mortar joints are 3 mm for ashlar
masonry, 6 mm for block in course and 10 mm for square rubble.
3.2 Tolerances -The following tolerances shall be allowed on the
dimensions:
a) For stones required in ashlar masonry:
1) Length and breadth f 5 mm
2) Height f 3 mm
b) For stones required for other than ashlar masonry:
1) Length and breadth + 5 mm
-10 mm
2) Height f 5 mm
4. WORKMANSHIP
4.1 In the case of stratified rocks, stones for building purposes shall be so
quarried and dressed that when set in the building, the stones are laid
along the plane of stratification.
*Rules for rounding of numerical valws (kd).
tC.hde of practice for construction of stone masonry: Part I Rubble stone masonry.
3TABLE 1 DIMENSIONS OF NATURAL BUILDING STONES tf
. .
( Clause 3.1 )
=
N
-I
SL TYPE OB MASONRY LENQTE BREADTH HEIGHT I
No. -mm mm mm lo’
i) Stones for ashlar 597 297 297 z!
697 347 347
797 397 397
ii) Stones for block in course 394 194 194
494 244 244
iii) Stones for square rubble 1::
2 140 :: 140
190 90: 140, 190 90: 140, 190
240 90,140, 190 90, 140,190
290 90, 140, 190, 240 90, 140, 190, 240,290
390 90, 140, 190, 240,290 90, 140, 190, 240,290
440 90, 140, 190, 240, 290 90, 140, 190, 240, 290
490 90, 140, 190, 240, 290 90, 140, 190,240, 290
590 90, 140, 190. 240, 290 90, 140, 190, 240, 290
iv) Stones for random rubble May be of any size and shape but not less than 150 mm in any direction
v) Stones for sills and lintels a) 890, 990, 1 090, 1 190, 90, 1’90, 290, 390, 490 90, 140, 190
1 290
1)) 1390, 1490, 1590, 190, 290,390,490, 590 140, 190,248, 290
I 690, 1 790
vi) Stones for arches, domes The dimensions depend on the particulars of the curve
and circular moulded
work
vii) Coping stones 190, 290, 390,490, 590, 2C0, 300,400,500,600 100, 150,200
690, 790
viii) Kerb stones 390,490, 590,690, 790 100, 200, 300 300,400,500IS : 1127 - 1970
4.2 No sharp protrusions, pinnings or depressions shall be allowed on any
side of building stones, appropriate to each type of masonry described
in 4.3.
4.3 Dressing of Stones
4.3.1 Ashlar Masonry
4.3.1.1 Plain ashlar -Every stone shall be cut to the required size and
shape, chisel dressed on all beds and joints so as to be free from bushing;
dressed surface shall not show a depth of gap of more than, 3 mm from
straight edge placed on it. The exposed faces and joints, 6 mm from the
face shall be fine tooled so that a straight edge can be laid along the face
of the stone in contact with every point. All visible angles and edges
shall be true and square and free from chippings. The corner stones
( quoins) shall be dressed square and the corners shall be straight and
perpendicular.
4.3.1.2 Ashlar sunk or moulded-Dressing shall be done in the same
manner as in plain ashlar (see 4.3.1.1). The faces shall then be gauged,
cut, grooved, rebated, sunk or plain moulded as required for the work.
For this purpose a full size layout of the moulding shall be prepared on
platforms for which sheet templates shall be cut and the stone dressed to
the templates to a uniform and fine finish. The dressed surface shall not
be more than 3 mm from straight edge placed on it. All visible angles
and edges shall be true and free from chippings. The faces of joints,
6 mm from the face shall also be fine tooled so that a straight edge placed
on it, is in contact with every point. It shall be finest surface that can be
given to a stone with the chisel and with rubbing.
4.3.1.3 Ashlar rough tooled-The dressing of stone blocks shall be
similar to plain ashlar (see 4.3.1.1) except that face exposed in view shall
have a fine chisel draft 2.5 mm wide round the edges and shall be rough
tooled between the draft such that the dressed surface shall not deviate
more than 3 mm from the straight edge placed over it.
4.3.1.4 Ashlar block in course-The stones are dressed all squared,
and the faces are usually hammer-dressed.
4.3.2 Random Rubble Masonry-Stones shall be hammer-dressed on the
face, the sides and the beds to enable these to come in approximity with
the neighbouring stone. The bushing on the face shall not be more than
40 mm on an exposed face.
4.3.3 Coursed Rubble Masonry
4.3.3.1 Coursed rubble ( jrst sort ) -Face stone shall be hammer-dressed
on all Heeds and joints so as to give them approximately rectangular shape.
These shall be square on all joints and bed faces. The bed joints faces
shall be chisel drafted for at least 80 mm back from the face and for the
5IS : 1127- 1970
side joints faces at least 40 mm. No portion of the dressed surface shall
show a gap more than 6 mm from straight edge placed on it. The
remaining unexposed surface portion of the stone shall not project beyond
the surface of bed and side joints. The requirements regarding bushing
shall be same as for random rubble masonry (see 4.3.2).
4.3.3.2 Coursed rubble (second sort ) -All requirements are the same as
for coursed rubble ( first sort ) ( see 4.3.3.1) except that no portion of dressed
surface of joints shall show a depth of gap more than 10 mm from a
straight edge placed on it.
4.3.4 Stones for Arches, Dopes or Circular Moulded Work-The dressing
shall be done in the same manner as for ashlar sunk or moulded (see 4.3.1.2 )
except that for arch or dome work, the stones shall be dressed to the
required shape so that the surface of joints shall be truly radial.
4.3.5 Stones for Moulded and Carved Columns-The dressing shall be done
in the same manner as for plain ashlar (see 4.3.1.1). The surface of joints
with the adjoining stones shall be truly vertical, horizontal, radial and
circular as the case may be. The face may be dressed to uniform curves
of planes as required for the work.
( Contimrcdfrom page 1 )
Members Representing
SUPERINTENDIN@ E~orNppn Public Works Department, Government of Tamil
( Drxxas ANI) MARINF: WORKS ) Nadu
DEPUTY CI<IIZF ENGINEER ( I & D ) ( Alternate)
SHRI S. V. SUIZYANARAYANA Central iVater and Power Commission, New Delhi
SHRI M. V. YOGX Engineer-in-Chief’s Branch, Army * Headquarters
( Ministry of Defence )
SHRI K. N. SUBHA RAO (Ahnate)
SH~I R. NAGARAJAN, Director General, IS1 ( Ex-oficio Member I
Director ( Civ Engg )
SHRI K. M. MAT~IUR
Assistant Director (Civ Engg). IS1eBUREAU OF-INDIAN STANQ&RDS
zefer
ManakB havan9, Bahadw Shah Marg, NEW DELHI llooO2
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 113234062, 91 113239399, 91 11323Q382
Telegams : Manakscnslha
(Common to all Offices)
C@nWLdnmtory: Tokphone
Plot No. 20/Q, Site IV, Sahibabad lndustrii Area, SAHIBABAD 201010 e-770032
lh#ond omces:
Central : Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI llooo2 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 603843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya. EQ Behind Marol Telephone Exchange, Andheri (East), 632 Q2 ~5
MUMBAI 4OOOQ3
Brmch Otfkw:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501346
SPeenya Industrial 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
Kalaikathir Buildings, 670 Avinashi Road, COMBATORE 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 761003 54 11 37
5-6-58C. L. N. Gupta Marg, Nampally Station Road, HYDERABAD 5OOQOl 20 1083
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 B. Sarvodaya Nagar. KANPUR 206005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 600013 26 23 05
T. C. No. 1411421, University P. 0. Palayam. 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpgt 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
Frinted at New India Prlntlng Press, Khurja. In&a
|
2266.pdf
|
1,
—Q%
IS 2266:2002
Indian Standard
STEEL WIRE ROPES FOR GENERAL ENGINEERING
PURPOSES — SPECIFICATION
(Fourth Revision)
ICS 53.020.30; 77.140.65
r---
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR(3
NEW DELHI 110002
,%ptember 2002 Price Group 8Wire Ropes and Wire Products Sectional Committee, !AE10
FOREWORD
This Indian Standard (Fourth Revision) was adopted bythe Bureau of Indian Standards, after the draft finalized
by the Wire Ropes and Wire Products Sectional Committee had been approved by the Mechanical Engineering
Division Council.
This standard was first published in 1963,revised in 1970, 1977 and 1989. The first revision was taken up to
align the standard with the corresponding 1S0 standard, 1S02408: 1975‘Steelwire ropes forgeneral purposes
— Characteristics’.
[n the second revision, published in 1977, certain changes inthe listof constructions were made. In the third
revision, the construction 6 x 19(12/6/1) with steelcore (CWR) was added and the requirement of galvanizing
was modified.
The experience gained inimplementation ofthe standard necessitated this revision andcertain changes that are
necessary are incorporated inthis revision.
The composition of the Committee responsible for the formulation ofthis standard is given in Annex A.
For the purpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
1S2:1960 ‘Rules for rounding off numerical values (revisec$’. The number of significant places retained in
the rounded off value should be the same asthat ofthe specified value inthis standard.
.IS 2266:2002
Indian Standard
STEEL WIRE ROPES FOR GENERAL ENGINEERING
PURPOSES — SPECIFICATION
(Fourth Revision)
1
SCOPE general engineering purposes. The following rope
constructions, types, rope grades, cores and range of
This standard covers general requirements for steel
sizes are covered as identified by x mark :
wire ropes for use in cranes, excavators and other
Construction Type Rope Grade Core Size Ref to
Range Table
1570 1770 1960 Fibre Steel (Dia. in
mm)
6 X7(6.1) x x x x x 8to 12 1
6 X 19 M (12/6.1) x x x x – 8to 52 2
6 X ]9 M (12/6-1) x x x – x 8to40 2
6 x 37 M (18/12/6-1) x x x x – 8 to 64 3
6 X 37 M (18/12/6.1) x x x – x 8 to 52 3
6 x 17 S(8-8-1) x x x x x 8 to 52 4
6 x 19 S(9-9-1) x x x x x 8 to 52 4
6 X 21 F (10.5F-5-1) x x x x x 8 to 64 5
6 x 25 F(]2.6F.6.1) x x x x x 8 to 64 5
6 X26 SW (10-5+5-5-1) x x x x x 8 to 52 6
6 X31 SW (12-6+6-6-1) x x x x x 8to 52 6
6 X36 SW (14-7+7-7-1) Round x x x x x 8to 76 6
6 X41 SW (16-8+8-8-1) x x x x x 32to 92 6 ...-
6 X 49 SWS (16-8+8.8-8.1) x x x x x 45 to 92 6
6 X 55SWS (16-8+8.8-8/6-1) x x x x x 52 to 92 6
.i
8 X 19 S(9-9-1) x x x x x 8to 52 7
8 x 25 F (12-6 F-6.1) x x x x x 8to 52 8
8 X36 SW (14-7+7-7-1) x x x x x 16t068 9
8 X 37 SF (12-12-6F-6.1) ,x x x x x 16t068 9
]7 X 7 [11 X 7(6-1):6X 7(6.1)] x x x x x 8to40 10
18 X 7 [12 x 7(6-1):6X 7(6.1)] x x x x x 8to40 10
34 x7[]7 x7(6.1): 11 x7(61)/6x x x x x x 12t056 II
7(6- 1)]
36 X 7 [18 X 7(6.1) :12 X 7(61)/6 X x x x x x 12t056 Ii
7(6-l)]
12 x 6(6-()): 3 x 24 (15/9.Fibre) Oval x x x x x 8to 40 12
(j x v25 (12112-A) Flattened x x x x x 13t048 13
strand
2 REFERENCES possibility of applying the most recent editions of the
standards indicated below :
The following Indian Standards contain provisions,
which through reference in this text constitute 1sNo. Title
provisions ofthis standard. Atthetime ofpublication, 1835:1976 Round steel wire for ropes (third
the editions indicated were valid. All standards are revision)
subject to revision, and parties to agreements based 2365:1977 Glossary of terms relating to wire
on this standard are encouraged to investigate the ropes (i%st revision)
1—$%
IS 2266:2002
:,
ISNo. Title of the Types (A, AB or B) of IS 1835 as may be J
6594:2001 Technical supplyconditions forsteel specified by the purchaser.
?$:lJ
wire ropes and strands (second , .. sq!,
revision) 11 SAMPLING PLAN
1804:1996 Steelwireropes— Fibremaincores
11.1 Lot
(third revision)
Steel wire rope of same size manufactured using the
3 TERMINOLOGY
same set of strands and same type of core under
For the purpose of this standard the terms given in identical condition of production, shall constitute a
IS2365 shall apply. lot.
4,’,
4 ROPE SIZE AND TOLERANCE NOTE —Manufactursehrallprovideevidencfeorthetractability ,,
ofthe individual rope lengths tothe parent rope toestablish that ..;
The size ofthe rope designated as‘nominal diameter’
those represent thelotasdefined above.
shall be one of those given in Tables 1 to 13. The
actual diameter ofthe rope assupplied shallbewithin 11.2 For ascertaining the conformity of a lot, the
+4 following sampling plan shall be made:
_l percent of the nominal diameter.
a) Dimensional checking — 100percent
5 MINIMUM BREAKING FORCE
b) Breakingforce test — one sample from a lot.
The minimum breaking force shall be as given in
12 MARKING
Tables Ito 13.
12.1 The size, construction, rope grade, lay, core,
6 GENERAL REQUIREMENT
coatingandlengthorwirerope,reel/coil number along
The wire rope shall conform to IS6594 and shall also with the order number of purchaser and any other
meet the following requirements, marking whichmaybespecified bythepurchaser shall
be legibly mentioned on a suitable tag securely
7 CONSTRUCTION
attached, when wire ropes are supplied in coils. In
Therope construction shallbechosenfrom 1,However casewire ropes are supplied inreels, the information
considering wide range of engineering application maybestenciled onboth sidesofthereels orstenciled
other varieties of construction in Scale Warrirtgton/ on one side of the reel and a suitable tag giving the
Scale Warrington Scale group (SW/SWS) given in same information may be attached on the other side
Table 6can bedeveloped, manufactured andsupplied ofthe reel. ----
with the consent of users as per the guidelines given
infoot note under Table 2 of 1S6594. 12.2 BIS Certification Marking
8 CORE 12.2.1 The product may also be marked with the
Standard Mark.
S.1 Fibre Core
12.2.2 The use of the Standard Mark is governed by
Fibre core shall be as per IS 1804. theprovisions ofthe Bureau ofIndian Standards Act,
1986 andtheRulesandRegulations made thereunder.
8.2 Steel Core
The details of conditions under which a license for
Steel core shall be as per IS 6594. the use of the Standard Mark may be granted to the
manufacturers orthe producers maybe obtained from
9 JOINTS the Bureau of Indian Standards.
Tucked joints in wires during rope making are
13 PACKING
permitted for wires of 0.5 mm diameter and smaller.
Theropes shallbeprotected suitably to avoid damage
10 GALVANIZING in transit and corrosion.
When galvanizing isrequired, itshall conform to anyIS 2266:2002
Table 1 Mass and Breaking Force for 6 x 7 (6-1) Construction Ropes
(Clauses 1,4 and 5)
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding to Rope Grade of
Diameter
1570 1770 1960
.—
Fibre core \ Steel corel) Fibre core Steel corelJ Fibre core Steel core’) Fibre core Steel core’l
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100m kN kN kN kN kN liN
8 22.9 25.2 33 36 38 41 42 45
9 28.9 31.8 42 46 48 51 53 57 ---
10 35,7 39.3 52 56 59 64 65 70
11 43,2 47.6 63 68 71 77 79 85
12 51.5 56.6 75 81 85 91 94 101
NOTE — To calculate the aggregate breaking force, multiply the figures given incot 4, 6 and 8by 1.111 and in COI5, 7 and 9 by
1.193.
11wire strand core (CWS) may be used forropediameter1‘2mm~d below.
I
,
i
I
3—&
1S 2266:2002
Table 2 Mass and Breaking Force for 6 x 19 M (12/6-1) Construction Ropes
(Clauses 1,4 and 5)
8 to 52 mm 8 to 40 mm
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding toRope Grade of I
Diameter
1570 1770 1960
Fibre core Steel corei) Fibre core Steel corel) Fibre core Steel core1, Fibre core Steel core1)
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100m kN kN kN kN kN kN
8 22.1 24.4 31 33 35 38 39 42
9 28.0 30.8 39 42 44 48 49 53
10 34.6 38.1 48 52 54 59 60 65
------
II 41.9 46.1 58 63 66 71 73 79
i
12 49.8 54.8 69 75 78 85 87 94 ,,,
13 58.5 64.3 82 88 92 99 102 110 .* J
14 67.8 74.6 95 102 107 115 118 128
16 88.6 97.4 124 133 139 150 154 167
18 112 123 156 169 176 190 195 211
19 125 137 174 188 196 212 217 235
20 138 152 193 208 218 235 241 260
22 167 184 234 252 263 284 292 3[5
24 199 219 278 300 313 338 347 375
26 234 257 326 352 368 397 407 440
28 271 298 378 409 426 461 472 510
32 354 390 494 534 557 602 617 666
36 448 493 625 675 705 761 781 843
.,
38 500 550 697 752 785 848 870 939
40 554 609 772 834 870 940 964 1041
44 670 934 — 1053 — I 166 —
48 797 — 1112 — 1253 — 1388
52 936 — 1305 — 1471 — 1629 —
NOTE — To calculate the aggregate breaking force, multiply the figures given inCOI4,6 and 8by 1.163 and inCOI5,7and 9by 1,25.
I)wire strand core(CWS) may be used forrope diameter 12mm ~d below.
4“e&
IS 2266:2002
Table 3 Mass and Breaking Force for 6 x 37 M (18/12/6-1) Construction Ropes
(Clauses 1,4 and 5)
,j
.:
8 to 64 mm 8 to 52 mm
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding toRope Grade of
Diameter
1570 I770 1960
Fibre core Steel corei) F]bre core Steel corel) Fibre core Steel core’) Fibre core Steel corel)
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100 m kN kN kN kN kN kN
8 22.1 24.4 30 32 33 36 37 40
9 28.0 30.8 37 40 42 46 47 51
10 34.6 38.1 46 50 52 56 58 62
11 41.9 46.1 56 60 63 68 70 76
12 49.8 54.8 67 72 75 81 83 90
13 58.5 64.3 78 84 88 95 98 105
14 67.8 74.6 91 98 102 I10 113 122
16 88.6 97.4 118 128 134 144 148 160
,“
18 112 123 150 162 169 183 187 202
19 125 137 167 180 188 203 209 225
20 138 152 185 200 209 225 231 250
22 167 184 224 242 253 273 280 302
24 199 219 267 288 301 325 333 359
26 234 257 313 338 353 381 391 422
28 271 298 363 392 409 442 453 489
32 354 390 474 512 ‘ 534 577 592 639
36 448 493 600 648 676 730 749 809
38 500 550 668 722 753 814 834 901
40 554 609 741 800 835 902 924 999
44 670 737 896 968 1010 1091 I 119 1208
48 797 877 1066 1152 1202 1298 1331 1438
52 936 1029 1252 1352 1411 I 524 1562 1687
56 1085 — 1451 1636 1812
60 1246 1666 1878 2080
64 1417 1896 2137 2367 —
NOTE — To calculate the aggregate breaking force, multiply the figures given incot 4, 6and 8by 1.212 and inco] 5,7and 9
by 1.302
I)Wire strand core (CWS) may beused forrope diameter 12mm and below.
5t
IS 2266:2002
Table 4 Mass and Breaking Force for 6 x 17 S (8-8-1) and 6 x 19S(9-9-1) Construction Ropes
(Clauses 1,4 and 5)
6x17 S (8-8–1) 6x17 S (8-8-1)
With Fibre core (CF) With Steel Core (CWR)
6x19 S (9-9-1) 6xT9 S (9-9-1)
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding to Rope Grade of
Diameter 1570 1770 [960
Fibre core Steel con?) Fibre core Steel core’) Fibre core Steel core’) Fibre core Steel core1~
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kgll 00 m kN kN kN kN kN kN
s 23.X 26.2 33 36 37 40 42 45
9 30.2 33.2 42 45 47 51 53 57
10 37.3 41.0 52 56 59 63 65 70
II 45.1 49.6 63 68 71 77 78 85
12 53.7 59.0 75 81 84 91 93 101
13 63.0 69.3 88 95 99 I07 110 118
14 73.0 80.3 I02 110 115 124 127 137
16 95,4 105 133 144 I50 162 166 179
18 121 I33 168 182 190 205 210 227
19 135 148 188 203 211 228 234 253
20 I49 164 208 224 234 253 260 280
22 180 198 252 272 284 306 314 339
24 215 236 299 323 337 364 374 403
26 252 277 351 379 396 428 439 474
28 292 321 407 440 459 496 509 549
32 382 420 532 575 600 648 664 7[7
36 483 531 673 727 759 820 841 908
38 538 592 750 810 846 913 937 1012
40 596 656 831 898 937 I012 1038 1 121
44 721 794 1006 1086 1134 1225 1256 I356
48 858 944 i 197 1293 1350 1458 1495 1614
52 I008 1108 1405 1517 1584 1711 I 754 I894
NOTE — Tocalcokrte tbeaggregate breaking force, multiply tbefigures given inCOI4,6 and 8by 1.163andinCOI5,7 and 9by 1.25,
‘‘Wire strand core (CWS) maybe osed forrope diameter 12mm and below,
6IS 2266:2002
Table 5 Mass and Breaking Force for 6 x 21 F(10-5 F-5-1) and 6 x 25 F(12-6 F-6-1) Construction Ropes
(Clauses 1,4 and 5)
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Forec Corresponding to Rope Grade of
Diameter
1570 1770 1960
Fibre core Steel core’) Fibre core Steel core’) Fibre core Steel core’) Fibre core Steel coreI‘
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm I@] 00m kN kN liN liN kN kN
8 24.3 26.8 34 37 38 41 42 46
9 30.8 33.9 43 46 48 52 54 58
10 38.0 41.8 53 57 60 65 66 71
11 46,0 50.6 64 69 72 78 80 86
12 54.7 60.2 76 82 86 93 95 I03
13 64.3 70.7 90 97 101 109 112 121 ---
14 74.5 82.0 104 112 117 127 130 140
16 97.3 I07 136 147 I53 165 169 183
18 123 135 172 186 194 209 214 232 ‘,,,
19 137 151 191 207 216 233 239 258
20 152 167 212 229 239 258 265 2x6
22 184 202 257 277 289 312 320 346
24 219 241 305 330 344 372 381 412
26 257 283 358 387 404 436 447 483
28 298 328 416 449 469 506 519 560
32 389 428 543 586 612 661 678 732
36 493 542 687 742 775 837 858 926
38 549 604 766 827 863 932 956 1032
40 608 669 848 916 956 1033 I059 1144
44 736 810 1026 I 109 I 157 i 250 1281 1384
48 876 964 1222 I319 1377 1487 1525 I647
52 1028 I 131 1434 I548 1616 I745 1790 I933
..
56 1192 1311 I663 1796 1874 2024 2076 2242
60 1369 I 506 1909 2061 2152 2324 2383 2573
64 1557 1713 2}72 2345 2448 2644 2711 2928
NOTE — To calculate the aggregate breaking force, multiply the figures given inCOI4, 6and 8by 1,163 and inCOI5.7 and 9
by 1.25
IIwirestrand core (cW’S) may beused forrope diameter 12mm and below.
71S2266:2002
Table 6 Mass and Breaking Force for 6x26 SW (10-5+5-5-1), 6x31 SW (12-6+6-6-1 ),
6x36 SW (14-7+7-7-l), 6x41 SW (16-8+8-8-1 ), 6x49 SWS (16-8+8-8-8-1),
6x55 SWS (16-8+8-8-8/6-1) Construction Ropes
(Clauses 1,4 and 5)
6x26 SW (10-5+5-5-1) (CF) 6x26 SW (10-5+5–5-10) (CWR)
8 to 40 rnrn
8 to 40 mrn
------
J
6x31 SW (12-6+6-6-1) (CF)
6x31 SW (12-6+6-6-1) (CWR)
11 t040rnnl
11 tO 40rnrn
6x36 SW (14-7 +7-7 -l)(CF) )
6x36 SW (1 4-7+7-7-1) (CWR) I
13 tO 56 rnnl
13 to 56 rnrn
8IS 2266:2002
Table 6 (Continued)
6x41 SW (16-8+8-8-1) (CWR)
6x41 SW (16-8+8-8-1) (CF)
16 to 60 mm 16 to 60 mm
6x49 SWS (16–8+8-8-8–1) (CF) 6x49 SWS (16–8+8–8-1) (CWR)
48 to 92 mm 48 to 92 mm
6X55 SWS (16-8+8-8-8/6-1) (CF) 6x55 SWS (16–8+8-8-8/6-1) (CWR)
48 to 92 mm 48 to 92 mmIS 2266:2002
Table 6 (Concluded)
Nrtminal Approximate Mass Minimum Breaking Force Cnrrcsponding toRope Grade of
Diameter
1570 1770 1960
Fibre core Steel corei) Fibre core Steel ccmel) Flbre core Steel core]”
(CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (4) (5) (6) (7) (8) (9)
=
mm kg/100 m kN kN liN kN kN kN
24.3 26.8 36 37 40 41 45
: 30.8 33.9 2; 45 47 51 52 57
I() 38.0 41.8 52 56 58 63 65 70
11 46,0 50.6 63 68 71 76 78 85
12 54,7 60.2 75 81 84 91 93 101
13 64.3 70.7 88 95 99 107 109 118
14 74,5 82,0 102 110 114 124 127 137
16 97,3 107 133 I43 149 161 166 I79
18 123 135 168 181 189 204 209 226
19 137 151 187 202 211 228 233 252
20 152 167 207 224 234 252 259 279
22 184 202 251 271 283 305 313 338
24 219 241 298 322 336 363 372 402
26 257 283 350 378 395 426 437 472
28 298 328 406 439 458 494 507 548
32 389 428 530 573 598 646 662 715
36 493 542 671 725 757 817 838 905
38 549 604 748 808 843 911 934 1008
40 608 669 829 895 934 1009 1035 1117
44 736 810 1003 1083 1130 1221 1252 1352
48 876 964 1193 1289 1345 1453 1490 1609
52 1028 I 131 1401 1513 1579 I 705 1748 1888
56 1192 1311 1624 1754 1831 1978 2028 2 I[)()
60 1369 1506 1865 2014 2102 2270 2328 2514
64 1557 I713 2121 2291 2392 2583 2648 2860
68 1758 1934 2395 2587 2700 2916 2990 3229
70 1863 2049 2538 2741 2861 3090 3168 3422
72 1971 2168 2685 2900 3027 3269 3352 3620
76 2196 2416 2992 3231 3373 3643 3735 4034
80 2433 2676 3315 3580 3737 4036 4138 4469
84 2683 2951 3655 3947 4120 4450 4562 492X
86 2812 3093 3831 4137 4319 4664 4782 5165
88 2944 3239 4011 4332 4522 4884 5007 5408
92 3218 3540 4384 4735 4942 5338 5473 5911
NOIT — ]calculate t] ~ggregate bn ingforce. multiply the figures given inCOI4,6 and 8by 1.19and inCOI5.7 and 9
by 1.28.
I
IIWire ~tralld core (CWS) may be used forrope diameter 12mm and below.
10IS 2266:2002
Table 7 Mass and Breaking Force for 8 x 19 S (9-9-1) Construction Ropes
(Clauses 1,4 arm’5)
With Steel Core (CWR)
With Fibre Core (CF)
Nominal Approximate Mass Minimum Breaking Force Corresponding toRope Grade of
Diameter
1570 1770 1960
Fibrecore Steelcore1) Fibrecore Steelcore’) Fibrecore Steelcore]) Fibrecore Steelcore’l
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100 m kN kN kN kN kN kN
8 22.3 27.2 29 34 33 38 36 42
9 28.2 34.4 36 43 41 49 46 54
10 34.9 42.5 45 53 51 60 56 66
-----
11 42.2 51.4 55 64 61 73 68 80
12 50.2 61.2 65 77 73 86 81 96
13 58.9 71.8 76 90 86 101 95 112
J
14 68.3 83,3 88 104 100 117 110 130
16 89.2 109 115 136 130 153 144 170
18 113 138 146 172 165 194 182 215
19 126 153 163 192 183 216 203 240
20 139 I70 180 213 203 240 225 265
22 169 206 218 257 246 290 272 321
24 201 245 260 306 293 345 324 382
26 236 287 305 359 343 405 380 449
28 273 333 353 417 398 470 441 520
32 357 435 461 544 520 614 576 680
36 452 551 584 689 658 777 729 860
38 503 614 651 768 734 865 812 958
40 558 680 721 85I 813 959 900 I062
44 675 823 872 1029 983 1160 1089 I285
48 803 979 1038 1225 I 170 I381 1296 1529
52 942 1149 1218 1437 1374 1621 1521 1795
NOTE — To calculate the aggregate breaking force, multiply the figures given inCOI4, 6and 8by 1.19and inCOI5, 7and 9
by 1.332.
I)Wire strand core (CWS) may be used forrope diameter i2mm and below.
111S 2266:2002
Table 8 Mass and Breaking Force for 8 x 25 F (12-6 F-6-1) Construction Ropes
.(Clauses 1,4 and 5)
With Fibre Core (CF) With Steel Core (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding to Rope Grade of
Diameter
1570 1770 1960
Fibrc core Steel corel) Fibre core Steel corel~ Fibre core Steel core1) Fibre core Steel coreI)
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100 m kN kN kN kN kN kN
8 22.8 27.8 30 35 33 39 37 43
9 28.9 35.2 37 44 42 50 47 55
10 35.7 43.5 46 54 52 61 58 68
II 43.1 52.6 56 66 63 74 70 82
12 51.3 62.6 66 78 75 88 83 98
13 60.2 73.5 78 92 88 104 97 115
14 69.9 85.2 90 107 102 120 113 133
16 91.3 111 118 139 133 157 147 174
18 116 141 149 176 168 199 186 220
19 129 157 166 196 I88 221 208 245
20 143 174 184 218 208 245 230 272
22 173 210 223 263 252 297 279 329
24 205 251 266 313 299 353 331 391
26 241 294 312 368 351 414 389 459
28 279 341 361 426 407 481 451 532
32 365 445 472 557 532 628 589 695
36 462 564 597 705 673 795 746 880
38 515 628 666 785 750 885 831 980
40 570 696 738 870 831 981 921 1086
44 690 842 892 1053 1006 1187 1114 1314
48 821 1002 1062 1253 1197 I413 1326 1564
52 964 1176 1246 1471 1405 1658 1556 I 836
NOTE — To calculate the aggregate breaking force, multiply the figures given inCOI4,6 and 8by 1.19 and inco] 5,7 and 9
by 1.332.
I)Wire str~d core (CWS) may beused forrope diameter 12mm arsdbelow.
121S 2266:2002
Table 9 Mass and Breaking Force for 8 x 36 SW and 8 x 37 SF Construction Ropes
(Clauses 1,4 and 5)
8x36 SW (14-7+7-7-1) (CF) 8x36 SW (14–7+7-7-1) (CWR)
8x37 SF (12-12 -6 F-6-1) (CF) 8x37 SF (12-12 -6 f-6-1) (CWR)
Nominal Approximate Mass Minimum Breaking Force Corresponding toRope Grade of
Diameter
1570 1770 1960
------
Fibre core Steel core Fibre core Steel core Fibre core Steel core Fibre core Steel core
(CF) (CWR) (CF) (CWR) (CF) (CWR) (CF) (CWR)
,
1 2 3 4 5 6 7 8 9
=
mm kg/100 m kN kN kN kN kN kN
16 91.3 Ill 115 136 130 153 144 170
18 116 141 146 172 164 194 182 215
19 129 157 162 192 183 216 203 239
20 143 174 180 212 203 239 225 265
22 I73 210 218 257 246 290 272 321
24 205 251 259 306 292 345 324 382
26 241 294 304 359 343 405 380 448
28 279 341 353 416 398 469 440 520
32 365 445 461 544 519 613 575 679
36 462 564 583 688 657 776 728 859
38 515 628 650 767 733 864 811 957
40 570 696 720 850 812 958 899 I061
44 690 842 871 1028 982 1159 1088 I283
48 821 1002 1037 1223 1169 1379 1294 I527
52 964 1176 1217 1436 1372 1619 1519 1792
56 1118 I364 1411 1665 1591 1877 1762 2079
60 1283 1566 1620 1912 1826 2155 2022 2386
64 1460 1781 1843 2175 2678 2452 2301 2715
68 1648 2011 2081 2455 2346 2768 2597 3065
NOTE — I calculate eaggregal )reaking force, multiply the gures given CO14, 6 and by 1.220 an n COI5, 7 and 9
by 1.364
131S2266:2002
Table 10 Mass and Breaking Force for 17 x 7 (6-1) and 18 x 7 (6-1) Construction Ropes
(Clauses 1,4 and 5)
17x7 (6-1) (CF) 17x7 (6-1) (CWS)
18x7 (6-1) (CF) 18x7 (6-1) (CWS)
Nominal Approximate Mass Minimum Breaking Force Corresponding toRope Grade of
Diameter
1570 1770 1960
Fibre core Steel core Fibre core Steel core Fibre core Steel core
(CF) (CWR) (CF) (CWR) (CF) (CWR)
1 213 4 5 6 7 8 9
1
mm kg/100 m kN kN kN kN kN kN
8 24.5 25.7 32 33 36 37 40 41
9 31.0 32.6 41 42 46 47 51 52
10 38.3 40,2 50 52 56 58 62 64
II 46.3 48.6 61 62 68 70 76 78
12 55.1 57,9 72 74 81 84 90 93
13 64,7 67,9 85 87 95 98 106 109
14 75.0 78.8 98 101 111 114 122 126
16 98.0 103 128 132 144 149 160 165
18 124 130 162 167 183 188 202 208
19 138 145 181 186 204 210 225 232
20 153 161 200 206 226 232 250 257
22 185 I95 242 249 273 281 302 311
24 220 232 288 297 325 335 360 370
26 259 272 338 348 381 393 422 435
28 300 315 392 404 442 455 490 504
32 392 412 512 527 577 595 639 659
36 496 521 648 ~ 668 731 753 809 833
38 553 580 722 744 814 839 902 929
4(I 612 643 800 824 902 929 999 1029
NOTE — To calculate the ag--gregate bre ing force, mL iply the figures given in c{ 1,6 and 8by .282 and in I 15.7and9
by 1.319
14IS 2266:2002
Table 11 Mass and Breaking Force for 34 x 7 (6-1) and 36 x 7 (6-1) Construction Ropes
(Clauses 1,4 and 5)
34x7 (6-1) (CF) 34x7 (6-1) (CWS)
36x7 (6-1) (CF) 36x7 (6–1) (CWS)
Nominal Approximate Mass Minimum Breaking Force Corresponding to Rope Grade of
,---
Diameter
1570 1770
Fibre core Steel core Fibre core Steel core Fibre core Steel core
(CF3 (CWR) (CF) (CWR) (CF) (CWR)
I 4 5 6 8 9
=
mm kg/100 m kN kN kN kN kN kN
12 56.2 57.9 71 72 80 81 88 90
13 65.9 67.9 83 84 93 95 I03 105
14 76.5 78.8 96 98 108 110 120 122
16 99.9 103 125 128 141 I44 157 160
18 126 130 I59 162 179 183 198 202
19 141 145 177 180 199 203 221 225
20 156 161 196 200 22I 225 245 250
22 189 195 237 242 267 273 296 302
24 225 232 282 288 318 325 352 359
26 264 272 331 338 374 381 414 422
28 306 315 384 392 433 442 480 489
32 400 412 502 512 566 577 627 639
36 506 521 635 648 716 730 793 809
38 563 580 708 722 798 814 884 90I
40 624 643 784 800 884 902 979 999
44 755 778 949 968 1070 1091 1185 1208
48 899 926 1129 1152 1273 1298 1410 1438
52 I055 1087 1325 1352 1494 1524 I655 1687
56 1224 1261 1537 I568 1733 I767 1919 I957
1 1
I NOTE — T calculate the aggregate bret ing force, ml !iplythe tigures given in co 4, 6 and 8by 1.33 and inc 5.7 and 9
LY!f---
15IS 2266:2002
Table 12 Mass and Breaking Force for 12 x 6 (6-O) :3 x 24 (15/9-Fibre) Construction Ropes
(Clauses 1,4 and 5)
Nominal Approximate Minimum Breaking Force Corresponding to Rope Grade of
Diameter Mass
1570 I770 1960
(1) (2) (3) (4) (5)
mm kg/100 m kN kN kN
8 23.2 30 34 38
9 29.3 38 43 48
10 36.2 47 53 59
11 43.8 57 64 71
12 52.1 68 76 85 ./ --”
13 61.2 80 90 99
14 71.0 92 104 115 ; .,
16 92.7 121 136 151
18 117 I53 172 191
19 131 170 192 212
20 145 188 212 235
22 175 228 257 285
24 209 271 306 339
26 245 318 359 397
28 284 369 416 461
32 371 482 544 602
36 469 610 688 762
38 523 680 767 849
40 579 754 850 941
NOTE — To calculate the aggregate breaking force,multiplythe figures given inCOI3,4 and 5 by 1.283.
16—&
+
1S 2266:2002
Table 13 Mass and Breaking Force for 6 x V 25 (12/12-A) Construction Ropes
(C/ause.s 1,4 and 5)
With Fibre Core (CF) With Steel Core (CWS)
Nominal Approximate Mass Minimum Breaking Force Corresponding to Rope Grade of
Diameter
1570 1770 1960
Fibre core Steel core Fibre core Steel core Fibre core Steel core Fibre core Steel core
(CF) (Cws) (CF) (Cws) (CF) (Cws) (CF) (Cws)
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm kg/100 m kN kN kN kN kN kN
13 69.3 75.5 93 99 105 Ill 116 123
14 80.4 87.6 108 114 I22 129 135 I43
16 105 114 141 150 159 169 176 187
18 133 145 179 189 201 213 223 236
19 148 161 199 211 224 238 248 263
>----
20 164 179 220 234 249 263 275 292
22 198 216 267 283 301 319 333 353
24 236 l 257 317 336 358 379 396 420 \ .
26 277 302 373 395 420 445 465 493
28 321 350 432 458 487 516 539 572
32 420 458 564 598 fj~b 674 704 747
36 531 579 714 757 805 853 892 945
38 592 645 796 843 897 951 993 1053
40 656 715 882 934 994 1054 1101 I 167
44 794 865 1067 1131 1203 1275 1332 1412
48 945 1030 1270 I346 1431 1517 1585 I680
NOTES
1Tocalculatetheaggregatebreakingforce, multiply thefigures given inCOI4,6 and8by 1.177 andinCOI5.7 and9by 1.25.
2Incase ofAwire, 3ormoreroundwires maybe used.—
IS 2266:2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Wire Ropes and Wire Products Sectional Committee, ME 10
?
Organization Representative(s)
DirectorateGeneralofMines Safety,Dhanbad SHRID. SAHA”(C’/lU~f/WJ)
SHRJ,S.P.BANSAL(Alternate)
Aerial Ropeway& Mechanical HandlingCoPvtLtd,Kolkata SHRIA. K. KINRA
SHRIRANJANMUSWERJEE(Mterrrate)
Amar Promoters Pvt Ltd, SoIan SHRIVIRENDERAGARWAL
SHRIJATINOERAGARWAL(.41ferrra?e)
Bharat Coking Coal Ltd, Dhanbad SHRIR. K. PRASAD
Bhmat Wire Ropes Ltd, Mumbai SHRID. M.SHAH
Central Mining Research Institute, Dhanbad SHRIS.P.CHAUDNARY
SHRIR.P.cHAKRAaoRTY(dherrrafe)
Directorate General of Aeronautical Quality Assurance. New Delhi SHRIS.B. PRASAD
SHRISANIAYCNAWLA(Alternate)
Directorate General ofCivil Aviation, New Delhi SHRIR.C. GUPTA
SHRLM. M. KALISHAL(Alternate)
Eastern Coaltields Ltd, Kolkata SHRIH. K.CHAKRABORW
Fort William Industries Ltd, Hooghly SHRIJ.L. RATHI
SmtIBASUDEBBANEJUFE(AWwtate)
.tCT Ltd (Steel Division), Hoshiarpur SHRI S. K. SSTJn
SHR[M. L. SHARMA(Alfernate)
Ministry of Defence (Naval). New Delhi CDRBRAHMASWARDDP
SHRJB. L. KHDWAL(Alternate)
Ministry ofSurface Transport, New Delhi SHRJG. P.ROY
SHRIT. K.DUTTA(Alternate)
National Test House, Ghaziabad SHRJD.S.MAJUMDAR
SHRJB.N. SARKAR(Alternate)
North Eastern Coalfields Ltd, Kolkata !%auA.TIRKEY
Oil and Natural Gas Commission, Dehradun !SHR[R. K. GARG ----
SHRJP. K. SOOD(A1/errrate)
Research Designs &Standards Organization, Lucknow DEPUTYDIRECTOR(STANOARDS)
South Eastern Coaltields Ltd, Bilaspur SHRIS.K. MISHRA
SHRIG. RAMASWAMI(Alternate)
Usha Breco Ltd, Kolkata SHRIAMITKUMARBASU
SHRJC. K.KARMAKAR(Aiternate)
Usha Martin industries Ltd, Ranchi .%JRIRANAPRATAP
SHRJK. K. SENGUPTA(Alternate)
Vidarhha I-{ardware Industries, Akola StawO.P.DALMIA
SHRISANJAYK. DALMIA(Merrrate)
BIS Directorate General SHRJM.L.CHOPRA,Director &Head (MED)
[Representing Director General (Ex-ojjjcio)]
MemberSecretary
SHRIP.VSNKAm.SWARRAAO
Joint Director (MED). BIS
18Bureau of Indian Standards
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and attending to connected matters inthe country.
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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.
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
shouIdascertain that they are inpossession of thelatestamendments oredition byreferring tothe latest issueof
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. ME 10(618).
Amendments Issued Since Publication
Amend No. Date of Issue TextAffected
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375, 3239402 (Common to alloffices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
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PrintedatPrabhat CMfsetPress, New Delhi.2
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6151_1.pdf
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IS : 6151( Part I ) - 1971
STORAGE MANAGEMENT CODE
PART t TERMINOLOGY
Storage and Marketing Structures for Agricultural Commodities
Sectional Committee, AFDC 28
Chairman Rcpremting
smu SEIRI IcRwiNa Central Public Works Department
Men&rs
SHRXV . S. AGGARWAL Indian Produce Association, Calcutta
RAI BAAADURG . V. SWAIKA ( A&rnate )
AGRICULTURAL ENGINEER ( IMPLE- Directorate of Agrieulturc, Government of Punjab
YEN-IS )
fiHR1 B. v. Apre The Builders’ Association of India, Bombay
SARI K. K. MADHOK ( Altmate )
SHIU S. K. BZXIEMR Directorate of Marketing & Inspection ( Ministry of
Food, Agricuiture, Community Develbpmenr &
Cooperation ) , Faridabad
SZIRI R. N. t%YrURvEDI ( ~tcmutc )
COL BHA~AT SINGH Quartermaster General’s Branch, Army Headquarters
COL R. R. RAO ( BltGtxutl )
DIREST ( STORAGE AND INSPEC- Directorate of. Storage 8t Inspection ( Ministry of
Food, Agnculture, Commumty_ Development &
Cooperation )
Sam V. K. GUPTA Farmaids Corporation, New Delhi
DR D. S. KhTIiURIA Directorate of Plant Protection, Quarantine and
Storag.-e ( Ministry of Food. Agriculture. Com-
Development 8 ‘* Co-ope&tion ),
%%?bad
SRRI S. T. - Natio& Dziperative Development Corporation,
_ - - _-.
SHRIJ . P. MITAL ( Alternate)
DR K. KRISHNAYURTHY Grain Storage, Research & Training Centre, Hapur
.%RI J. N. MAHALANOBIS Agriculture Department, Government of West Bengal
SHRI T. K. MAZUMDER ( Abmaf~ 1’
SHRI s. K. ?rlAJUYDKR dcntral Food Technological Research Institute -
( CSIR ), Mysore
SHRI K. V. NATARAJAN Planning Commission
DR s. PRADHAN Indian Agricultural Research Institute ( ICXR 1.
New Delhi
DR RATI-.- LAL ( .4hmatc !
SHR! I. c. PLYRI Food Corporation of India, New Delhi
SHRI 0. PI. B~,TPAIC Alwnatc I
~--
INDIA& STANDARDS I&STITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
‘.Ev DEL!+! Ii0002lSr6151(Partl:)-1971
( Cmtinwdfrom page I
Members Representing
Smr P. R-AS Central Warehousing Corporation, New Delhi
SHRI R.A&%EswwADRA YAL Chamber of Commerce, Hapur
SHRXB HAGWATI P-AD JNN ( Altmaie)
&RI S. R. ROESSLER Howe ( India ) Private Limited, New Delhi
Smu H. NANDI ( Ahnate )
SHRI ADIJS~MILLISUBBARAO Andhra Pradesh Rice M.illers’ Association,
Vijayawada
SHEUS ~tnssxzm !3t~oR Dcfiice Institute of Stores, Preservation and
Packaging ( Ministry of Defence )
DR H. G. KHA~SA( Alternate)
SHRI N. S. SOWN Agriculture & Co-operation Department, &vemment
of Maharashtra
SHRI L. H. PATXL( Altcma&)
STATE MARKETINGO ~mm. Agriculture Department, Governmen t ofTami1 Nadu
ASS~STAIUMT ARKETING OnnxR
( Alternate )
SIJ~E~DING ENGINEER ( ELEC- Central Public Works Department
TRXCAL ) (FOOD STORAGE EL&C-
TRmAL CXRCLE)
’ SUPERINTENDING SURVEVOR OF Central Public Works Department
WORKS ( FOOD)
SHRXM . L. TANEJA Ministry of Food, A ‘culture, Community Develop-
ment B: &&eration (Department of
Agriculture )
SHRI s. s. VIRDI National Seeds Corporation, New Delhi
SHRI S. L. RAINA ( Alternate )
SliRI S. P. VIRaaANI The Roller Flour Millers’ Federation of India, New
Delhi
SHRI S. M. MAZUMDAR f,r llbmnt~ )
DR HARI BHAGWAN: Director General, IS1 ( Ex-oJ’icio Member)
Deputy Director ( Agri & Food )
Secretary
SHRI MANOHAR T. SANTWANI
.
Assistant Director ( Agri 8: Food ), IS1
Storage Management Subcommittee, AFDC 28 : 9
Corwener
SHRI M. R. SXKA Food Corporation of India, New Delhi
Members
SRRI V. S. AGGARWAL Indian Produce Association, Calcutta
DR_N. S. AGR~WAL Ministry of Food, Agriculture, Community Develop-
ment & Co-operation, New Delhi
SHIU S. N. BANERFE Directorate of Plant Protection, Quarantine and
Storage, New Delhi
DR D. S. KA~~UA ( Altmute \
DR 0. S. Bxhmm Punjab Agricultural University, Ludhiana
bUXTOR Food and Supplies Department, Government of
Punjab
SHRI S. S. BEDI ( Alternate )
( Continued on pdge 9 )
2IS:6151 (PartI)-
STORAGE MANAGEMENT CODE
.
PART I Th’lINOLOtY
B. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 15 June 1971, after the draft finahzed by the Storage and Marketing
Structures for Agricultural Commodities Sectional Committee had been
approved by the Agricultural and Food Products Division Council.
0.2 Scientific storage of agricultural commodities demands proper care of
different commodltres, construction of appropriate type of storage structures
suitable for different commodities, hygienic transport, receipt, distribution
and delivery of these commodities, maintenance of warehouse inspection
records, etc. Standardization of the requirements and procedures for
storage management would help in overcoming problems of recurring
nature like general and specific care of agricultural commodities, calcula-
tion of storage space for various commodities, occupancy or storage
structures and calculation of cost of storage and construction. Such a code
would, therefore, lead to overall improvement in storage at farmer’s,
trade and government level and ultimately to overall economy in the
storage of various agricultural commodities.
0.3 Various terms relating to storage are being frequently used by various
agencies concerned with storage in the country. In order to have a
uniform terminology and to give an authoritative definition of these terms
the Storage and Marketing Structures for Agricultural Commodities
Sectional Committee decided to formulate this standard.
0.4 This code is being formulated in three parts. The other two parts
will be as follows:
Part II General care in. handling and storage of agricultural
produce and inputs
Part III Specific care in handling and storage of agricultural
produce and inputs.
O.!+IF or the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated; express-
ing the result of a test or analysis, shall be rounded off in accordance
with IS: 2 - 1960*. The number of significant places retained in the
rounded off value should be the same as that,of the specified value in this
standard.
*&lcs for roudug oE nurncrical values ( mised ) .1.1 This code ( Part I ) prescribes the definitions for various terms most
frequently used in storage management.
2.1 Aeration -The process of forced ventilation of A%PI* for making
conditions less conducive for development of pests. The quantity of air
may vary with the type and condition of AGPI. The quantity of air
required for aeration 1s roughly calculated on the basis of 75 ml/I&e/minute
( see 2.12 and 2.51).
2.2 Agria Produce -Produce such as cereals, pubes, milled
products, oilseeds, sugar, etc.
2.3 Agricpltaral Inputs - Farm equipment, seeds, fertilizers and pesti-
cides put in for production and protection of agricultural crops and
produce.
2.4 Airtight Storage - Storage in a structure which is impermeable to air.
2.5 Alley Way - Free space Jeft around the stacks of bags for operational
purposes.
2.6 &eillary Structures - Structures such as office room, store room
for keeping equipment; rooms for watch and ward purposes, built for
effective control over the storage premises.
2.7 Angle of Repose ( Angle of ~~&rual friction ) - An angle formed
with the horizontal plane at which the loose grain when piled will retain
its position. The angle varies with commodities and variable factors such
as moisture content, particle size, degree of packing, etc.
22 Bag Storage Structure - Structure in which AGPI are stored in
bags made of cotton, polythene, jute, etc.
23 Bdk Storage strucixrt - Structure in which AGPI are stored in
loose form.
2.X0 Bin -A receptacle made of cement concrete or metal or other
material in which AGPI are stored in loose form.
2.x1 Balk weight - Weight of AGPI in kilograms per cubic metre.
2.12 Degasissg- Process of freeing a receptacle or structure of pesticidal
vapours.
2.l3 Delivery- Issue of AGPI from a receptacle or structure.
*A@xlltaral produoe8 na inputs.ESr6lSl-(Part I)-1BYl
2.l4 Dish&Ha*- Process by which the pests of stored agricultural
produce arc eliminated or reduced to minimum safe level.
2.15 lhyhg - process by which moisture content of AGPI is reduced to
a safe level for storage.
2.16 Dssnnage - Barriers like wooden crates, polythene sheets or matting
pr&d& under AGPI for preventing damage due to seepage of moisture.
2.17 Wasting - Process of application of pesticidal dusts with a dusting
machine 0n walls, bags and floor for disinfestation or prevention of
infestation.
2.18 Dust Masrk - Covering for face for protection against pesticidal
dust.
2.19 Flat Storage stractpre -Bulk storage structure which has its
height smaller than other dimensions like width or diameter.
2.28 F-a&on - Process of employment of fumigants for disinfestation.
2_2l FBmigation Csvers- Covers made of plastic or rubberized cloth
used for covering stacks of AGPI for fumigation.
2x?Gask%ask-- Covering for face for protection against vap0urs of
fumigants.
2.23 Godown ( Ware H-3 -A structure used for storage of AGPI
either in bags or in bulk.
2.24 Hazardem AGPI- AGPI like pesticides and fertilizers which by
their inherent nature, are either inflammable or are liable to pose a risk
of contaminating f&grains and require special care in storage.
2.25 r.&Matioal- Presence of harmful insect pests, that is adults 0f
SitopRil~~O ~W, Rhiz+mtia dominica, Bruchidr, Sitotroga cerealella, larvae of
c&m cwtclla, C0rcya cephalOtia; and larvae and adults of Trogodemra
granarium.
235.1 Hq .Ir$estation-D egree cd infestation when, number of rimjm
insect pests above 3 and/or minor pests above 9 for every 500 g of sample
are present.
2.W.2 Mode&e InfGstatim- Degree of infestation when major insect pests
up to 3 and/or minor insect pests from 4 to 8 for every 500 g of sample are
present. This degree of infestation calls fix immediate control maures
l&c furaigation to prevent heavy infestation.
2.253 Neglig% Infata-t iIikmg~ 'oft i~nf estation when no major pests
but minor pests up to 3 for every 500 g of sample are present.
5lS:6BI(PaltI)-wn
2.26 Loading Poirtt - The place from where stocks of AGPI are Lifted,
for being loaded in a conveyance.
2.27 Long Term %mge-- Storage for such long periods required by
large scale trade stock& and government agencies desiring to keep buffer
stocks or to maintain food banks. Duration of such storage is more than
one year.
2.26 Loss in Storage-Quantitative and qualitative loss of AGPI in
storage due to damage by pests, moisture or heat.
2Z9 Major Insect Pests - Principal storage pests like Situphiltts o’ytae,
Sitotroga cereal&a, Rhkopertha dominica, Trogoderma granarium, Cudra cautella,
and Bruchids which cause significant damage to a grain. However, they
may vary %om grain to grain that is Tribolium castaneum in milled products.
23 Minor Insect Pests - Minor storage pests like Plodia spp.,
Tribal&m castaneum, Laetheticus orycae, Oryzaephilus surinamensis and
Laemophloeus minutes, which only casually take a serious form to cause
significant damage.
2.31 Non-hazardous AGPI - Commodities like foodgrains, which are
neither inflammable nor pose risk of contaminating other commodities.
2.32 Occupancy -Utilization of the capacity of a storage structure
expressed in terms of percentage of the total effective storage capacity and
reckoned as the average for 12 calendar months.
2.33 OveraII - Uniform worn by the workers for disinfestation work.
2.34 Net-plinth Area - Net plinth area of a structure actually available
for storage of AGPI. The area is utilized for calculation of rated capacity
of the structure ( see 2.37 ).
2.35 Receipt - Receipt of agricultural produce through trucks, carts,
wagons or steamer for storage.
2.36 Rxsral Storage - Short term storage at farmer’s level normally
handling up to average 15 tonnes of AGPI or approximately volume of
20 m3.
236.1 Indoors Storage - Storage of agricultural commodities inside a
house.
2.36.2 Outdoors Storage - Storage of agricultural commodities outside a
house.
2.37 Rated Capacity - Net storage -capacity of a structure in tonnes
deducting alley\vays and top space from the total covered plinth area.
The capacity varres with height of stack and may be computed by the
formula:
(Net plinth area in sq. metres-20 percent)
x stack height in bags
0.65IS:6151( Part I)-1971
2.38 Safe M&&me Level - The moisture level which will not encour-
age development of micro-organisms and mites.
2.39 Short Term Storage -Storage of AGPT as generally practised by
cultivators, for a period less than one year.
2.48 silo - A unit consisting of several tall bins having height greater
than their diameter used for storage and handling of AGPI in bulk and
fitted with necessary mechanical equipment and accessories.
260.1 Storage Block - A portion of the silo used for the storage of
AGPI.
2.40.2 Head H&se - A portion of the silo which houses elevator and
mothera ccessories such as weighing and cleaning machines for AGPI.
2.4Q.2 Distribution& lh~ - The structure on top of bins of a silo for
housing system for distribution of AGPI into bins.
2.4%.4 Marine Tower - A structure located on the quay side for either
loading or unloading of AGPI into and from ships. This may be station-
ary or portable. ‘I
2.40.5 Collection Galleg - A portion of the silo at or below ground level
for housing collection equipment.
2.40.6 Garner - An intermediate hopper for storage of AGPI to ensure
desired flow for further handling of AGPI.
2.40.7 Truck or Wagon Dumb - A structure consisting of a series of
receiving hoppers where the AGPI are dumped by trucks or wagons.
2.41 Stack -A regularly stacked pile of filled up bags or other
containers.
2.42 Stack Height -Height of a stack in terms of number of bags from
floor. It varies with AGPI and conditions.
2.45 Smoking - Process of disinfestation by creating smokes of
pesticides.
2.44 Spra+g - Process of application of pesticidal sprays for disinfesta-
tion or prevention of infestation.
2.45 Stored Grain Pests - Pests like insects, mites, rodents, birds,
micro-organisms, etc, infesting stored AGPI.
2.46 Sweepings - Sweepings containing dirt, dust, refractions, etc, and
also sound grain collected as a result of either sweeping and round about
a storage structure or rail heads or ship boards.
7iSr6151(PartI)-1971
2.47 Texnperature Sensing Devices --Devices like thermocouples or
electrical resistance themlometers used for measuring temperature of AGPI
inside a structure.
2.48 Temperature Gradient - Temperature difference between different
portions of stored AGPI ( specially middle and periphery) or different
surfaces of a structure ( especially metallic ) resulting in moisture con-
densation in cooler regions.
2.39 Transit Storage - Storage for a short term in which a commodity
is~practically on the move. The transit storage is mainly done at seaports
or godowns of retailers.
230 Unloading Point- The place where AGPI are unloaded from a
conveyance.
251 Ventilation - Process of letting off foul air from a storage structure
and letting in fresh air.
, 2.52 Waterproofing -Process of making a structure waterproof by
means of waterproof compounds or by any other means to guard against
deterioration of grain due to seepage of ground or rain water inside a
structure.
Ew-*8
ii4knbefs
SHRI GGRBA~SINGH The Punjab State Co-operative Supply & Marketing
Federation Limited, Chandigarh
THEcCIVILENGIXEW(.~~J~~~M~~) .
&RI R. P. JAXN The Roller Flour Milled Federation of India, New
-D-e-l_hi
SHRI hGENNAHDAN BRA= ( Alternak )
SEIXUS . T. KXUSHUANI Nat&;: DyCperative Development Corporation, .
SHRI J. P. MITAL ( Al&mute)
DR K. KRISEEN.~~RTEN Grain Storage Research and Training Centrc, Hapur
SERI M~NGALD~SN ~THUBIUI The Grain, Rice and Oilseeds.Merchants’ Asaociauon,
Bombay
SKRXS . K. Mquswn Central Food Technological Research Institute
( CSIR ) , Mysore
DB s. PRAD3AN Indian Agricultural Research Institute ( ICAR),
New Dtfhi
SFXRPI . RAMDAa Central Warehousing Corporation, New De&i
Sniu ABusuxuLi SUBBAR AO Andhr .a . Pradesh Rice Millers’ ASX&&n,
Nati~!~~&orporation Limited, New Delhi
-&sKvF UPYANAIIEUL(U A ltcmurs)
9
|
1367_20.pdf
|
ISl367(Part20):199#$
IS0 896-7 : 1992
Indian Standard
INDUSTRIAL FASTEN-ERS -THREADED
STEEL FASTENERS -TECHNICAL SUPPLY
CON~DITIONS- MECHANICAL PROPERTIES
PART 20 TORSIONAL-TEST AND MLNIMUM TORQUES FOR BOLTS AND SCREWS WITH
NOMINAL DIAMETERS 1 mm To 10 mm
(IS0 TlTLE : MECHANICAL PROPERTIES OF FASTENERS -
PART 7 : TORSIONAL TEST AND MINIMUM TORQUES FOR BOLTS AND
SCREWS WITH NOMINAL DIAMETERS 1 mm To 10 mm)
ICS 21.060.10
@ BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 1996 Price Group 26olt.s Nuts and Fasteners Accessories Sectional Committee, LM 14
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 898-7 : 1992 ‘Mechanical properties of fasteners -
Part 7 : Torsional test and minimum torques for bolts and screws with nominal diameters 1 mm to
10 mm’, issued by the, International Organization for Standardization (ISO) was adopted by the
Bureau of Indian Standards on the recommendation of Bolts, Nuts and Fasteners Accessories
Sectional Committee, and approval of Light Mechanical Engineering Division Council.
The text of IS0 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 Indian
Standards. 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’, and
b) Comma (J has been used as adecimal marker while in Indian Standards the current practice
is to use a point (.) asthe decimal marker.
In this adopted standard, reference appears to IS0 898-l : 1988. The Indian Standard IS 1367
(Pan 3) : 1991 ‘Technical supply conditions for threaded steel fasteners : Pan 3 Mechanical
properties and test -methods for bolts, screws and studs with full loadability (third revision)‘, which
is identical with IS0 898-l : 1988.IS 1367 ( Part 20) : 1996
IS0 696-7 : 1992
lnciian Standard
INDUSTRIAL FASTEN-ERS - THREADED
STEEL FASTENERS - TECHNiCAL SUPPLY
CONDITIONS - MECHANICAL PROPERTIES
PART 20 TORSIONALT EST AND MINIMUM TORQUES FOR BOLTS AND SCREWS WITH
NOMINAL DIAMETERS 1 mm To 10 mm
1 Scope 3.2 Apparatus
This part of IS0 898 specifies a torsional test for the
determination of the breaking torque of bolts and
screws with nominal diameters 1 mm to 10 mm with 3.2.1 Test device for torsional test, such as is
property classes 8.8 to 12.9 in accordance with shown in figure 1.
IS0 898-l. The test applies to bolts and screws with
thread less than M3 for which no breaking and proof
loads are indicated in IS0 898-1, as well as to short
bolts land screws with nominal diameters 3 mm to 3.2.2 Torquemeter, with a scale which shall not ex-
10 mm which cannot be subjected to a tensile test. ceed the quintuple of the respective minimum
breaking torque. The maximum inaccuracy of the
The minimum breaking torques are not valid for
torquemeter shall be + 7 96 of the minimum break-
hexagon socket set screws.
ing torque to be tested.
2 Normative reference
The following standard contains provisions which,
through reference in this text, constitute provisions 3.3 Test conditions
of this part of IS0 898. At the time of publication. the
edition indicated was valid. All standards are sub-
The bolt or screw shall be exclusively subjected to
ject to revision, and parties to agreements based on
torsion whereby the respective minimum breaking
this part of IS0 898 are encouraged to investigate
torque according to table2 shall be reached before
the possibility of applying the most recent edition of
rupture occurs. The test result shall not be influ-
the standard indicated below. Members of EC and
enced by head friction or by thread friction.
IS0 maintain registers of currently valid Inter-
national Standards.
IS0 898-l : 1988, Mechanical properties of fasteners
- Part I: Bolts, scfews and studs. 3.4 Procedure
3 Torsional test Clamp the bolt or screw into the test device over at
least two full threads, having a free thread length of
3.1 Principle at least one thread diameter present between the
head of the bolt or screw and the threaded insert
Determination of the breaking torque by clamping (see figure 1). Apply the torque in a continuously in-
the bolt ur screw to be tested into a test device. creasing manner.
1IS 1367 ( Part 20) : 1996
IS0 696-7 : 1992
4 Minimum breaking torques =B his fhe torsional strength;
J-5 is the polar moment of resistance;
The following formula applies to the determination
of the minimum breaking torques: 4 is the minimum value of the minor di-
min
M a mln = ‘B min . wp min ameter of the external thread;
is the tensile strength; and
with Rm
X is the strength ratio rg/Rm (see
table 1).
5 Evaluation of the torque test
r0 min = x’ Rm min
where The tested bolt or screw is regarded as having
passed the torque test if no rupture occurs before
M is the minimum breaking torque (see the minimum breaking torques specified in table2
B min
table 2); are reached.
Flgure 1 - Example of a device for the torsional test
2IS 1367 ( Part 20) : 1996
Is0 698.7 : 1992
Table 1 - Strength ratio X
Property class 8.8 9.8 10.9 12.9
I
Ratio X 0,84 1 0,815 1 0,79
Table 2 - Minimum breaking torques
Minimum breaking torqd
Thread
Ml
Ml,2
Ml.4
Ml ,6
M2
M2,5
M3,5
M4 Q,7 3,6 3,9 4,4 4,ti
M5
M6 j
M7
M8 1,25 33 36 40 44
Ma x 1 38 42 46 52
Ml0 I,5 66 72 81 90
-
Ml0 x 1 - 1 84 1 92 1 102 1 114
-
Ml0 x 1,25 75’ 82 91 102
1) These minimum breaking torques are valid for bolts and
screws with the thread tolerances 6g. 61 and 6e.
3IS 1367 ( Part 20 ) : 1996
IS0 696-7 : 1992
Annex A
(informative)
Explanatory note
IS0 898-l contains property classes for bolts and time being, minimum breaking torques can be
screws but only indicates minimum breaking loads specified for property classes 8.8 to 12.9 only, be-
and proof loads for threads equal to or greater than cause for lower property classes the test results are
M3 because in the case of smaller bolts and screws widely scattered and therefore more studies are re-
the inftuence of the thread tolerances~and the toler- quired.
ances of the test device is such that an exact deter-
The indicated minimum breaking torques are to be
mination of breakirrg loads and proof loads is not
applied without taking account of friction and the
possible.
type of test device is optional according to this part
of IS0 898. Figure 1 is only an example of a suitable
Also since bolts and screws with threads greater
test device.
than M3 UB to annroximatelv Ml0 often cannot be
subjected to a tensile test (or proof load test) due to The minimum breaking torques have been deter-
their short lengths, minimum breaking torques have mined on the basis of cross-sections resulting from
been specified for bolts and screws Ml to Ml0 (in- the minimum values of the minor diameter of the
eluding the fine pitch threads MB x 1, Ml0 x 1 and thread tolerance 6g. Tests have shown that the
Ml0 x 1.25) which allow an evaluation of the func- torques can ~also be used for bolts and screws with
tional properties of the bolts and screws. For the thread tolerances 6f and 6e.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bcrreou ofhdion Srandnrds 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. LM 14 ( 0320 ).
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 : T&phone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 3233841
Eastern : 1114 C. I.T. Scheme VII M, V. I. P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 337 X6 26,337 91 20
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
60 20 25
1
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{
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Printed at Dee Kay Printers, New Delhi, India
|
3025_28.pdf
|
IS:3025(Part28)-1988
UDC 628*1/*3 : 543’3 [ 546.2241 ( Second Reprint JULY 1998 ) ( Reaffirmed19 92)
Indian Standard
METHODS OF SAMPLING AND TEST
( PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 28 SULPHITES
( First Revision )
1. Scope - Prescribes iodide-iodate titrimetric method for determination of sulphite in water and
wastewater. This method is applicable to a minimum detectable concentration of 2 mg/l sulphite.
1
2. Theory and Principle - Acidified water sample containing sulphite reduces iodate to iodine. Any
excess of iodate added after all the sulphite is used up, oxidizes iodide to free iodine under acidic pH
1
condition. Iodine oxidizes sulphite to sulphate. Any excess iodine results in the formation of blue
colour in presence of starch indicator.
3. Interferences
I
3.1 Interferences due to the presence of sulphides may be removed by the addition of zinc acetate.
3.2 Copper ions rapidly accelerate the oxidation of sulphite ions. Certain heavy metals may also react
n a similar manner as copper. Proper sampling and immediate fixing by acid addition should minimise
such difficulties.
3.3 Addition of sulphamic acid helps to eliminate interference due to nitrate.
4. Sampling and Storage
1.1 Highly polluted or contaminated samples should be stored at low temperature, allowing as little
:ontact with air as possible.
I.2 Since at pH 8’0 or above sulphite may be oxidised to sulphate, pH should, therefore be adjusted
)elow 8-O.
1.3 Fix the sample (at about 50°C ) immediately by adding 1 ml ETDA solution for each 100 ml of
rample.
i. Reagents
i.1 Sulphuric Acid
i.2 Starch lndicafor Solution -Add 5’0 g starch to 800 ml boiling distilled water and stir. Dilute to
)ne litre and boil for a few minutes and let settle overnight. Use the clear supernatant liquid. Add a
ew drops of chloroform or salicylic acid ( 1.3 g/l ) to preserve the indicator.
i.3 Sfandard iodide-lodate Solufion ( 0412 5 M ) - Dissolve 0.445 8 g primary grade potassium iodate
dried for 4 h at 12O”C), 4.35 g of potassium iodide and 310 mg sodium bicarbonate in distilled water
md dilute to 1 000 ml. One millilitre of this solution is equivalent to 500 mg of sulphite.
i.4 Sulphamic Acid - Crystalline.
i.5 EDTA Reagent - Dissolve 2’5 g of disodium EDTA in 100 ml of distilled water.
i. Procedure
i.1 Add 1 ml sulphuric acid and about 0.1 g of sulphamic acid crystals if lo a 250.ml long necked flask.
I.2 Measure a suitable volume of ETDA stabilized sample ( 50 ml to 160 ml ) ( see 4.3 ) and transfer to
he flask keeping the tip of the pipette below the surface of liquid. Add 1 ml of starch indicator
Lolution (see 5.2).
--. ..__
Adopted 28 November 1986 @ZJO ctober 1987, BiS Gr 1
1 -_-____
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MPRG
NEW DELHI 110002
*
./
.>
.’IS : 3025 ( Part 28 ) - 1686
6.3 Titrate immediately with postassium iodide-iodate standard solution until a faint permanent blue
colour develops (view the colour change against a white background). Carry out a blank, using
distilled water instead of sample.
7. Calculation
so, = ( A-B ) x N x 40 000 ( mg,l )
V
where
A = volume in ml of standard iodide-iodate solution used for sample,
B = volume in ml of standard iodide-iodate solution used in blank,
N = normality of potassium iodide-iodate solution, and
V = volume in ml of sample taken for the test.
EXPLANATORY NOTE
Sulphites may occur in natural waters or wastewaters as a result of industrial pollution and in
Treatment plant effluents dechlorinated with sulphur dioxide. Control of sulphite ion in wastewater
treatment and discharge may be important environmentally, mainly because of its toxicity to fish and
.
other aquatic life and its rapid oxygen demand. The presence of other oxidizable materials, such as
aulphide, thiosulphate, Fe3- ions can apparently give higher readings of sulphites. Some metal ions
iike CLP may cataiyze the oxidation of sulphite.
This method supersedes clause 21 of IS : 3025-1964 ‘Methods of sampling and test (physical
and chemical) for water used in industry’.
2
Reprography Unit, BIS, New Delhi, India
|
7973.pdf
|
Indian Standard
CODE OF PRACTICE FOR
ARCHITECTURAL AND BUILDING
WORKING DRAWINGS
( Fourth Reprint MARCH 1989 )
-.
\
-2 UDC 721.021.22
@ Copyrigf/t 1976
BUREAU OF INDIAN STANDARDS ~
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
Gr 2 Augwt 1976Indian Standard
CODE OF PRACTICE FOR
ARCHITECTURAL AND BUILDING
WORKING DRAWINGS
Terminology, Notations and Drawings Sectional Committee, BDC 1.
Chairman Rsprescnting
SEFH J. M. BENJAMIN Central Public Worka Deoartment, New Delhi
Nmbers
AROHITECZ Public Worka & Housing Department, Government
of Maharashtra, Bombay
Ssar S. BALAKRI~ENA~ Engineer-in-Chief’s Branch, Army Headquarters
Ssar D. K. GANGAHAB ( Altcmatu )
SH~I J. R. BEALLA Indian Institute of Architects, Bombay
S% S. R. YARDI ( Altemak)
DIRECTOR ( R B s 1~ A B o i & Public Works Department. Government of Harva, na. ~
Dl~srows) . Chandigarh _
SHBI T. N. G~~PTA Cent;iorie;lding Research Institute ( CSIR ),
DR S. K. MIllRA ( Affrma~r )
SERI S. L. KATHURIA Indian Roaar Congress, New Delhi
SRRI R.P. SlKKA (~b7dUt#)
SH~I Y. K. KOOHHA~ Minirtry of Railways, New Delhi
SHEIK. MADHAVAN Central Water Commission, New Delhi
DEPUTY DIRECTOR ( PI&III ) ( Altmatr )
SHRI T. R. MEHAXD~V Institution of Engineers ( India ), Calcutta
SHRI M. M. MISTRY National Buildings Organization, New Delhi
Saax J. L. NABVLA Posts + Telegraphs Department, New Delhi
SERI R. S. PAXZEA~ COU~CIC~;~fd hlScrentific & Industrial Raearch,
SHRI P. B. RAI Tovm (It Country Planning Organigation,
‘%Tew Delhi
SHEI K. S. SAHnrX Pub& Work! Department, Government of
Uttar Pradesh, Lucknow
Publih Workr Department, Government of Punjab,
Chandigarh
SHRI D. AJITHA SIMHA, Director General. IS1 ( l&-o&i0 Mimbrr )
Director ( Civ Engg )
*atm)
SHBI S. P. MA~QV
Assistant Director ( Civ Enge ). IS1
(Cmrinrlorpyr2)
@ Cofgwipht 1976
BUREAU OF INDIAN STANDARDSISr 7973 - 1976
( Continuedf rom pap 1 1
Panel for the Composition of Working Drawings, BDC 1 : P3
CoIwencT .Raprcsefn in g
Saar J. R. BHALLA Indian Institute of Architects, Bombay
Members
SEBI R. c. MANOHANDA Central Public Workr Department, New Delhi
SH~I M. L. MAINI Engineer-in-Chief’e Branch, Army Headquarters
SEEI 0. P. GULATI ( Alternate )
DR S, K. M~SRA Central Building Research Institute, Roorkee
SEMI R. S. PANESAR Coun$ty ;Llhc.ientific and Industrial Research,
Smtr SUBJIT SrNoN PubliceWorks Department, Government of Punjab,
ChandigarhIndian Standard
B
CODE OF PRACTICE FOR
1
/
ARCHITECTURAL AND BUILDING
WORKING DRAWINGS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 21 February 1976, after the draft finalized by the Terminology,
Notations and Drawings Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 The working drawings, together with the specifications, are important
documents constituting the contract. They translate concept into
acoomplishment. On their quality depend exactness in estimating and
effectiveness in building what was planned. Their careful preparation is
the best insurance for the trouble free execution of the work.
0.3 It is the architect’s or engineer’s responsibility to determine whether
construction work is ‘executed in accordance with the intent of’the ,
contract documents, and he must take sljecial care to see that these
documents are complete and accurate so their intent is clearly discern-
able. As interpretation large!y takes place in the field, and is
predominantly dependent upon the working drawings, the need for
clarity and accuracy in the working drawing is self evident.
0.4 In the preparation of this standard, due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this
field in the country. This has been-met by deriving assistance from IS0
1046-1973 ’ Architectural and building drawings -Vocabulary’, issued by
the International Organization for Standardization.
0.5 This standard is one of a series $f Indian Standards on terminology,
notations and drawings. Other standards published so far in the series
are given on page 8.
1. SCOPE
1.1 This code lays down recommendations for the preparation of
architectural and building working drawings.
3If3 I 79739 1976
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Elevation - A vertical view of a building, of a building element
or of a building component.
2.2 Nomenclature of Drawings
2.2.1 Preliminary Drawings - Drawings adequate to serve as a basis for
more definitive drawings and showing the designer’s general intentions.
2.2.2 Diagram - A drawing, either to scale or not, giving only a
simplified representation relating to the functions ‘of the parts of the
building to show access, circulation, installations and their mode of
operation, etc.
2.2.3 Working Drawings - Set of drawings for the construction of a
building including architectural, structural and service drawings which
usually include site drawings, general location drawings (plans, sections,
elevations ), assembly drawings and details completely dimensioned and
bearing all the indications required for construction.
2.2.4 Location llrawings
2.2.4.1 Layout plans - Plans used to identify site in relation to town
plan or other wider context.
2.2.4.2 Site plans - Plans used to locate the position of buildings in
relation to setting out point, means of access, and general layout of site.
These platis may also contain information on services, drainage networks,
etc.
2.2.4.3 General location glans - Plans used to show the position
occupied by various spaces in a building, the general construction and
location of principal elements, components and assembly details.
2.2.3 Building Component Drawings
2.2.5.1 Ranges - Drawings used to show the basic sizes, system of
reference and performance data on a set of standard components of a
given type.
2.2.5.2 Details - Drawings used to show all the information necessary
for the manufacture and application of components.
2.2.5.3 Assembly drawings- Drawings used to show in detail the
construction ofbuildings, junctions in and between elements and compo-
nents, and between components.
2.2.5.4 Shop drawings - Drawings used to assist the workman in the
manufacture, fabrication or assembly of various parts.
1
42.3 P&n
a) A horizontal section of a building, at a given height, seen frdm
above.
b) A horizontal view of a site or of a building, of building com-
ponents, of elements, of installations, etc.
2.3.1 Rejected Plan - A horizontal. section of a building, at a given
height seen from below.
2.4 sections
a) A view of the parts contained in an intersecting surface, usually
a plane surface.
b) A section completed by the view of the parts behind the intersec-
ting surface.
2.5 View -Representation on a plane of how an observer, situated at
infinity and looking in a direction perpendicular to the plane, sees a’
building element or a building component.
NOTE - This form of representation corre:ponds to the orthogonal parallel
projection used in dercriptive geometry.
3. COMPOSITION OF WORKING DRAWINGS
3.1 General’Requirements
3.1.1 The purpose of the working drawings is to show how the design
is to .be materialized. Working drawings should give the contractor
exactly the information he needs. To accompli_sh this purpose the draw-
ings should be neatly arranged and systematically numbered, should be
clear, simple, and clean; should have only relevant and necessary notes;
should be accurately drawn so that scaled measurements agree with figures;
and should be free of repitious details.
3.1.2 The preparation of working drawings require considerable skill.
A thorough knowledge of building materiakmethods of construction and
the ability to comprehend the designers intent are prime requirements of
good drafting. In addition, neatness, an ability for correlating details
and their arrangement in a logical sequence are required.
3.1.3 During the production of working drawings their relationship
with the specifications should be kept in mind and the decision regarding
specifications should be transmitted to those engaged upon working
drawings.
3.1.4 Information relative to design, locations and dimensions of the
elements of a product is the province of working drawings and that
having to do with quality of materials and workmanship belongs in the
specification. Details should indicate the filling together of materials
and the precise shape of the various parts.e
b I 9973 - 1976
3.1.5 The sizes of trimmed drawing sheets shall be as specified in .
Table 1. For information the sizes of untrimmed sheets are also given
against each of them.
TABLE 1 SIZES OF WORKING DRAWINGS
DEIIONATION TBIMMEDS IZE UNTBIMMBDS IZB, Min
(1) (2) (3)
mm mm
A0 841 x 1 189 880 x 1230
Al 594 x 841 625 x 880
A2 420 x 594 450 x 625 J
3.2 Scoltt
3.2.1 For the preparation of working drawings the following scales shall
be used. Other scales for the preparation of different types of drawings
are given in IS : 962-1967*.
1 : 200 ( 5mm=lm) For working drawings, plans,
1 : 100 ( lOmm=-lm) elevations and sections
1: 50 ( 20mm=lm)
1: 20 For large scale drawings general
1: 10 [l%Z,” 1 details
1: 10 lOOmm=lm) For enlarged details
1: 5 \ 200mm-;,lm)
1: 1 (full size)
3.3 _Prtmtntadon of Drawingm
3.3.1 The resentation of architectural and building drawings and
their details s hpo uld be done with the minimum number of drawings which
are necessary for the complete and unequivocal definition of the building
to be constructed. The drawings mentioned above shall include plans, .
elevations and sections.
3.3.2 It is not always possible to present all-the necessary drawings ‘on
one ‘sheet. It is, therefore, recommended that.plans should be grouped
repar&Iy from elevations and sections. Drawings shall as far as
possible be of uniform size and such which could be conveniently used at
rite.
3.3.2.1 When a project comprises of a number of blocks/buildings
and cannot be accommodated on one sheet, a key plan at a small scale
#hall be drawn indicating by shading the portion of the said
block/building detailed on the particular sheet.
*Cede of practice for architectural and building drawings (Jut revi.rio)n.
6IS t 7973-g1 976
3.3,3 When several plans are presented on the same sheet it is
recommended, to align them either vertically or horizontally and title
each of them separately.
3.3.4 When several elevations and sections are included on the same
sheet it is recommended to align them horizontally. Each section and
elevation should always receive an adequate designation and cross
reference.
3.4 Details - As the work develops, rough details of parts at large scale
should be made when necessary. These details aid in the preparation of’
the final details. Details should indicate the fitting together of the
materials and precise shape of the parts. Each detail should be clearly
keyed, or referenced to the particular general drawing.
3.5 Dimeqsions - Dimensmns should be related to an established
reference plane and its relationship to the established bench mark should
also be shown. All dimensions should read from the bottom or right
hand side of the sheet and should extend in single lines across the plans
and from bottom to top of the elevations and sections.
3.6 Notes -Notes on the drawings should be held in the minimum
required to support the drawings. A simple rule on the use of notes is to
ask first if the drawing conveys the designer’s intent. If it does not, can
the drawing then be improved or clarified. If the drawing cannot be
improved or clarified only then a note is required.
3.7 Schedules - Schedules are of value in covering subjects more
clearly than do drawings and specifications. Schedules may be applied
to columns, footings, windows, doors, hardware, room finishes, plumbing
fixtures, lighting fixtures, etc.
3.8 Graphical Symbols -‘Graphical symbols as given in IS : 962-1967’
shall be used.
3.9 Revisions - There are two basic methods of recording changes -to
provide substitute drawings or to revise original drawings. In either
case a print of the original drawing should be retained as a record.
Substitute drawings should be dated, and the superseded drawings should
be listed thereon. The number and date of revision shall be added in the
revision panel in accordance with IS :962-1967*.
3.10 Title Block - The title block is an important feature in a drawing
since it facilitates obtaining uniformity and represents details like title of
drawing, name of organization ,or firm, drawing number, scale, date of
drawing, etc, in a definite manner. The title block shall be placed at
the bottom right-hand corner of the drawing sheet where it is readily seen
when the prints are folded in the prescribed manner. Layout of title
block shall be in accordance with IS : 962-1967*.
*Code of practice for architectural and building drawing3( _/irsrfc ~ision).
7r
Y XNDI’AN STANDARDS
ON
TEItMINOLOGY, NOTATIONS AND DRAWINGS
IS!
962-1967 Code of practice for architectural and building drawings ( jrsr rmisim)
26951974 Drawing filing equipment (first revision )
4204$974 Functional requirementi for drafting chairs ( fits: r&Sea )
420.5-1975 Drafting stools (first revision )
4212-1967 Drafting tables and reference tables for drawing officea
4919-1968 Glossary of terms applicable to landscape and horticultural work
4920-1966 Glossary of terms applicable to roof coverings
5197-1969 Recommendations for layout and planning of drawing of&es
7881 ( Part I )-1975 Glosrary of terms relating to builder’s hardware: Part I LocksBUREAU OF INDIAN STANDARDS I
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
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.ci
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Southern : C. I. T. Campus, MADRAS 600113 I 41 24 42
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tSdle_s Office in Calcurta is at 5 Chowringhre Approach. P. 0. Princep 27 66 00
|
10096_2.pdf
|
Indian Standard
RECOMMENDATIONSFOR
IN~~~TIoN,TEST~NG AND MAIP(TBNANCE
OF RADIAL GATESANDTHEIRHOISTS
PART 2 tNWECTtON, TESTING AND ASSEMBLY
AT THE TtME OF ERECTtON
Hydraulic Gates and Valves Sectional Committee, BDC 56
Chairman &presenting
SHRI Y. ADINARAYANSAA STRI Tuagabbadra Steel Products Limited, Tungabha-
&a Dam ( Kamataka )
Members
SHRI G. S. ANNIGERI( Alternate to
Shri Y. Adinarayana Saatri )
CEIBPE NGINEER( TDD ) Irrigation Works, Government of Punjab,
Chandigarh
DIRECTOR( M/E ) ( Alternate )
SHRI R. C. CHOPRA TEXMACO Ltd, Calcutta
SHRI R. BHATTACWBYA( AZternate )
SHRI H. C. DHINGRA Haryana State Minor Irrigation ( Tubewells )
Corporation Ltd, Chandigarh
SHRIR . C. CHAUHAN( Alternate )
DIRECTOR Central Water & Power Research Station, P~na
SHRI A. V. GOPALA KRISHNA RAO
( Alternate )
DIRECTOR( GATESD ESIGN I) Central Water Commission, New Delhi
SHR I C. L. VERMA( AIternate )
SEAu R. N. GU~TA Nangal Workshops, Nangal Township
SHRI N. S. CHAWLA( Alternate )
SHRI K. K. JULKA Beas Project, Bhakra Beas Management Board,
Naneal Townshio
SHRI V. P. KAUSHAL ( Akernate ) -
MANAGINGD IRECTOR Tamil Nadu Public Works Engineering
Corporation Ltd, Madras
WORKSM ANAGER( Alternate )
SHRI K. V. S. MURTHY Triveni Structurals Ltd, Naini
SHRI M. K. V. SARMA ( Alternate )
( Continued on page 2 )
@ Copyrighr 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act (XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the u
publisher shall be. deemed to be an infringement of copyright under the said Act.IS:10096(Part2)-1983
( Continuedfrom page 1 )
Members Representing
SWRI NARENDIU SINGH Irrigation Department, Government of Uttar
Pradesh, Lucknow
SERI RAJ KUMAR Bharat Heavy Electricals Ltd, Bhopal
SHRI N. Y. NARASIMHAN( Alternate )
SHIUS . K. SADHU Jessop & Co Ltd, Calcutta
Smu S. NAG ( Alternate )
Su(rrDr ENGINEER( PH ) Irrigation & Power Department, Government of
Maharashtra. Nasik
SHIU R. SWAILUP Central India Machinery Manufacturing CO Ltd.
Bharatpur
SHR~K . C. BAHETY( Alternate )
SHEUM . C. TEWARI Himachal Pradesh State Electricity Board, Simla
Smu N. VISVANATHAN Natige;$Hydroelectric Power Corporatron, New
Srnu 0. RAMAN. Director General, IS1 (Ex-ofi& Member )
Director ( Civ Engg )
Secretary
SHRI HEMANTK UMAR
Assistant Director ( Civ Engg ), IS1
Pmel for Inspectioo, Testing and Maintenance of Radial Gates,
BDC 56 : P8
Convener
Ssnu M. N. SMRMA Irrigation Works, Government of Punjab,
Chandigarh
Members
SHRI G. S. ANNIGER~ Tungabhadra Steel Products Ltd. Tungabhadra
Dam t Karnataka 1
DIRECTOR( GATESD ESIGN I ) Central Water Commi&ion, New Delhi
Srmr R. N. GUPTA Nangal Workshops, Nangal Township
SHIU N. S. CHAWLA( Alternate )
Srrar Y. R. KALRA BSL Project. Bhakra Beas Management Board.
Sundkrnagar ( HP )
SHRI R. N. AGGARWAL( Alternate )
SERI A.K. MUKHERJEE Jessop & Co Ltd, Calcutta
SUPERINTENDING ENGINEER Irrigation and Power Department, Government
S(Gkr$,))GG ) of Maharashtra, Nasik
. Central India Machmery Manufacturing Co Ltd,
Bharatpur
SHRI M. C. TEWAR~ Himachal Pradesh State Electricity Board,
Government of Himachal Pradesh, Simla
2IS : 10096 ( Part 2 ) - 1983
?ndian Standard
RECOMMENDATIONS FOR
INSPECTION, TESTING AND MAINTENANCE
OF RADIAL GATES AND THEIR HOISTS~
PART 2 INSPECTION, TESTING AND ASSEMBLY
AT THE TIME OF ERECTION
0. FOREWORD
0.1 This Indian Standard ( Part 2 ) was adopted ‘by the Indian Standards
Institution on 28 November 1983, after the draft finalized by the Hydraulic
Gates and Valves Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Almost every river valley project has a reservoir or diversion work for
the control of floods or to store water for irrigation and power generation
or for both, and a spillway with spillway gates for release of flood waters
during monsoons. Controlled releases of water are also affected by control-
led gates provided in conduits in the body of the dam and tunnels. One
method of providing such control in spillways and conduits is by radial
gates.
0.3 This standard is being published in three parts. Part 1 deals with ins-
pection, testing and assembly at the manufacturing stage. Part 2 deals
with inspection, testing and assembly at the time of erection and Part 3
deals with inspection, testing and maintenance after erection.
0.4 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*. 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 2) lays down the recommendations for inspection,
testing and assembly of radial gates and their hoists at the time of erection.
*Rules for rounding off numerical values ( revised ).
3
IIS : 10094 ( Part 2 ) - 1983
2. INSPECTION
2.1 In order to detect damage and defects, if any, inspection during
erection work shall be carried out at the following stages:
a) General inspection;
b) Inspection of block outs;
c) Inspection of pier anchorages;
d) Inspection of sill beam;
e) Inspection of wall plates;
f) Inspection of gate; and
g) Inspection of complete gate installation, hoists including
electrical items.
2.2 General Inspection
2.2.1 It shall be ascertained that the gate parts received at erection site
have been manufactured according to the design and have necessary
markings of shop inspection wherever prescribed. It shall be ensured that
all exposed surfaces of embedded parts have been protected by painting,
greasing, etc, as specified. The surfaces of embeddeaparts in contact with
concrete shall be free from grease, paint, etc, for better bonding with
concrete. A coating of cement wash/cement latex may be applied, if
necessary.
2.2.2 Dimensional differences, if any, shall be accounted for before
erection and the drawings corrected accordingly. For erection the critical
dimensions shall be worked out from the drawings.
2.2.3 The reference/centre lines of piers and bays, and levels having
relations to completed civil structure shall be established at site so as to
facilitate erection at proper locations.
2.2.4 It shall be ensured that the various components of the hoisting
arrangement, such as motors, reduction gear assembly, switches, wire
ropes, etc, are provided according to manufacturer’s instructions and
erected according to hoist supplier’s approved drawings.
2.2.5 The permissible tolerances for embedded parts and components of
gate shall be in accordance with Appendix F of IS : 4623-1979*.
*Recommendationsf or structural design of radial gates (firsl revision ).
4IS: 10096 ( Part 2 ) -1984
—- —- - 2.3 Inspection of Block Outs
2.3.1 It should be ensured that correct block outs are kept for accommo-
I dating the embedded parts as manufactured according to the design. It
shall also be ensured that the required dowel bars having ad<quate lengths
are left out in the block outs. The entire block out is roughened properly
for further concreting to give necessary bondage to the second stage
concreting.
2.4 Inspection of Pier Anchorages
2.4.1 The inspection of pier anchorages shall be carried out at the
following stages:
a) Trunnion bracket and support girder,
b) Load carrying anchors or ties and embedded girder (if insulated
anchors or ties are used ),
c) Anchor girder or yoke girder, and
d) Thrust block/trunnion tie.
2.4.2 The pier anchorages shall be checked with respect to the centre line
of the pier and the trunnion axis ( line parallel to the cr~st axis and passing
through the centre line of trunnion pins ). Control survey marks shall be
given on each pier to check the location/alignment of pier anchorages.
These shall include the lines parallel to the end at right angle to the
dam/barrage axis and a bench mark for level.
2.4.3 Centre to centre distance of adjacent piers shall be checked by a
steel tape. It will be preferable to put a steel girder across the span for
taping the distance over the span. In case taping is done across the span
in air, the steel tape shall be given a predetermined pul1.
2.4.4 The trunnion bracket/supports shall be placed on top of a stool
and kept in position with the help of struts and their position shall be
.-— checked with respect to centre line of pier and trunnion axis. A dummy
trunnion assembly may be used to check the distance between centre line
of trunnion and sill beam centre. The slope of the trunnion assembly shall
I
be checked with the help of an inclination gauge.
2.4.5 The two trunnion assemblies for each gate shall be checked with
respect to each other.
2.4.6 The yoke girder/anchor girde; shall be checked for its alignment
and slope in both directions. For thw checking holes may be picked up
from dummy trumuon bearing,
5
,.,
I
I ‘// 1..
~
I
,’
IIs : 10096 ( Part 2 ) - 1983
2.4.7 Before erection the tie bars/rods shall be checked on a level plat-
form for straightness and defects should be rectified if any. After erection
the slope and spacing of the tie bars/rods shall be checked. For checking
the spacing, a spacer gauge shall be used.
2.4.8 After assembly the entire pier anchorage shall be checked. The two
anchorages for each gate shall also be checked with respect to each other.
2.4.9 Before concreting the pier after erection of pier anchorage, it is
necessary that a second check of all the parts is made to ensure against
any possible displacement during welding, riveting, etc. For safety of
erected anchorages the grouting/concreting operations shall be commenced
after minimum possible interval.
2.4.10 For insulated anchors/ties, the insulation shall be provided and
checked before starting the grouting/concreting operations.
2.5 Inspection of Sill Beam
2.5.1 In case, trunnion assembly is not in position, the dummy trunnion
assembly shall be put on adjacent piers and its position should be checked.
2.5.2 Before erection, centre line of sill beam shall be marked on pier
faces. The centre line of gate shall be inscribed on the crest shifted by
300 mm or so on upstream side.
2.5.3 The sill beam centre line shall be checked in relation to the
trunnion centre line.
2.5.4 After erection, the alignment and angular setting of silI beam shall
be checked. For angular setting of sill beam 3 to 5 frames can be used.
2.5.5 After aligning the sill beam, all the bolts and nuts shall be put in
position. The reinforcement bars and dowels be welded with anchor bolts
so that the complete assembly is firmly held in position and is not distur-
bed during grouting.
2.5.6 The aggregate used for grouting shall not be more than 20 mm.
The concrete mix shall be hand-compacted by using rods. No mechanical
vibrators should be used.
2.6 Inspection of Wall Plates ( Side Seal Seats )
2.6.1 The wall plates shall be in true alignment with respect to centre
line of trunnion pin. The dummy trunnion assembly with extension rods
shall be used for checking the alignment of wall plates. The verticality of
the wall plates should be checked to ensure that wall plates are truly
vertica1.
6IS : lOtb96( Part 2 ) - 19&
2.6.2 After setting of wall plates, all the bolts and nuts shall be put in
position, The reinforcement bars and dowels in the block out shall be .ade-
quately welded to the side seats in such a manner that wall plates are not
displaced during concreting or otherwise.
2.6.3 The shuttering planks for concreting the wall plates shall be at least
1’5 to 3 mm clear from the metal parts of the wall plate.
2.6.4 Maximum size of aggregate used for concreting the block outs
shall not be more than 20 mm.
2,6.5 All concrete mix used shall be hand-compacted and done in
conversant stages as the shuttering progresses in upward direction.
Compaction may be done by 20 mm rods. No mechanical vibrators should
be used.
2.7 Inspection of Gate
2.7.1 The subassemblies of the gate which are received at site duly ins-
pected in workshop should be reinspected at site before lowering of assem-
bly in the bay.
2.7.2 Checking of all the dimensions of the gate shall be done after
skeleton assembly of each gate is made and before final welding/riveting
is allowed. This dimensional check shall be repeated after welding is done.
2.7.3 Visual inspection of all welds and bolts/rivets shall be made to the
extent of 100 percent.
2.7.4 The following critical dimensions should be checked:
a) Centre to centre distance between side guide rolIers and shoes,
b) Centre to centre distance between the side seals and bases, and
c) Distance of bottom seal/base from centre line of trunnion pin.
2.7.5 The seal bolts should be tightened adequately and uniformly and
the guide wheels be checked for free rotation.
2.7.6 To check the effectiveness of the seals, active seal interference
should be compared with that provided in the design, because on this
aspect will depend to a great extent the efficiency of sealing arrangement
and easy operation of the gate.
2.7.7 In case of counterweighted gate it shall be ensured that corrcet
weight has been provided.
7fS : I@O%( Part 2 ) - 1983
2.8 Inspection of Complete Gate Installation and Hoists Including Electrical
Itt?iUS
2.8.1 Visual inspection of all gates and hoists shall be carried out after
erection.
2.8.2 The erection tolerance shall be checked for all parts during and
after erection.
28.3 In case of hoists, the following points which are by no means
exhaustive, need be looked into by engineer-in-charge:
4 Connections like shaft couplings, connections of wire ropes to
the drum and gate, connection of hoist components to the base,
etc, have been properly made;
b) Intermediate supports for shafts are provided at the required
locations to permit free movement of shaft;
d In case of double hoists both the hoists are properly synchro-
nized;
4 The ends of wire ropes are properly looped and sufficient ‘U’
clamps have been provided;
4 The rope has been tightly wound over the drum, has no kinks
and is properly lubricated;
f) The wire ropes or chains at both ends of the gate and counter-
weight ( if provided ) have equal initial tension;
8) Electric installations have been properly earthed; and
h) The limit switches have been properly adjusted.
2.8.4 It shall be ensured that the gate sill, wall plates and other embed-
ded parts are thoroughly cleaned and no foreign material is present.
2.8.5 The hoist provided for operation of the gate should first be indepen-
dently tested when it is not connected to the gate to ensure its satisfactory
working. The hoist should be kept running for sufficient period so as to
satisfy its independent working. Bushings and bearings shall be checked
for temperature rise to satisfy that there is no undue friction.
2.8.6 Before operation of the gate, the following checks shall be made:
a>
Electric supply and fuses;
b) Overload relay, if provided, to see that it trips off the starter;
4 All bearings and wire ropes for proper greasing;
d) All bolts of gear boxes, hoist drums and shafts, couplings for
tightness; and
4 The oil level in gear reduction unit.
8IS : 10096 ( Part 2 ) y 1983
3. TESTING
3.1 The gate shall be tested in a dry condition with hoist duly connected
for its smooth working. The gate should be fully closed and fully opened
and it should be ensured that there is no obstruction and no undue efforts
required for its operation. If the gate is not going down of its own weight
or found tight in some fiosition, reasons should be investigated and
remedied instead of forcing the gate down.
3.2 The testing of gate-seals in dry condition should be done by suitable
means, such as by viewing the contact surface against a light source.
3.3 In case of rubber seals, water should be poured over the seals so that
there will not be dry friction of the seals. In case of metal to metal
contacts, oil or grease is to be used. No grease or lubricant is to be used
for rubber seals.
3.4 There shall be no noise of friction or any other noise, no signs of
excessive friction, no jerky performance, no dug in any position, no
dangling of the gate, no twist in rubber seals and rubber seals are not
overpressed.
3.5 The gate is to be first kept resting on sill beam, that is in closed posi-
tion. The leakage test can be done in this position by using suitable pump
with necessary arrangements of jetting water at 1’5 times the designed
pressure on sealing positions from bottom to top. All joints, if any, shall be
tested to ensure perfect working of the gate.
3.6 The gate should be fully opened and closed to ensure full opening and
satisfactory closing. The time required for 300 mm opening or closing of
the gate is to be recorded.
3.7 The arrangements provided for preventing the travel of the gate or
hoist beyond the designed limit are tested and checked for proper working.
3.8 In case of rope drum hoist, it is ensured that the gate moves down of
its own weight. The gates shall also go up and down without uneven pull
to the gate. The winding of rope over the drum is uniform and according
to the design.
3.9 In case of hydraulic hoists, it should be ensured that oil pressures are
within the designed limits.
3.10 The full load current required for movement of the gate on load shall
be measured and checked against the designed value.
3.11 When the rainy Season starts, visual inspection of gates shall be made
and they shall be lowered and raised several times to make sure that
everything is in orcler.
9IS : 10096 ( Part 2 ) - 1983
3.12 When the water starts overflowing, lower the gates to hold the water
to half the height of gates. In this position the seals may be tested and any
leakage shall be attended to. The gates may also be operated up and down
with this water load and operation of hoist shall be observed.
3.13 The gates shall also be tested in a similar ‘way against full water load.
3.14 During the testing of gate in dry condition ( see 3.1 to 3.9 1 and under
water pressure, the following observations shall be made and a record be
kept:
a) Movement of gate and indication of jamming, if any;
b) Effective stop is achieved by the gate stops wherever provided;
c) Speed of opening and closing, and the current requirement at
specified voltage;
d) Operation of brakes and limit switches;
e) Manual operation of gate, if provided;
f) Efficiency of guide rollers to check the side sway of the gate;
g) Correctness of indication by local position indicators;
h) Synchronization of remote position indicators, if provided; and
j) Vibration of gate, hoist, and civil structure.AMENDMENT NO. 1 NOVEMBER 1992
TO
IS 10096 ( Part 2) : 1983 RECOMMENDATIONS FOR
INSPECI’ION,TESTING AND MAINTENANCE OF
RADIAL GATES ANDTHEIR HOISTS
PART2 WSPECTION, TESTING AND ASSEMBLY AT ME
TIME OF ERECTION
[ Cover page, page 1 and page 3 ( title and clause 1.1) ] - Substitute
‘Rape Dmm’ fa ‘Thif’.
(RVD12)
Reprography Ud, BE, New Delhi, India
|
12813.pdf
|
IS 12813:1989
Indian Standard
.-* METHOD OF ANALYSIS OF HYDRAULIC
'.) *
CEMENT BY ATOMIC ABSORPTION
SPECTROPHOTOMETER
#J
Yrnwm
UDC 666’942 : 543’422
8 BIS 1990
BUREAU OF INDIAN STANDARDS
i
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1990 Price Group 5Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 21 September 1989, after the
draft finalized by the Cement and Concrete Sectional Committee bad 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 operaiion 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 actions 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 resultmg in delay for necessary corrective
actions. In addition to the conventional methods given in IS 4032 : 1985, the technique of atomic
absorption spectrophotometric analysis may be used for routine quality control purposes: The advan-
tages of atomic absorption technique over the conventional analytical methods are its rapidity, relative
freedom from interferences ( which affords high degree of selectivity ) and high degree of sensitivity
for over 60 elements. Application of such rapid analytical methods for analysis of major and minor
constituents of cement for the routine control purposes will be immensely beneficial. With this in
view, the Cement and Concrete Sectional Committee felt necessary to bring out a standard covering
atomic absorption spectrophotometric methods for analysis of hydraulic cement. This standard lays
down the procedure for conducting atomic absorption spectrophotometric analysis of major and minor
constituents of different hydraulic cement. This method may be suitably used for analysis of
clinker as well as raw materials and raw mix used in cement manufacture. In 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 12813: 1989
Indian Standard
METHOD OF ANALYSIS OF HYDRAULIC
CEMENT BY ATOMIC ABSORPTION
SPECTROPHOTOMETER
1 SCOPE The basis for using absorption to determino atomic
concentration is as follows.
1.1 This standard covers the atomic absorption
spectrophotometric procedure for chemical ana- 4.1.1 Assume a parallel beam of monochromatic
lysis of hydraulic cement and. clinker. radiant energy of intensity lov, at frequency
v is
incident on an atomic vapour of path length, 1.
1.2 This method covers the determination of Then, if the intensity of the transmitted beam is
SiO*, A1208, FeaO,, CaO, MgO, NapO, KzO, Iv, the absorption coefficient Kv of the vapour at
MnB03, TIO~ and CrzOs. frequency v is defined by:
NOTE - Compositions are expressed as percent Iv =l0v exp( - Kvl)
oxide but determined as percent elements in the
method. Since the absorption line has a finite half width
Kv will vary with v. However, classical dispersion
2 REFERENCES theory states that the integrated absorption (Kvdv)
is given by the relation:
The Indian Standards given below are necessary
adjuncts of this standard. Kvdv = ( aea/mc ) Nvf
\
whore
IS No. Title
m = electronic mass,
IS 264 : 1976 Specification for nitric acid
c = velocity of light,
( second revision )
e = electronic charge,
IS 266 : 1977 Specification for sulphuric acid
NV = number of atoms per cubic centimetre
( second revision )
capable of absorbing radiation of fre-
IS 1070 : 1977 Specification for water for quency v, and
genera1 laboratory use ( second f = oscillator strength.
revision )
4.1.2 This equation is valid only when a transition
Is 3535 : 1986 Methods of sampling hydraulic
is initiated from the ground state. NV is essentially
cement (Jirsf revision )
equal to the total number of ato.ms per cubic
IS 4032 : 1985 Method of chemical analysis of centimetre ( NO ). The integrated absorption is
hydraulic cement (first revision ) then proportional to the concentration of free
atoms in the absorbing vapour and is independent
3 SAMPLING of the temperature of the vapour. For most
elements, NV can be replaced by NO which then
3.1 The samples of the cement shall be taken brings about a simple linear relationship between
according to the requirement of IS 3535 : 1986 the integrated absorption coefficient and the
and the relevant standard specification for the type concentration. Since it is difficult to measure the
of cement being tested, The representative sample integrated absorption coefficients, peak absorption
of the cement selected as above shall be thoroughly is measured. In practice, the equation for Iv given
mixed before using. in 4.1.1 is valid only when calibration solutions
are used.
4 OUTLINE OF THE METHOD
4.1.3 Although the integrated absorption is pro-
4.1 In atomic absorption, a sample solution is portional to the concentration of free atoms in
aspirated into a flame through which radiation the absorbing medium and is independent of the
from a line emission source of the element sought temperature of the vapour, the ability of a flame
passes. The monochromatic radiation is absorbed to produce ground state atoms is temperature
in proportion to the concentration of the neutral dependent. The temperature of the flame must be
atoms present. The concentration of the analyte high enough to dissociate the molecules, but not
is obtained by comparison to calibration solutions. so hot as to produce large numbers of ions.
IIS 12813 : 1989
Elements that form refractory oxides require 7 APPARATUS
higher temperatures for their dissociation than
7.1 Balance
such elements as sodium, calcium, copper, or
zinc. Analytical balance with a precision of weighing
accurately up to 0.1 mg.
4.1.4 The monochromator in atomic absorption
7.2 Dilution Apparatus
and flame emission is used to isolate the resonance
line from nearby lines and back ground radiation. Auto-dilution or precision micro-burette with a
The band width is controlled by means of narrow, least count of 0’05 ml.
monochromator slits; however such slits cause
reduction of desired radiation at the detector. 7.3 Sample Preparation Equipment
Flame background radiation ( radiation emitted
F:GOkPG burners capable of fusing sample up to
from the flame or from elements therein ) is also
.
present and is relatively constant. The effect of
this background radiation can be eliminated by 7.3.2 Mufle Furnace
modulating the incident, hollow cathode lamp
radiation before it reaches the atomic vapours and Muffle furnace capable of operating up to 1 200°C.
tuning the amplifier to this modulation frequency.
7.3.3 Crucibles
The continuous flame emission is rejected by the
tuned amplifier. Crucibles made of 95 percent platinum and 5
percent gold or graphite crucibles of about 30 mJ
4.1.5 The narrow widths of spectral lines cause capacity.
some of the difficulties in the measurement of
integrated absorption coefficients. Some factors 7.3.4 Mini magnetic stirrer for the dissolution of
affecting the shapes and widths of these lines are; fused bead.
Doppler broadening, pressure broadening, reso-
7.4 Atomic Absorption Spectropbotometric System
nance broadening and self-absorption.
7.4.1 Atomic absorption spectrophotometet
4.2 The sample is fused with Lithium metaborate consisting of atomizer, burner, suitable pressure
in a crucible. The fused bead is dissolved in dilute regulating devices capable of maintaining constant
nitric acid and the solution is diluted to that oxidant and fuel pressure for the duration of test,
concentration which meets optimum requirements hollow cathode lamp and/or electrode-less dis-
for atomic absorption analysis. The standard charge lamp for the determination of elements as.
solutions arc prepared from standard reference mentioned in, 1.2, spectrometer, photomultiplier
materials and, after necessary dilutions to the tube, detecting and measuring system, amplifying.
desired analytical range, their absorbance is device and read-out system for indicating the
measured and is plotted against respective concen- absorbed radiation.
tration to ge.t a calibration curve. The concentra-
7.4.2 Acetylene gas cylinder fitted with two stage
tion of element in the unknown sample is deter-
pressure reducing regulator.
mined from the absorbance by means of calibration
curve.
7.4.3 Nitrous oxide gas cylinder fitted with tw@
stage pressure reducing regulator.
5 SAFETY PRECAUTIONS
8 REAGENTS
5.1 Operating personnel should adhere to the
manufacturer’s recommended practice for igniting 8.1 Pure chemicals of analytical reagent grade and
and extinguishing the burner on the atomic absorp- distilled water conforming to IS 1070 : 1977 shall
tion spectrophotometer to avoid an explosion be used in tests. The following reagents are:
which could cause physical injury. generally used.
8.1. I Lithium Metaborate, Pure grade anhydrous.
6 REPRODUCIBILITY OF RESULTS
8.1.2 Lanthanum Oxide, 99.99 percent.
6.1 In all cases check determination ( expressed 8.1.3 Nitric Acid, Specific gravity I.42 and con-
in percent ) shall be made and repeated, if satis- forming to IS 264 : 1976.
factory checks are not obtained. The difference
between check determinations shall not exceed 0’2 8.1.4 Sodium Chloride
for silica, alumina and calcium oxide: 0’1 for 8.1.5 Potassium Chloride
Fe*O, and MgO; 0’02 for Na,O, KaO, Cr,O, and
0’05 for TiO,. 8.1.6 Manganese Metul, 99’99 percent,
2.
IS 12813 : 1989
8.1.7 Strbntium Nitrate, 99’99 percent. 10.2.2 Manganese Solution
8.1.8 Potassium Titanium Oxalate
Dissolve I g of manganese metal in 50 ml 1 : 3
8.1.9 Ammonium St&hate nitric acid and make up the volume to one litre
with distilled water in a volumetric flask. Dilute
8.1.10 Sulphuric Acid, sp gr 1’84 ( conforming to
IO ml of this solution to 100 ml in a volumetric
IS 266 :,1977 ).
flask to get 100 ppm manganese. Prepate standard
8.1.11 Potassium Chromate solutions of 1, 2, 3, 4 and 5 ppm manganese
solution by taking 1, 2, 3,4 and 5 ml of 100 ppm
9 STANDARD REFERENCE MATERIAL manganese solution respectively into separate
100 ml, volumetric flasks. Add 10 ml of blank
9.1 Statidard cement samples of National Council solution ‘B’ as mentioned in 10.3 to each flask and
for Cement and Building Materials or any other make up the volume to the mark with distilled
analyzed cement samples meeting the requirements water.
of accuracy of analysis within the specified limits
shall be used for calibration. Standard samples
10.2.3 Titanium Solution
for calibration purposes shall be selected in such
a way so as to cover the variations in concentra- Boil a mixture of 7’392 4 g potassium titanium
tions of the individual constituents for specific oxalate [ KB TiO ( C, 0, )a. 2H,O I, 1 g of
materials. ammonium sulphate and 25 ml of concentrated
sulphuric acid for 15 minutes. Cool the solution
10 PREPARATION OF STANDARD and make up the volume to one litre in a volu-
SOLUTIONS metric flask with distilled water to get 1 000 ppm
titanium solution. Prepare 50, 100, 150, 200 and
10.1 Staudard Solutions for Major Constbents
250 ppm titanium solution by taking 5, 10, 15, 20
10.1.1 Prepare the standard solution to match and 25 ml of 1 000 ppm titanium solution res-
closely the sample solution with respect to both pectively into separate 100 ml volumetric flasks. -
matrix elements and acid content. Add 10 ml of blank solution ‘B’ as mentioned
in 10.3 to each flask and make up the volume to
10.1.2 Weigh accurately about 0’25 g of standard
the mark with distilled water.
sample and 1’0 g of lithium metaborate in a
crucible. Mix thoroughly and fuse the mii over a
10.2.4 Chromium Solution
burner and/or muffle furnace for about 10 minutes
to get a clear melt. Quench the crucible in cold Weigh 3’735 1 g of potassium chr6matt ( K, Cr 0,).
water and tap the bead into a 250 ml beaker dissolve in distilled water and make up the volume
containing 100-ml of 1 : 9 nitric acid. Stir the to one litre in a volumetric flask with distilled water
solution till the dissolution is complete. Transfer to get a 1 000 ppm chromium solution. Dilute 25
the solution to a 250-ml standard volumetric flask ml of this solution to 250 ml in a volumetric flask
and make up the volume to the mark with distilled to get 100 ppm chromium solution. Prepare
water. Label this solution as A. Prepare the standard solutions of 1, 2, 3, 4 and 5 ppm
standard solutions in the concentration ranges for chromium solution by taking 1, 2, 3, 4 and 5 ml
each element as given in Table 1. of 100 ppm chromium solution respectively into
separate 100 ml volumetric flasks. Add 10 ml of
NOTE - Alternatively the standard solution can be
prepared from the salts/metals of individual elements blank solution ‘B’ as mentioned in 10.3 to each
of analytical reagent grade quality. flask and make up the volume to the mark
with distilled water.
10.2 Standard Solutions fur Minor Constituents
10.3 Prepare blank solution by dissolving 1’0 g of
10.2.1 AIkaW SoLioti
lithium metaborate in 10 ml concentrated nitric
Weigh 1’907 0 g of KC1 and 2’542 5 g of NaCl and acid and dilute with distilled water to 250 ml
dissolve in distilled water conforming to IS 1070 : volumetric flask. Label this solution as B. Further
1977. Make up the volume to one litre in a dilutions shall be carried out as per requirement
volumetric flask. Dilute 25 ml of the above of individual constituents.
prepared solution to 250 ml in a volumetric flask
to get 100 ppm Na - K. Prepare standards 11 PREPARATION OF SAMPLE SOLUTION
solution of 1, 2, 3, 4 and 5 ppm. Na - K’ solution
by taking I, 2, 3. 4 and 5 ml from 100 ppm 11.1 Weigh accurately about 0’25 g of sample and
Na - K solution respectively into separate 100 ml fuse with 1’0 g of lithium metaborate and prepare
volumetric flask. Add 10 ml of blank solution the solution as indicated in 10.1.2. Label this solu-
f3 as mentioned in 10.3 to each flask and make up tion as C. Further dilutions of sample solution
the volume to the mark with distilled water. C shall be carried out as given in Table 2.1s 12813 : 1989
Table 1 Typical DJJutJom Required for Varionr Conditments Present in Stan&d
Sample for Calibration
( Ckse 10.1.2 )
R. Approx Percent Ml of Solution Linearity Range lo
of Constituent , . Ma!lYP to ppm Calculated on tk
Present ‘A’ ‘i!P - Basis of Constituent
( see 10.3 )
(1) (2) (3) (4) (5) (6) (7)
i) SiOr 18’0 7’5 17’5 25 54 - 180
15’0 10’0 25
25’0 0’0 25
35-o 7.5 17-5 25 105 - 350
190 10’0 25
25-o o-0 * 25
il) AhOI 5’0 7’5 17’5 25 15-50
15-o 10’0 25
25’0 0’0 25
12’0 4’0 8’0 25 192 - 576
4’0 4’0 25
12’0 0-O 25
iii) FerOa 4-O 2.5 5’0 100 1’0 - 3’0
5-O 25 100
7’5 0’0 100
8-O 1.0 2’0 100 O-8-2-4
2-O 1’0 100
3’0 0.0 100
fv) CaO 65-O 1st dilution A,
( SIC Notes 2 to 5 ) / 90 - 100 -
IInd dilution
5.0 of Ai 10’00 100 1’63 - 488
10’0 of A, 5-00 100
15’0 of Aa 0’0 100
VI MgO 4’0 2’5 5’0 loo 1’0 - 3’0
( ace Note 5 ) 5.0 2’5 100
7’5 0.0 loo
8-O 1’0 2’0 100
2-O l-0 100 O-8- 2’4
3’0 O-0 100
NOTES
1 The typical dilutions indicated in this table is with reference to approximate percentage of constituent
present in standard samples in order to obtain the linearity range given in co1 7 above. However, if
the percentage of constituent in standard sample is different than that indicated, calibration may be done even,
with the same dilutions.
z The precision of lime estimation can be further improved by choosing very close range standard samples for
calibration.
3 The linearity range can be further extended by reducing the path by rotation of the burner or by using
smaller path length burner.
4 Some of the commercially available instruments are having two channel system wherein by use of internal’
standard element which is not present in the sample. the absorbance ratios of lime with internal standard’
element are computed resulting in elimination of dilution errors.
§ In case of calcium and magnesium standards O-1 percent lanthanum/strontium shall be added.--_-.- __.__-~:_ ,.
IS 12813 : 1989
‘Table 2 Dilotions Required for Various Constituents Present in Unknown
Sample for Analysis
( Clause 11.1 )
Oxide of Approx Perceatage Sample Solution Blank Solution
% Element of Constitoent I 3 I ,
ml of y:;*aP ml of Make up
Solation ‘C’ Solution ‘B* to ml
(1) (2) (3) (4) (5) (6) CI)
i) SiOl 18’0 - 35.0 190 25 15’0 25
ii) AlrO. 5.0 - 120 10’0 25 10-O 25
iii) Fe& 4-o - 8’0 PO 100 5.0 100
iv) GO 45-o - 70-O 1st Dil$on BI
100
IInd Dilution
IO.0 100 0-S 100
of BI
v) McO 4’0 - 8.0 2.5 100 25 100
vi) NaaO & KsO 0’0 - 1’5 5.0 50 90 50
vii) MnrOa o-0 - 3.0 5’0 50 e 5.0 50
viii) TiO, 0.1 - 1-o 5-O 50 5-O 50
ix) craoa 0.0 - 0’2 5-O 50 5-O 50
NOTES
1 In case of calcium and magnesium estimation in the sample O-l% lanthanum/strontium shall he added.
2 If the concentration range of the constituent element varies from that given in co1 3 of the table, dilutions
shall be adjusted so that it falls within the range of linearity.
3 In case concentrations of MnsO;, TiOx and Cra01 are very 1ow:dilution indicated in Table 2 may not be
necessary or higher sample quantity may be taken for analysis. The addition of blank solution to standard
shall be respectively matched.
.
12 ANAiYSIS ’ 13 CALCULATIONS
XxYxDFxZxlO-6
13.1 ‘Percent Oxide =
12.1 The settings and adjustments of the instrument M
shall be carried out according to details of opera- where
tion of particular spectrophotometer to achieve X = pg/ml of the element in the aspirated
optimum performance as per the manufacturer’s
sample solution;
instructions. The standard conditions with working
Y = volume of first sample dilution;
ranges of the elements and other parameters shall
be adjusted as given in Table 3. Final volume of sample
solution
DF = dilution factor =
12.1.1 Calibration shall be carried out by aspirat- Aliquot of sample solu-
ing the blank solution followed by standard tion C taken for dilution
solutions and recording the average absorbance and
reading for respective known concentration. After M = mass of sample taken for analysis in g;
aspiration of each standard solution aspirate the Z = conversion factor from element to oxide
blank solution. For a precise calibration curve as given below:
five standard solutions covering the range shall be
To Express as Facror, Z
used. For routine analysis three standard solutions
covering the range shall be used. SiO, 2’139
El A&O, 1’889
12.1.2 The sequence of operation of aspirating Fe Fe203 1.430
the solution for calibration purposes shall be Ca cao 1’399
carried out according to manufacturer’s instruc- Mg MO 1’658
tion. After the calibration with standard solutions Na Nan0 1’348
aspirate the blank and sample solutions and record K K20 1’205
its absorbances/concentrations. Aspirate the blank Mn,09 1’437
solution to check that there is no drift in the P TiO,, 1’668
blank/zero reading. Cr Crzd3 1’500
5IS 12813: 1989
for
R’db 3 StamhrdC onditionws ithW oAhg Rmges theE lements
( Chse 12.1)
Fo.E lered Wave- Flame *Flame Interference RecolMneoded Steps Working Range
,lengtb Used cc%8ditioll Encountered Lo Avoid Interference of Elemeats in ppm
(1) (2) (3) (4) (5) (6)’ (7) (8)
i) Si 251.6 NIO/CnHI Fuel rich red No - 0 - 150
feather cone
ii) Al 309'3 NIO/CIHI Fuel lean. Ionisation Li from the flux is o- 30
oxidising, red sufficient to overcome
feather cone the interference
iii) Fe 248.3 Air/CIHe Fuel lean. oxi- ,Matrix and Samples and standard 0 - 3’0
dising, blue excess mineral should be matched in
flame acid matrix and acidity
iv) Ca 422.7 Air/GHa Fuel lean, oxi- Depression of Addition of 0.1% La/Sr 0 - 5’0
or diiing, blue signal due to as releasing agent
N,O/GHo flame formation of
oxysalts with
Al, Si, Ti,P
Mg 2aY2 Air/CsHs zu&ean, oxi- D.epression of Addition of WI% La/Sr 0 - 3’0
blue slgnal due to as releasing agent
flame ’ formation of
oxysalts with
Al. Si, Ti. P
vi) 589'0 Air/C,H, Fpel lean, $te Small ionization Li frpm the flux is 0 - 3.0
$s4nlZ, sufficient to overcome
the interference
vii) K 7665 Air/CaHr ;;;;tan, b;;t Small ionization Li frpm the flux is 0 - 3’0
suffic8ent to overcome
flame the interference
l
viii) Mn 279'5 Air/GHr 9, No - 0 - 3.0
is) Ti 365'3 NIO/GH~ Fuel rich - Sensitivity is enhanced O-200
red, reduc- by high concentration
ing of Fe and Al
x) Cr 358 Air&H, Fuel rich Absorption is Interference can be 0 - 5.0
yellow, re- suppressed by lessened in a lean flame,
ducing iron and nickle 2 percent ( m/V ) NH&l
addition cotrol the inter-
ference from iron
Flame conditions are to be adjusted to get maximum sensitivity as given in the manufacturer’s instructions.
lIS 12813 : 1989
ANNEX A
COMPOSITION OF THE TECHNICAL COMMlTTEE
CEMENT AND CONCRETE SECTIONAL COMMITTEE, CED 2
Chairman Representing
DR H. C. VISVESVARAYA National Council for Cement and Building Materials, New Delhi
Members
SHRI K. P. BANERJE~ Larsen and Toubro Limited, Bombay
SHRI HARISH N. MALANI ( AIternare )
SHRI S. K. BANERW National Test House, Calcutta
CHIRPE NGINEER( BD ) Bhakra Beas Management Board, Nangal Township
SHRI J. C. BASUR ( Afternate )
CHIEFE NQINIXR( DESIGNS) Central Public Works Department, New Delhi
SUPERINTENDINEGN GINEIIR( S & S )
( Alfernate )
CHIEFE NGINEER( RESEARCH-CUM- Irrigation Department, Government of Punjab
DIRECTOR)
RESEARCHO PPIC~R( CONCRETB
TECHNOLOC+)Y ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR( Afternate )
DIRECTOR CentralSoil and Materials Research Station, New Delhi
CHIEPR ESEARCHO PPICERf Afternate rj
DIRE~R ( C & MDD-II ) * Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD-II )
( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre ( CSIR ), Ghaziabad
SHRI S. GOPINATH The India Cements Limited, Madras
SHRI A. K. GUPTA Hyderabad Industries Limited, Hyderabad
SHRI J. SEN GUPTA National Buildings Organization. New Delhi
SHRI P. J. JAWS The Associated Cement Companies Ltd. Bombay
DR A. K. CHA~ER~EE ( Alternate )
JOINTD IRECTORS TANDARDS( B & S )/CB-I Research, Designs and Standards Organization ( Ministry of
Railways ). Lucknow
JOINTD IRECTORS TANDARDS( B dr S )/
C&H ( Alternate )
SHRI N. G. Josnr Indian JIume Pipes Co Limited, Bombay
SHRI R. L. KA~~OR Roads Wing ( Ministry of Transport ), Department of Surface
Transport, New Delhi
SHRI R. K. SAXENA ( Alternate )
DR A. K. MULLICK National Council for Cement and Building Materials, New Delhi
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd,
New Delhi
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI S. K. MATHUR ( Alternate )
SHRI NIRMAL SINQH Development Commissioner for Cement Industry ( Ministry of
Industry ), New Delhi
SHRI S. S. MIGLANI ( Alternate )
SHRI S. N. PAL M.N. Dastur and Company Private Limited, Calcutta
SHRI BIMAN DA~~UPTA ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters
LT-COL R. K. SINOH ( Afternate )
SHRI H. S. PASRICHA Hindustan Prefab Limited. New Delhi
SHRI Y. R. PHULL Indian Roads Congress, New Delhi; and Central Road Research
Institute ( CSIR ). New Delhi
SHRI S. S. SIXHRA ( Alternofe ) Central Road Research Institute ( CSIR ), New Delhi
DR MOHAN RAI Central Building Research Institute ( CSIR ), Roorkee
DR S. S. REHSI( Alrernote )
SHRI A. V. RAMANA Dalmia Cement ( Bhnrat ) Limited, New Delhi
DR K. C. NARANO ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI T. N. SUSBA RAO Gammon India Limited, Bombay
SHRI S. A. REDDI ( Altcrnafe )
7IS 12813: 1989
Membera Reprcserttn~
DR M. RAMAIAH Structural Engineering Research Centre ( CSIR ), Ma&as
DR A. G. MADHAVA RAO ( Alternate )
SHRI A. U. RIJHSINOHANI Cement Corporation of India, New Delhl
SHRI C. S. SHARMA ( AIternofe )
SECRETARY Central Board of Irrigation and Power, New Delhi
SHRI K. R. SAXENA( Alternate)
SUPERINTENDINEGN GINEER( DESIGNS) Public Works Department, Government of Tamil Nadu
Ex~cur~ve ENGINEER( SMD DIVISION)
( AIternate )
SHRI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYA
( Alrernate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerly & Co Ltd. Bombay
SHRI S.P. SANKARNARAYANAN
( A/f ernute )
DR H. C. VISV~SVARAYA The Institution of Engineers ( India ), Calcutta
SHRI D. C. CHATURVED(I Affornore )
SHRI G. RAMAN. Director General, BIS ( Ex-o&lo Member )
Director ( Civ Engg )
Secretary
SHRI N. C. BANDYOPADRYAY
Joint Director ( Civ Bngg ), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
Convener
DR H. C. VM~~SVARAYA National Council for Cement and Building Materials,
New Delhi
Members
DR A. K. MULLICK
( AIternotes to Dr H. C. Visvesvaraya )
DR ( SRRIMA~ ) S. LAXMI 3
SHRI S. K. BANERJFZ National Test House, Calcutta
SHRI N. 0. BASAK Directorate General of Technical Development, New Dtlbb
SHRI T. MADNESHWAR( Alternate )
SHRI SOMNATHB ANERJ@E Cement Manufacturers Association, Bombay
CHIEFE NGINEER( RESEARCH-CUM- Irrigation Department, Government of Punjab
DIRECTOR)
Rasa.4~~~ OFTICER ( CT ) ( AIternutc )
SEIRIN . B. DESAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL( Afternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
&SEARCH OFFICER( Alternate )
Dmc~oa(c&MDDIi) Central Water Commission, NCW Delhi
DEPUTY DIRECTOR( C & MDD II )
( Alternufe )
SXRI R. K. GA~ANI Shree Digvijay Cement Co Ltd, Bombay
SHRI R. K. VAISHNAVI( Alternate )
SHRI J. SEN GUPTA National Buildings Organization, New Delhi
SHRI P. J. JAQUS Tbe Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJEE(A lternate )
JOINT DIRECTOR,S TANDARDS Research, Designs and Standards Organization, Lucknow
t B & S l/CB-I
_ JOINTDIRECTOR,S TANDARDS
( B & S )/CB-II ( Alternate )
SHRI R. L. KAPOOR Road3 Wing (Ministry of Transport ) (Department of Surface
Transport ), New Delhi
SHRI R. K. DATTA ( Altemute )
SHRI W. N. KARODE The Hindustan Construction Co Ltd. Bombay
SHRI R. KUNJITHAPA~AH Chettinad Cement Corporation Ltd. Poliyur, Tamil Nadu
SHRI 0. K. MAJ~DAR Hospital Services Consultancy Corporation ( India ) LtdL
New Delhi
8IS 12813: 1989
Members Representing
SHRI K. P. MOHIDEEN Central Warehousing Corporation, New Delhi
SHRI NIRMAL SINGH Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MI~LANI ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SHRI A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANG ( Alternate )
COL V. K. RAO Engineer-in4hief’s Branch, Army Headquarters
SHRI N. S. GALANDB ( Afternate )
’ SHRI S. A. REDDI Gammon India Ltd, Bombay
DR S. S. REHSI Central Building Research Institute ( CSIR ), Roorkee
DR IRSHAD MASOOD ( Alternate )
SHRI A. U. RIJIISINOHANI Cement Corporation of India Ltd, New Delhi
SHRI M. P. SINUH Federation of Mini Cement Plants, New Delhi
SUPERINTENDIN~ ENGINEER (D) Public Works Department, Government of Tamil Nadu
SENIORD EPUTY CHIEF ENOINBER
( GENERAL) ( Alternate )
SHRl L. SWAROOP Orissa Cement Ltd, New Delhi
SARI H. BHA-LTACHARYA( Alternate )
SrrRI v. M. WAD Bhilai Steel Plant, Bhilai
9Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of hdian
Stundards Act, I986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
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 nlanufacturers or producers may be obtained
from the Bureau of lndinn Standards.Bweaa 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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any form without the prior permission in writing of BIS. This does not preclude the free use, in the
course of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of
the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
following reference:
Dot : No. CED 2 ( 4437 )
Amendments Issued Since Poblication
Amend No. Date of Issue Text Affected
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Printed at Printwell Printers, Delhi. India
|
9198.pdf
|
IS : 9198 - 1979
Indian Standard
SPECIFICATION FOR
COMPACTION RAMMER FOR SOIL TESTING
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
Fko~ DINES= MOHAN Central Building Research Institute ( CSIR ),
Roorkee
Members
ADDITIONAL DIREOTOR RESEAROE, Railway Board ( Ministry of Railways )
( FE ), RDSO
DEPUTPD~RECTOR RESEARCH,
( FE-I ). RDSO ( Alternate )
PROP ALA&~S INGE University of Jodhpur, Jodhpur
LT-CCIL AVTAR SINOH Engineer-in-Chief’s Branch, Army Headquarters
MAJ V. K. KANITKAR ( Alternate )
DR A. BANERJEE Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alternate )
DR R. K. BHANDARI Cent;Zadorkylding Research Institute ( CSIR ),
CHIEF ENQINEER ( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Alternate )
SHRI K. N. DADINA In personal capacity ( P-820 New Alifiors,
Calcutta 700053 )
SHRI A. G. DASTIDAR In personal capacity (5 Hungerford Strert, 12/I
Hungerford Court, Calcutta 700017 )
SRRI R. L. DEWAN Irrigation Research Institute, Khagaul, Patna
DR G.S. DEILLON Indian Geotechnical Society, New Delhi
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIREO~OR ( CSMRS ) ( Alternate )
SH~I A. H. DIVANJI Asia Foundations & Construction (P) Ltd, Bombay
SHRI A. N. JANQLP: ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee; and Institution of
Engineers ( India ), ( Delhi Centre )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate )
( Continued on page 2 )
@ Copyright 1979
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:9198-1979
(C enlinued from page 1 )
Members Rc+wzting
SHRI 0. P. M~LHOTRA Public Works Department, Government of Punjab,
Chandigarh
SHRI T. K. NATARAJAN Central Road Research Institute ( CSIR ),
New Delhi
RESEARCH OFFICER Building & Roads Research Laboratory, Chandigarh
SHRI K. R. SAXENA Engineering Research Laboratories, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alttrnatc )
SHRI M. M. D. SETH Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( Alternate )
SHRI M. K. SINGEAL Irrigation Research Institute, Roorkee
SHRI N. SIVAQURTJ Roads Wings ( Ministry of Shipping 8r Transport )
SHRI D. V. SIKKA ( Alttrnntt )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SERI SUNIL BERI ( Ahrnate )
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVE E N o I N E E R
( SM & RD ) ( Alhrnats )
SHRI B. T UNWALLA Concrete Association of India, Bombay
SHRI T. M. MENON ( Alltmatt )
SHRI H. C. VERMA All India Instruments Manufacturers & Dealers
Association, Bombay
SHRI V. S. VA~UDEVAN ( Altcrnatt )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-ofi& Mtmbtr )
Director ( Civ Engg )
stcr8fary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
Soil Testing Instrument and Equipment Subcommittee, BDC 23 : 6
SH~I H. C. VERMA Associated Instruments Manufacturers ( I ) Pvt Ltd,
New Delhi
Members
SHRI M. D. NAIR ( Alttrnatt to
Shri H. C. Verma )
LT-COL AVTAR SINGE Engineer-in-Chief’s Branch, Army ‘Headquarters
SHRI S. K. GUPTA f Alttrnnte 1
DEPUTY DIRECTOR REOEARCII’ Ministry of Railways
(SM) (RDSO)
SHRI H. K. GUHA Geologists’ Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA ( Alkrnatt ) -
SHRI A. K. GUPTA Saraswati Engineering Agency, Roorkee
SHRI RAKESE GOEL ( Afttrnatc)
( Gnfinutd on Pap 10 )
2IS t 9198 - 1979
Indian Standard
SPECIFICATION FOR
COMPACTION RAMMER FOR SOIL TESTING
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 5 June 1979, after the draft finalized by the Soil Engineer-
ing and Rock Mechanics Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 A series of Indian Standards on methods of test for soils has already
been published by ISI. It has been recognized that reliable and inter
comparable test results can be obtained only with standard testing equip-
ment capable of giving the desired level of accuracy. The Sectional
Committee has, therefore, decided to bring out a series of standards
covering the requirements of equipment used for testing soils, to encour-
age its development and manufacture in the country.
0.3 The equipment covered in this standard is used for the determination
of water content dry density relation of soil covered in IS : 2720 ( Part
VII )-1974* and IS : 2720 ( Part VIII )-1974t.
0.4 For the purpose of decideing 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 cff in
accordance with IS : 2-1960:. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard,
1. SCOPE
1.1 This standard covers the requirements of compaction rammer both
for light and heavy compaction used for the determination of the water
content dry density relation of soils.
*Methods of test for soils: Part VII Determination of water content: dry density
relation using light compaction (first revision ).
tMethods of test for soils: Part VIII Determination of water content: dry density
relation using heavy compaction (first revision ).
fRules for rounding off numerical values ( revised ).
3
_ _-IS : 9198 - r979
2. MATERIALS
2.1 The materials of construction of the different component parts of the
compaction rammer both light and heavy shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT
COMPONENT PARTS OF COMPACTION RAMMER
( LIGHT AND HEAVY )
PART MATERIAL S~NorYr0 REB TO INDIAN
REQUIREMENTS SYANDA~D
IB ANY
(1) (2) (3) (4)
Rammer foot Mild steel or Brass Smooth finish and IS : 226-1975. and
chrome plated IS : 4170~_1967t
Shaft Mild steel - IS : 226-1975’
Handle knob Mild steel IS : 226~1975+
Guide pipe Mild steel - IS : 1239 ( Part I )-
drawn pipe 19733
Washer Gasket rubber Vulcanized Rubber
vulcanized - IS : 5382-19698
*Specification for structural steel standard quality (Jirsr r&ion ).
tSpecilication for brass rods for general engineering purposes.
SSpecification for mild steel tubes ( third reuision ).
BSpecification for rubber sealing rings for gas mains, water mains and sewers.
3. DIMENSIONS
3.1 Dimensions with tolerances of different component parts of compac-
tion rammer shall be as detailed in Fig. 1 to Fig. 4. Except where
tolerances are specifically mentioned against the dimensions, all
dimensions shall be taken as nominal dimensions and tolerances as given
in IS : 2102-1969; shall apply.
4. COMPACTION RAMMER, LIGHT
4.1 The light compaction rammer shall be as shown in Fig. 1 to 3. The
mass of the moving parts of the rammer shall be 2.6 kg & 25 gm. The
length of guide pipe shall be such so as to give a fall of 310 f 0.5 mm.
The free end of the rammer foot shall be square with the sides and shall
be finished smooth. Provision shall also be made to secure this to the
shaft with a pin to prevent it from unscrewing while on use. It shall be
chrome plated. It shall be provided with air vents at both ends as shown
in Fig. 3 and a suitable guide for the shaft of the rammer shall be
screwed on to the pipe at the top end. The washer shall be as shown
in Fig. 2. It shall be of minimum 1.5 mm thick.
*Specification for allowable deviations for dimensions without specified tolerances
(jfzt revision) .
4IS r9198 - 1979
KNOB
GUIDE PIPE
SHAFT
RAMMER FOOT
b
FIG. 1 ASSEMBLY OF COMPACTIONR AMMER
51s : 9198 - 1979
HANDLE KNOB
SHAFT
RUBBER GASKET
All dimensions in millimetres.
FIG. 2 DETAILS OF LIGHT RAMMER FOOT, SHAFT AND KNOB
6IS : 9198- 1979
All dimensions in millimetres,
FIG. 3 DETAILS OF GUIDE PIPE
7IS :9198 - 1979
SHAFT
RUBBER GASKET
All dimensions in millimetrcs.
FIG. 4 DETAILS OF HEAVY RAMMER FOOT, SHAFT AND KNOB
8IS : 9198 - 1979
5. COMPACTION RAMMER, HEAVY
5.1 The heavy compaction rammer shall be as shown in Fig. 1, Fig. 2
and Fig. 4. The mass of the moving parts of the rammer shall be
4.9 kg & 50 gm. The length of the guide pipe shall be such so as to
give a fall of 450: f 0.5 mm. The free end of the rammer foot shall be
square with the sides and shall be finished smooth. Provision shall also
be made to sequare it to the shaft with a pin to prevent it from unscrew-
ing while on use. It shall be chrome plated. The washer shall be as
shown in Fig. 4. It shall be of minimum 1.5 mm thick.
6. MARKING
6.1 The following information shall be clearly and indelibly marked eon
each component of the apparatus in such 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 of manufacture,
c) Whether the rammer foot is of mild steel or brass, and
d) Type of rammer.
6.1.1 The equipment 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 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.
9IS :9198 - 1979
( from page 2 )
Members Representing
DR B. R. MALHOTRA Ccntr&$oad Research Institute ( CSIR ), New
SERI R. S. MELKOTE Central Water Commisaiorr-New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Altrrnafc )
DR P. NANDAKUB~ARAN University of Roorkee, Roorkee
SHRI S. G. PRASAD Industrial Electronics Pvt Ltd, Bangalore
SHRI H. S. DAHELE ( Altcrnatr )
SHRI D. D. PURI Central Scientific Instruments Organisation ( CSIR ),
Chandigarh
SIIRI A. N. AQARWAL ( Altcrnafe )
DR T. RAMAMURTIIY Indian Institute of Technology, New Delhi
SERI RESHAM SINC+EI Hydraulic & Engineering Instruments Co, New
Delhi
SHRI JATINDER SIN~H ( Alternate )
DR V. SREENIVARULU CentfZBolork~tilding Research Institute ( CSIR ),
10AMENDMENT NO. 1 NOVEMBER 1983
TO
IS : 9198-1979 SPECIFICATION FOR COMPACTION
RAMMER FOR SOIL TESTING
( 3, clause 0.3, lines 2 and 3 ) - Substitute ‘ IS : 2720 ( Part 7 )-
1980* ’ and ‘ IS : 2720 ( Part 8 )-1983t ’ for ‘ IS : 2720 ( Part VII )-
1974* ’ and ‘IS : 2720 ( Part VIII )-1974t ‘.
( Page 3, foot-notes with ‘ * ‘-and ‘ t ’ marks ) - Substitute the follow-
ing for the existing foot-notes:
‘*Methods of test for soils: Part 7 Determination of water content - dry density
relation using light compaction ( second revision ).
SMethods of test for soils: Part 8 Determination of water content - dry density
relation using heavy compaction ( second revision ).’
( Page 4, Table 1, co1 4 ) - Substitute ‘ JS : 1239 ( Part 1 l-197% ’ for
‘ IS : 1239 ( Part I )-1973x ‘.
( Page 4, Table 1, foot-note with ‘ f ’ mark ) - Substitute the following
for the existing foot-note:
‘fSpecification for mild steel tubes for tubulars and other wrought fittings: Part 1
Mild steel tubes (fourth revision ).’
( Page 4, clause 3.1, line 5 ) - Substitute ‘ IS : 2102 ( Part 1 )-
1980* ‘for c IS : 2102-1969” ‘.
( Page 4, foot-note with ‘ * ’ mark ) - Substitute the following for the
existing foot-note:
‘*General tolerances for dimensions and form and position: Part 1 General
tolerances for linear and angular dimensions ( second revision ).’
(BbC%)
Printed at New India Printing Press. Khuria, India
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9401_16.pdf
|
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 16 TUNNELING
ICS 93.160
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN, 9BAHADUR SHAHZAFARMARG
NEW DELHI 110002
March 1999 Price Group 2Measurement of Works of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard ( Part 16 ) was adopted by the Bureau of Indian Standards, after the draft finalized by the
Measurement of Works of River Valley Projects Sectional Committee had been approved by the River Valley
Division Council.
In measurement of quantities, in construction of river valley projects, a large diversity of methods exist at
present according to local practices. Lack of uniformity may at times create complications regarding measurements
and payments. This standard is intended to provide a uniform basis for measurement of various items of tunneling
in river valley projects.
In reporting the results of a test or measurements 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 9401 (-Part 16) : 1999
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
( DAMS AND APPURTENANT STRUCTURES )
PART 16 TUNNELING
1 SCOPE otherwise, be held to include all labour, construction
plant and equipment, materials and all activities required
This standard ( Part 16 ) covers the method for
for performance of the work. The following items shall
measurement of tunneling for River Valley Projects,
not be measured separately and allowance for the same
in the three main work areas involved, namely
shall be deemed to have been made in the description
excavation, support system and concrete lining.
of the main item:
2 REFERENCES
a) Setting out work, profiles, bench marks, etc;
The following standard contains provisions which b) Cleaning up, washing and surface preparation;
through reference in this text, constitutes provision
c) Working in wet conditions;
of this standard. At the time of publicationthe edition
indicated was valid. All standards are subject to revision, 4 Scaling, wherever required, of excavated
and parties to agreements based on this standard are surfaces;
encouraged to investigate the possibility of applying
e>V entilation during construction;
the most recent edition of the standard indicated below:
0 Lighting during construction;
IS No. Title
kc)S afety items, protection barriers and signals;
9401 (Part 10 ) : Method of measurement of works
h) Telecommunication requirements; and
1990 in river valley projects ( dams and
appurtenant structures ) : Part 10 3 Documentation for various activities.
Formwork
3.5 Definitions
3 GENERAL
For the purpose of this standard the definitions given
3.1 Clubbing of Items in 3.5.1 to 3.5.5 shall apply.
Items may be clubbed together provided that the break- 3.5.1 A-Line
up of the clubbed items is agreed to be on the basis
The A-Line ( Minimum Excavation Line ) of the
of the detailed description of the items stated in this
tunnel is the line within which no rock and no support,
standard.
other than permanent support systems, shall be
3.2 Booking of Dimensions permitted to remain.
In booking dimensions, the order shall be consistent 3.5.2 B-Line
and generally in the sequence of length, breadth or
The B-Line ( Pay Line ) of the tunnel is a line which
width and height or depth or thickness.
is beyond and parallel to the A-Line. The distance
3.3 Measurements between A-Line and B-Line may vary from 0.0 m to
0.2 m. depending upon the excavation conditionsand
All works shall be measured net in the decimal system:
this distance shall be clearly specified in the work
description and/or tunnel drawings.
a) Linear dimensions shall be measured to the
nearest 0.01 m.
3.5.3 C-Line
b) Areas shall be worked out to the nearest
The C-Line is a line which is beyond and parallel
0.01 m2.
to the B-Line. The distance between B-Line and
C-Line may vary from 0.2 m to 0.5 m, depending upon
3.4 Description of Items
the tunnel dimensions and strata of the medium
The description of each item shall, unless stated through which the-tunnel is being excavated.
1IS 9401( Part 16 ) : 1999
3.5.4 Overbreak 6.3 The description of the item shall unless otherwise
stated, be held to include drilling, charging of with
‘Overbreak’ consists of the volume of rock removed
explosives, blasting and removal and disposal of
during excavation operations outside the B-Line
excavated material in the dump area specified and
irrespective of its extent.
stockpiling of useful rock as instructed by the Engineer-
3.5.5 Approved Overbreak in-Charge.
‘Approved Overbreak’ consists of that portion of 6.4 The quantity of excavation, including that obtained
overbreak outside the C-Line, the occurrence of which by controlled perimeter blasting shall be measured of
is an unavoidable result of adverse geological conditions the volume in solid contained up to the B-Line ( Pay
due to concealed joints, faults and other structural line ) irrespective of whether the actual excavation falls
defects in rock and not due to negligence or lack of within/beyond the said line. Each class of excavation
reasonable care and skill in excavation operations. shall be measured separately.
4 B&L OFQUANTITIES 6.5 Overbreaks
In the bill of quantities,the nomenclature of various Thevohnne of rock in ‘Overbreak’ except that contained
items of work involved shall be specific and should in ‘Approved Overbreak’ shall not be measured. The
accurately represent the activity to be executed. For ‘Approved Overbreak’ shall be measured separately.
each item of bill of quantities, there shall be reference The ‘Approved Overbreak’ shall be approved by the
to the corresponding technical specifications. Engineer-in-Charge.
5 TECHNICAL -SPECIFICATIONS
5.1 Thetechnical specifications of items of work shall A = actual cross-sectional area of the tunnel after
fully and accurately describe the scope of work, excavation,
materials including specifications, workmanship and
A, = cross-sectional area oftunnel at C-Line,
desired output. Reference to the relevant standards
to be followed for execution of items of work shall be L = linear distance between the mid point of the
invariably made in the technical specifications.
present section to last section and mid point
of present section to next section, and
5.2 General nature of the site should be stated. All
available information like strata through which the
V, = volume of ‘ Approved Overbreak’.
tunnel is to be driven along with the ridges and valleys
which the tunnel crosses, shall be stated along with Then,
the inclination at which the tunnel is to be driven.
V,= (A-AC) x L
6 METHOD OF MEASUREMENT OF EXCXVATION
The section should be measured at intervals varying
6.1 Depending upon the rock conditions, suitable from 0.5 to 5.0 m depending upon tunnel excavation
excavation methods shall be adopted like full face conditions and shall be decided by the Engineer-in-
excavation; or top heading and benching; or multidrifting Charge.
with suitable drilling methodology like perimeter
6.6 lhnel Enlargement
blasting/line drilling/presplitting etc; or using Tunnel
Boring Machine. When excavation is carried out without In case, if determined by the Engineer-in-Charge, the
use of Tunnel Boring Machine it shall be classified minimum excavation line is increased, necessitating
as given in 6.2. enlargement of the excavated tunnel, separate
measurement of the quantity of the excavation shall
6.2 The items of tunnel excavation shall be classified
be made between the original B-Line and revised
as follows:
B-Line that is established.
a) Excavation in tunnel not requiring steel rib
6.7 Dental Rock Excavation
supports - This can be with or without rockbolts
and shotcrete with or without wiremesh as a The layers of soft or disintegrated rock bedded with
temporary measure. hard rocks or seams or faults, required to be excavated
beyond the pay line and removed by hand or pneumatic
b) Excavation in tunnel in all classes of soil, sofr
or other implements without requiring continuous and
andhardrock, requiring temporary or permanent
supports during excavation - The supports systematic blasting, shall be measured separately as
shall be measured separately ( see 7 ). a net quantity.
2IS 9401 (Part 16) : 1999
7 MEASUBEMENT OF SUPPORT SYSTEM 7.3.4.2 There shall be no separate measurement for
cement/resin cartridges, bearing plates, nuts, quick
7.1 Temporary Supports
setting cement for bearing plates, pads, rust protection
The item of temporary support, when used, shall include materials and drilling.
furnishing, installing, maintenance and removal
7.3.4.3 Measurement~of straight/hooked rockdowels
including materials, labour and equipment.
fully set in grout shall be done in metres, measuring
7.1.1 When timber is used, in or as, temporary support, the length. There shall be no separate measurement
it shall be measured separately. for cement and additives for grout mixes, rust protection
materials, drilling etc.
7.1.2 When ordered by the Engineer-in-Charge, the
work of protecting weak rocks temporarily to facilitate 7.3.4.4 Measurement for chainlink/welded wiremesh
construction, either by guniting or shotcreting, shall complete with mesh anchors or other securing devices,
be measured separately. shall be made by area of the rock covered by wiremesh
as projected on the B-Line, in square metres. Mesh
7.1.3 Reinforcing bars used as forepoling rods shall anchors or other securing devices and overlaps of
be measured separately. wiremesh shall not be measured separately. The size
of wire and mesh size for wiremesh shall be clearly
7.2 Permanent Supports
specified.
The item of permanent supports, shall consist of
7.3.5 Measurement for timber support shall be made
furnishing and installing the supports, complete with
of the volume in cubic meters of collar braces installed
all bolts, nuts, butt plates, feather plates, dowels,
and timber lagging. Other accessories for timber support
wedges, tie rods, temporary timber spreaders and
shall not be measured separately.
concrete pedestals if any, lagging, blocking and back
packing with excavated material. The work of 7.3.6 Reinforcing bars/sections used for forepoling
strengthening supports already erected, by adding shall be measured by weight, in kilograms, by multiplying
additional members, shall be measured separately. length of section with nominal mass per unit length
of section as specified in relevant Indian Standards.
7.3 Measurement
7.3.7 Tension testing of selected rock bolts shall be
7.3.1 The measurement of steel rib supports as
done as decided by the Engineer-in-Charge and
permanent supports, shall be done by weight, in
measurement of the same shall be done based on the
kilograms. The weight shall be determined by multiplying
number of tests performed which shall include all labour,
measured length of section with nominal mass per unit
material and equipment.
length of section as specified in relevant Indian
Standards for the section used. Steel support access- 8 MEASUREMENT OF SHOTCRETE
ories like nuts, bolts, butt plates, feather plates, tie
rods and wastages, etc, shall not be measured separately. 8.1 The item of shotcrete shall consist of supplying
and placing shotcrete in specified thickness including
7.3.2 In case precast concrete blocks are provided as
all labour, material, equipment, performance~of control
lagging, so as to form part of the concrete lining, the tests for proper mix design, strengthtests as required
same shall be measured separately in cubic meters. by Engineer-in-Charge and casting of required
The volume of such blocks shall be deducted from the
test-panels. Shotcrete shall be measured in cubic metres
volume of the concrete lining ( see 9.4 ).
computed by multiplying the payment area by the
specified thickness. The payment area shall be defined
7.3.3 The space between the rock and the support
as under:
system with lagging filledby cement concrete for the
purpose of backfilling shall be measured separately a) When the excavated profile does not extend
as backfill concrete in cubic meters (see 9.5 ). toportion beyond C-Line, the payment area shall
be the projection of the irregular area covered,
7.3.4 At times it is considered necessary to provide
onto the pay Line ( B-line ).
rock reinforcement in the form of tensioned/untensioned
rock bolts set in resin/cement or rock dowels straight/ b) When the excavated profile extends to the
hooked or chain-link/weldedwiremesh with anchors portion of ‘Approved Overbreak’ but the actual
to facilitate tunnel construction. cross-sectional area of the excavation is not
more than the area at C-Line, the payment area
7.3.4.1 Measurement of rock bolts fully set in resin /
shall be the projection of the irregular area
cement cartridges shall be done in metres, measuring
covered, onto the payline ( B-Line ).
the length. The diameter of the rock bolts should be
clearly specified. c) When the excavated profile extends to the
3IS 9401( Part 16 ) : 1999
portion of ‘Approved overbreak’ and when the b) That part of volume of concrete which is
actual crosssectional area of the excavation contained between C-Line and actual excavated
is more than~the area at C-Line, an imaginary profile of-tunnel less the volume of shotcrete,
line parallel to C-Line shall be drawn in such a where shotcrete has been measured by
way that it depicts average line of actual projectingthe actual excavated profile of tunnel
excavation. The payment area shall be the on an imaginary line parallel to and beyond
projection of the~irregular area covered, onto C-Line as in 8.1(c) above. In case this volume of
this imaginary line. concrete is a negative figure, it shall be deducted
from the volume as obtained in (a) above and
8.2 No separate measurement shall be made for
the same shall be treated as volume of concrete
preparation of surface, drainage arrangement required
backfill.
for control of seepage water during the placement of
shotcrete, making arrangements for protection of 9.4 Where precast concrete slabs/lagging have been
exposed threads of rock bolts prior to placement of installed, measurement of concrete lining shall be
shotcrete, development of limits and controls, provision made of theoretical volume of concrete placed in cubic
of test specimen, trial mixes, etc, and these shall be meters between the finished surface and the B-Line
deemed to be included in the item of the shotcrete. ( Pay line ) of the tunnel. No deduction shall be made
for the volume of reinforcement. However the volume
8.3 No separate measurement shall be done for rebound
of steel ribs and precast concrete slabs or laggings
and/or wasted shotcrete, additives or admixtures and
installed shall be deducted from the total theoretical
these shall lx deemed to be included in the item of
volume of concrete lining. The volume so obtained
shotcrete.
shall be further reduced by volume of shotcrete, if the
8.4 When cement is issued departmentally by the shotcrete has been measured by projecting the
Engineer-in-Charge, the cement consumed in rebound excavated profile of the tunnel onto the B-Line.
shall be limited to 20 percent of the total quantity of
9.5 The concrete required to backfill the space between
cement required for measured shotcrete as per design
the rock and precast concrete slabs or laggings shall
IlliXeS. be measured separately in two parts as in 9.3.
9 MEASUREMENT OF CONCRETE LINING 9.6 The item of formwork for tunnel lining, except
bulkheads and formworks used exclusively for backfill
9.1 The item of concrete lining shall comprise the
concrete in Overbreak and/or Approved Overbreak
supply of all labour, plant and materials and the
portions, shall be~measured separately.
performance of all work necessary for supplying, mixing,
transporting from the batching plant, placing, 9.6.1 Formwork shall be measured in accordance-with
compacting, curing and finishing concrete including IS 9401 (Part 10).
cleaning and preparing construction joints.
9.6.2 Formwork for concrete lining shall be
9.2 Where no precast concrete slabs or laggings have measured in square metres of the finished surface of
been installed, measurement of concrete lining shall tunnel. No deductions shall be made for openings
be made of the theoretical quantity of concrete placed less than 0.4 m2.
in cubic meters between the finished surface and the
9.7 Concrete lining shall be held to include items like
B-Line ( Pay line ) of the tunnel. No deduction shall
be made for the volume of reinforcement. However, air entraining agents, admixtures, curing compounds,
development of limits and controls, arrangement of
the volume of steel ribs and volume of shotcrete, if
the shotcrete has been measured- by projecting the test specimens, trial mixes, etc, and these shall not be
excavated profile of the tunnel onto the B-Line, shall measured separately.
be deducted from the total theoretical volume of
9.8 No separate measurement for void filling by
concrete lining.
grouting in the concrete portion shall be made and
allowance for the same shall be deemed to havebeen
9.3 The concrete required to backfill overbreaks, if any,
included in the main item.
beyond B-Line shall be measured separately in two
parts as below:
9.9 In case the work is being executed on contract
basis, the aspect of payment ofexcavation and concrete
a) That part of volume of concrete which is in ‘Overbreak’ and ‘Approved Overbreak’ shall be
contained between B-Line and C-Line, limited suitably taken care of, while framing tender
to actual excavated profile of tunnel. documents.
4Bureau of Indian Standards
BIS is a statutory institution established under the Bureau ofIndian StandardsAct, 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. RVD 23 ( 120 ).
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 384i
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 3378499,3378561
CALCUTTA 700054 337 86 26,337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 I 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. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at New India Printing Press, Khur~a, lndts
|
1436.pdf
|
IS1436:1991
(R fallirnd 199X)
( F*m )
VF
Indian Standard
WEIGH BRIDGES- SPECIFICATION
( First Revision
J
Second Reprint JANUARY 1990
UDC 681’267’3
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1991 Price Cronp 2Commercial Weights and Measures Sectional Committee, LM 06
FOREWORD
This Indian Standard f First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Commercial Weights and Measures Sectional Committee had been approved by
the Light Mechanical Engineering Division Council.
This standard is one of a series of Indian Standards relating to commercial weighing instruments.
This standard was originally published in 1960. This revision is based on further experience gained
in manufacture of commercial weighing instruments and other developments in this field.
The Indian Standard on General Requirements for Weighing Instruments IS 1432 is necessary adjunct
to this standard.
This standard is intended chiefly to cover the technical provisions relating to weigh-bridges, and it
does not include all the necessary provisions of a contract.
In the preparation of this standard assistance has been derived from the Weights and Measures Rules
and Acts on weights and measures prevailing in the country.IS 1436 : 1991
Indian Standard
WEIGH BRIDGES - SPECIFICATION
( First Revision
)
1 SCOPE resisting excessive vibrations, and shall not throw
the lever system out of alignment. Brackets shall
1.1 This standard covers the requirements for be provided on the side, and end frames to secure
weigh-bridges. the framework.
2 REFiRENCES 5.3 Steelyard
The following Indian Standards are necessary
The steelyard of a weigh-bridge shall not have any
adjunts to this standards:
readily removeable parts except the support for
proportional weights. There shall be one or more
IS No. Title
stops to prevent the sliding poise or poises from
210 : 1978 Grey iron castings (third revision) travelling behind the zero mark.
292 : 1983 Leaded brass ingots and castings
( second revision ) 5.3.1 The minimum travel of the steelyard in
weigh-bridges shall be 10 mm each way.
1432 : 1959 General requirements for weigh-
ing instruments 5.3.2 The top and bottom of the guide and/or
steelyard shall be fitted with non-magnetic
3 TERMINOLOGY
material.
For the purpose of this standard, a weigh-bridge
5.3.3 When the steelyard is provided with notches,
shall mean a weighing instrument constructed
the latter shall be suitably protected.
with compound levers, with the indicator system
carried on foundations separate from the lever
5.3.4 The value of the smallest division on the
systems to weigh loads of capacities 1000 kg
minor bar shall not exceed the greatest error
( one tonne ) and over, through the medium of
allowed for that capacity ( see Table 2 ).
proportional weights or indicating mechanism.
4 CAPACITIES 5.4 Graduation
Weigh-bridges shall be of the following capacities: The value of the smallest graduation on dials or
minor steelyards of weighing instruments expressed
lOOOkg(1 t). 2000kg(2t), 3000kg (3t),
in units of mass, shall be in the form of 1 x IOn,
5000kg (5t), 10000 kg (lot), 15000 kg
2 x lOa, or 5 x 10n, ‘n’ being a positive or
(15t), 20000 kg (2Ot). 25000 kg (25t),
negative whole number or zero.
30000kg (3,0t), 40000kg(40t), 50000kg
(sot), 60000 kg (60t),.80000kg (80t), 5.5 Platform
lOOOOOkg( IOOt), lSOOOO( IsOt), 200OOOkg
(200t),250000kg(250t), 300000kg(3OOt) The platform shall be either chequered or plain,
and 400 000 kg ( 400 t ). and shall be made of cast iron or s tee1 plates or
any other suitable material. It shall be rigid and
5 GENERAL REQUIREMENTS sufficiently strong to carry the maximum load.
The foundation of machines above 5 tonnes shall
5.1 The weighing machines shall comply with the
provide for a manhole to facilitate easy access to
general requirements specified in IS 1432. In
the pitr
addition, the weighing machines shall comply with
the requirements given in 5.2 to 5.8.
5.5.1 If a movable hutch, barrow, frame or bucket
is used with the ordinary platform, it shall form
5.2 Framework
an essential part of the machine without which it
Where the weigh-bridge is fitted with a framework, is not possible to balance the machine. The
it shall be built up of mild steel sections or cast movable hutch, barrow, frame or bucket shall be
iron or cast steel. It shall be rigid structure, identified with the machine and when in position
suitably strengthened so that it is capable of on the platform, it shall be as central as possible.
1IS 1436 : 1991
5.6 Balancing Arrangement 5.8 For no-loose weight steelyard machines, the
total capacity shall be that which is indicated on
The balancing arrangement for daily wear and the major index on the steelyard.
and tear shall have a range not exceeding 0’5
percent of the capacity of the machine and not 5.9 Proportional Weights
less than 0’1 percent of the capacity each way
( see Table 1 ). The balancing box containing 5.9.1 All loose proportional weights shall be
the b:ilancing ball shall be securely attached to identified with the machine by a number or any
the steelyard, preferably by passing a bolt through other suitable mark of identification which shall
the steelyard. The balancing ball shall be be indelible. They shall be marked with their
actuated by a detachable key. equivalent weights as shown in Fig. 1.
5.7 In the case of weigh-bridges provided with
dials: 5.9.2 Proportional weights shall be hexagonal in
shape with a slot of suitable size to allow their
a) racks and pinions shall be of suitable wear
being placed on the counter balance ( see Fig. 1 ).
resistant material finished smooth;
The counter balance shall be identified with the
b) the extremitv of the pointer shall in no machine.
position, bd at a greater distance than
5 mm from the graduated surface of the 5.9.3 The proportional weights shah be made of
dial. If the pointer is on a different plane cast iron, preferably of Grade FG 150 of IS 210 :
the extremity of the pointer shall be on the 1978 or brass of Grade LCB 2 of IS 292 : 1983.
graduated portion of the dial, and it shall
be so made as not to obscure the graduation 5.9.4 The proportional weights shall have one
marks or make them difficult to read any rectangular loading hole which shah be undercut
graduation marks; and or tapering outwards so as to hold lead securely
4 the dial shall be graduated into reasonably for adjustment. The undercut hole shall be
equal parts and the minimum width bet- reasonably large to accommodate the lead required
ween graduations shall be not less than for adjustment. The surface of the lead in the
2 mm. loading hole of a new proportional weight shall
be at least 3 mm inside from the bottom surface
Table 1 Range of Balancing Arrangement of the weight.
( Clause 5.6 )
5.9.5 The smallest denomination of the propor-
Capacity Range of Balancing Arrangement tional weight shall be equivalent to the weight
_-_---h-
represented by the maximum graduation on the
Maximum Minimum 0-i
minor bar.
0.5 Percent Percent of
of Capacity Capacity
Each Way 5.9.6 The denominations of the proportional
(1) (2) (3) weights shall be chosen from the series of weights
kg kg conformmg to 1, 2, 5 and their decimal multiples.
Further, any number of proportional weights in
1 000 kg (1 t) 5 1.0 any one of the aforesaid denominations may be
2 000 kg (2 t) 10 2’0
included provided the total equivalent of all the
3 000 kg (3 t) I5 3.0
proportional weights does not exceed the capacity
5 000 kg (5 t) 25 5’0
of the weighing instrument.
10 000 kg (10 t) 50 10.0
15 000 kg (15 t) 15 15’0 NOTE-While arriving at the capacity of the
20 000 kg (20 t) 100 20’0 weigh-bridge, the maximum graduation shown on
25 000 kg (25 t) 125 25.0 the steelyard in the case of ‘loose-weight’ weigh-
bridges and on the minor bar in the case of ‘no-loose*
30 000 kg (30 t) 150 JO.0 weight type weigh-bridges shall not be taken into
40 000 kg (40 t) 200 40’0 account.
50 000 kg (50 t) 250 50’0
60 000 kg (60 t) 300 6OO 5.9.7 The total capacity of the machine shall
80 000 kg (80 t) 400 80.0 include the capacity of graduated tare bar or bars
100 000 kg (100 t) 500 10 0.0 wherever provided.
150 000 kg (150 t) 750 150.0
200 000 kg (200 t) 1000 200’0 NOTE-When tare bars are used and are not grad-
250 000 kg (250 t) 1 250 250’0 uated except with a zero mark only, they shall not
be taken into account when calculattng the capacity
300 000 kg (300 t) 1 500 300.0 of the machines. Ungraduated tare bars shall bo
400 0OOk g WO t) 2000 400’0 marked with zero.
2Is 1436: 1991
FIG. 1 PROPORTIONALW EIGHTS
6 MARKING 9.2 Weigh-bridges shall be tested to verify the
accuracy of graduations or notches up to the total
All weighing machines shall be prominently, :apacity.
legibly and indelibly marked with source of
9.3 All loose proportional weights, where these
manufacture or his registered trade-mark, model,
sre provided, shall be tested and then suitably
capacity and class ( wherever applicable ).
sealed to prevent tampering.
NOTE - The source of manufacture of the regist-
ered trade-mark shall be such as will not bemistaken 9.4 The error, plus or minus, for loads up to half
for the stamp or the seal of the verification authority. of the maximum capacity, shall be not more than
6.1 Weighing instruments shall have inscribed half the maximum permissible error prescribed
on them their maximum weighing capacity in the at full load; for loads between half and full
following manner as may be appropriate: capacity, the error shall not exceed the maximum
permissible error prescribed at full load.
‘To weigh... . . . . ..t’ ‘To weigh... . . . . . . kg’
1 9.5 With one quarter of the maximum load ( or
... . 57 a;f qy .. ..' I..f.*.w ?a ;f flp.. ..'
as near thereto as practicable ) placed in the
'Tow eigh.........g' middle or at any of the corners of the platform,
‘ . .. . “ ;ITrl a; fqy .. ..' the weigh-bridge other than railway weigh-bridge
shall indicate the same weight within half the
6.2 All numerals appearing on weighing instru- limits of error prescribed in Table 2 in co1 3 for
ment shall be indicated in international form of non-dial type machines and in co1 4 for dial type
Indian numeral. machines. In case of railway weigh-bridge the
test shall be carried out by placing in the middle
7 IDENTIFICATION OF PARTS
or at any of the end of the platform.
Detachable parts which may affect the accuracy
9.6 Weigh-bridges with steelyard arrangement
of the weigh-bridge shall be indelibly numbered or
shall be tested for sensitiveness and error at full
marked so as to facilitate identification.
load or as near as practicable to it. The sensiti-
8 SEALtNG veness and permissible error shall not exceed the
limits prescribed in co1 2 and 3 respectively of
Dial machines shall be fitted with a soft metal
Table 2.
plug for receiving the seal of the verification
authority and wherever practicable, this plug shall 9.6.1 The machines shall be tested by adding
be passed through the dial and frame. The plug loads equal to the major divisions or notches and
or stud fitted on the dial shall be so supported as then ascertaining that an additional load equal
to allow no risk of damage to the instrument. to the value of one notch or division is correctly
indicated.
8.1 On weigh-bridges other than dial machines,
a plug or stud shall be provided in a conspicuous 9.7 With the exception of sensitiveness test
position on the indicating lever or steelyard. ( see 9.6 ), the other tests mentioned in 9.1 to 9.6.1
shall be carried out in a similar manner on dial
9 TESTS AND TEST REQUIREMENTS
type machines also. These machines shall comply
9.1 The steelyard of a weigh-bridge shall remain with the requirements prescribed in co1 4 of
horizontal at .no-load. Table 2.
3IS 1436 : 1991
Table 2 Tolerances for Weigh-Bridges
(Clauses 5.3.4, 9.5, 9.6 and 9.7 )
Capacity Sensitiveness when Greatest Error Allowed Greatest Error Allowed
Fully Loaded in Excess or Deticiency in Excess or Deficiency
when Fully Loaded (for when Fully Loaded (for
Non Dial Type Machined Fitted with
Machines) Dial)
(1) (2) (3) (4)
1 000 kg (It) 1.0 i.2
2 000 kg t2t) 1.5 1’4
3OOOkg (3t) 1’5 I.6
5000 kg (St) 1’5 2.0
IOOOOkg (lot) 2’0 3’0
l5OOOkg (1st) 2.5 4-o
20 000 kg (2Ot) 3’0 5’0 A weight corresponding
25 000 kg ( 25 t 1 3’5 6’0 to one half the interval
3OOOOkg (30t) 4.0 7’0 between consecutive
40 000 kg ( 40 t ) 5’0 7’0 minimum graduation
50000kg (Sut ) 5-5 8’0
6OOOOkg (60t) 5.5 8.5
80000kg (80t) 6.0 10.0
100OOOkg (loot) 65 11.5
15OOOOkg (150t) 8’0 15’0
200 GUOk g ( 200 t ) 9-o 19.0
250000 kg (250t) 12.0 25.0
300 000 kg ( 300 t ) 15.0 30.0
400 000 kg ( 400 t ) 20*0 40.0
NOTES
1 Tolerances given in Table 2 are for the initial verification of the new machines.
2 For tolerances on weigh-bridges which are in use, reference may be made to the reievant standards of
Weights and Measures ( General ) Rules, 1987.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standurds Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not 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. LM 06 ( 4984 )
Amendments Issued Since Publication
Amcnd,No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 1 333377 8846 99,337 8951 2601
CALCUTTA 700054 26,337
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022
{ 6600 3280 4235
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113
{ 223355 0125 1196,,223355 0243 4125
.’
1
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. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi, India
|
4410_21.pdf
|
IS : 4410 ( Part 21 ) - 1987
Indian Standard
GLOSSARYUFTERMS
\
I-N
8\_: RELATINGTORIVERVALLEYPROJECTS
PART 21 FLOOD CONTROL
UDC 001’4 : 617’81 : 627’513
l- -
4 :
‘._’
0 Copyright 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 October 1988IS : 4410 ( Part 21 ) - 1987
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART 21 FLOOD CONTROL
0. FOREWORD
0.1 This Indian Standard ( Part 21) was adopted been published covering various aspects of river
by the Bureau of Indian Standards on 30 valley projects and a large number of similar
November 1987, after the draft finalized by the standards are in the process of formulation. These
Terminology Relating to River Valley Projects standards include technical terms, the precise
Sectional Committee had been approved by the definitions of which are required to avoid ambi-
Civil Engineering Division Council. guity in their interpretation. Toachieve this end,
this standard is being published.
0.2 A number of Indian Standards have already
1. SCOPE 2.9 Channel Phase - The phase of flow follow-
ing the overland flow phase starting with the
1.1 This standard covers the definitions of terms
entry of surface run-off into stream channels.
relating to flood control.
2.10 Community Preparedness - These are the
2. DEFINITIONS actions directed to provide for defensive response
by the people to flood warnings with the
2.1 Bank Stabilization Measures-These are the
objective to save lives and lessen the social and
measures adopted to protect the banks from
economic impact from flood hazards.
erosion and damage due to the action of river.
2.11 Design Flood - The flood adopted for
2.2 Bankful Channel Capacity-Maximum flow
design purposes. It may be the probable maxi-
which a given channel is capable of carrying
mum hood or the standard project flood or a
within the banks.
flood corresponding to some stipulated desired
2.3 Bankful Stage-It is the stage or gauge frequency of occurrence or hysterical or any
height attained by a river or stream when flowing other flood depending upon the standard of
at capacity above which the banks are over- security to be provided consistent with its
flowed. purpose.
2.4 Base Flow-It is that portion of flow in the 2.12 Detention Reservoir - These are the reser-
channel or stream which is not contributed by voirs provided along or beside a river course to
the current flood. The magnitude of base flow retard or delay flood run-off thereby reducing
may vary before, during and after the flood. the flood volumes and hence also heights in the
downstream. These may eventually release the
2.5 Bore-A monoclinical wavefront advancing
stored water back into the stream.
relatively to a channel flow in either direction or
2.13 Disaster Preparedness - These are actions
on a dry bed, It is also called a moving hydrau-
designed in advance for any disaster ( like
lic jump or surge front. A bore caused by a
floods) to minimize loss of life and property and
tidal inflow into an estuarial stream is termed as
to organize and facilitate timely and effective
‘eager’.
evacuation, rescue, relief and rehabilitation at
2.6 Broad-Crested Flood-A flood in which the the time in the close vicinity of a disaster.
high stage is maintained over a long period.
2.14 Fmergency Flood Ways - These aim at
2.7 Catastrophic Flood - A flood due to an
reducing the flood discharge in the river by taking
exceptional combination of meteorological and
the excessive water away from the river channel
hydrological conditions with intense rainfall and its flood plains through temporary diversions
occurring for a period considerably longer than passing through and outside the flood plains to
the time of concentration for the area. Surges
the other streams.
or boreflow due to dam bursts are also called by
the same name due to the suddeness of the water 2.15 Extraordinary Flood - A flood with magni-
heights and the large surge front celeritics. tude much higher/larger than the design flood.
2.8 Channel Improvements - These are the 2.16 Flood - Flood is a body of water which
actions to make the channel carry all the relevant rises temporarily to overflow into land which is
discharges at levels lower than those obtaining not normally submerged or, to flow in the
prior to such actions, riverchannel. Floods have two essentialIS : 4410 ( Part 21 ) - 1987
characteristics: the inundating of land within or 2.28 Flood Protection - The protection from
outside the flow channel is temporary, and the flood damage offered by a given programme of
land is contiguous to the flood axis. flood control.
2.17 Flood Axis - General direction of flow of 2.29 Flood Routing - The process of determin-
water of a flood. ing progressively the timing and shape ( in terms
of levels and discharges ) of the flood wave at
2.18 Flood Control
successive points along a river or through a
a) Protecting 1And areas from flooding by one reservoir.
or more of the following means: levees
2.30 Flood Storage Basin - A basin or reservoir
and walls; channel improvement; deten-
into which a part of the flood water can be
tion or storage of flow of excess flood
passed and held until the flood flow has subsid-
waters: watershed management.
ed where it can be released back into the stream.
b) Protection of land areas from overflow or
2.31 Flood Walls - Walls constructed for pro-
minimization of damage by flooding.
tection against floods.
2.19 Flood Crest - Highest elevation of water
2.32 Flood Warning - It is the process of giving
level at an identified place during flood flow in a
advance notice of the incoming flood flow to the
channel.
public and to the concerned engineering and
2.20 Flood Damage-The destruction or imparr- civil authorities to take appropriate flood fight-
ment, partial or complete, of human and animal ing and relief measures.
lives, property, goods, services, flora and fauna
or of health, etc, resulting from the action of 2.33 Flood Wave
flood waters and the silt and debris they carry.
a) A rise in stream flow to a crest consequent
It includes direct and indirect losses; tangible
to run-off, generated by precipitation, and
and intangible losses.
its subsequent recession constitute a flood
2.21 Flood Fighting - These are emergency wave.
measures, planned in advance to reduce the
b) A rise in stream flow to a crest and its
impact of good by operation, repair, strengthen-
subsequent recession caused by precipita-
ing and raising of existing flood control works
tion or a period of snow melt upstream
and building of emergency works.
and uphill the respective site or by dam
2.22 Flood Forecasting - It is the process of failure or short duration high volume
estimating the future stages and or flows and releases on the upstream.
time sequence of the same at a selected point
2.34 Flood Zones - The area which is required
along the river course during the floods.
to carry the flow of a given magnitude of flood.
2.23 Flood Frequency - Number of times, a
hood above a given magnitude is likely to be 2.35 Flooding - Overflowing by water of the
normal confines of a stream or other body of
equalled or exceeded in given number of years
water or accumulation of water by drainage over
on the average.
areas which are not normally submerged.
2.24 Flood Insurance - This is the insurance
directed to modify the burden of flood loss on 2.36 Lag ( Time )
any individual resident in a flood plain by
a) Referring to discharge or water level, it is
spreading an uncertain but potentially large loss.
the time elapsed between the occurrence
2.25 Flood Plain or corresponding change in discharge or
water level at two points in a river.
a) It includes the water channel, the flood
channel and that area of nearby low land b) Referring to the run-off or rainfall, it is
susceptible to flood by inundation. the time between the centre of mass of
rainfall excess to the centre of mass of the
b) Adjoining land at the bottom of a valley
resulting run-off.
of a stream flooded only when the stream
c) Referring to unit hydrographs, it is the
flow exceeds the bankful stage.
time between the centre of a unit storm
2.26 Flood Plain Management - These are the and the peak discharge of the correspond-
measures to regulate the land use in the flood ing unit hydrograph.
plains for reduction of the flood damages suffer-
d) Referring to snow melting, it is the time
ed during the periods when the river discharges
between the beginning of snow melt and
are very high.
the start of the resulting run-off.
2.27 Flood Proofing - It is a combination of
2.37 Land Management - All activities of man
structural changes and emergency action and
that effect the land; as a flood control technique,
may be classified as either permanent measures
it includes conservation practices on agricultural
which become integral part of the structures or
land, grazing, regulation and forest-utilization
standby measures which are used only during
on a sustained yield basis.
floods but made ready prior to the flood, or
emergency measures which are carried out during 2.38 Land Phase of Flood - The initial phase
a flood according to a pre-determined plan. in flood generation when water running overIS : 4410( Part 21) - 1987
the surface of the ground collects to tiny hills to part of the discharge into a natural or artificially
evacuate eventually into the stream channels. constructed channel lying within or in some
Also called over land flows. cases outside the flood plains.
2.39 Maximum Flood - The highest of the
2.47 Sheet Flood - A flood which spreads as a
recorded floods at a section of a stream during a
thin sheet of water over a large area and is not
specified period; the period may be a week, a
concentrated in channels.
month, a year or even the entire period of
record. 2.48 Standard Project Flood - It is the flood
2.40 Percentage Frequency of a Given Flood - that may be expected from the most severe
The percentage of observed hoods that were combination of hydrological and meteorological
equal to or larger than a given flood within the factors that are considered reasonably character-
period of observation or the percent of flood that istic of the region and is computed by using the
will be equal to or larger than a given flood. Standard Project Storm (SPS). While trans-
position of storms from outside the basin is
2.41 Period or Time for Concentration - The permissible, very rare storms which are not
time taken by the run-off from the farthest point characteristic of the region concerned are
of the catchment to reach the outlet of the excluded in arriving at SPS rainfall for the basin.
catchment.
2.49 Stream Routing - The flood routing along
2.42 Probable Maximum Flood ( PMF ) - It is
a stream when the only storage is that furnished
the flood that may be expected from the most
by the stream channel and bank valley.
severe combination of critical meteorological and
hydrological conditions that are reasonably 2.50 Structural Changes - Tires: aim at rsduc-
possible in the region and is computed by using tion in flood dImage suscaptibility by und:rtak-
the probable maximum storm which is an esti- ing measures such as cJnstra:tion of walls of
mate of the physical upper limit to maximum buildings with impervious materials, closure of
precipitation for the basin. This is obtained from low level windows, construction of buildings on
transportation studies of the storms that have stilts.
occurred over the region and maximizing them
for the most critical atmospheric conditions. 2.51 Underground Storage Reservoirs - Thsse
are measures designed to augment the under-
2.43 Regulating Reservoir - A reservoir formed
ground water storage with surplus flow during
in a river valley or other basin by a barrier or
the monsoon season and to use it in the post
dam having controlled outlets.
monsoon season for irrigation and other
2.44 Retarding Basin - A basin for reducing purposes.
peak flood flows of stream through temporary
2.52 Valley Storage - Volume of water stored
storage.
within any two specified longitudinally displaced
2.45 Return Period Flood - A flood with a cross-sections along the stream including both
return period of 'T' year and ( 'T'y ear hood ) the channel and flood plain.
is defined as a hood that is expected, on the
average, to be equalled or exceeded once, in T 2.53 Watershed Management - These are the
Thus the probability of occurrence of a measures which aim at an overall management
~~r~‘equalling or exceeding the 'T' year flood of the watershed to help in reducing ths rate of
is l/T. run-off and sediment discharge apart from
minimizing the effects of skewness in space and
NOTE- The ‘T’ year flood should specify the flood
time in the rainfall distribution.
element ( for example, peak discharge volume,
volume above threshold, etc ) which is considered in
2.54 Weather Modifications - These are the
the probability analysis. While using this concept in
application, the flood element to be used in the measures which attempt to modify any of the
analysis is to be decided with reference to the weather elements. However, in general, it
engineering design requirements. is defined as the measures which attempt to
2.46 River Diversions - These aim at lowering redistribute the precipitation by cloud seeding
the water levels in the river by diverting all or a in respect of both time and space.
3._ .. . .
‘..:.
“,..
8 _.,
..i.
. . ..‘.
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3310131, 3311375
Telegrams : Manaksanstha
(Commsn to all Offices)
Regiona / Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3310131, 3311375
*Eastern: l/l4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 362499
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843, 31641
Southern : C.I.T. Campus, MADRAS 600113 412442, 412519, 412916
?Western: Manakalaya, E9 MIDC, Marol, Andheri ( East ), BOMBAY 400093 6329295
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 26348, 26349
Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, BANGALORE 560058 384955,384956
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 66716
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53627
-
5315 Ward No. 29, R.G. Barua Road, 5th By-Lane, GUWAHATI 781003
5-8-56C L.N. Gupta Marg ( Nampally Station Road ), HYDERABAD 500001 231083
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471, 69832
117/418 B Sarvodaya Nagar, KANPUR 208005 216876, 218292
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No, 14/1421, University P.O., Palyam, TRIVANDRUM 695035 62104, 62117
Inspection Offices ( With Sale Point ) :
Pushpanjali, 1st Floor, 205A West High Court Road, Shankar Nagar
Square, NAGPUR 440010 25171
Institution of Engineers (India) Building, 1332 Shivaji Nagar, PUNE 411005 52435
*Sales Office in Calcutta is at 5 Chowringhee Approach, P.O. Princep Street, Calcutta 700072 276800
tSales Office in Bombay is at Novelty Chambers, Grant Road, Bombay 400007 896628
PrlnIed at Swatantra Bharat Press, Delhi (Inaio)
|
7564_5.pdf
|
IS : 7564 (Part V) - 1974
Indian Standard
RECOMMENDATIONS FOR CO-ORDINATION OF
DIMENSIONS IN BUILDINGS-ARRANGEMENT
OF BUILDING COMPONENTS AND ASSEMBLIES
PART V FUNCTIONAL GROUP 5.FIXTURES,
FURNITURE AND EQUIPMENT
( Second Reprint APRIL 1996 )
UDC 721.013:389.63:691.88
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr5 July1 975
RIS : 7564 (Part V) - 1974
Indian Standard
RECOMMENDATIONS FOR CO-ORDINATION OF
DIMENSIONS IN BUILDINGS-ARRANGEMENT
OF BUILDING COMPONENTS AND ASSEMBLIES
PART V FUNCTIONAL GROUP E-FIXTURES,
FURNITURE AND EQUIPMENT
Modular Co-ordination Sectional Committee, BDC 10
Chaimaan Representing
SHRI J. DURAI RAJ Hinduztan Steel Works Construction Ltd, Calcutta
SHRI J. M. BENJAbUN Central Public Works Department (Architectural
Winn1. New Delhi
SHRI S. C. KAPOOR (Allem&)
SHRI B. B. Gaxo Central Building Research Institute (CSIR),
Roorkee
SHRI B. K. TYAC+I (Altcmak)
SHRI A. P. KANVINDE Indian Institute of Architects, Bombay
SHR~ M. K. LAKHANI Maharashtra Housing Board, Bombay
SHRX B. NARAYAN RAO (Altemale)
SHRI G. C. MATHUR National Buildings Organizatibn, New Delhi
SHRI M. M. MI~TRY (Al&ma&)
SHRI T. R. MEHAUDRU Institution of Engineers (India), Calcutta
SHRl M. A. MEHTA Concrete Association of India, Bombay
SHRI S. G. MEHTA Gujarat Housing Board, Ahmedabad
SHRI H. B. BHATT (Altmate)
&SRI K. K. NAMBL~R Cement Service Bureau, Madras
SHRI S. SNASWAMY (Altmate)
PROP S. K. NAI~AYANA Schoo~;fD~vn Planning and Architecture,
SHRI P. B. RAI Town & Country Planning Organization (Ministry
of Works & Housing)
Swar V. NACMUJA (Aftcma~)
(Continued on page 2)
Q Copyright 1975
BUREAU OF INDIAN ST/‘.NDARDS
This publication is protected under the Indian Copyright Act (XIV of 1357) and
reproduction in whole or in part-by any means except with written permission of the
pubIishershaubedecmedtobeaninf r&ment of copyrisht under the said Act.
JIS : 7564 (Part V) - 1974
klernberr R@eseniitrg
REPRIWZNTATIVE Delhi Development Authority, New Delhi
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI S. K. CHATTERJEE (.ffbmk)
SNRI T. K. SARAN Bureau of Public Enterprises (Ministry of Finance),
New Delhi
SHRI M. V. SATHE Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SWRI S. BAI.AKRISIINAN(A Bcmalc)
SlIRl L. C. TOYE Ministry of Railways, New Delhi
SnR:: N. V. SIU~TRI (A[fernale)
SHRI S. N WIG Builder’s Association of India, Bombay
SHRI SADHU RAM GUPTA (~llnnate)
SHRI D. AJITHA SIMHA, Director General, ISI (Ex-ofi& Member)
Director (Civ Engg)
Seaetaty
SHRI s. P. MACGU
Assistant Director (Civ Engg), IS1
2ls : 7564(Parav)-1974
Indian Standard
RECOMMENDATIONS FOR CO-ORDINATION OF
DIMENSIONS IN BUILDINGS - ARRANGEMENT
OF BUILDING COMPONENTS AND ASSEMBLIES
PART V FUNCTIONAL GROUP 5-FIXTURES,
FURNITURE AND EQUIPMENT
0. FOREWORD
0.1 This Indian Standard (Part V) was adopted by the Indian Standards
Institution on 4 November 1974, after the draft finalized by the Modular
Co-ordination Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Since the basic decision to adopt a IO-cm module has been taken, the
work connected with application of this module for different building com-
ponents, such as bricks, walling materials, rooling materials etc has been
done by diierent committees and dimensions have been recommended
by these committees for such components.
9.2.1 However, it has been felt that some thought had to be given to the
need for dimensionally co-ordinating a particular product, specially with
respect to the three dimensions -length, width, height/thickness. It was
-felt that in some cases such co-ordination of dimensions May or may not be
necessary, while in other cases it is absolutely imperative. To identify such
parameters for individual components, it was felt that building as a whole
should be examined from the point of view of various components that go
into it and then decide on the need for dimensional co-ordination on an
individual basis.
0.2.2 After such a decision has been arrived at, it will then be possible for
the relevant committees to adopt this principle in finally arriving at the nomi-
nal and work sizes for the individual components. With this end in view the
building has been divided broadly into the following five functional groups :
a) Functional group 1 - Structure;
b) Functional group 2 - External envelope;
c) Functional group 3 - Internal subditision;
d) Functional group 4 - Services and drainage; and
e) Functional group 5 - Fixtures, furniture and equipment.
0.3 It was indeed very useful for the Modular Co-ordination Sectional
Committee to have the views of various architects, engineers and users in
3XS t 7564 (Part V) - 1974
arriving at a basic decision regarding the need for dimensionally co-ordina-
=ting some of these products so that the relevant committees could exercise
their mind on such items only. Based on these decisions, it may be possible
to review the existing Indian Standards on different subjects where dimen-
sions have already been given and arrive at new dimensions where necessary.
0.3.1 It may be noted that the words ‘co-ordination of dimensions’ instead
of ‘modular co-ordination’ have been used in the title of the standard with a
view to encouraging the concept of establishing the correlation of two or
more products when juxtaposed together to perform a function. If such a
function is not necessary or there is no function to be done, then it appears
there may not be a need for co-ordinating dimension in the products placed
together.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and -practices prevailing ~
in different countries in addition to relating it to the practices in the field in
this country. This has been met by deriving assistance from the following :
BSPD 6432 : Part 1 : 1969 Recommendations for the co-ordination of
dimensions jn building - arrangement of building components
and ‘assemblies within functional groups : Part 1 Functional groups 1,
2, 3 and 4. British Standards Institution.
BSPD 6432 : Part 2 : 1969 Recommendations for the co-ordination of
dimensions in building - arrangement of building components and
assemblies within functional groups: Part 2 Functional group 5.
British Standards Institution.
0.5 This standard is one of a series of Indian Standards on modular
co-ordination.
1. SCOPE
1.1 This standard (Part V) lays down recommendations for coordinating
dimensions of building components for functional group 5 - fixtures, fur-
niture and equipment which comprises of the following functional activities :
Domestic living, commercial and community servicing, teaching,
learning and research, production, farming, manufacture, distribution -
retailing and communication.
2. TERMINOLOGY
2.0 For the purpose of this standard the following definitions shall apply.
2.1 Element of Construction-A functional part of a building cons-
tructed from buihling materials and/or building components.
4IS : 7564(Part V) - 1974
2.2 Services - The group of installations each of which supplies one or
more services to a building. . .
2.3 Assembly - An aggregate of building components used together.
2.4 BIlilding Component - A building product formed Asia distinct unit
having specified sizes in three dimensions.
2.5 Building Section - Building material formed to a definite cross-
section but of unspecified length. Sections are usually manufactured by
a continuous process, such as rolling, drawing, extruding or machining.
Examples are angles, bars, tubes, battens, sheet, plate, wire and cable.
2.9 Co-ordinating Plane -A plane by reference to which a building
component or assembly is co-ordinated with another.
2.7 Chordinating Space - A space bounded by co-ordinating planes
allocated to a component, including allowances for tolerances and joint
clearances.
2.8 Co-ordinating Dimensions - A dimension of co-ordinating space,
which defines the relative positions of two or more components in an assem-
bly, according to the characteristics of the components which are relevant to
assembly.
2.9 Basic Size - The size by reference to which the limits of size are fixed.
3. GRADING OF COMPONENTS
3.1 Depending upon the relative importance, the components shall be given
a grading A, B, or C as follows :
Grading A - Components or assemblies for which dimensional CO-
ordination is essential.
Grading B - Components or assemblies which in some situations need
to be dimensionally co-ordinated.
Grading C - Components or assemblies which do not require to be
dimensionally co-ordinated.
4. CO-ORDINATING DIMENSIOtiS OF BUILDJNG COMPONENTS
4.1 The recommended co-ordinating dimensions of building components
for functional group 5 - fixtures, furniture and equipment shall be as given
in Table 1.TABLE 1 RECOMMEND ED CO-ORDINATING DIMENSIONS OF COMPONENTS FOR FUNCTIONAL
GROUP 5-FIXTURES, FURNITUBE AND EQUIPMENT
(Clause 4.1)
FUNCTIONAL Acrtvr~~ COMPONENT GRAD- CO-ORDINATISG CROSS
I%. ING DIJIESSIOS.~ REFERENCE
TO OTHER
Width Thick: FUNCTIONAL
ness GROUPS
(1) (2) (3) (6) (8) (9)
i) Domestic living:
a) Domestic catering
Benches -
Chairs and ‘stools -
Cookers, ovens and grills 4
Dish-washing sinks and drainers - 4
Freezers and refrigerators -
Fume extraction fans ;
Fume extraction hoods -
Hatches - 3
Storage cabinets, cupboards etc, - -
for food, linen, etc
Trolleys - -
Waste disposal chutes -
Worktops, tables, etc, for prepara- - -ii
tion, serving, etc
b) Domestic laundering
Clothes washing appliances - 4
Clothes washing sinks and tubs - 4
Drying and airing appliances and
cabinets
Drying and airing racks, rails, lines,
etc
Ironing boards, tables and
machinesz
TABLE 1 RECOMMEND ED CO-ORDINATING DIMENSIONS OF COMPONENTS FOR FUNCTIONAL 0.
GROUP 5-FIXTURES, FUFUVITURE AND EQUIPMENT-Contd q
f
FUNCTIONALA CTNITY COMPONENT GRAD- CO-ORDINATING CROSS
ING DIMENSIONS REFERENCE
I * , TO OTHER
Length Width Height Thick- FUNCTIONAL 3
new GROUPS I
(1) (74 (31 (4) (5) (6) (7) (8) (9)
ii) Commercial and commu-
nity servicing:
a) Commercial catering
Dining chairs and stools, detergent c - - - - _
and soap dispensers
~h~,~~mters and &r&s, bottle B 4 d 2/ - -
dining benches and
tables,‘confectionery kiosks
Food and drink dispensers
Fume extraction fans
Cookers, ovens, grills and similar
cooking appliances
Delivery cabinets and hoists
Delivery chutes and hoppers
Display cases, refrigerators and
hot cupboards
Freezers and refrigerators
Fume extraction hoods
Hatches, shutters and grilles
Mat wells and foot scrapers
Mechanical preparatidn equip
ment (loose)
Menu boards
Mobile trucks and trolleys
Storage cabinets, cupboards, etc,
for food, linen, etctf
TARti 1 RECOMMENDED CO-ORDiNATZNG DIMENSIONS OF COMPONZINTS FOR FUNCTIONAL .
GROUP 5 - FIXTURES, FURNZTURE AND EQUIPMENT - Confd 4
f
SL FUNCTIONAL ACIWITY COMPONENT GRAD- CO-ORDINATING CRO%3 3
NO. ING bIhfENSrONS REFERENCE 3
, -*-, TO OTHER
Length width Height Thick- FU;~I~AL 4
ness I
ti;
(1) (2) (3) (4) (5) (6) (7) (8) (9) ;i!
ii) Commercial and commu-
nity servicing (Contd) :
c) Community dressing
and cleansing
Bath tubs - 4
Benches, built-in tables - -
Blinds, curtains and screens - -
Chairs and stools
Changing cubicles - 3,4
Cisterns, high- and low-level -
Cisterns, recessed and troughed - :,4
Combined dressing/storage units - -
Drying appliances (hand, hair, etc) - -
Mirrors - -
Sanitary towels incinerators - -
Scales, coin-o rated -
Shower cubic pe”s d - z
Soap dispensers and trays 7 - -
Storage cabinets, cupboards, etc, -
for clothes, toiletries, etc
Toilet paper holders -
Towel racks, rails, rollers and - - -
dispensers
Urinal (single units and ranges) d - 4-
TABLE 1 RECXMMEND i3D CO-ORDlNATlNG DlMFXSl dNS 6F COMPONENTS FOR FUNCTlONAL
GROUP 5-D FURNITURE AND EQUIPMENT - Gmkf
SL FUNC~ONAL A~TNXTY COMPONENT GRAD- CO-ORDINATING GROSS
No. ING REFERENCE
TO OTHER
-Length Width Height Thick: FUNCTIONAL
ness. GRO.UPS
(1) (2) (3) (4) (6) (8) (9)
iv) Production, manufacture:
a) Agriculture and farm-
ing
Animal and n_o ultrv. crates and B - -
An?: and poultry housing A - 3
Animal crushes and weighing B - -
crates
Augers for feed and waste products -
Cleaning equipment (seeds and E - -
vegetables)
- -
Cleansing pipe lines, fixed
- -
CC ole na vn es yi on rg bt ero ltu sg
,
h
c hain and flight,
A: 7 -
2,4
for animal feeding and waste
products -
-
Dairy sterilizing chests
-
Dressing equipment (seeds) si
Dry food hoppers A 1/ - i-
- -
Drying equipment (grain, grass, C
hops and manure)
Ducts, laterals for grain and pota- A - 2
to storage
-
Dung and slurry channels and A 2,4
conveyorsDust extraction equipment - 4
Egg cold stores 1, 2,3, 4
Egg, conveyors and graders
-
~~b~~~~v~~~l~~~f~~~~ain, - 3
potatoes ‘and grass
Fodder racks 3
Fruit cold stores - 1,2,3,4
Glass-house blinds; grading equip- - -
ment (seeds and vegetables);
hop presses and bine removal
equipment; humidifiers; infra-
red heating units
Internal feeding yokes and barriers
Internal gates - :
Internal handling pens and races
Internal pen divisions 3”
Lighting equipment - 4
Liquid food containers -
Liquid food pipe lines 4
Mangers and troughs, adjustable 3
and fixed
Milk bottling plants
Milk bucket plants
Milk, bulk milk tanks
Milk chums
Mlil~l;um trolleys, conveyors and
Milk, cold stores -
Milk, fixed pipe lines
Milk, fixed vacuum lines -
Milk, ice-bank coolers 4
Milk: measuring jars, measuring -
meters, multiple switch valves,
pulsators, rubber pipe lines and
teat clusters
( Continued)TABLk 1 RECOMMENDED CO-OBDINATING DIMENSIONS OF COMPONENTS FOR FUNCTIONAL
GROUP 5 -FIXTURES, FURNITURE ,bJD EQUIPMENT - Cmrd
SL FUNCTIONAL ACTIVITY C0LP0NEN-r GRAD- CO-ORDINATING CRoM
NO. ING DIMENSIONS REFERENCE
L TO OTHER
Gngth Width Height Thick FUNCTIONAL
ness GROUPS
(1) (2) (3) (4) (5) (6) (7) (8) (9)
iv) Production, manufac-
ture - Con&I:
a) Agriculture and
farming - Coald
Miliing and mixing equipment;
mist-spray irrigation equip-
ment; mobile feed barrows and
trolleys; packing and washing
equipment (seeds and vege- .c - _ - _ _
tables) ; pelletting and cubing
equipment; point drinking:
water containers; “Uftn2
processing equipment
rabbit pelting equipment
Service pens
Sprout depressors
Stall divisions (cowhouse)
Stall divisions, cubicles
Stall divisions, milking bails
Stall divisions (milking parlour)
Steam sterilizing equipment
Storage bins for grain, fertilizer
and potatoes-
Swill sterilizers 4
Swill tanks SrIZI-
Tower silos (silage and slurry)
Unru;$o; heaters (prgs and : 1 z 1 I 4
Ventilation chilling units
Ventilation ducting 2 2/ 7 -\/ 1 24 3,4
Ventilation fans, heaters and C - - - - 4’
motors
Wall panels for grain, silage and A d 4 4 - 1, 2, 3
potatoes
b) Manufacturing*
Bench shears, ‘brazing hearths, 1
centre-lathes (metalwork), cir-
cular saws, clay bins, crucible
furnaces, drilling machines, for-
gcs, grinding machines, grind-
stones (powered), metalwork
benches, milling machines,
moulding benches, planing , C - - - -
machines, polishing machines,
potter’s kilns, potter’s wheels,
power hacksaws, pugmills, shap-
ing machines, wedging benches,
wood-turning lathes, wood
working benches, distillation
units, dilution pots J
v) Distribution retailing:
a) Shops and retail stores
Burglar alarms C
Cash booths B
Counters (including display)
Display cases and cabinets ::
Display framing, system units and A d - -
‘associated cabinets
Display racks, stands (clothes) B
Grilles (security) A - 1/ - -9
*Only components common to light and non-specialized engineering have been included.
(Continuc?d)TABLE1 RECO MMENDED CO-ORDINA‘IXNG DIMENSIONS OF COMPONENTS FOR FUNCTIONAL
GROUP 5 - FIXTURES, FmwmUlw AND EQUIPMENT - Contd
SL. FUNCXIONAL ACTIVITY COMPONENT GRAD- CO-ORDINATING CROSS
No. ING REFERENCE
TO &'IiER
length Width Height Thick: FUNWIONAL
ness GROUPS
(1) (2) (3) (4) (6) (7) (8) (9)
v) Distribution retailing -CO&:
a) Shops & retails storeS -Co&
Internal communicating systems 1/
Mat wells and foot scrapers f: 2/
Seating, fitted -
z WSto inra dg oe
w
ra fc itk tii nn gg
s
and shelving :
C
-; --
b) Warehousing
Blinds, fouvres, louvre slats (sun A 1/
control)
Bucket points (built-in units) -
Conveyors - hori-ontal, ramped 2 -
and vertical
Cranes, travel (gantry) and fixed B - -
(swivel)
Fire equipment, smoke detector C - 2, 3
devices
Grilles (security) - 2, 3
Heated storage 6
Hose reels (built-in units) - 4’
Refrigerated storage 2 - 4
Storage pallets, duckboards B - -
Storzig’e racking (stacks) A - -
Storage shelving, general A - -
-
Weighing bridges CTABLE I RECOMMEND ED CO-ORDINATING DItiENSIONS OF COMPONENTS FOR FUNCTIONAL
GROUP 5 - FZXTURES, FURNITURE AND EQUIPMENT - Contd
SL FUNCTIONAL ACTIVITY COMPONENT GRAD- CO-ORDINATING CROSS
No. ING DIXENSIONS REFERENCE
i , TO OTHER
Length Width Height Thick- FUNCTIONAL
ness CROUPS
(1) (2) (4) (5) (6) (7) (8) (9)
Vi) Communication - Con&f:
b) Inthcommunication -Con&f
Post office counter screens
Post sorting and f-king fittings
Stamp vending machines, inde-
pendent
Stamp vending machines, wall
fi&d
Telephone apparatus racks
Telephone distribution frames
Telephone kiosks, independent
Telephone kiosks, wall fitted
Telephone switchboards
Telephone units, coin operatedBUREAU 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 : I/l 4 C. I. T. Scheme VII M, V. I. P,. Road, 36 24 98
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 1 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
1 41 2916
TWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95 ”
BOMBAY 400-093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya lndust rial Area 1st Stage, Bangalole Tumkur Road (38 49 55
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BHCPAL 462003
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GUWAHATI 781003
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HYDERABAD $00001
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Bangalore 560002
-ReprographyU nit, BIS, New Delhi; Ind 1;1
|
2505.pdf
|
IS 2508 : 1992
Indian Standard
\
CONCRETEVIBRATORS-IMMERSIONTYPE--/ '
GENERALREQUIREMENTS
( Third Revision )
UDC 666*97*03?16
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DbLHI 110002
August 1992 Price Gromp 2
3Construction Plant and Machinery Sectional Committee, HMD 18
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Construction Plant and Machinery Sectional Committee had been approved
by the Heavy Mechanical Engineering Division Couccil.
The compaction of concrete by vibration has revolutionized the concept of concrete technology,
making possible practical use of low slump, stiff mixes for production of high quality concrete with
required degree of strength, density, durability and impermeability. Immersion vibrators are
most commonly used for compaction of plain as well as reinforced concrete and are known for
their efficacy and ease of operation even in thin and narrow sections, intricate forms, and sections
with closely spaced reinforcement. This standard has been prepared with a view to providing
guidance both in the manufacture and purchase of concrete vibrators of immersion type capable
of giving satisfactory performance.
Pneumatic or electrically driven motor in head type immersion vibrators and flexible shaft driven
immersion vibrators of size larger than 90 mm are not covered in the standard although some of
the provisions may also apply to these types of vibrators.
The prime mover to be used with the vibrator shall be of sufficient power to ensure required
performance. The prime mover may be with internal combustion engine or electric motor con-
forming to relevant Indian Standards. It may be mounted on a suitable base. A suitable device
fois tarting or stopping the vibrator without disconnecting the flexible shaft from the prime mover
may also be provided.
The moving parts of the vibrator shall be suitably encased and appropriate safeguards against
accident be provided. Suitable earthing and other safety arrangements shall also be provided
for the electrical motors and components in accordance with the provisions of relevent Indian
Standards.
This standard was first published in 1963 and subsequently revised in 1968 and 1980. The present
revision has been done with a view to incorporate modifications necessary as a result of experience
gained with the use of this standard. In this revision, provisions relating to pendulum type of
immersion vibrators have been added.
A mere measurement of amplitude and frequency may not always yield a firm basis for judging
the efficiency of an immersion vibrator. On the other hand, a direct measurement of the degree
and uniformity of compaction of concrete achieved with such a vibrator would give a more con-
vincing and fairer appreciation of its performance. However, in view of large number of variables
involved, it has not been found feasible as yet to prescribe in this standard a simple and practical
method of test for direct measurement of compaction characteristics. Further the Sectional
Committee has also appreciated that even the requirements in regard to amplitude and frequency
may considerably vary from case to case and, therefore, the attempt in this standard has been
made to lay down, only the limiting ranges to the operational and performance characteristics
besides the physical dimensions of the vibrators, on the basis of available technical literature on
the subject, experience and the current manufacturing practices in the country.
In the preparation of this standard, considerable assistance has been given by Central Building
Research Institute, Roorkee.
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 2505:1992
Indian Standard
,CONCRETE VIBRATORS - IMMERSION TYPE -
GENERAL REQUIREMENTS
( Tfzird Revision )
1 SCOPE 3 TERMINOLOGY
1.1T his standard lays down the requirements 3.1 Amplitude of Vibration
for materials, sizes, construction and perfor-
mance of concrete vibrators of immersion type, Maximum displacement from its mean position
flexible shaft driven and up to 90 mm size. measured at the centre of the length of vibrating
needle. It is usually expressed as half of its
:2 REFERENCES total displacement.
2.1 The following Indian Standards are necessary
3.2 Bottom Cap
.adjuncts to this standard.
Cap fitted at the lower end of the vibrating
IS No. Title needle casing ( see Fig. 1A and 1B ).
1030 : 1989 Carbon steel castings for
general engineering purposes 3.3 Eccentric Shaft
( fourth revision )
Rotating shaft with eccentrically placed mass
1161 : 1979 Steel tubes for structural designed to produce the required amplitude of
purposes ( third revision ) vibration to the vibrating needle ( see Fig. 1A 1.
1239 Mild steel tubes, tubulars
( Part 1 ) : 1979 and other wrought steel 3.3.1 Rotor and Runner
fittings: Part 1 Mild steel
tubes ( fourth revision ) Rotating members in the pendulum type
vibrators designed to produce the required
1570 Schedules for wrought steels:
amplitude of vibration in vibrating needle
( Part 1 ) : 1978 Part 1 Steels specified by
( see Fig. 1B ).
tensile and/or yield proper-
ties ( first revision )
3.4 Flexible Shaft
B.6276: 1971 Flexible shafts used in
concrete vibratiors Shaft consisting of inner core and casing which
J1389 : 1985 Methods of test for per- transmits rotary motion from prime mover to
formance of concrete vibra- eccentric shaft/rotor, runner and vibrating needle
tors; Immersion type. ( see IS 6276 : 1971 ).
OUTER CASING BOTTOM CAP
TOP CAP/ 1 LENGTH OF VIBRATING NEEDLE
FIG. 1A TYPICAL VIBRATING NEEDLE WITH ECCENTRICS HAFT
CAP
TOP CAP/ /_ LENGTH OF VIBRATING NEEDLE
FIG. 113 TYPICAL VIBRATING NEEDLE WITH ROTOR AND RUNNER
1IS 2505 : 1992
3.5 Frequency self-aligning bearing for pendulum type vibrat-
ing needle. The bearings shall conform to
Number of complete cycles of vibration per relevant Indian Standards.
second of the vibrating needle.
4.4.1 Seals
3.6 Inner Core
The oil seal used in pendulum type vibrating.
Core of the flexible shaft.
needle shall be made of good quality rubber
conforming to relevant Indian Standards.
3.7 Inner Core Coupling
Connecting member at either end of the inner 4.5 The flexible shaft shall conform to IS 6276 :
core witb the eccentric shaft/rotor and runner 1971.
of the prime mover.
5 SIZES
3.8 Needle Coupling
5.1 The size of the vibrator shall be denoted
Connecting member in the vibrating needle used by the nominal outside diameter of the vibrating
for joining the eccentric shaft/rotor and runner needle expressed in mm.
to inner core coupling of the flexible shaft.
5.1.1 The actual outside diameter of the needle
measure anywhere in its length excluding the
3.9 Outer Casing Coupling
bottom cap shall not differ from the nominal
Fitting at either end of the outer core of the diameter by more than &2 mm.
flexible shaft to connect it to the prime mover
5.1.2 The standard nominal outside diameter of-
or the top cap of the vibrating needle.
the vibrating needle shall be as given below:
3.io Top Cap 25, 35, 40, 50, 60, 75, and 90 mm.
Cap which is on driving end/power end of
5.1.3 Length of the Vibrating Needle
vibrator connected by flexible shaft.
The length of the vibrating needle shall be
3.11 Tube
measured from the outer end of the bottom cap
to the joint between needle casing and upper
Outer casing of the vibrating needle.
eccentric housing. Tolerance on the length
shall be f5 mm.
3.12 Vibrating Needle
CcmDlete assembly of tube, eccentric shaft/ NOTE -The following standard lengths in mm
are recommended for selection of suitable length,
rote; and runner, dottom cap,. needle coupling,
depending upon the nature of the job required.
top cap, etc. These sizes have been recommended arbitrarily,
purely with a view to aiding rationalized production
4 MATERIALS by limiting the number of sizes:
4.1 The tube of the vibrating needle shall be 537050,,6 0302,5 . 632550,, a3n7d5 , 645000. , 425,475, 500, 525, 550,
seamless steel tube or heavy class ERW tube
conforming to IS 1161 : 1979 or IS 1239
( Part 1 ) : 1979. 5.1.4 Mass
The mass of the vibrating needle shall be
4.2 The bottom cap shall be of carbon steel of
expressed in kilograms and shall conform to the
Grade 35C8 of IS 1570 ( Part 1 > : 1978 or cast
following minimum values for needles of
steel conforming to Grade I of IS 1030 : 1969
different sizes:
and shall be tempered and hardened to 40 to
50 HRC.
Size of the Vibrator Mass
4.3 The eccentric shaft/rotor shall be made of mm
kg
carbon steel of Grade 35C8 of IS 1570 (Part 1) : 25 1
1978 and shall be tempered.
35 2
4.3.1 The runner shall be made of high carbon 40 2
steel of Gralde 45C8 of IS 1570 (Part 1) : 1978. 50 3
60 4
4.4 Bearings
75 5
The bearings shall be preferably double row ball 90 6
bearing or cylindrical roller bearing, for eccentric
shaft type vibrating needle and double row NOTE - The mass of the vibrating needle excludes
the chuck of the flexible shaft guard ring.IS 2505:1992
6 CONSTRCCTION 7 PERFORMANCE REQUIREMENTS
6.1 Vibrating Needle 7.1 Operational Characteristics
6.1.1 Tube The vibrating needle shall be so designed that
when tested for operationa characteristics shall
The wall thickness of the tube at the threaded
be in accordance with IS 11389 : 1985 and with
portion, measured from the root of the thread
the provision given in 7.1.1 and 7.1.2. The
shall not be less than the following:
requirements given in 7.1.1 and 7.1.2 shall be
checked on selected samples on the basis of
Size of the Vibrator Wall Thickness
suitable sampling scheme.
mm mm
25 1’5 7.1.1 Frequency
35 1’5
The operational frequency ( see 3.5 ) under no
40 1’5
load state ( operation in the air ) shall be not
50 2’0
less than 100 Hz and should preferably be
60 2’5 higher. This is 100 Hz to 270 Hz related to the
75 3’0 amplitude of vibration and the concrete mix
90 3’0 proportions and workability.
6.1.2 Bearings 7.1.2 The optimum amplitude ( see 3.1 ) under
no load state ( operation ) measurement in the
middle of the vibrating needle for different sizes
These shall be of adequate size and suitably of needle shall be as under.
mounted, preferably press fitted on the shaft
so as to take both radial and axial loads. The
bearings and the eccentric shaft assembly shall D’nmeter Of F~~r~~~?f r AmPzitu$Lmm)
be such as to enable the removal of the shaft for Vibrating --7
repairs and replacement. Needle ( Hz 1 Eccentric Pendulum
(mm) Shaft Tvne
Type Vibztion
6.1.3 Concentricity Vibration
25-35 200-270 0’85-0’55 0’65-0’40
The eccentric shaft or rotor upon assembly shall
be such that all components are eccentric about 40-60 150-200 1’1 O-0.75 0’85-0’55
their respective centre lines, where bearing 75-90 100-150 1.60-l ‘30 1’20-0’95
journals and housing are concerned. This
requirement may, however, be suitably modified 7.2 Range of Action
for vibrating needles designed on the principle
of the conical pendulum combined with that of The area of the range of action of the vibrating
epicyclic gears. needle measured in accordance with IS 11389 :
1985 in concrete with maximum nominal size of
aggregate not more than 20 mm and of work-
6.1.4 The vibrating needle shall be completely
ability 0‘74 to 0’82 compacting factor shall be
sealed against entrance of moisture or dust.
not less than 100 times the cross sectional area
of the needle.
6.2 Flexible Shaft
6.2.1 The inner core shall be of adeauate strength 7*3 Leakage Test
to transfer the power. The out& casing shall
The vibrator shall be operated for one hour in
be capable of holding the needle securely with-
75 mm slump concrete to determine its ability
out stretching under normal conditions of use
to operate with the needle submerged and to
in construction and without damage to the core.
determine if the needle is completely sealed
The outer casing shall be provided with adequate
against the entrance of concrete, mortar and/
insulated covering.
or water. After one hour of op-_ration, the
vibrator needle shall be disassembled and
6.2.2 Coupling or threading
arra?gement examined for presence of concrete, mortar and/
between the flexible shaft and the vibrating
or water inside the vibrator head, The presence
needle shall be designed to prevent disengage-
of either concrete, mortar and/or water on the
ment of the needle from the shaft during its
inside mechanism shall be the cause for rejection.
operation.
It shall be a type test.
6.2.3 The length of the flexible shaft shall be 7 4 Endurance Test
expressed in metres and shall be either 4 or 6 m ’
or as required and shall be measured from The vibrator shall be operated continuously for
extreme end of both couplings. 20 hours with not more than 2 stoppages of
3
mIS 2505:1992
15 minutes required for change of prime mover safety requirem:nts and lubrication of the
in a barrel of crushed stone aggregate, sand and vibrator and the prime mover shall be given.
water simulating a concrete mix. The minimum
size of the barrel shall be such that the cross- 9 MARKING
sectional area is at least equal to the range of
9.1E ach vibrator shall have firmly attached to
action; the depth being at least twice the length.
it a mark plate bearing the following
The vibrator shall be able to complete this test
information:
without any break down. It shall be a type
test. a) Manufacturer’s name or trade-mark,
b) Vibrator reference number,
8 INSTRUCTION SHEET
c) Type and rating of the power unit,
d) Year of manufacture, and
8.1 An instruction sheet containing instructions
relating to installation, maintenance including e) Frequency and amplitude.
4I
Stindard Mark
I
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 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, types 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. HMD 18 ( 3443 )
.-. _
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 33101 31, 331 13 75 Telegrams : Manaksanstha
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BOMBAY 400093
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LUCKNOW, PATNA, THIRUVANANTHAPURM.
Printed at Swatantra Bharat Press, Delhi, India
|
12002.pdf
|
IS:12002- 1987
Indian Standard
CODE OF PRACTICE FOR
CONTROL OF AIR POLLUTION IN
CEMENT PLANTS
Air Quality Sectional Committee, CDC 53
Chairman Representing
DR B. B. SUNDA~ESAX University of Madras, Madras
Members
DR H. KOTHANDARAMAN ( Altemats to
Dr B. B. Sundaresan )
DR A. L. AQARWAL National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI P. K. YENNAWAR ( Alternate )
.DR J. S. AHLUWALI~ Indian Oil~Corporation Led, Faridabad
SERI V. S. MORE ( Alternate )
SHRI N. G. ASHAR Dharmsi Morarji Chemical Co Ltd, Bombay
DR M. S. VAIDYA ( Ahnate )
DR B. B. BANSAL Central Mechanical Engineering Research Institute,
Durgapur - -
SHRI B. BHADURY ( Alternate )
SHRIA . K. BASU Calcutta Metropolitan Development Authority,
Calcutta
SHRI RANJIT KUMAR
SENGUPTA ( Alternate )
SHRI S. CHAKRABARTY Directorate General Factory Advice Service &
Labour Institutes, Bombay
DR PHULE~AR ( Alternate )
SHRI P. CHATTERJEE National Organic Chemicals Industries Ltd, Bombay
SHRI K. D. AMRE ( Alternate)
DR NILAY CHAIJDHURI Central Board for the Prevention and Control of
Water Pollution, New Delhi
MEMBER-SECRETARY ( Alternate )
SHRI J. M. DAVE Jawaharlal Nehru University, New Delhi
DR P. J. DEORAS Society for Clean Environment, Bombay
DR S. B. CHAPHEKAI~ ( Alternate )
SHRI M. V. DESAI Indian Chemical Manufacturers’ Association, Calcutta
SHRI B. SARAN ( Alternate )
DR V. S. GUPTA Projects & Development India Ltd, Sindri
SHRIMATI M. CHANDRA ( Alternate )
( Corrlinwd on page 2 )
@ Copvrighr 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by anv means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 12002- 1987
( Continued from page 1 )
Members Representing
SHRI A. LAHIRI Hindustan Lever Ltd, Bombay
SHRI A. MITRA ( Alternate )
DR N. K. MEHROTRA Industrial Toxicology Research Centre ( CSIR ),
Lucknow
SHRI M. M. LAL ( Alternate I )
SHRI J. L. KAW ( Alternate II )
SHRI A. K. MLSSER Cement Manufacturers’ Association, New Delhi
SHRI P. A. MITRA Union Carbide of India Ltd, Bombay
SHRI Y. G. PATANEAH ( Alternate )
SHRI A. K. MOOKHERJEE Flakt India Ltd, Calcutta
SRRI M. CR~UDHRY ( Alternate )
DR P. N. MUKHERJEE Central Fuel Research Institute ( CSIR ), Dhanbad
DR R. U. ROY ( Alternate )
DR V. PACHAIY.FAN Fertilizer Association of India, New Delhi
DR S. NAND ( Alternate )
SERI G. K. PANDEY Department of Environment ( Ministry of Environ-
ment and Forest ), New Delhi
DR T. S. PATEL National Institute of Occupational Health ( ICMR ),
Ahmadabad
SHRI S. K. PATII. Maharashtra Pollution Control Board, Bombay
SHRI D. R. RASAL ( Alternate )
SHRI C. R. M.IDHAVA RAO SteelRt;;kPrity of India Ltd (R Sr D Centre ),
SHRI I. JAY.~RAMAN ( Alternate )
SHRI A. N. RAO Directorate General of Technical Development,
New Delhi
SRRI P. K. RAMACHANDKAN Ministry of Defence ( DGI )
DR B. V.‘RAMANI ( Alternate j
SHRI CH V. RAMANA&THY ’ Central Electricity Authority, New Delhi
SARI R. K. SHARMA ( Alternate )
DR S. G. RETA~KAR Municipal Corporation of Greater Bombay, Bombay
SRRI DHIRBNDRA J. VYA~ ( Alternate )
SRI21 S. B. S.4RKhlt Coal India Ltd. Calcutta
SHRI B. F. S~LUJA Gujarat Pollution Control Board, Gandhinagar
DR U. I. BHATT ( Alternate )
DR V. V. SHIRVAIKAR Bhabha Atomic Research Centre, Bombay
DR R. K. KAPOOR ( Alternate )
DR J. K. SINHA Central Mining Research Station ( CSIR ), Dhanbad
SHRI A. K. BOSE ( Alternate )
SHRI SATISH CHANDEB: Director General, BIS ( ,Zv-o&i0 Member )
Director ( Chem )
Secretary
SHRI S. ARAVAMUDHAN
Joint Director ( Chem ), BIS
( Continued on page 12 )IS : 12002 - 1987
Indian Standard
CODE OF PRACTICE FOR
CONTROL OF AIR POLLUTION IN
CEMENT PLANTS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 30 January 1987, after the draft finalized by the Air
Quality Sectional Committee had been approved by the Chemical
Division Council.
0.2 Protection and improvement of air quality for present and future
generations should be ensured. Also for uniform application of techno-
logy and operating practices, a code of practice containing the latest
available information on air pollution sources, determination of
emissions, control techniques, measurement and monitoring of emissions
would be useful in the design and operation of dust control equipment
in cement plants.
0.3 From the point of view of pollution of the atmosphere and habitation
surrounding cement plants, the large amount of dust emitted by these
plants needs prime consideration. This standard has been formulated
in order to help the industry to identify the sources of pollution and to
take suitable action for pollution abatement.
1. SCOPE
1.1 This standard covers:
4 air pollutants,
b) source of air pollutants,
4 pollution control techniques,
4 measurement of emissions,
4 location and layout, and
f > air pollution surveys.
2. AIR POLLUTANTS
2.1 The pollution of the atmosphere caused by cement industry is
substantially different in nature from that caused by other industries like
3IS:12002 - 1987
petro-chemicals, fertilizers, etc. The pollutants discharged into the
atmosphere by a cement plant consist mostly of particulate matter with
insignificant quantities of compounds of sulphur.
2.2 Particulates - The particulate matter emitted contains mostly
limestone dust, Portland cement and coal dust.
2.3 Sulphur Compounds - These depend upon the chemical
composition of coal. Normally Indian coals have low sulphur content.
Thus the sulphur content with the emission can be termed as insignifi-
cant and thus no control needs to be exercised.
3. SOURCES OF AIR POLLUTION DUE TO PARTICULATES
3.1 The sources of air pollution in a cement plant are as given below.
,
3.2 Crushers - Crushers are used in the cement industry mainly for
crushing limestone and coal.
3.2.1 Limestone Crushers - Crusher selection depends upon the
characteristics of the raw materials. In the past the trend was to use
jaw crushers as primary crusher and swing hammer reversible impact
crushers as secondary crushers. Present trend in the cement plants is to
use a single pass high capacity swing hammer mill or impact crushers to
crush the limestone to the required size.
3.2.2 Coal Crushers - Impact or hammer mill crusher or ring granu-
lators are used for crushing of coal.
3.3 Raw Mill
3.3.1 Grinding Mill ( Cylindrical Type ) for Wet Process Cement Making -
Since grinding is done in wet conditions, there is no pollution at wet
grinding installation.
3.3.2 Grinding Mills for Dry Process/Semi-dry Process Cement Making
3.3.2.1 Open circuit conventional ball mill - These mills are existing
at a few of the very old cement plants of small capacity.
3.3.2.2 Closed circuit ball mills - Closed circuit grinding is adopted
to avoid overgrinding and to control the particle size distribution over a
narrow range. The amount of gases to be vented through the mill
system depend upon the amount of moisture to be dried.
3.3.2.3 Vertical grinding mills - Vertical mills are the latest addition
to the grinding techniques of limestone/raw materials. These mills are
essentially of air swept type closed circuit mills having an inbuilt classi-
fier. Entire ground product in such mills is carried away by the air/gases
to the cyclone land then to the electroetatic precipitator or directly
from the mill to an electrostatic precipitator.
4IS: 12002- 1987
NOTE - In dry process cement plants, the raw grinding mills generally utilize the
exhaust gases from the kill) so as to make use of the available heat to dry the raw
materials. However, the range of dust burden remains the same as given in Table 1.
3.4 Coal Mill
3.4.1 Coal Drq’er -- Rotary dryers are generally used for drying coal
in the cement industry. Volume cf the exhaust gases depends on
moisture content of the coal.
3.4.2 Coal Grinding - Pulverised coal required for calcining and
clinkering of the raw materia.is in the kiln is ground in air swept mills.
These may be either ball type air swept mills or vertical grinding mills.
3.4.3 The exhaust gas volume, temperature of exhaust and dust
burden are given in Table 1.
3.5 Kilns - The major portion of dust in cement plants is generated by
the kiln exhaust gases. The particulate matter emitted contains mostly
lime-tone dust. These particles get deposited in the surrounding areas.
Dust concentration of exhaust gases varies with the type of process
adopted for making cement.
3.5.1 Kilns Used for Production of Clinker - The various types of kilns
used for production of clinker are given below.
NOTE - Cement manufacture has undergone rapid technological changes. In
India we have cement plants using various types of kilns mentionrd below. However,
all the new cement plants coming up are dry procers plants with precalcination
technology incorporated.
3.5.2 Shaft Kiln - This process is used only for mini cement plants
having a capacity of 20 to 200 tonnes/day.
3.5.3 Wet Process Long Kiln - In this process, wet slurry ( 33-38 percent
moisture ) is fed to a long kiln from one end and coal firing is done at the
other end. Capacity range for such plants in India is 180 to 750 tonnes/
day.
3.5.4 Wet Process Calciner Kiln - In this process the raw meal slurry
first enters the calciner for partial drying and then enters a rotary kiln.
Capacity range for such plants is 500 to 1 000 tonnes per day.
3.5.5 Semi-Dry Process Kiln ( Lepol Grate ) - In this process, raw meal
is fed on the moving grate in the form of nodules ( 10 to 12 percent
moisture ). Flue gases from the kiln enter the grate chamber for drying
and partial calcination of raw meal nodules. Capacity for such plants is
about 500 tonnes per day.
5IS:12002 - 1987
3.5.6D ry Process Suspension Preheater Kiln - In this process, raw material
is fed in the form of dry powder from the top of suspension preheater
and the hot flue gases from the kiln travel upwards. Heat transfer takes
place while the particles are in suspension. The gas temperature would
be 50-70°C lower for a S-stage preheater as compared to the 4-stage
preheater.
3.5.7 Dry Process Suspension Preheater Kiln with Precalcination - Dust
burden and the quantity of gas generated is same as given in 3.5.6.
Higher kiln capacity would result in lower specific gas volume. The
exit gas temperature may be slightly higher by about 20-50°C than in
the case of suspension preheater kiln.
3.5.8 The exhaust gas volume, temperature of exhaust gases and their
dust burden is also given in Table 1 for different types of kilns.
TABLE 1 EMISSIONS FROM MILLS AND KILNS
( Clauses 3.4.3 and 3.5.8 )
SL PRCClFZS EXEIAU~T GAS TEMPERATURE DUST BORDEN,
No. VOLUME, NmS/kg OF EXHAUST g/Nm3
OF PRODUCT - GASES, “C
(1) I”> (3) (4) (5)
i) Lime stone crushing
a) Jaw crusher -.. - 20-15
b) Hammer mill - - 105-220
ii) Coal crusher - 50-165
iii) Grinding milIs
a) Open circuit conventional - 90 to 100 105-170
ball mills
b) Closed ciruit ball mills - 90 to 100 130-300
c) Vertical grinding mill I.5 to 2 90 to 100 450-700
iv) Coal dryer - - 45-65
v) Coal grinding 2-2.5 70 to 90 50-100
vi) Shaft kilns 2-3 100 to 150 0.1-0.5
vii) Wet process long kiln 3-5 150 to 200 15-45
viii) Wet process calciner kiln 3.5-5 150 to 200 io-100
ix) Semi-dry process ( Lepol 2.5 to 4 90 to 130 5-15
Grate kiln )
X) Dry process suspension pre- 1.6 to 2.5 I 3.4 0 to 370 50-70
heater kiln ( g-stage preheater )
xi) Clinker cooler 1.9 to 2.5 150 to 200 7-18
xii) Cement mill
a) Open circuit 0.3-0.5 100 100-200
b) Close circuit 0.2-0.4 100 200-400
6IS : 12002 - 1987
3.6 Clinker Cooler - Here the atmospheric air is forced inside the
cooler to cool the hot clinker. During the process air picks up the fine
particulates. Dust burden varies in the range of 5-10 g/m3 and tempe-
rature of the air is around 150 to 200°C for clinker exit temperature of
approximately 100°C. The air volume is in the range of 3 to 4 ma/kg of
clinker cooled.
3.7 Cement Mills - Both open circuit and closed circuit cylindrical
ball type grinding mills are used for grinding the clinker into cement.
The temperature of exit air is about 100°C if water spray is used inside
the mill.
3.8 Packing - Dust generation in a packing plant takes place mainly
on account of the use of jute bags for packing the cement. The other
points of dust generation are:
a) conveying equipment from the cement silo to the packing
machines,
b) packing machines where the bags are filled, and
c) various transfer points of the belt conveyors conveying the
cement bags to the railway wagons or trucks.
3.9 Material Transfer Point - Dust is generated wherever there is a
transfer of fine materials from one point to another especially in belt
conveyor systems.
3.10 Fugitive Emissions - Fugitive emissions can occur due to
improper operational practices, such as material falling from a height on
to a surface, leakages in ducts, etc.
4. POLLUTION CONTROL TECHNIQU-ES
4.1 Control Methods - Control of pollutant emissions may be
divided into two categories:
a) Control of material present in gas streams inside process
equipment, and
b) Control of materials arising in open or unconfined areas.
Strategies for control include basic changes in procedures and
materials which eliminate or reduce emissions and the use of
addon auxiliary equipment to remove pollutants prior to release
of the carrier gas to the atmosphere. Often, changes in hooding,
material handling and good house-keeping can reduce the
emission of air pollutants into the atmosphere.
4.1.1 Equipment for the control of particulate emission includes dry
inertial and centrifugal collectors, such as cyclones, low and hish energy
scrubbers, electrostatic precipitators and cleanable fabric filters.
7IS :12002 - 1987
Equipment selection may be made only from among those which are
capable of performing the required task with consideration given to the
cost of the equipment. The selection depends on the pollutant and
carrier gas characteristics, particle concentration ( average and range ),
average particle size and size distribution, particle shape, denkity,
resistivity, gas flow rate, temperature, moisture content, etc.
4.2 Types of Equipment
4.2.1 Cyclone - Cyclone is the simplest form of pollution control
equipment for suspended matter and separates suspended particulate
matter from the gas carrying it. High efficiency cyclones are generally
provided in clusters. Collection efficiency ranges from 60 to 85 percent.
Particles above 20 micron size can be arrested. It is advisable to use
cyclone separators only as primary dust control equipment.
4.2.2 Wet Scrubbers
4.2.2.1 Venturi scrubbers - In these scrubbers the help of a spray of
water is taken to agglomerate finer dust particles. Collection efficiency
ranges from 90-95 percent.
4.2.2.2 Submerged type scrubbers -- In these type of scrubbers higher
efficiencies of the range of 95-97 percent can be achieved by passing the
entire volume of gases through a layer of water.
4.2.2.3 Both the above types present a problem of separating out the
of
fine particles of dust collected in the water and recovering water.
These can be used in the processing of limestone and coal, but not in
the processing of clinker and cement.
4.2.3 Bag Type Filter - This is the most widely used type of pollution
control equipment in the cement industry. The efficiency of the dust
collector can be over 99.5 percent. C!eaning of bags by pulse-jet of
compressed air is generally preferred. Present day bag type filters are
available for all kintis of applications including fine coal dust. However,
proper safety precautions are required to be taken in the case of coal
grinding and drying installations.
4.2.4 Electrostatic Precipitator - This is the most modern piece of
equipment available for controlling air pollution. Collection efficiency
can be over 99’9 percent. Basically electrostatic precipitator operation
consists in the action of unidirectional electric field upon free electric
charges present in the field. High voltage ( 30-80 KV ) gives rise to
emission of free electrons ( carona effect ). Under the influence of elect-
rical field the dust particles move to collecting electrodes at migration
velocity. It’s effective and trouble free operation demands careful
selection, design, fabrication, erection and handling.
8IS : 12002 - 1987
42.5 Gravel Bed Filters - These filters are used in many countries for
cleaning the vent gases from the clinker cooler_. Though it has not been
tried out in our country, this filter is suitable for the highly abrasive
clinker particles.
4.3 Selection of Air Pollution Control Equipment
4.3.1 Crusher Jnstallations - A bag type dust collector is necessary for
large crushers of capacity 150 tonnes per hour and above. Eor smaller
crushers, dust pollution may be reduced to a large extent by providing
water sprays at appropriate locations in the system.
4.3.2 Dry Raw Grinding Mills - In case hot gay is drawn from the dry
process kiln, it is better to vent the raw mill vent gases directly into the
kiln exhaust gas dust control equipment. Otherwise, a pulse-jet type of
bag dust collector may be used. However, in case moisture content of
the raw material is high an electrostatic precipitator may also be
considered.
4.3.3 Coal Dryers
4.3.3.1 Coal dryer exhaust gases - An electrostatic precipitator or
special material bag type dust collector can be considered for cleaning
coal dryer exhaust gases. Air pollution control installations should
comply with all safety regulations.
4.3.3.2 Coal dryers-For bigger installations, electrostatic precipitators
may be considered. In such cases proper safety regulation ~should be
applied. For smaller installations special material bag type dust colle-
ctors are also suitable. In case water is available in adequate quantity,
wet scrubbers can also be considered but they pose a problem in the
disposal of coal sludge formed in these scrubbers.
4.3.4 Kiln - To meet the pollution control requirements, use of
electrostatic precipitators is preferred.
4.3.4.1 In the case of dry process plants, exhaust gases are required
to be conditioned in a conditioning tower before entering the electrostatic
precipitator. Spraying of water inside the conditioning tower lowers
down the temperature of gases to 150X, and increases the dew point
temperature to about 55”C, thus providing the best conditions for preci-
pitation in an electrostatic precipitator. However, in the plants where
availability of water is a problem, it is recommended to use fibre glass
bag dust collectors with latest pulse jet type of arrangement.
4.3.4.2 Selection of dust control equipment for semi-dry process
cement kilns with grate type preheaters needs careful consideration with
respect to acid dew point temperature and analysis should be done with
care for the same before installing electrostatic precipitators or bag type
dust collectors.
9IS : 12002 - 1987
4.3.4.3 In case of wet process kilns electrostatic precipitators are
ideally suited. On the relatively old wet process kilns of small capa-
cities, wet scrubbers may also be used.
4.3.5 Clinker Coolers - There is no generation of dust in the operation
of planetary coolers. In the case of grate type clinker coolers, dust
generation is not appreciable when operating under stable condition and
a multicone dust collector is adequate for the control of dust pollution.
Other options available for this are electrostatic precipitators and gravel
bed filters.
4.3.6 Cement Mills - Electrostatic precipitators and pulse-jet type bag
dust collectors are good for venting the exit gases from cement mills.
4.3.6.1 Coal dryer exchaust gases - An electrostatic precipitator or
special material bag type dust collector can be considered for cleaning
coal dryer exhaust gases. Air pollution control installations should
comply with air safety regulations.
4.3.7 Material Handling Operations - In material handling operations,
especially the transfer of material from one conveyor to other, hoods are
to be provided from which the air can be drawn by means of suction and
dedusted in a fabric filter. Several conveyor transfer points can thus be
ventilated through a dust collector.
4.3.8 Fugitive Emission Sources - Fugitive emissions can be prevented by
better operational practices.
5. SAMPLING AND MEASUREMENT
5.1 Sampling and measurement of particulate emission from stacks
should be carried out in accordance with the method prescribed in
IS : 11255 ( Part 1 )-1985”. Regular measurement of emissions from
the various vent stacks in a cement plant is necessary. This, however,
requires specialised equipment and considerable skill. It is, therefore,
necessary that adequate training is given to the concerned personnel.
Alternatively such measurements may be carried out with the aid of
specialized agencies who are equipped for this work.
6. -LOCATION AND LAYOUT
6.1 While deciding location of a new cement plant, the micrometeorologi-
cal factor prevailing in the area and the topography of the area should
be considered ( see IS : 8829-19787 ). Areas with frequent record of
invention occurrence and valleys should not be considered as prospective
location from air pollution episode view point. The location of
*Methods for measurement of emissions from stationary sources: Part 1 Particulate
matter.
tGuidelines for micrometeorological techniques in air pollution studies.
10IS : 12002- 1987
residential areas should be such that they are located towards the cleaner
side of the plant. There should be a green belt of adequate width around
the plant boundary to absorb noise and arrest dust.
6.2 The layout of the plant should be such that a predominent wind
direction is from cleaner side of plant to pollution emitting side of plant.
The layout of highly polluting sections should be preferably perpendi-
cular to the predominent wind direction.
7. AIR POLLUTIO-N SURVEY
7.1 An air-pollution survey of,the localities around the proposed plant
or proposed expansion should be conducted to determine the background
pollution level already existing, due to natural and other sources. If
the background level is found to be excessive, measures should be taken
to reduce it by modifying pollution control systems of the existing sources.
The new pollution control units of the plant should then be designed to
contribute only the difference between acceptable value of ground level
concentration and the background level already existing.
7.2 In each cement plant, independent pollution monitoring facilities
should be provided. A systematic record of emission inventories and
ground level concentrations in residential location at predetermined grid
points [ see IS : 5182 ( Part 14 )-1979* 1 should be maintained by the
pollution monitoring group. It is preferable to have a sampling and
analysis laboratory and trained personnel for pollution monitoring in
the plant itself.
8. EMISSION LIMITS
8.1 The emission limits for pollutants from cement plants are given in
IS : 10693 ( Part 1 )-19837 and IS : 10693 ( Part 2 )-1986;.
*Methods for measurement of air pollution: Part 14 Guidelines for planning the
sampling of atmosphere ( jirst reuision) .
i-limits for emission of particulate matter from cement plants: Part 1 Kilns.
SLimits for emission of particulate matter from cement plants: Part 2 Raw grinding
and cement mills.
11IS:12002- 1987
( Continued from page 2 )
Codes of Practice for Control of Air Pollution Subcommittee,
CDC53:4
Convener ftefiresenting
SHRI N. G. ASHAR Dharamsi Morarji Chemical Co Ltd, Bombay
Mvmbers
SHRI L. K. JAIN ( Altcrnntc to
Shri N. G. Ashar )
DR A. L. AO.-.RWAL National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI G. K. PANDEY ( Alternate )
SHRI S. CHAKRABARTY Directorate General Factory Advice Services and
Labour Institute, Bombay
DR PHULEKAR ( Alternate )
SHRI P. CHATTERJEE National Organic Chemical Industries Ltd, Thane
SHRI K. D. AXRE ( Alternate )
SHRI P. R. GHARE KHAN Indian Petrochemicals Corporation Ltd, Vadodara
SHRI M. K. PRABHU ( Alternate )
DR V. S. GUPTA Projects & Development India Ltd, Sindri
SERI S. B. SIXHA ( Alternate )
SHRI D. B. IRANI National Council for Cement and Building
Materials, New Delhi
SERI R. GANAPATHY ( Alternate )
SHRI J. P. KAPUR Indian Chemical Manufacturer’s Association,
Calcutta
DR N. C. MEHTA ( Alternuts )
SHRI M. M. LAL Industrial Toxicology Research Centre ( CSIR ),
Lucknow -.
SHRI S. K. MAIRA Flakt India Ltd, Calcutta
SHRI B. MAJUMDAR ( Altrrnafc )
DR V. PACHAIYAPAN Fertilizer Association of India, New Delhi
Da S. NAND ( Alternate )
SHRI T. C. PARTHASARATHY Bharat Heavy Electricals Ltd, Hyderabad
SHRI P. R. KRISHNA MURTHY
SHRI d AI!yu?~i~ Batliboi & Co Ltd, Bombay
SHJ& J. N. MEHROTRA ( Alternntc )
DR K. R. RAN~ANATHAN Central Board for the Prevention and Control of
Water Pollution, New Delhi
DR B. SENCUPTA ( Alternate )
DR B. SIN-OH Central Mining Research Station ( CSIR ), Dhanbacl
DR J. K. SINITA ( Alternate )
SHRI S. A. SUBRA~ANIAN Central Electricity Authority. New Delhi
SHRI S. VENRATARAMAN Indian Oil Corporation Ltd, New Delhi
SKRI M. KANNAN ( Alternate )
SHRI R. VIRUPAKS~IAII Voltas Limited, Bombay
SH~I DHII~ENDRAJ . VYAS Municipal Corporation of Greater Bombay, Bombay
SHRI S. G. RETARKAR ( Alternate )
12
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3957.pdf
|
IS : 3957 - 1966
( Rea5rmcd 1983 )
Indian Standard
QUALITY TOLERANCES FOR
WATER FOR ICE MANUFACTURE
( Third Reprint MARCH 1989 )
UDC 663.61:6X.58
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NkW DELHI 110002
Gr 2 March 1967IS : 3957 - 1966
Indian Standard
QUALITY TOLERANCES FOR
WATER FOR ICE MANUFACTURE
Water Sectional Committee, CDC 26
Chairman Representing
DR T. R. BHASKARAN Indian Council of Medical Research. New Delhi
Members
SERI K. L. BA~JEEJI~E National Test House, Calcutta
SHRI N. C. SENQUPTA ( Alternat 1
Da P. R. BAVDEKAR . Tata Chemicals Ltd, Bombay
DR R. P. DAROGIA ( Altrmnic)
SERI M. V. BOPARDIKAR Central Public Health Engineering Research Institute
( CSIR ), Naepur
CHEMIST & METALLUROIST, Railway Board ( Ministry of Railways )
CENTRAL RAILWAY, BOMBAY
SECTIONAL OFFICER ( CM ),
CEITTARANJAN (Alternate )
DR I. C. DOSM . PAIEC UDDOU Central Water & Power Commission, New Delhi
SHRI N. C. RAWAL ( Alkrnnte)
SHRI R. R. DEO The Paterson Engineering Co ( India) Private Ltd,
Calcutta
DR N. F. DESAI Sandoz ( India) Ltd, Bombay
DIRECTOR OB SCIENTIFIC RE- Naval Headquarters
SFARCH ( NAVY )
SOIENTIBIC OFFICER ( ICE ) ( Alternate )
DR M. I. G~RBAXANI Tbe Tata Iron & Steel Co Ltd, Jamshedpur
DR B. B. PAOI, All India Distillers’ Association, New Delhi
SHRI N. N. ME’ETA ( Altcmate)‘
DR S. C. PILLAI Indian Institute of Science, Bangalore
SRBI C. V. S. RATNA~ Neyveli Lignite Corporation Ltd, Neyveli
SHRI G. M. RAWAL The ‘I’ata Hydro-Electric Power Supply Co Ltd,
Bombay
SHRI R. K. BASU ( Altcrnatc )
DR V. SADASIVAN Bombay Municipal Corporation, Bombay
DR B. SARMA Ministry of Defence (R & D)
SHRI V. K. RAIZADA (Alternate)
SHRI B. A. SHOLAPUBWALA Italab Private Ltd, Bombay
SRRI V. M. SEAH ( Alternate 1
SERI B. C. SIIOME . ’ ICI ( India ) Private Ltd, Calcutta
DR R. MOUD~AL ( Al&male )
SERI K. G. VEERARAQHAVAN Director of Public Health, Government of Madras
( Conlinued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002tS,3957-1966
Dirc;ct;;;)Gcncral of Health Services ( Ministry of
SRFUM . R. VlpBAtA National Physical Laboratory ( CSIR ), Nrw Delhi
DR SADOOFAL, Director General, ISI ( Ex-o&io Member )
Director ( Chcm )
Secretary
Dr G. M. SAXENA
Drprtty Director ( Chcm ), IS1
Water For Industrial Purposes Subcommittee, CDC 26 : 2
Conccnrr
SHRI R. R. Dso The Paterson Engineering Co ( India) Pvt Ltd,
Calcutta
Members
SHRI K. R. BULKJSU Central Public Health Engineering Research Institute
( CSIR ), Nag ur
SERI S. D. DANDEKAR Camlin Private Lt B , Bombay /
DR N. F. DESAI Sandoz ( India) Ltd, Bombay
SSIRI E.K.JAYANARAYANAN Dyer Meakin Breweries Ltd, Solan
DRV. SADASIVAN Bombay Municipal Cor oration, Bombay
SHRIS. SAMPATR Central Electrochcmica P Research Institute ( CSIR )
Karaikudi
SHRI N. V. PARTHAAARADRY ( Alternate )
SHRI B. A. SHOLAPUB’WALA Italab Private Ltd, Bombay
SHRI V. M. SHAH ( Altern&)
Srr~r M. R. SRINIVASAN National Dairy Research Institute, Karnal
SHRI I<. G. VIWIARAQAAV AN Director of Public Health, Government of MadrasIs: 3!357-wd
Indian Standard
QUALITY TOLERANCES FOR
WATER FOR ICE~~ANUFACTURE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards InstitutjIon
on 24 September 1966, after the draft finalized by the Water Sectional
Committee had been approved by the Chemical Division Council.
0.2 Ice is manufactured in a number of food industries, in cold storage
plants and exclusively in ice-makin industry. Good quality ice should be
clear, colourless, free from air bub %l es, snowy butts and heavy .cores. It
should not shatter when handled. On melting, it should give a water of
table quality in its bacteriological, physical and chemical features.
ff ence the quality of water used in ice making is of utmost public health
impOl%iUW.
0.5 In preparing this standard, assistance has been obtained from the
following publications:
United States of America. California State Water Pollution Control
Board. Mckee and Wolf. Water quality criteria. Ed 2 ( Publi-
cation MO. 3A ). 1963. Sacramento.
Special Technical Publication 148-D. 1959. Manual on industrial
water. Ed 2. American Society for Testing and Materials,
USA.
0.4 For the purpose of deciding whether a particular requirement of this
standard is.complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard,
1. SCOPE
1.1 .Thii standard prescribes the quality tolerances. for water used in ice
manufacture.
2. TOLERANCES
2.1 The water shall comply’with the tolerances given in Tables 1 to 3 for
its bacteriological; physical and chemical; and radioactive characteristics
when tested according to the methods given in IS : 1622-1964t and
*Ruler for rounding 06 numerical valuca ( rroi~rd ).
tMcthodr of sampling and test for microbiological examination of water used in
indurtry.
31813957-1966
IS : 3025~1964*. Reference to the relevant clauses of tlpae. rtutdards is
given in co1 4 of Table 1, Table 2 and Table 3.
TARLR 1 TOLERANCES FOR MCTERIOLOOICAL EQUALITY
2.1 )
~oLBBruai %hl’ROD Of
~(RBWTOCL
No. xx IS : 1622.
1W)
i) Coliform bacteria, MPN index per 100 ml, Max Lesstbanl 3.2
ii) Standard plate count, per ml, Max 100 5
*Methoda of sampling and test for microbiological examination of water used kl’
industry.
TABLE 2 TOIhMNCES FOR PHYSICAL AND CHEMICAL OUALITY
( Claw 2.1 )
Ii:. CEABA0T8BIlrrIO Tomuxmm hfZ%EOD OI
Tr*r(RU!TOCL 1
No. IX IS : 3025-
1964. )
(1) (2) (3) (4)
0 Colour ( Haxen units j, MUX 5 5
ii) Turbidity, units, Max 5 6
iii) Odour None
iv) PH 63 to 9-2 :
v) Total dissolved solids, me/l, MUX YE? 1132
vi) Alkalinity ( a~ CaCO, ), mg/l, MUX
vii) Total hardness ( as C&O, ), mg/l; M&
viii) Sulphate. ( as SO, ); mg/l, Max- % :t
ix) Fluoride ( as F ) , mg/ 1, Max 1’5
x) Chloride ( as Cl ), mg/l,, MUX 250 ES
xi) Cyanide ( aa CN ),‘mg/l, Max 601 27
xii) Selenium ( as Se ), mg/l, Max 605 26
xiii) Iron ( as Fe ), mg/l, MUX 0.3
xiv) Magnesium ( as Mg ), mg/l, MUX 125 E
xv) Manganese ( aa Mn ) , mg/l, Max 02 35
xvi) Copper ( as Cu ), me/l, Max 1-O
xvii) Lead ( as Pb ), mg/l, Max 835 El
xviii) Chromium ( as W+ ), mg/l, Max
xix) Zinc ( as Zn ), mg/l, Mat 15.0 E
xx) Arsenik, ( as As ), mg/l, &ax
xxi) Phenolic substances ( as C+H,OH), mg/l, Ma 8zOl 4504
*Methods of sampling and test ( physical and chemical ) for water used in industry.
tFor clear, transparent ice, total dissolved solid content should not exceed 500 n-&l.
*Methods of sampling and test (physical and ohcmical ) for water used in indmtry.
4\ \
xs13957-1966
TABLE 5 TOLBRANOES FOR RADIOAOTWlTT
(h2.1)
C?l-0 TOL~BAXOB hfBZSODOFT=U
(1) (2) (3) (4)
i) Alpha emitters, p c/ml, Max IO-’
58
ii) &ta emitterc, p c/ml, Max 10” >
*M&da of umpling and teit ( phy&l and chemical ) for water used in induahy.
3. iulb¶PLlNc
3.1 Re reuntative test samples of water shall be drawn as prescribed in 2
of IS : f&Z!-1964S. and 2 of IS : 3025-1964t.
4. TEST METHODS
4.1 Testrr ahall be carried out as prescribed in the a propriate clausen,
indicated against the characteristic in Table 1, Ta Rl e 2 and Table 3.
ofIS: 1622-1964* and IS : 302%1964t.
l~ cthods of sampling and tat for microbiological examination of water tncd in
industry.
~Mcthods of sampling and test ( phyrical and chemical ) for water used in industry.
5BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan. 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31, 3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MiDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
tEastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 21843
CHANDIGARH 160036 { 31641
Southern : C. I. T. Campus, MADRAS 600113 41 24 42
4 41 25 19
141 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 { 2 63 49
‘F’ Block, Unity Bldg, Narasimharaja Square, 22 48 05
BANGALORE 560002
Gangotri Complex. 5th Floor, Bhadbhada Road, T. T. Nagar, 6 27 16
BHOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751002 5 36 27
5315 Ward NO. 29, R. G. Barua Road,
-
5th Byelane. GUWAHATI 781003
5-8-56C L N. Gupta Marg. (Nampally Station Road), 22 10 83
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
117/418B Sarvodaya Nagar, KANPUR 208005
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
lnspecfion Office ( With Sale Point ):
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chrmberr, Grant Road. 89 66 28
Bombay 400007
tSales Office in Calcutta is et 6 Chowringhee Approach. P. 0. Princep 27 68 00
Street, Calcutta 700072
Reprography Unit, BIS, New Delhi, IndiaAMENDMENTN O. 1 APRIL1 981
TO
IS:3957-1966Q UALITYT OLERANCEFSO R WATER
FOR ICE MANUFACTURE
Addendum
----
[Page4 , TabZe 2, SZ.3 0. (xxi)]- Add the following
new matter under respective columns after Sl No. (xxi):
(1) (2) (3) (4)
xxii) Cadmium--vkC,d ), mg/l, Max 0.01 See Note
xxiii) Mercury (as Hg), ID&, &x 0.001 See Note
NOTE - Methods of test for these characteristics are
under preparation; till then methods of test ss given
in Standard Methods for the exsminetion of water and
wastewater. 1975. American Public Health Asscciation;
American Water Works Association; and W&er Pollution
Control Federation, USA, shall be follcwed.'
(ax 26)
Reprography Unit, BIS, New Delhi, India
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13990.pdf
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-IS 13990 : 1994
Indian Standard
PRECASTREINFORCEDCONCRETEPLANKS
ANDJOISTSFORROOFINGANDFLOORTNG -
SPECIFICATION
UDC 691*328-413 : 692*4/.5
0 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002 .
August 1994 Price Group 5Housing Sectional Committee, CED 5 1
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 DiviGon 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, on facilitating speedy
and economical cnnstruction of houses. Problem of housing being greatest amongst the lower income
groups, both rural and urban, the enormous stress is being laid on housing for these target groups.
This calls for development and standardization of new building materials and construrtion techniques
which are simple and economical, commensurate with structural and hygeinic safety and ~durability, in
order to ensure speedy and rronorr&-al construction.
This standard is one of the series of standards on new materials and techniques of roof/floor constructinn
which when implementrd will result in substantial savings in materials and ctjsf of construction, in addition
to achirving speedy construction. The other standards being published in the series are:
a) Specification for prefabricated brick pane1 and partially precast concrete joist for flooring and
roofing,
b) Code of practice for design and construction of roofs and floors with prefabricated brick panel,
c) Specification for precast reinforced concrete channel unit for roofing and flooring,
d) Code of practice for design and construction of floor and roof with reinforced concrete channel
units,
e) Code of practice for design and construction of floor and roof with reinforced concrete planks and
joists,
f) Specification for precast L-panel units for roofing,
g) Code of practice for design and construction of roof with L-panel units, and
h) Code of practice for construction of walls using prec.ast concrete stone masonry blocks.
Precast reinforced concrete planks are partially precast rectangular slab elements which are supported over
partially precast RCC joists side by side. These are joined together and also to the joist by pouring iwsitu
concrete over the haunches provided in the planks and the gaps between the planks over the joists. Monoli-
thic action of the slab elements is ensured by leaving stirrups projecting out of joists and providing
reinforcement across the joists over haunched portion of planks, tying them together and pouring in-situ
concrete over it.
Roofs and floor made with precast RC planks are found econoniical as compared to conventional RC
slabs mainly due to the following reasons:
a) Components used for construction being precast, shuttering is eliminated.
b) Quality can be controlled better in precast elements.
c) Moderate size components are used thereby eliminating need for mechanical handling and erection
equipment.
d) Prefabrication leads to substantial reduction in time required for construction.
Considerable assistance has been rendered in the preparation of this standard by the Central Building
Research Institute, Roorkee, who has developed this technique.
The Committee responsible for the formulation of this standard is given in Annex B.
For the purpose of drcidine: 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 fnr 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 13390 : 1994
Indian Standard
PRBCASTREINPORCEDCONCRETEPLANKS
ANDJOISTSFORROOFINGANDFLOORING -
SPECIFICATION
1 SCOPE in view the requirements of modular co-ordination
as also to keep the weight of the planks low so as
This standard lays down requirements for precast
to facilitate manual handling. However to suit
reinforced concrete planks and joist used for
to the room size, the width may be suitably
construction of roofs and floors. The planks length
changed to up to f 50 mm.
up to 1.5 m long only are covered.
4.1.2.2 Length
2 REFERENCES
V:e !crq~h of the planks shall be limited to a
The following Indian Standards are necessary
maximum of 1 l-5 m. Smaller lengths required
adjuncts to this standard:
for varying room dimensions shall be permitted.
IS No. Title
However, it is preferable to use lengths in multiple
432 Mild steel and medium tensile of 300 mm only, keeping in view the requirements
( Part 1 ) : 1582 steel bars and hard-drawn steel of modular co-ordination.
wire for concrete reinforce-
4.1.2.3 Thickness
ment: Part 1 Mild steel and
To achieve monolithicity of roof/floor and to
medium tensile steel bars
achieve T-beam effect with the joists in composite
( third reuisia~~)
roof/floor made with these planks, the plank shall
456 : 1978 Code of practice for plain and
be made partly 30 mm and partly 60 mm thick
reinforced concrete ( third
as shown in Fig. 1. A 100 mm wide tapered con-
reuisian )
crete filling shall be provided for strengthening
4905 : 1968 Methods for random sampling the haunch portion for shear during handling and
13994 : 1994 Code of practice for design erection.
and construction of tloor and Length of’ the tapered concrete filling at both
roof with precast reinforced ends shall be kept 300 mm for all lengths of
concrete planks and joist planks and the length of central 60 mm thick
portion shall be decreased for lengths of planks
3 MATERIALS
smaller than 1.5 m.
3.1 Concrete
4.2 Partially Precast Joists
Concrete used for making the planks, partially
The width of precast joists shall be kept equal to
precast joists as also in-situ concrete shall conform
required width of web of T-beam ( see IS 13994 :
to grade Ml5 of IS 456 : 1978. Coarse aggregate
1994 ) and the depth shall be kept equal to the
used for making concrete shall be well graded
required overall depth of T-beam less the thick-
with maximum size of 10 mm, while for joist the
ness of flange, that is, the maximum thickness of
maximum shall be 20 mm.
RC planks ( 60 mm ).
3.2 Reinforcement
4.3 Tolerances
Steel for reinforcement shall be as recommended
Casting tolerances on various dimensions of plank
in IS 456 : 1978.
shall be as given below:
4 SNAPES, DIMENSIONS AND
Dimension Tolerance
TOLERANCES
Length f5mm
4.1 Precast Reinforced Concrete Planks
Width f3mm
4.1.1 ShcjJe
Thickness & 2 mm
Shape of the planks shall be rectangular with
haunches as shown in Fig. 1. Top surface shall be Bow ( deviation from f2mm
chequered finish. intended line or
plane )
4.1.2 Dimenciuw
Twist ( distance of any 1 mm
4.1.2.1 Width
corner from the
The width of the planks shall be 300 mm. The plane Containing
dimension of 360 mm has been selected keeping other three corners )
1IS 13990-: 1994
ISOMETRIC VIEW OF R.C.C. PLANK
RElNfORCEMENT
AS PER DESIGN
I SECTION XX
05mm CLEAR
l------B------+
SECTION YY
AS PER DESIGN
SECTION 22
All dimensions in millimetres.
FIG. 1 PRECAST RCC PLANK
4.3.1 Squareness loamd of floor finish and/or water proofing
treatment. The design shall be in accordance with
The long edge of planks shall be taken as the the limit state method of IS 456 : 1978.
base line. The shorter side shall not vary in its
5.2 Reinforcement
length from perpendicular distance between long
edges by more than 3 mm. 5.2.1 Reinforcement for the planks shall comprise
three equally spaced bars of required diameter
4.3.2 Flatness
along the length of planks as main reinforcement.
The maximum deviation from a 1.5 m straight Distribution reinforcement shall be equal to or
edge placed in any position on a nominal plane more than the minimum recommended for slabs
surface shall not exceed 2 mm. in IS 456 : 1978. The main reinforcement shall
also fulfil the requirement of maximum permissi-
5 DESIGN ble spacing given in IS 456 : 1978.
5.1 The planks shall be designed as simply 5.2.2 Reinforcement for planks for roofs and
supported for self weight including in-du concrete floors of residential buildings for spacing of joists
over haunches, and as a continuous slab for a at 1.5 m, shall comprise 3 bars of 6 mm of mild
load comprising live load, self weight and dead steel grade I conforming to IS 432 ( Part 1 ) :
2IS 13990 : 1Y94
1002 as r0d111 reiill;m;ellierlt at~d ti IIIIII dia bars, good quality timber or an equivalent wood
of tnild steel grade I conforming to IS 432 substitute. However, in case of mass production,
\ Part 1 ) : 1982, at 200 mm c/c as transverse steel, plastic or FRP moulds may be used with
I t:ini-OJTCIJlfXlt. In the absence OI detailed design advantage. Any material used for making rnoulds
same reinforcement may he used for spacing 01 shall be rigid, non-absorbant and non-corrodible
toist smaller than 1.5 m. and shall maintain the dimensions within the
5.2.3 Kcintorctrment for RCC joist shall he specifitd limits. Typical sketches of timber as
provided as per design ( SCYI S 13994 : 1994 ). well as steel moulds are shown in Fig. 2A and
1Tig. 2B.
6 CASTING AND CURING OF PRECAST
ELEMENTS
6.1 Precast RC Planks
6.1.1 ~lfoultir
Inner sides of mould shall be applied with a
Moulds may lx: generally made from well seasoned suitable bond release agent and it shall be kept
ISOMETRIC VIEW OF MOULD
L AT Z
SECTION RR
SECTION AT M /I/ r
75mm
HINGE
SECTION AT PP bETAlL AT V
All dimensionsi n millimetres.
FIG. 2A TYPICAL SKETCH OF TIMBER MOULD FOR RC PLANK
3IS 13990 : 1994
75 LONG HINGE
19. M.S. HANDLE L25x25x3
20
5mm THICK
SECTION A A’
SECTION B B’ MS PLATE
25X25x3fnm
300
610, M.S. HANDLE
PLAN
All dimensions in millimetres.
FIQ. 2B TYPICAL SKETCH OF STEEL MOULD FOR RC PLANK
on a smooth concrete platform coated with the 6.2 Partialiy Precast RC Joists
bond release agent. Alternatively wrinkle free
old newspaper may be used over the concrete 6.2.1 Moulds
platform. Reinforcement cage shall be placed
Moulds may be made from the same material as
inside the mould in such a way as to provide a
recommended for moulds for planks ( see 6.1.1 ).
cover of 15 mm. Concrete with well graded aggre-
Typical details of timber and steel moulds are
gate of maximum size 10 mm shall be poured to a
shown in Fig. 3A and 3B.
depth such that after compaction with a plate
vibrator, shall become 30 mm. The upper side of
6.2.1.1 Tolerances on mould dimensions shall be
the longitudinal members of the mould and the
as given below:
two tapering members shall be then placed over
the mould. Concrete shall then be poured in Dimension Tolerance
middle and the sides and compacted with a plate
(mm)
vibrator. Concrete ~shall be finished level with the
mould and the top surface shall be made rough Length f4mm
by trowel markings. After about half an hour of
casting, the two tapering members may be lifted Width *Zmm
off, The mould may be stripped off in about 2 Depth &2mm
hours ( depending on the weather ). About 24 to
30 hours after casting ( depending on the
6.2.2 Casting
weather ), the cast unit shall be first slid by push
and then tilted through right angles on long edge. The mould shall be assembled and bond release
It shall then be transported in vertical position agent applied on the inner side. Reinforcement
for curing. cage with a gap from bottom of 25 mm for cover
shall be placed in the mould with the stirrups pro-
6.1.3 Cwing
jecting out as shown in Fig. 4. The top spacer pieces
The units shall then be stacked against a vertical shall be fixed over the mould. Cement concrete
support in nearly vertical position and cured for with well graded aggregate of 20 mm maximum
at least two weeks by sprinkling water. It shall size shall then be poured in the mould and com-
further be aircured for another two weeks before pacted either with a plate vibrator by placing it
it can be used for construction. on the top of the mould or by inserting a needle
4MS ANGLE 25x25~3
HOLE a 190 C/C TO
ACCOMODATE ,+ 6’ PIN
,
MS AHGLE
25X25X3
DETAIL OF CLAMP A
DETAIL OFCLAMP B
All dimensionsin millimetres.
Fro. 3A TYPICAL SKETCHO F TIMBER MOULD FOR PARTIALP RECASTJ OIST
WELDED TO ISJC 150
SECTION x.x M.S. PLATE
+lO M S. BOLT\ LLONGITUDINAL MEMBER
x4-J ISJC 150 M. S. PLATE
IcRoss PIECE)
All dimensionsin millimetres.
FIG. 3B TYPICAL SKETCH OF STEEL MOULD FOR PRECAST RC JOIST
vibrator. The mould may be stripped after 3 to 4 7 SAMPLING
hours depending on weather. After 48 to 72 hours
7.1 All the precast reinforced concrete units of
( dependin-g on weather ), the joists shall be first
the same size, manufactured from similar condition
slid by push and then transported to the curing
of productions shall be grouped together to
area by holding them near the ends.
constitute a lot.
6.2.3 Curing 7.2 Five units shall be selected at random out of
a lot consisting of 300 units or less. For lot bigger
The precast joists shall be water cured for a than 300 units 5 units shall be selected for every
minimum period of two weeks and aircured fur- additional 300 units or part thereof, In order to
ther for at least two or more weeks before they ensure randomness of selection, procedure given in
can be used for construction. IS 4905 : 1968 may be followed.
5IS 13990 :I994
SPACING OF STIRRUPS
\
FROM EDGE OF JOIST ON
EITHER SIDE 5Omm
L = CLEAR SPAN + ZOOmm
FIQ. 4 ILLUSTRATIVE SKE-UXI OF FARTIALLY PRECAST JOIST
7.3 The samples shall be suitably marked for where 1 is the effective span in mm and D, the
future identification of the lot it represents. coverall depth of the seclion in mm, it is not
necessary for the deflection recovery to be measu-
8 TEST
red and the recovery provision mentioned in this
clause earlier shall not apply
Tests shall be conducted on samples of the units
as given in Annex A. In case of the failure load performed in accord-
ance with Annex A, the unit shall carry a load at
8.1 Dimensional test and deflection recovery test
least equal to 1.33 times the characteristics load
shall be routine test whereas failure load test shall
to pass the test. If the load at failure is less than
be a type test. Type test is intended to prove the
l-33 times the characteristic load, the lot repre-
suitability and performance of a new design and
sented by the sample shall be rejected.
size of a component. Failure load test be applied
at the time of design of a component of a parti- 10 MARKING
cular size or at the time of any change in the
design/size. 10.1! Each component shall be legibly and
indelibly marked with the following:
9 CRITERIA OF CONFORMITY
a) Identification of the source of manufac-
9.1 If four out of the five samples satisfy the shape turer, and
and dimensional requirements given in 4, the lot
b) Month and year of manufacture,
represented by the sample shall be deemed to
have passed the dimensional requirements given 10.2 BIS Certification Marking
in 4, otherwise it shall be rejected.
The components may also be marked with
9.2 In the deflection recovery test performed in
Standard Mark.
accordance with Annex A, if the deflection after
24 h of the removal of the imposed load is at least 10.2.1T he use of Standard Mark is governed by
75 percent of the deflection under the load for the provisions of Bureau of Indian Standards
24~h, the units shall be deemed to have passed the Act, 1986 and the Rules and Regulations made
test. If the deflection recovery is less than 75 per- thereunder. The details of conditions under which
cent the lot represented by the unit shall be the licence for the use of Standard Mark may be
rejected, If the maximum deflection in mm, granted to manufacturers or producers may be
shown during 24 h under load is less than 40 ls/ n, obtained from the Bureau of Indian Standards.IS 13990 : 1994
ANNEX A
( Clauses 8 and 9 )
TEST FOR PRECAST REINFORCED CONCRETE PLANKS AND JOISTS
A-l AGE OF TESTING concrete or steel. Alternatively, uniform load can
be applied by hydraulic jacks through a self
The precast reinforced concrete planks shall be
reacting frame and a set of beam to distribute the
tested at an age of 28 days after in-situ concrete
load. The load shall be retained for 24 h. After
has been laid in the haunch portion as mentioned
recording deflection at the end of this period, the
in A-3. Precast joists shall be tested at an age of
load shall be removed.
28 to 33 days after casting.
The residual deflection shall be recorded~again
A-2 DIMENSIONAL CONFORMITY after twenty-four_hours of removal of the load for
5 Samples of planks and joist selected in accord- dellection recovery.
ance with 7.2 shall be checked for conformity A-4 FAILURE LOAD TEST
with the shape and dimensional requirements as
given in 4. Length of unit shall be measured with A-4.1 The RC plank which has passed the
a steel tape at least 5 m long having graduation deflection recovery test shall be subjected further
in mm. Other dimensions shall be measured with to failure load test. Loading shall be done uni-
1 m long steel scale having~graduation in mm. formly through loading blocks or through
hydraulic jacks and a set of beams to distribute
A-3 DEFLECTION RECOVERY TEST OF the load. If loading is done through blocks to
-REINFORCED CONCRETE PLANK sufficient gap shall be provided between adjacent
tiers of blocks to ensure that they do not touch
A-3.1 One unit selected at random out of the each other even at the final stages of loading, to
units which have satisfied shape and dimensional prevent transfer of load to supports of units
requirements shall be subjected to deflection through arch action. Loading shall be preferably
recovery test, The precast units shall be simply done from an independent scaffold as a safety
supported with a bearing of 50 mm over brickwall precaution.
finished level and smooth with cement mortar 1 : 4
as shown in Fig. 5. The haunches around the A-4.2 The loading shall continue till the plank
fails. If no failure occurs by crushing or breaking
plank shall be filled with Ml5 concrete using 10
of the unit, the load causing a defIection equal to
mm and down graded aggregate. The haunch
1 in 60 of clear span of the unit shall be consi-
concrete shall be water cured for 14 days. Design
dered as the failure load. To check that the
dead load other than due to self weight of the
limiting deflection is not exceeded, a steel marker
unit shall be applied uniformly over the unit
shall be fixed below the unit at midspan, leaving
through loading blocks or by other means. A dial
a gap of 1 in 60 of clear span before the start of
gauge having least count of 0.02 mm or less and
a range of 50 mm or more shall be fixed at mid- the test.
span of the units. The dial gauge shall be adjusted A-4.3 Load Test for RC Joist
to indicate zero Ye ading under self weight of the
units and applied dead load. The test shall be done similar to the test for RC
planks, except that instead of uniform load, point
A-3.2 The plank shah be subjected to a uniformly loads shall be applied at middle third points and
distributed load equal to I *25 times the imposed the bearing of the joist at each ends shall be
design load, applied through loading blocks of 100 mm.
INSITU CONC.
DIAL GAUGE
BASE BLOCK
A11d imensions in millimetres.
FIG. 5 LOADING TEST
7IS 13990 : 1994
ANNEX B
( Foreword )
COMMlTTLE COMPOSITION
Composition of Housing Sectional Committee, CED 51
Chairman
DR P. S. A. SUN~ARAM Ministry of Urban Development, New Delhi
ivfembcrs
Municipal Corporation of Delhi, Delhi
The Action Research Unit, New Delhi
School of Planning and Architect, New Delhi
Housing and Urban Development Corporation, New Delhi
In Personal Capacity ( I, Sadfzlza Enclaoe, Panchshe:l Pa7k, ;V~U,
Delhi 110017 )
SHRI S. N. CHAT.:.ERJFIT Calcutta M:Inicipal Corporation, Calcutta
CHIEF A~cnrrr:~c.~ Central Public Works Department, New Delhi
SENIOR AR(?FTITE~~~( H & TP ) I ( Alternate )
CHIEE ENQINEER, Au~nom~Y Maharashtra Housing and Area Development Authority, Rombay
ARCHITEW, ,~UTHORITY ( Alternate )
CHIEF ENGINEER (I>) Central Public Works Department, New Delhi
SUPI~ttlNlE~l)INo EN~INXER (D) ( Alternate)
ENQINEBR Mn:nrnn~, DDA Delhi Dcvrlopmcnt Authority. New Delhi
SHRI Y. K. GaaQ National Housing Bank, New Delhi
SERI CJIJ>‘I’ANV AIUYA ( Alte7t?atG)
SHRI O.P.GARYALI National Council for Cement and Building Materials, New Delhi
DK N. K. JAIN ( Alter~cit? )
SARI T. N. GOPT~ Building Materials and Technology Promotion Council, New Delhi
SHnI Hnn IIINDU~CS Ir;c: H Public Works Department, Government of Rajasthan, Jaipur
SHRI Ii. N. AGAl:WAL ( Ah7tZate )
DR K. S. J~oumn Centre for Application of Science and Technology to Rural Area
( ASTRA ), Bangalore
DR B. V. V~NI~A~ARA&I,~NR EEDY ( _4lternate )
SHRI N. N.,JAV~F~KAR CIDCO, Mabarashtra
SHRI P. M. DFSHP-NT)E ( Alttrnate )
SHRI T. P. KALIAPPAN Tamil Nadu Slum Clearance Board, Madras
SHRI J. BHLIVANXSHWARAN ( Alterrde )
MISS NINA KAPOOR The Mud Village Society, New Delhi
SHRI A. K. &I. KhRIX Housing Department, Government of Meghalaya, Shillong
SHRI K. R. P. KXIS~NAN Department of Science and Technology ( DST ), New Delhi
SHRI RAJ.~ S:~;GH IRCON, New Delhi
SHRI S. SELVAXTXPN (Alternate )
Dn A. G. M~~)IIAv.& Rno Structural Engineering Research Centre ( CSIR ), Madras
Sac11 I. Ii. MAN1 ( il~tWflC7)t e
COL D. V. PAl~S_~I.r,IIrAR B. G. Shirke and Co, Pune
SHRI T. K. SAIIA Engineer-in-Chief’s Branch, New Delhi
Sar<r R. K. h4lTTAL ( Alternale )
SERI J. S. SIIARRIA Central Building Research Institute, Roorkee
SERI B. B. GANG ( Alternate )
SHRI J. VIXN~ATAXAMAN, Director General, BIS ( Ex-o&o Member )
Director ( Ci:il Engg )
Member Secretary
SHR~ J. K. PRASAD
Joint Director ( Civi! Engg ), BIS
i Contirruedo n f,uge 9 )
8IS13990: 1994
( Continuedfrm @ge 8 )
Composition of the Panel for Modular Coordination and Prefabrication for
Mass Scale Housing, CED 51 : P2
Convene7 Repesenting
SHXI T. N. GUPTA Ministry of Urban Development, New Delhi
Member>
SHRI Y. K. Gam National Housing Bank, New Delhi
SHRI SUNIL BEKY ( Alfernate )
SHJXI M. N. ~OGLEKAR Housing and Urban Development Corporation, New Delhi
PRVF V. P. RAOKI School of Planning and Architects, New Delhi
PROF P. K. CHAIJIIH~RY ( Alternote )
SHRI G. S. RAO National Building Construction -Corporation, New Delhi
REPRESENTATIVE B. G. Shirke and Co, Pune
DR A. G. MADHAVA RAO Structural Engineering Resraarch Centrr, Madras
SRRI K. MANJ ( Alternate )
Sam S. ROY Hindustan Prefab Ltd: New Delhi
SHRI M. Kmwu ( Alkrnnte )
SHRI .J. 5. SH41LM.4 Central Building Rmearch Institlltr, Koorkec
SH~I M. P. J.XISIW:FI ( Alternate )
SUPEKINTENDINC~ ENQINEER (D) Central Public Works Depar:ment
EXEWIJTIVI~ ENQINEER ( HQ) ( Alternate )
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.
This Indian Standard has been developed from Dot No. CED 51 ( 5041 ).
Ameudments Issued Since -Publication
Amend No. Date of Issue Text Affected
BUREAU OF TNDTAN STANDARDS
Headquarters:
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Telephones : 331 01 31, 331 13 75 ( Common to all offices )
Regional Offices : Telephone
Central : Manak Bhavan. 9 Bahadur Shah Zafar Mar-g 331 01 31
NEW DELHI 110002 331 1375
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola
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|
2720_17.pdf
|
IS:272O(Part17)-1986
Indian Standard
METHODS OF TEST FOR SOILS
PART 17 LABORATORY DETERMINATION
OF PERMEABILITY
First Reuision )
(
Soil Engineering Sectional Committee, BDC 23
Members Representing
ADDITIONAL DIRECTOR (GE) Ministry of Railways ( RDSO )
JOINT DIRECTOR (GE) ( Alternate )
DR ALAM SINGH University of Jodhpur, Jodhpur
SHRI B. ANJIAH Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
DR R. K. BHANDARI Central Building Research Institute (CSIR), Roorkee
SHRI S. K. KANSAL ( Alternate )
CHIEF ENGINEER( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR (DAM) ( Alternate )
DR T. N. CHOJER Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR (R ) ( Alternate )
SHRI A. VERGHESEC HUMMAR F. S. Engineers Private Limited, Madras
SHRI C. S. DABKE Howe ( India ) Private Limited, New Delhi
SHRI G. V. MURTHY ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 12/l,
Hungerford Sweet, Calcutta )
DIRECTOR ( IRI ) Irrigation Department, Government of Uttar Pradesh.
Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction f\ Private )I
Limited, Bombay
SHRI A. N. JANGLE ( Alternate )
DIRECTOR Central Soil and Materials Research Station, New
Delhi
DEPUTY DIRECTOR ( Alternate )
SHRI N. V. DE-SOUSA Cemindia Company Limited, Bombay
DR GOPAL RANJAN University of Roorkee, Roorkee; and Institute of
Engineers (India), Calcutta
( 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 be an infringement of copyright under the said Act.-~ ..-- .. __._. ___.-.-_.
v *
IS : 2720 ( Part 17 ) - 1986
( Continued from page 1 )
Members Representing
SHRI M. IYENGAR Engineers India Limited, New Delhi
SHRI ASHOK K. JAIN G.S. Jain and Associates, Roorkee
SHRI VIJAY K. JAIN ( Alternate )
SHRI A. V. S. R. MURTY India Geotechnical Society, New Delhi
SHRI T. K. NATARAJAN Central Road Research Institute (CSIR), New Delhi
SHRI RANJIT SINGH Ministry of Defence (R & D )
SHRI V. B. GHORPADE( Alternate )
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCHO FFICER (B & RRL ) Public Works Department, Government of Punjab,
Chandiaarh
SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (C) ( Alternate )
SHRI N. SIVAGURU Ministry of Shipping and Transport (Roads Wing)
SHRI U. JAYAKODI ( Alternate )
SHRI K. S. SRINIVASAN National Building Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
DR N. SOM Jadavpur University,, Calcutta
SHRI N. SUBRAMANYAM Karnataka Engineermg Research Station, Govern-
ment of Karnataka, Krishnarajasagar
COL R. R. SUDHINDRA Ministry of Defence (.E ng-i neer-in-Chief’s Branch I1
SHRI S. S. JOSHI ( AIternate ) -
SUPERINTENDING ENGINEER Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVEE NGINEER( SMRD)
( Alternate )
SHRI H. C. VERMA* All India Instrument Manufacturers and Dealers
Association, Bombay
SHRI H. K. GUHA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director (Civ Engg )
Secretary
SHRI K. M. MATHUR
Joint Director (Civ Engg ), IS1
Soil Testing Procedures Subcommittee, BDC 23 : 3
Convener
DR ALAM SINGH University of Jodhpur, Jodhpur
Members
ASSISTANTR ESEARCHO FFICER,I RI Irrigation Department, Government of Uttar
Pradesh, Roorkee
ASSISTANT RESEARCH 0 FF I CE R Irrigation Department, Government of Punjab,
(IPRI) Chandigarh
( Continued on page 13 )
*ShriV ermaa cted as Chairmani n the meeting in which this Indian Standard WBSf inalized.
2IS:2720(Part17)-1!386
Indian Standard
METHODS OF TEST FOR SOILS
PART 17 LABORATORY DETERMINATION
OF PERMEABILITY
( First Reoision )
0. FOREWORD
0.1 This Indian Standard ( First Revision) was adopted by the Indian
Standards Institution on 30 January 1986, 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 establishing uniform procedures for the determination
of different characteristics of soils and also for facilitating the comperative
study of the results, Indian Standards Institution is bringing out Indian
Standard method of test for soils ( IS: 2720 ) being published in various
parts. This part ( Part 17 ) deals with the method for the laboratory
determination of the coefficient of permeability of soils.
0.3 The knowledge of the permeability is essential in the solution of many
engineering problems involving flow of water through soils such as:
a>D ewatering and drainage of excavations, back fills and subgrades;
b) Determining yield of water bearing strata;
C>A ssessing seepage through the body of earth dams; and
4 Computing losses from canals.
In addition since the soil may be used to inhibit flow of water, the
permeability of soil governs the type of soil to be used.
0.4 This Standard ( Part 17) covers both constant head and falling head
tests as used for most of the soil. The laboratory determination of
permeability of granular soil by constant head method is covered in
separate part ( Part 36 ). This part was first published in 1966. Based on
the experience gained in the use of this test in the past 20 years by various
laboratories, this standard has been revised. The principal modifications
made are deletion of details of the equipment for testing for which separate
3IS:2720 ( Part 17 ) - 1986
Indian Standard has been formulated ( see IS : 11209-1985* ), giving detailed
procedures for the record of the observations as well as calculations for
two types of the test and revising the proforma for the record of tests by
enlarging to cover more details.
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, 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 17 ) covers the methods for laboratory determina-
tion of coefficient of permeability of soils using falling head and the
constant head methods. This test is recommended for soils with coefficient
of permeability in the range lo- 3 to 10-v cm/s and maximum particle size
of 9.5 mm.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definition of terms given in
IS : 2809-1972x shall apply.
3. APPARATUS
3.1 The mould assembly (including drainage base and drainage cap) shall
conform to IS: 11209-1985”.
3.2 The compaction rammer shall conform to IS: 9198-1979s.
3.3 Set of Stand Pipes - Glass stand pipes for falling head (variable
head ) test arrangement, varying in diameter from 5 to 20 mm, suitably
mounted on stand or otherwise fixed on wall.
3.4 Constant Head Tank - A suitable water reservoir capable or supply-
ing water to the permeameter under constant head for constant head test
arrangement.
*Specification for mould assembly for determination of permeability.
tRules for rounding off numerical values ( revised ).
ZGlossary of terms and symbols relating to soil engineering (first revision ).
&Specification for compaction rammer for soil testing.
4IS : 2720 ( Part 17 ) - 1986
3.5 Vacuum Pump
3.6 Miscellaneous Apparatus - Such as IS sieves, mixing pan, graduated
cylinder, metre scale, stop watch, 75micron wire gauge, thermometer, and
a source of de-aired water.
4. PREPARATION OF TEST SPECIMEN
4.1 Disturbed Soil Sample
4.1.1 A 2*5-kg sample shall be taken from a thoroughly mixed air-dried
or oven-dried material which has been obtained in accordance with
IS : 2720 ( Part 1 )-1983”.
4.1.2 The moisture content of the 2*5-kg sample shall be determined as
described in IS: 2720 ( Part 2 )-19737. The sample shall be placed in an
airtight container. The quantity of water to be added to the stored sample
to give the desired moisture content shall be computed and spread evenly
over the sample, and after thoroughly mixing, the material shall again be
placed in the storage container. The moisture content of the sample shall
again be determined and the entire process repeated until the actual
moisture content is within 0.5 percent of that desired.
4.1.3 The permeameter mould shall be weighed empty to the nearest
gram. After greasing lightly the inside of the mould it shall be clamped
between the compaction base plate and the extension collar. The assembly
shall be kept on a solid base.
4.1.4 The dry density for remoulding of soil samples shall be either the
field density or the value of the maximum dry density estimated by the
compaction tests [see IS: 2720 (Part 7)-1980: and IS :2720 (Part 8)-19833 ]
or any other density at which the permeability is desired. The moisture
content used for compaction should be the optimum moisture content or
the field moisture as the case may be. The compactive effort may be varied
to simulate field conditions. Static compaction may also be used where
necessary. After completion of compaction the collar, if attached, shall
be removed and excess soil trimmed level with the top of the mould. The
base shall be detached and the mould full of the compacted specimen shall
be weighed.
*Methods of test for soils: Part 1 Preparation of dry soil samples for various tests
( second revision ).
TMethods of test for soils: Part 2 Determination of water content ( second revision ).
SMethods of test for soils: Part 7 Determination of moisture content dry density rela-
tion using light compaction ( second revision ).
§Methods of test for soils: Part 8 Determination of moisture content dry density rela-
tion using heavy compaction ( second revision ).
5IS:272O(Part 17)-1986
4.1.5 The mould with the specimen inside shall be assembled to the
drainage base and cap having porous discs. The porous discs shall be
saturated before assembling the mould.
4.2 Undisturbed Soil Sample - For testing undisturbed soils, undisturbed
specimen shall be trimmed in the form of a cylinder not larger than about
85 mm in diameter and having a height equal to that of the mould. The
specimen shall be placed centrally over the porous disc of the drainage
base fixed to the mould. The annular space between the mould and the
specimen shall be filled with an impervious material such as cement slurry
or a mixture of 10 percent dry powdered bentonite and 90 percent fine
sand by weight to provide sealing between the soil specimen and the mould
against leakage from the sides. When using the cement slurry the mould
shall be kept on a flat surface other than the porous discs. The mixture
shall be compacted using a small tamping rod. The drainage cap shall
then be fixed over the top of the mould.
4.3 Saturation-In the case of soils of medium to high permeability the
specimen shall be subjected to sufficient head, flow or immersion so as to
obtain full saturation. Soils of low permeability require flow under a high
head for periods ranging from a day to a week depending upon the
permeability and the head. Alternatively, in the case of soils of low
permeability the specimen shall be subjected to a gradually increasing
vacuum with bottom outlet closed so as to remove to form the soil voids.
The vacuum shall be increased to at least 70 cm of mercury which shall be
maintained for 15 minutes or more depending upon the soil type. The
evacuation shall be followed by a very slow saturation of the specimen
with de-aired water from the bottom upwards under full vacuum. When
the specimen is saturated both the top and bottom outlets shall be closed.
5. CONSTANT HEAD TEST
5.1 For a constant head test arrangement, the specimen shall be connected
through the top inlet to the constant head water reservoir. The bottom
outlet shall be opened and when the steady state of flow has been estab-
lished, the quantity of flow for a convenient time interval shall be collected
and weighed or measured. Alternatively, the inlet may be at the bottom
and water may be collected from the outlet at the top. The collection of
the quantity of flow for the same time interval shall be repeated thrice.
5.2 The linearity ( of Darcy’s law ) between the hydraulic gradient and the
average velocity of flow for the soil under test should be established by
performing the test over a range of hydraulic gradients. The hydraulic
gradients in the permeability test should preferably include the hydraulic
gradient likely to occur in the field and any deviation from linearity
observed should be noted.
6IS : 2720 ( Pmt 17 ) - 1986
5.3 Record of Observation
5.3.1 The inside diameter and the height of the permeameter are
measured and recorded as diameter D and length L of the specimen in
Appendix A. The heights H, and I;la are measured to determine the head
loss h. The temperature of water T IS also measured and recorded.
5.3.2 During the test, observations are made of volume of water, Q
collected in a graduated jar in time t and are recorded in co1 2 and 3 of
Appendix A respectively. The permeability is calculated and recorded in
co1 4 of Appendix A. Remarks, if any, are entered in co1 5 of Appendix A.
5.3.3 For the purpose of getting a quantitative description of the state
of the sample, after the test, the weight of wet soil specimen W, is measured
and recorded. Its dry weight W, is measured after drying for 24 hours.
The water content, w is computed and noted. From the knowledge of the
specific gravity G, of specimen and water content W, void ratio e and degree
of saturation S are determined.
5.4 Calculations
5.4.1 The permeability kT at temperature T is calculated as:
k k,--=-
27 =
727
in which
k 97 = permeability at 27”C,
YT = coefficient of viscosity at T”C,
coefficient of viscosity at 27”C,
YZI =
Q = quantity in ems,
A = area of speceimen in cmq,
i = hydraulic gradient, and
t = time in seconds.
5.4.2 The parameters water content, void ratio and degree of saturation
shall be calculated according to IS : 2720 ( Part 2 )-1973*.
5.4.3 A data sheet with observed data, calculation and result is presented
in Appendix A.
*Methods of tests for soils: Part 2 Determination of water content ( second revision ).
i
7 r
. _.-- _ __. .... ,I * _, “,“.,_ . __.a- ...-,e.
::
.IS.: 2720 ( Pait 17 > - 1986
5.5 Presentation of Results - The values of permeability at T”C and 27°C
are reported as a number with units of cm/s. Also reported are corres-
ponding void ratio, degree of saturation and water content.
6. FALLING HEAD TEST
6.1 For a falling head test arrangement the specimen shall be connected
through the top inlet to selected stand-pipe. The bottom outlet shall be
opened and the time interval required for the water level to fall from a
known initial head to a known final head as measured above the centre of
the outlet shall be recorded. The stand-pipe shall be refilled with water
and the test repeated till three successive observations give nearly same
time interval; the time intervals being recorded for the drop in head from
the same initial to final values, as in the first determination. Alternatively,
after selecting the suitable initial and final heads, h, and h, respectively,
time intervals shall be noted for the head to fall from h, to d/h, h, and
similarly from 2/hl h, to hz. The time intervals should be the same;
otherwise the observation shall be repeated after refilling the stand-pipe.
6.2 Record of Observation - ( see Appendix B ).
6.2.1 The dimensions of specimen, length L and diameter D, are
measured and recorded in Appendix B. Area a of stand-pipe is recorded.
The temperature T, of water is also measured and recorded.
6.2.2 During the test, observations are made of initial time ti, final time
tf, initial head h,, final head h, in stand-pipe and are recorded in co1 2 to
5 of Apppndix B respectively. h, /h, and log, ,, ( h, /h2 ) are claculated
and recorded in co1 6 and 7 of Appendix B respectively. The permeability
kT is calculated and recorded in co1 8 of Appendix B. Remarks, if any, are
entered in co1 9 of Appendix B.
6.2.3 At the end of the test, the weight of wet soil specimen Wt is
measured and recorded. Then the sample is dried in the oven for 24 hours
and the dry weight W, is measured and recorded. The water content, W
is computed and noted. Void ratio, e, and degree of saturation S are
calculated using specific gravity G, of the specimen and water content, W.
6.3 Calculations
6.3.1 At temperature T of water, the permeability kT is calculated as
kT = 2.303 aL log h,
A ( ff_-ti) lo h,
and the permeability at 27°C is given by
k,, = kTI-
Y2r
8IS : 2720 ( Part 17 ) - 1986
Other parameters to be calculated are the water content, W, void
ratio e and degree of saturation s, shall be determined according to
IS : 2720 ( Part 2 )-1973*.
6.3.2 A data sheet with observation data, calculation and result is
presented in Appendix B.
6.4 Presentation of Results
6.4.1 The permeability values at temperatures T and 27°C are reported as
numbers with units as cm/s. The state of the sample is also reported in
terms of water content, void ratio and degree of saturation.
APPENDIX A
( Clauses 5.3 and 5.4.2 )
RECORD OF OBSERVATION WITH EXAMPLE FOR
CALCULATION OF PERMEABILITY BY
CONSTANT HEAD METHOD
Project Test No.
Sample No. Date
Soil Identification Tested by
Diameter of specimen ( D ) cm
Length of specimen ( L ) cm
Area of specimen (A ) = cm2
Volume of specimen ( V) = cm8
Head Loss h = HI-Hz = cm
Hydraulic Gradient i = h/L
Temperature of water T = _ “C
*Methods of test for soils: Part 2 Determination of water content ( seco& revision ).
9IS : 2720 ( Part 17 ) - 1986
Sl No. Quantity Time, t Permeability Remarks
Q seconds k, =-&
cm3
cm/s
Weight of wet soil specimen = ___ g
after test, Wt
Weight of dry soil specimen, W, = ----g
Water content, W = wt- w ws x 100 = ____ percent
s
Specific gravity of specimen G, =
VG,-W, =
Void ratio e = w
s
G,. W
Degree of saturation S = e = _ percent
Permeability at 27”C, k,, zz-=_k T YT cm/s
YZ7
10IS : 2720 ( Part 17 ) - 1986
APPENDIX B
( Clauses 6.2 and 6.3.2 )
RECORD OF OBSERVATION WITH EXAMPLE
FOR CALCULATION OF PERMEABILITY
BY FALLING HEAD METHOD
Project Test No.
Sample No. Date
Soil Identification Tested by
Diameter of specimen ( D ) cm
Length of specimen ( L) cm2
Area of specimen ( A ) = cm3
Volume of specimen (V) = AL = cm
Area of stand-pipe (a) = ClYll~
C = 2.303 -+ = cm
Temperature of water T = 34°C .
Sl Initial Final Initial Final h,/h Remarks
2
No. Time Time Head Head
h 1 (cm) h 1 (cm)
(s~o- (setc’o-
nds) nds)
(1) (2) (3) (4) (5) (6) (7)
11c- -.---- -..
---_.“.“._
IS: 2720 ( Part 17 ) - 1986
Weight of wet soil specimen after the test, W, = g
Weight of dry soil specimen, W, = g
percent
Water content, W = Wt w- Wf3 x 100 =
8
Specific gravity of specimen, G, =
VG, - W,
Void ratio, e = w =_-
s
Degree of saturation, S = +G -W -- = percent
Permeability at 27”C, k,, = -k t or = cm/s
Y27
12IS : 2720 ( Part 17) - 1986
( Continued from page 2 )
Members Representing
SHRI A. K. CHATURVEDI Ministry of Defence (Engineer-in-Chief’s Branch )
SHRI P. VERDARAJAN( Altern& )
DEPUTY DIRECTOR ( GE-III ) Ministry of Railways ( RDSO )
ARE (GE ) ( Alternate )
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 N. N. BHAT~ACHARYA( Alternate )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SHRI M. D. NAIR Associated Instruments Manufacturers ( India )
Private Limited, New Delhi
PROF T. S. NAGARAJ ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee
DR S. C. HANDA ( Alternate )
SHRI P. JAGANATHA RAO Central Road Research Institute ( CSIR ), New Delhi
SHRI U. N. SINHA Central Building Research Institute ( CSIR ),
Roorkee
DR N. SOM Jadavpur University, Calcutta
DR S. C. DAS ( Alternate )
13INTERNATIONAL SYSTEM OF UNlTS ( 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 ma1
Supplementary Units
Quantity Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Quantity Unit Symbol DeJ%iti0tl
Force newton N 1 N=l kg.m/s*
Energy joule .I 1 J=1 N.m
Power watt W 1 W=l J/s
Flux weber Wb 1 Wb=lV.s
Flux density tesla T 1 T= 1 Wb/m*
Frequency hertz HZ 1 Hz- I c/s (s-1)
Electric conductance S 1 S=lA/V
Electromotive force volt V 1 V=l W/A
Pressure, streSs Pascal Pa 1 Pa= 1 N/m*
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IS 277 S1 992
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Indian Standard
GALVANIZED STEEL SHEETS(PLAIN AND
CORRUGATED) -SPECIFICATION
( Revision )
Ffth
UDC 669-14-41: 669.586
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1992 Price Group 3Wrought Steel Products Sectional Committee, MTD 4
FOREWORD
This Indian Standard ( Fifth Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Wrought Steel Products Sectional Committee had been approved by the
Metallurgical Engineering Division Council.
This standard was first published in 1951 and subsequently revised in 1962, 1969, 1977 and 1985.
In this revision steel sheets of lower thickness from 0.18 mm onwards and higher width of 1200
mm have been included. In the case of corrugated sheets, steel sheets with 13 corrugation have
been included.
Galvanized steel sheets covered by this standard are intended to be used for general purposes,
such as panelling and roofing. Steel sheets conforming to this standard are not intended to be
used for other special applications.
For convenience in ordering galvanized steel sheet, the plain sheets should be ordered on the
basis of their length, width and thicknesses. Sheets in coil form should be ordered on the basis
of their internal diameter, width, thickness and mass. Whereas the corrugated sheets may be
ordered on the basis of their length, thickness and depth and number of corrugations.
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 of? 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 277 : 1992
Indian Standard
GALVANIZED STEEL SHEETS(PLAIN AND
CORRUGATED)- SPECIFICATION
( Fifth Revision )
1 SCOPE 4 SUPPLY OF MATERIAL
This standard covers the requirements of plain The general requirements relating to the supply
galvanized steel sheets and coils, and corrugated of galvanized sheets and strips shall conform to
galvanized sheets. IS 8910 : 1978.
2 REFERENCES
5 MANUFACTURE
The following Indian Standards are necessary
5.1 The base metal ( black sheets, cold rolled
adjunct to this standard.
sheets or coils ) for plain galvanized sheets and
coils shall conform to grade 0 and for lock
IS No. Title
forming quality it shall conform to grade D of
209 : 1979 Specification for zinc ( third IS 1079 : 1988 or I9 513 : 1986 as the case mav
revision ) be. However for corrugated sheets the maxi-
513 : 1986 Specification for cold rolled mum phosphorus content may be 0.09 percent.
low carbon steel sheets and
5.2 Galvanizing shall be carried out by first
strips ( third revision )
pickling the black sheets or by cleaning the cold-
1079 : 1988 Specification for hot-rolled rolled coils in line and then dipping them in a
carbon steel sheets and strip
bath of molten zinc at a temperature suitable
(fourth revision ) to produce a comptete and uniformly adhesive
1956 Glossary of terms relating to zinc coating (see IS 2629 : 1985 ). The zinc
( Part 4) : 1975 iron and steel : Part 4 Steel, ingots used for galvanizing shall conform at
sheet and strip (first revision ) least to grade Zn98 of IS 209 : 1979.
2629 : 1985 Recommended practice for
hot dip galvanizing on iron 6 CLASSIFICATION
and steel ( (first revision )
Galvanized plain coils and sheets as well as
6745 : 1972 Methods for determination of corrugated sheets are classified as per Table 1
weight of zinc coating on zinc
which also shows the grade of raw material
coated iron and steel articles
which is required for the manufacture.
8910 : 1975 General technical delivery
requirements for steel and
Table 1 Classification of Grades of
steel products
GP/GC Coils and Sheets
3 TERMINOLOGY ( Clauses 6 and 9.2 )
3.1 For the purpose of this standard, the defini-
tion given in 1s 1956 ( Part 4) : 1975 and the Type Designation Grade Reference
of Raw Material
following shall apply.
IS 1079/IS 513
3.2 Black Sheet - Hot rolled steel sheet prior (‘1 (2) (3)
to pickling operation. Ordinary GP Grade 60’
Ordinary-Hard GPH Grade ~0’
3.3 Cold Rolled Sheet or Coil - Cold rolled
Lock forming GPL Grade <D’
sheet or coil prior to continuous galvanizing
Deep drawing GPD Grade <DD’
process.
Extra deep drawing GPED Grade <EDD’
Corrugated ordinary GC Grade ~0’
3.4 Thickness of Sheet - Thickness of hot
Cogauyted ordinary GCH
rolled or cold rolled sheet in cut length or coil
Grade 10’ Hard
form.
1IS 277 : 1992
7 ZINC COATING 8.1.1 One bend test shall be conducted for
every coil.
7.1 The zinc coating shall conform to the requi_
rement of any one of the grades prescribed in 8.1.2 For bend test, the test piece shall be 230
Table 2. The mass of coating referred to in mm long and 75 mm to 100 mm wide cut across
this standard shall represent the total mass of the direction of rolling.
zinc, both sides inclusive.
8.1.3 Specimens for bend tests shall be free
7.2 Any other mass of coating, than those
from burrs. Piling or machining to remove
specified in Table 2, may be supplied, if agreed
burrs is permitted. Cracks of the base metal
to between the purchaser and the manufacturer.
developing at the edge of the specimen or
coarse grain developing at the line of the bend
7.3 The following are recommended grades of
shall be disregarded.
zinc coating for the various thickness of sheets:
Thickness Grade of 8.2 Requirements
Zinc Coat&g
Samples of galvanized steel sheets selected as
O-18 to O-28 ( both inclusive ) 200 described in 8.1 shall withstand bending through
O-30 to O-55 (both inclusive ) 220 180” around a mandrel having diameter specified
0.63 to I.0 ( both inclusive ) 275 in Table 3 without peeling or flaking of zinc
coating. Crack or fracture of base metal,
above 1.00 mm 350
except those indicated in 8.1.3, shall not be
permitted.
NOTES
1 The recommended thickness for roofing applica- 9 COATING TEST
tion is 0.63 mm and corresponding recommended
grade of coating shall be minimum 275 am/m’.
9.1 Test Samples
2 of:a greed to between the manufacturer and Pur-
chaser, for thickness 0.18 mm to 0.28 mm (both One set of three samples each 50 mm2 or 50 mm
inclusive ), other coating grades 180 and 120 may be
diameter, shall be selected at random from one
used.
sheet for every 1000 galvanized sheets or part
8 BEND TEST thereof. In the case of the galvanized sheets
produced from black sheets, one set of three
8.1 Test Samples samples shall be taken, two from each ex-
tremities of a diagonal and one from the middle
Bend test for the purpose of conformity shall
of the sheet, whereas in the case of galvanized
be carried out at the rate of one set of 2
sheet produced from cold-rolled coils, one set
samples for every 1000 plain sheets or part
of three samples shall be taken from the middle
thereof. However, bend test shall not be
of the width of the sheet and one from each
carried out on sheets intended for corrugation.
g.ide of the sheet. The sample from extremities,
diagonal or from the side of the sheet shall not
Table 2 Mass of Coating
be closer than 75 mm from the edge of the
( Total Both Sides )
sheet.
( Clauses 7.1, 7.2 and 9.2 ) 9.1.1 In case of galvanized sheet supplied in
coils, one set of 3 samples, each 50 mm2 or 50
Grade of Minimum Average Minimum Coating
Coating Coating Triple Single Spot mm diameter shall be selected from one end of
Spot Test Test’) each coil across the width.
g/ma g/ma
9.2 Determination of Mass of Zinc Coating
0) (2) (3)
600 600 510 The average masses of zinc coating of samples
450 450 380 as selected under 9.1 and determined by the
3.50 350 300 method given in IS 6745 : 1972 shall conform to
275 275 235 both the values specified in Table 2.
220 220 190
200 200 170 10 RETESTS
180 180 155
10.1 If any test sample fails to meet test
120 120 100
requirements given in 8.2 and 9.2, two more
1) Mir,imum individual value obtained in triple spot test samples shall be taken for the specific test
test. requirements from the same lot.IS 277 : 1992
Table 3 Mandrel Diameters for Rend Test
( Clause 8.2 )
All dimensions in millimetres.
Grade of DiameterI) of Mandrel for Thickness of Sheet
Coating r--- -P------P .--7
Over Over Over Over Over Over Over Over Over Over Over
3 2.3 1.6 1.25 1.0 0.8 0.5 0.4 0.3 0.22 0.16
u”3 to up to up to up to
2.3 1.6 “1”.2 :” 1.0 uop.; o u&to “0°F “0”: “,sl,o
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
750 6 8 10 10 11 12 14 15 -
600 4 6 8 8 9 10 11 12
450 3 4 6 6 7 8 8 8 9 10 11
375 3 4 4 4 5 6 6 7 8 8 9
300 3 4 4 4 5 6 6 6 7 7 8
250 2 3 3 3 4 4 4 4 5 5 5
200 2 2 2 3 3 3 3 3 4 4 4
175 2 2 2 3 3 3 3 3 3 4 4
120 2 2 2 3 3 3 3 3 3 4 4
1) Expressed as number of times the thickness of sheet.
10.2 If any of the retest sample fails to meet b) Width - 750, 900, 1000 and
the requirements of this specification, the 1200 mm
entire batch of the sheets represented by the c) Thickness - 0.18, 0.22, 0.25, 0.28, 0.32,
sample shall be deemed as not conforming to ( uncoated 0.40, 0.45, 0.50,0.55, 0.63,
the standard. sheets ) 0.70, 0.80, 0.90, 1.00, 1.25
and 1.60 mm
11 FREEDOM FROM DEFECTS
NOTE - Sheets for other sizes ( length, width and
11.1 Galvanized plain sheets, corrugated sheets thickness) may also be supplied subject to the
and coils shall be reasonably flat and free from mutual agreement between the purchaser and the
bare spots, holes, tears and other harmful manufacturer.
defects. 13.1.1 In case of sheets supplied in coil, the
internal diameter of coil shall be 450, 510 or
11.2 Coils, however, may contain some abnor-
610 mm and the mass of each coil shall not
mal imperfections which render a portion of
exceed 12 tonne.
the coil unusable since the imperfections in the
coil cannot be removed as in the case with cut
13.1.1.1 Coils weighing more than 12 tonnes
length.
may be supplied subject to mutual agreement
12 MASS between the contracting parties.
12.1 Mass of sheets and coils shall be given in 13.2 Tolerances
kg of actual or calculated mass.
1.3.2.1 Length
12.2 The mass of sheets and coils shall be
No sheet shall be smaller in length than that
calculated as given in Table 4 on the bases of
specified. Tolerances on length on plus side shall
nominal dimensions and mass of zinc coating.
be 15 mm or 0.5 percent of length, whichever
is greater.
13 DIMENSIONS AND TOLERANCES OF
PLAIN SHEETS/COILS 13.2.2 The diagonal distance between opposite
corners of any sheet shall not differ by more
13.1 Sizes of Plain Sheets
than 20 mm.
The plain sheets shall be supplied in any
combination of the following lengths, widths 13.2.3 Width
and thicknesses:
NO plain sheet shall be smaller in width than
a) Length - 1 800, 2 200, 2 500, 2 800 that specified. The positive tolerances on
and 3 000 mm width shall be 10 mm.
3IS 277 : 1992
Table 4 Calculation of Mass of Sheets or Coils
( CIause 12.2 )
Type of Order of Calculation Method of Calculation Number of Numerals in
Material Resultant Value
(1) (2) (3) (4)
Sheet Mass of single sheet Nominal mass of single sheet plus mass Rounded off to 4 effective
of zinc coating figures
Total mass Mass of single sheet ( kg ) x number of Rounded off to integral value
sheets of kg
Coil Unit mass of coil Unit mass of sheet ( kg/ma ) x width Rounded off to 3 effective
(mm) x 10-S figures
Mass of single coil Unit mass of coil (kg/m) x length ( m ) -
Total mass ( kg ) Total mass of each coil Integral number of kg
NOTES
1 Nominal mass of single sheet shall be calculated by calculating the volume of the sheet and multiplying
the same with density of sheet ( density 7.85 g/cm8 ) and rounding the same to 4 effective figures.
2 Mass of the coating shall be calculated by multiplying the surface area of the single sheet with indicated
nominal coating mass ( g/m* ) as shown for triple spot test ( Table 2 ).
3 For calculation of corrugated sheet mass, the width before corrugation considered while calculating the
area.
13.2.4 Thickness and 13 depending on the width of the sheet.
The overall width of the corrugated sheet
The tolerance on thickness of sheet and coil before and after corrugation shall be as shown
shall be according to IS 1079 : 1988 or IS 513 : in Table 5.
1986 as applicable.
13.2.5 Tolerance on Mass 14.1.3.1 Sheets of sizes other than those speci-
fied above may be supplied, if agreed to
The tolerance on mass of individual sheets cal- between the contracting parties.
culated in accordance with 12.2 shall be within
&lo percent and tolerance on mass of each
bundle of sheet shall be f5 percent. Table 5 Overall Widths and Corrugations
of Sheets
14 DIMENSIONS AND ‘TOLERANCES OF
CORRIJGATED SHEETS ( Clause 14.1.3 )
14.1 Sizes of Corrugated Sheets
14.1.1 Length
The length of the corrugated sheets shall be as
follows:
1 800, 2 200, 2 5C0, 2 800, 3 000 and
3 050 mm CN oru rm ub gaer ti oo nf s Grade r--- Ov -e Ara --l -l --W -> idth of Sheet
Before After
14.1.2 Depth and Pitch of the Corrugations Corrugation Corrugation
mm mm
The depth and pitch of corrugation shall be as
follows ( see Fig. 1 ) : (1) (2) (3) (4)
Grade Depth of Pitch of 8 A 750 660
Corrugation Corrugation 10 A 900 810
mm mm 1’ A 1000 910
A 17-5 75 13 A 1 200 1 110
B 12.5 75 8 B 750 680
10 B 900 830
X4.1.3 Number of Corrugations 11 B 1000 930
I3 B 1200 I 13O
The number of corrugations shall be 8, 10, 11
4IS 277 : 1992
quality, etc ) shall legibly be marked on top of
each sheet or shown on a tag attached to each
The material may also be marked with Standard
Mark.
FIG. 1 DEPTH AND PITCHO F CORRUGATIONS
Table 6 Tolerance on Dimension of
Corrugated Sheets
14.2 Tolerances ( Clause 14.2.1 )
i
14.2.1 The tolerances on dimensions of corruga- Dimensions ToleranceI)
ted sheet shall be as given in Table 6.
(1) (2)
15 MARKING Depth of corrugation f 2-S mm
Pitch of corrugation *5mm
15.1 Manufacturer’s name or trade-mark, grade Overall width after f 25 mm
of coating, length, width, thickness and number corrugation
of corrugations, grade in case of corrugated 1) Average of 4 measurements.
sheets and material identification ( grade,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 Acr, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No. MTD 4 ( 3797 )
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 3310131
NEW DELHI 110002 331 13 75
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 I 37 86 26. 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
235 04 42
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD.’ GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers. Aligarh. IndiaI
i
AMENDMENT SO. 1 OCTOBER 1993
TO
IS 277 : 1992 GALVANIZED STEEL SHEETS ( PLAIN
LIGATED) -SPECIFICATION
(Fi)lh Revision)
(Page 3, Table 3 ) - Weplm the existing table by the following:
Table 3 Mandrel Diameter for Bend Test
( CIause 8.2 )
All dimcmions in millimeters.
Grade Dinmete? of .Mandd for Thickuas of Sheet
Of / I
C6iting bver Over Over Over Over Over Over Over Over Over Over‘
3 2.3 1.6 1.25 1.0 0.8 0.5 0.4 0.3 0.22 0.16
up to uJ1” upt o u;; ;potO up to wp 10 up 10
UD t0
3 1.6 .” . 6.6 Y&Y 0.4 0.3 0.22
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
600 4 ‘6 8 8 9 IO 11 12
450 3 4 6 6 7 6 6 8 9 10 11
350 3 4 4 4 5 6 6 7 s 8 9
275 3 4 4 4, 5 6 6 6 7 7 8
220 2 3 3 3 4 4 4 4 5 5 5
200 _ 2 2 2 3 3 3 3 3 4 4 4
180 2 2 2 3 3 3 3 3 3 4 4
120 2 2 2 3 - 3 3 3 3 4 4
*Expressed as number of times the thickness e;sheet.
.
(m4)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 DECEMBER 1993
TO
IS 277 : 1992 GALVANIZED STEEL SHEETS ( PLAIN AND
CORRUGATED) - SPECIFICATION
(Fifth Revision)
(Foreword, thirdpam )- Substitute the following for the existing para:
‘Galvanized steel sheets covered by this standard are intended to be used for
purposes such as panelling, roofing, lock forming, etc.’
1.
t-41
ReprographyU nit, BE, New Delhi, IndiaAMENDMENT NO. 3 DECEMBER 1998
TO
1s 277:1992 GALVANIZEDSTEELSIIEETS(I'LAIN
ANDCORRUGATED)-SPECIFICATION
( FtQlh Revision) ’
( Page 1, clause 2 ) - Substitute the following for the existing clause: *
2 KEIWWNCES
The following Indian Standards are necessary adjuncts lo this standard:
IS No. We
513 : 1994 Cold-rolled low carbon steel sheets and strips ( founlt
revision’)
1079 : 1994 Hot-rolled carbon steel sheet and strip (f@Ir revision)
1956 Glossary of terms relating to iron and steel: Part 4 Steel
(Part 4) : 1976 sheet and strip (firer revision )
2629 : 1985 Recommended practice for hot dip galvanizing on iron
and steel (/irsf revision )
6745 : 1972 Methods for determination of mass of zinc coating on zinc
ccated iron and steel articles
a
8910 : 1978 General technical delivery requirements for steel and stec2
products
13229 : 1991 Zinc for galvanizing
ePage 1, clause 5.1) -Substitute the following for the existing:
5.1 The base metal of plain glavanized sheets and coils shall conform to grade 0 ,
and for lock forming quality it shall conform to grade D of IS 1079 : 1994 or
1s 513 : 1994 as the case may be. The test for base metal shall be verified on
samples of galvanized sheet or strip after stripping off the zinc coating. For
corrugated sheets, the maximum phosphorous content may be 0.09 percent.’
(Page 1, &use 5.2 ) -Substitute the following for the last line of the para:
‘Zinc ingots used for galvanizing shall confomt to grade Zn 98.50 of IS 13229 :
1991.”
1Amend No. 3 to IS 277 : 1992
(Pugt.1, c@se 6 ) y Substitute *e fo!lo~ing for tpc +sting clause:
‘6 CL4!WFICATION
-
l+na inclrl ol gnlvsnlzcj~l~la sbects and coils aa well II cornrgttd alrtcla nre
classified as per Table 1.’
( Page 1, Table 1, column heading 3, he 2 ) - Substitute ‘d BW Metal’ for
‘of Rm hlatu-hl’.
Reprography Uni&~BlS,N ew Delhi, India
2
c~
AMENDMENT NO. 4 MARCH 2002
TO
IS 277:1992 GALVANIZED STEEL SHEETS (PLAIN
AND CORRUGATED )— SPECIFICATION ...-..—.
{F* Revision ) r
[ Page 1, clause 5.2 ( see also Amendhent No. 3 ) ] — Substitute the ~
following forthelastlineofthepsm
i 1
! I
‘Zinc ingots used for galvanizing shsll conform tosny of the grades speeified in
IS209:1992 orIS 13229:1991’.
(MTD4)
Rqxc)gmphy Unit,BIS,NewDEW.IndiaAMENDMENT NO. 5 NOVEMBER 2002
TO
IS 277:1992 GALVANIZED STEEL SHEETS ( PLAIN AND
CORRUGATED )— SPECIFICATION
(F#th Revision)
(Foreword) — Insert the following before last para:
‘For all the tests specified in this standard (chemical/physical/others), the method
as specified in relevant ISO standard may also be followed as an alternate
method.’
(MTD 4)
Reprography Unit, BIS, Ncw Delhi, Inclki
.
.,
|
7509.pdf
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IS 7509 : 1993
(Reaffirmed1999)
Edition2.1
(1999-04)
Indian Standard
THERMAL INSULATING CEMENTS —
SPECIFICATION
( First Revision )
(Incorporating Amendment No. 1)
UDC 662.998:666.946
© 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 2Thermal Insulation Materials Sectional Committee, CHD027
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Thermal Insulation Materials Sectional Committee had been approved by the Chemical
Division Council.
The material covered by this standard is in the form of dry powder, intended to be mixed with a
suitable proportion of water, applied as a plastic mass, and dried in place, for use as insulation and
not as a finishing cement.
The standard covers the specification of thermal insulating cements for use at limiting
temperatures up to 350°C, 750°C and 950°C. Typical materials used are:
TYPE 350
a)Hydrated magnesium carbonate and/or hydrated calcium silicate with suitable reinforcing
fibres.
b)Predominantly mineral wool fibres with suitable proportion of heat resistant binders.
TYPE 750
Hydrated calcium silicate and/or diatomaceous earth (silica) with suitable proportion of heat
resistant binders and reinforcing fibres.
TYPE 950
Exfoliated vermiculite and/or diatomaceous earth (silica) with suitable proportion of heat
resistant binders.
After the publication of IS7509:1974 Thermal insulating cement (type 750), IS 7510:1974
Thermal insulating cement (type 350) and IS9350:1980 Thermal insulating cement (type 950)
covering thermal insulating cements for the range from 350°C to 950°C — the Committee decided
to amalgamate the three standards into one.
The Committee responsible for the preparation of this standard is given at Annex B.
This edition 2.1 incorporates Amendment No. 1 (April 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 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 7509 : 1993
Indian Standard
THERMAL INSULATING CEMENTS —
SPECIFICATION
( First Revision )
1 SCOPE 3 TERMINOLOGY
This standard prescribes requirements and 3.1For the purpose of this standard, the
method of sampling and test for thermal definitions of terms, symbols and units given in
insulating cements for use at temperatures up IS3069:1965 and the following shall apply.
to 950°C.
3.1.1Consistency of Wet Mixed Thermal
2 REFERENCES Insulating Cement
The following Indian Standards are the The degree at which it resists deformation due
necessary adjuncts to this standard: to the application of outside force.
IS No. Title 4 TYPES
3069:1965 Glossary of terms, symbols and The material shall be of three types, viz,
units relating to thermal Type 350 for use of temperatures up to
insulation materials 350°C,
3346:1980 Method for the determination of Type 750 for use of temperatures up to
thermal conductivity of thermal 750°C, and
insulation materials (two slab
Type 950 for use of temperatures up to
guarded hot plate method)
950°C.
(first revision)
4905:1968 Methods for random sampling 5 REQUIREMENTS
5724:1970 Methods of test for thermal 5.1The material shall be in the form of dry
insulating cements powder and/or granulated aggregate.
9490:1980 Method for determination of 5.2The material shall conform to the
thermal conductivity of requirements given in Table 1 when tested in
insulation materials (water accordance with the methods referred to in col 6
colorimeter method) of the table.
Table1 Requirements of Thermal Insulating Cements
Sl No. Characteristic Requirements Method of Test, Ref
to Cl in IS 5724:1970
Type 350 Type 750 Type 950
(1) (2) (3) (4) (5) (6)
i) Service temperature 350°C 750°C 950°C —
ii) Consistency, percent 5
a)Method A 35 to 45 35 to 45 —
b)Method B 175 to 230 175 to 235 —
iii) Dry covering capacity m2, 17.5 20.0 14.0 6
1cm, in thickness per
100 kg of dry cement, Min
iv) Compressive strength at 5 3.5 3.5 5.0 7
percent deformation,
kg/cm2, Min
v) Volume change (shrinkage) 25 25 30 6
upon drying, percent, Max
vi) Linear shrinkage (length) 2.0 3.0 3.0 9
after heat soaking at service
temperature, percent, Max
vii) Dry adhesion to steel, 0.35 0.35 0.50 10
kg/cm2, Min
viii) Thermal conductivity IS9490:1980/IS3346
W/mK, Max : 1980
Mean Temp, °C
100 0.09 0.07 0.14
200 0.11 0.09 0.16
300 — 0.11 0.18
400 — — 0.20
1
IS 7509 : 1993
6 PACKING AND MARKING b)Net mass of the contents;
6.1 Packing c)Name and type of the material;
The material shall be packed as agreed to d)Amount and method of adding water,
between the purchaser and the supplier. method of curing and drying; and
However, polyethylene bonded hessian bags or
e)Batch number and year of manufacture.
paper lined hessian bags are generally used.
6.2 Marking 7 SAMPLING
Packages shall be legibly and indelibly marked The method of drawing representative samples
with the following information: of the material and criteria for their conformity
a)Indication of the source of manufacture; shall be as prescribed in Annex A.
ANNEX A
(Clause 7)
SAMPLING OF THERMAL INSULATING CEMENTS
A-1 SCALE OF SAMPLING A-2 PREPARATION OF TEST SAMPLE
AND NUMBER OF TESTS
A-1.1 Lot
A-2.1From each of the bags selected according
All bags of insulating cement belonging to the to A-1.3 approximately equal quantity of the
same batch of manufacture, in a single material shall be taken and thoroughly mixed
consignment, shall be grouped together and to form a composite sample weighing not less
each such group shall constitute a lot. than 45kg which would be sufficient for
carrying out triplicate determination of all
A-1.2For ascertaining the conformity of the lot characteristics given in Table 1.
to the requirements of this specification tests
A-2.1.1The composite sample shall be divided
shall be carried out on each lot separately.
into three equal parts, one for the purchaser,
A-1.3The number of bags to be selected (n) another for the supplier and the third to be
shall depend on the lot size (N) and shall be in used as the referee sample.
accordance with Table 2. A-2.1.2These three parts of the composite
sample shall be transferred to separate sample
A-1.3.1These bags shall be selected at random.
bags. These bags shall be properly stitched and
In order to ensure the randomness of selection,
labelled with full identification particulars.
random sampling procedures given in IS4905:
1968 may be adopted. A-2.1.3The referee test sample shall bear the
seal of both the purchaser and the supplier. It
shall be kept at a place agreed to between the
Table2 Number of Bags to be Selected
purchaser and the supplier to be used in case of
for Sampling
any dispute between the two.
(Clause A-1.3)
A-2.2Tests for determination of all
characteristics given in Table1 shall be
Lot Size No. of Bags to be Selected
conducted on the composite sample.
(N) (n)
A-3 CRITERIA FOR CONFORMITY
Up to 25 1
A-3.1The lot shall be declared as conforming to
26 to 50 2
the requirements of this specification if all the
51 to 100 3
test results on the composite sample satisfy the
101 and above 4 corresponding requirements given in Table1.
2IS 7509 : 1993
ANNEX B
(Foreword)
COMMITTEE COMPOSITION
Thermal Insulation Materials Sectional Committee, CHD 027
Chairman
PROF B. C. RAYCHAUDHURI
B-138, Sarita Vihar, New Delhi-110044
Members Representing
SHRI K. N. AGARWAL Central Building Research Institute, Roorkee
SHRI S. C. AGARWAL Ministry of Energy, Dept of Power, New Delhi
SHRI J. P. KARDAM (Alternate)
SHRI M. P. CHITRE Indian Oil Corporation (R & P Division), New Delhi
SHRI SOVNATH (Alternate)
SHRI M. K. CHOURASIA Metallurgical and Engineering Consultants (India) Ltd, Ranchi
SHRI A. K. DASGUPTA Steel Authority of India Ltd, Ranchi
SHRI M. S. MUKHOPADHYAY (Alternate)
SHRI TAPAN DUTTA Petroleum Conservation and Research Assn, Dehra Dun
SHRI K. K. BHATNAGAR (Alternate)
SHRI R. N. GANJOO BASF India Ltd, Bombay
SHRI B. JOSHI (Alternate)
SHRI G. GHOSH Nuclear Power Corpn, Bombay
SHRI S. A. BOHRA (Alternate)
SHRI A. K. GUPTA Hyderabad Industries Ltd, Hyderabad
SHRI AJAY GUPTA U. P. Twiga Fibreglass Ltd, New Delhi
SHRI S. BANSAL (Alternate)
SHRI G. C. PANDIT Minwool Insulation Ltd, Bombay
SHRI L. N. BADRUKA (Alternate)
SHRI R. P. PUNJ Punj Sons Pvt Ltd, New Delhi
SHRI J. K. CHOPRA (Alternate)
SHRI G. R. RAJAGOPALAN Engineers India Ltd, New Delhi
SHRI R. V. RAMACHANDRAN Tata Consulting Engineers, Bombay
SHRI D. PADMANABHA (Alternate)
REPRESENTATIVE Desein Consultants Pvt Ltd, New Delhi
REPRESENTATIVE Ministry of Energy (Dept of Coal), New Delhi
DR H. C. ROY Projects & Development India Ltd, Sindri
DR. S. P. S. KHALSA (Alternate)
SHRI P. ROY Bakelite Hylam Ltd, Bombay
SHRI B. DUARI (Alternate)
SHRI R. SACHDEVA Directorate General of Technical Development, New Delhi
SHRI K. V. SINGH (Alternate)
SHRI R. SANKARAN BHEL, Hyderabad
SHRI S. K. KUNDU (Alternate)
SHRI S. S. PHOGAT (Alternate)
SHRI A. SHARIF FPG Ltd, Bombay
SHRI R. SRINIVASAN (Alternate)
SHRI R. K. SINGHAL NTPC, New Delhi
SHRI JADAV DATTA (Alternate)
SHRI N. SRINIVAS Lloyd Insulations (India) Pvt Ltd, New Delhi
SHRI C. P. KHANNA (Alternate)
SHRI NIMISH V. SURA Newkem Products Corporation, Bombay
SHRI V. A. SURA (Alternate)
SHRI T. UDAYA KUMAR PIBCO Limited, New Delhi
SHRI A. K. SEN (Alternate)
SHRI C. V. VENKATAKRISHNAN Beardsell Ltd, Madras
SHRI V. P. WASON National Physical Laboratory, New Delhi
SHRI K. N. BHATNAGAR (Alternate)
DR R. K. SINGH, Director General, BIS (Ex-officio Member)
Director (Chem)
Member Secretary
SHRI SANJAY GUPTA
Assistant Director (Chem), BIS
Thermal Insulating Cements, Castable and Performed Thermal Insulation Products
Subcommittee, CHD027:03
Convener
SHRI V. A. SURA Newkem Products Corporation, Bombay
(Continued on page 4)
3IS 7509 : 1993
(Continued from page 3)
Members Representing
DR K. N. AGARWAL Central Building Research Institute (CSIR), Roorkee
DR V. V. VERMA (Alternate)
SHRI C. S. ATHITHYAN BHEL (Corporate R & D), Hyderabad
SHRI S. K. KUNDU (Alternate)
SHRI S. KANNAN (Alternate)
SHRI M. P. CHITRE Indian Oil Corporation Ltd (Refineries & Pipelines Division),
SHRI SOVNATH (Alternate) NewDelhi
SHRI A. K. GUPTA Hyderabad Industries Ltd, Hyderabad
SHRI DINESH KUMAR (Alternate)
SHRI K. KARKUN PDIL, Sindri
SHRI PRANNAVASOURBAN Murugappa Morganite Ceramic Fibres Ltd, Madras
SHRI N. RAMANATHAN (Alternate)
SHRI R. P. PUNJ Punj Sons Pvt Ltd, New Delhi
SHRI J. K. CHOPRA (Alternate)
SHRI K. S. V. RAO Karnataka Explosives Ltd, Bangalore
SHRI V. N. PANGAL (Alternate)
REPRESENTATIVE Lloyd Insulations (India) Pvt Ltd, New Delhi
SHRI NIMISH SURA Newkem Products Corporation, Bombay
SHRI T. UDAYAKUMAR PIBCO Ltd, New Delhi
SHRI A. K. SEN (Alternate)
4Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the
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. CHD 02 (79539)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 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.
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1553.pdf
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IS 1553 : 1989
Indian Standard
DESIGNOFLIBRARYBUILDINGS-
RECOMMENDATIONS RELATING TO ITS
PRIMARY ELEM.ENTS
( Second Revision )
-
( Second Reprint DECEMBER 1992 )
.* *
UDC 727.82.011.2:022
8 BIS 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUB SHAH ZAFAR MARG
NEW DELHI 1 IO002
October 1989 Price Groop 5Planning, Byelaws and Dimensional Co-ordination !3ectional Committee, BDC 10
FOREWORD
This Indian Standard ( Second Revision 1 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.
This standard was first published in 1960 and revised in 1976. The present revision has been under-
taken with a view to updating its contents. In this revision, building design and construction aspect
has been incorporated in detail covering fire safety. The site location aspect has also been modified.
Libraries of all types are expanding at an enormous rate. Increase in demand for documents, official
policy and increase in literacy make this process inevitable. Since the development of new library takes
several years, the stock to be accommodated on the opening day, therefore, will be larger than was
estimated when the planning started. Therefore, it. is absolutely essential to estimate the areas of the
library building at a given future date and relate the requirements to that date. The additions and
alterations later are likely to cause fire hazards.
The recommendations made in this standard may not, however, ~meet all the situations that may
arise in ‘individual cases and it may become necessary to ~deviate from the provisions of this standard
or suitably adapt them to meet such situations.
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 1553 : 1989
Indian Standard
DESIGN OF LIBRARY BUILDINGS -
RECOMMENDATIONS RELATING TO ITS
PRIMARY ELEMENT-S
( Second Revision )
1 SCOPE c) College Library ( CL ), and
d) School Library ( SL ).
1.1 This standard covers the recommendations
relating to primary elements in the design of NOTE - Recommendations relating to Primary
elements in the design of school library buildings
library buildings.
are separately covered in IS 8338 : 1976.
1.2 This standard does not provide recommenda- 4.3 Institutional Library ( IL ) ( Other than Aca-
tions for the types of libraries for special classes demic Library )
of users, such as, library for the blind, field library
a) Library of a Research Laboratory ( RLL ),
( military ), etc, for which requirements will -have
to be separately worked out. b) Industrial Research Library ( IRL ),
2 REFERENCES c) fiynment Departmental Library ( GDL ),
2+l The Indian Standards listed in Annex A are
necessary adjuncts to this standard. d) Library for Professional Institutions ( LPI ).
3 BASIC PRINCIPLES FOR DESIGN 4.4 Dormitory Library
NOTE-The essential function of a dormitory
3.2 This standard has ‘open access’ libraries in library is to store readinq materials weeded out by
view as the design for, ‘open access’ will also suit any smgle large library and,‘or by different service
the ‘closed system’ whereas the converse is not libraries in a region or a state. It is not a service
library. Whenever any reading material stored in a
true. A note on basic principles of design is given
dormitory library is required by a reader, it will be
in Annex B indicating the factors to be taken into
sent on to his service library.
account in the design of a library building.
5 LOCATION
4 CLASSIFICATION OF LIBRARIES
5.1 The proper location of a library will substan-
4.0 For the purpose of this standard, libraries tially influence the extent to which its services
have been grouped into the following categories. will be made-use of by the reading public. The
location of a library should be such that it is con-
4.1 Public Library ( PL )
veniently accessible to those it is designed to
serve. The,site selected for building should satisfy
a) National Library ( NL ),
the following norms:
b) State Library ( SL ),
a) Adequate separation ( about 10 m ) should
c) City Library ( CL ), preferably be available between the
d) District Library ( DL ), and building and the other neighbo#uring
buildings.
e) Branch Library ( BL ).
b) The site shall not be in the immediate
NOTE - Librachine or mobile or travelling library
is covered separately in IS 2661 : 1978. neighbourhood of any hazardous
occupancy.
4.2 Academic Library ( AL )
C) The site shall abut on a road of not less
a) University Library ( UL ), than 12 m width. One end of the road shall
join another road of the same width and
b) Departmental Library ( DL ), the road shall not have a dead end.
1IS 1553 : 1989
d) Adequate supply of watar is assured for 52.4 Dormitory Library
fire ‘fightine purposes.
e) A public fire brigade is within easy A dormitory library may be located in an area
running distance from the site. where land is inexpensive and available for future
5.2 The following general considerations shall extension. It shall have unobstructed access all
apply in regard to the location of different kinds the year round from the service library concerned.
of libraries.
6 SIZE OF LIBRARIES
5.2.1 Public Library
A public library shall be centrally situated along 6.1 The size of different libraries wiH vary with
with other community buildings. the volume of the service to be rendered.
52.2 Academic Library
An academic library shall be located centrally 7 ROOMS REQUIRED IN EACH TYPE OF
with respect to class rooms, research rooms and LIBRARY
laboratories. There shall be convenient access from
these for the library. 7.1 Essential rcoms required to be provided for
different types of libraries are given in Table 1.
52.3 Institutional Library
The size of the rooms shall dependupon the actual
An institutional library shall be located centrally requirements in each case. The general require-
with respect to the work places of its members. ments for sizes are however given in Table 1.
Table 1 Rooms Required for Different Types of Libraries
( Cluzrses 7.1 and 7.3 )
Sl Room Normally Separate Public Library Academic Institu- Dormi-
No. --- h -- Library tiokal tory
NL SL CL DL BL’ ~_‘h___ Library Library
UL DL’
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (111
i) Smk room R R R R R R - R R
ii) C.ltnlogue room R R R R R R -- R -
iii) General reading room R R R R R R R R
iv) Periodicals reading room R R R - - R - R -
v) Special reading room R R R - - R - -
vi) Research cubicles R R R - - R - - -
vii) Group study room R R R - - R -- -
viii) Seminar room R R R - R - - -
ix) Conference room R R R - - - -
x) Exhibition room R R R R - R - - -
xi) Librarian’s room R R R R R R - R -
xii) Deputy librarian’s room R R R R - R -- R
xiii) Technical staff room R R R R - R - R
xiv) Administrative staff room R R R R - R - -
xv) Committee room R R R R - R - - -
xvi) Display space at entrance R R R R - R - -
xvii) Night watchman’s room R R R R R R - - R
xviii) Microfilm reading room R R R - - R - R -
xix) Document reproduction room R R R R - R - R -
xx) Computer cell room R K .- - - R - R -
xxi) Audio-visual room R R R R - - - - -
xxii) Store room R R R R R - R R R
‘R’ indicates required.
I--’ indicates not required.
2IS 1553 : 1989
7.2 Where necessary, two or more users may be 10.2 The catalogue room should be like an ante-
accommodated in one room depending upon the room to the stack room on the way from the
size and the kind of library and the intensity to general reading room to the stack room.
its use.
10.3 The general reading room should be close
7.3 Additional rooms may be added to those given to the entrance.
in Table 1 to meet special needs, such as, repro-
graphy, music library, map library, etc. 10.4 Periodicals room may be further removed
from the general reading room. But independent
8 ORIENTATION OF LIBRARIES access to it shall be possible when the other
rooms in the library are closed.
8.1 For orientation, reference shall be made to
IS 7662 ( Part 1 ) : 1974. 10.5 Special reading rooms may be still further
removed from the general reading room..
9 CIRCULATION
10.6 The librarian or the deputy librarian should
9.1 Each floor of the library building shall be at
have his room in close proximity to the general
one single level to facilitate the movement of book
reading room.
trolley from one part to another. Thresholds shall
not be provided anywhere inside the building.
10.7 The rooms of the technical and administra-
tive staff should be placed in close proximity to
9.1.1 The movement of the book trolley from one the rooms of the librarian and the deputy
tier to another where there are three or more librarian.
tiers in the stack room, should be through elect-
ric lifts provided within the stack room with 10.8 The technical staff shall have independent
landing at every tier of the stack room and at access to the stack and ‘catalogue areas.
other connected adjacent rooms. In large libraries
where quick mechanical carriage of books and 10.9 The cubicles, the rooms for group study, the
related materials are required, special arrange- committee room, etc, may be in a separate wing
ments, such as, pneumatic tubes and belt conve- or a separate floor.
yors may become necessary. This may require to
be considered at the initial stages of design of the 10.10 The exhibition room may be combined
library and its building. with the entrance lobby or placed as close to it
as possible.
9.1.2 The rooms shall be arranged in such a way
that the staff other than those servicing the read- 11 SIZES OF ROOMS, GANGWAYS AND
ing room shall not-have to pass through the read- POSITION OF GAKGWAYS
ing room disturbing the readers.
11.1 Gangways
9.2 Control Region
Gangways are not only essehtial for efficient
Entrance to the ltbrary building and exit from it functioning of the library but also to allow easy
shall be only through the counter enclosure in the access/passage to firemen to various parts of a
general reading room at the point of ~entrance room/building. The minimum clear width of
from the entrance lobby. gangways shall be as follows:
9.2.1 The control region shall be so arranged as a) Longitudinal gangway not less than 1 m,
not to permit any contact between a person in
the reading room and a person in the entrance or b) Cross gangway not less than 1’35 m, and
exit gangway.
c) End ‘gangway ( between the end wall and
9.3 All the other open areas resulting between the nearest row of racks/reading table ) not
stack room and the wings of the main building less than 1’325 m.
shall be properly enclosed with a view to ensuring
the safety of books. 11.1.1 All gangways shall be maintained clear
without any obstruction whatsoever, at all times.
10 RELATIVE POSITIONS OF ROOMS No books, records or furniture or any other
article shall be placed in a gangway.
10.1 The stack room should be so placed that it
is easily accessible from and proximate to every 11.1.2 A tvpicil arrangement of gangways is
part of the library. illustrated in Fig. 1.
3W W VI, ‘ViJ w
m
4’ I-
4: tl.3 25-r
f
t
I
I
I
-RACKS -RACKS-
Y
I
cI
-r
.
W = Windows.
AI1 dimensions in, metres.
FIG.I PARTLAYOUTOFSTACKROOM(ILLUSTRATIVE)
11.2 The dimensions of stack room should be as NOTES
follows ( see also Fig. 1 ):
I The centre-to-centre distance between consecu-
a) Clew Length in Metres, 1’80 n + 3’10
tive racks is 1.80 m ( on the basis of 0*45m of rack
where n is the number of rows of book depth phrs 1.35 m ofcross gangway width ).
racks*.
2 The distance from an end wall of the stack room
*Each unit book rack 2 m long may be assumed to to the centre of the nearest row of racks is 1’55 m
house 700 to 750 volumes and 1 m2 of stack room ( on the basis of 1-325 m of the end cross gangway
area may be assumed to house 150 volumes. plus O-225 m of half rack depth ).
4IS 1553 : 1989
b) Clear Width c) Clear Height
1) 3 m ( on the basis of &lr ack, 2 m long Floor to ceiling, 2’40 m.
plus one longitudinal gangway of lm)
close to a longitudinal wall; NOTES
2) 5 m ( on the basis of 2 racks, each 2 m 1 The height of the rack is 2.20 m and allowance
long plus one longitudinal gangway of for bay guides is 0.20 m.
1 m ) close to a longitudinal wall;
2 The stack room should be combined with neces-
3) 8 m ( on the basis of 3 racks, each 2 m sary devices for effective ventilation.
long plus two longitudinal gangways of
I m each ) close to each of the longitu- 11.3 Reading Room
dinal walls; and
The average area per reader in the reading room
4) 10 m ( on the basis of 4 racks, each 2 m
should be 2’33 m2, Min. An illustrative layout of
long plus two longitudinal gangways of
the reading room is shown in Fig. 2.
1 m each ) close to each of the longitu-
dinal walls.
NOTE -The size of the reading table as shown in
NOTE - Three metres and five metres width are Fig. 2 is 24 m x O-6 m. The centre-to-centre, dis-
generally used only in the case of stack spaces as tance between two consecutive rows of reading
the stack room and the reading room may be com- room tables is l-8 m with seating arrangement on
bined into a single room in such cases. one side of the table only.
CI
1
W W W Vf W
1! E 1 Cl3 a - Ia
D D D D
0 0 D a a a
D
D D a a a
D 0
D D a a a
D D
a a a
D 0 D
D
a
D 0 0 P cl
D
TABLES 1 CHAIRS\
10 a
1D a
D a
a
D
a
0
0 cl
-I
W W W W
1 45 w w
16-O ___-
W = windows.
All dimensions in metres.
FIG. 2 ILLUSTRATIVE LAYOUT OF READING ROOM
5IS 1553 : 1989
11.4 The sizes of the other rooms shall normally 12.2.1.4 Each stack room shall be so oriented as
be as follows: to avoid direct sun ( through windows, etc ),
For Use of Area 12.2.1.2 Relative position of each stack room,
m2 vi.%a-vis other rooms or buildings, shall be such
a) Librarian and deputy 30 that any fire outside the stack room cannot
librarian spread to it.
b) Classifier, cataloguer, 9 per person 12.2.1.3 Where the stack room has several tiers
accession librarian and of racks, each tier shall be separated from the
maintenance librarian succeeding one by a non-combustible floor. The
intervening floors must not have any apertures
4 Secretary to the librarian 9
in them. Any arrangement where the book racks
4 Visitor’s room 15 extend through several floor levels and the stack
floors are merely platforms, which provide a
4 Administrative and pro- 5 per person
walkway through the stacks and result in slot-
fessional staff not at ser-
like openings between the stacks and the walk-
vice points and other than
ways, shall be strictly avoided to prevent rapid,
those mentioned in (b)
uninterrupted upward spread of a possible fire.
f) Group discussion room 2 per person
12.2.1.4 Each stack room shall be divided into
g\ Conference room 2 per person compartments so that no single compartment
shall have a floor area exceeding 400 m”. Where
h) Sen$nar room 2 per person
possible, the area of each compartment may be
j) Committee room 2 per person further reduced.
k) Cubicles 7 per person
12.2.1.5 Each compartmentation wall shall be
11.5 Dimensions of rooms other than those entirely of non-combustible construction with a
mentioned in 11.2 to 11.4 are _to be determined fire resistance rating of not less than two hours.
according to local needs. No opening shall be providqd in any compart-
mentation wall except for a door, if unavoidable.
12 BUILDING DESIGN AND CONSTRUCTION In all such cases, the door shall be a self closing
fire/smoke check door with a fire resistance tat-
12.1 Building design and construction should
ing of not less than one hour.
take into account the following aspects specially
to ensure fire safety at the design and construc-
12.2.1.6 Windows in the side walls of the stack
tion stage itself. The site shall be large enough to
room shall be opposite each cross gangway. Each
ensure that:
window shall be provided with glazed shutters
and additionally protected w~ith wire fabric. The
4 adequate passageway ( not less than 6 m
wire fabric shall be of suitable mesh to prevent
wide ) and clearances required for fire
squirrels, rats, etc, from passing through. The
appliances to. enter the premises is pro-
glazed shutter, when-fully open, shall not project
vided; the width of the main entrance shall
jnto the gangway.
be not less than 4’5 m; if an arch or co-
vered gate is constructed, it shall shave a
12.2.1.7 Each stack room shall be at the same
clear head room of not less than 5 m;
level as the test of the floor served by it.
The stack room shall not be provided with any
b) Separate open spaces are available to park
threshold.
cars and/or other vehicles in addition to
( a ); and
12.2.1.8 In multi-storeyed buildings where lift(s)
c) a clear passageway of 6 m width is main- may be required for vertical movement of
tained contiguous to and around the build- books/records, the lift(s) shall be electrically
ing. operated with landing at each level in the stack
room. The lift(s) shall have solid non-combu-
12.2 Building Design
stible doors w’iith a fire resistance rating of 2
12.2.1 Stack Room hours and shall not be used as passenger lift(s).
Where passenger lift(s) are required, these shall
This is the most important and valuable feature be installed separately and away from the stack
of any library. It is, therefore, essential that it is rooms.
suitably compartmented, both horizontally and
vertically, to ensure that fire in any compartment 12.2.1.9 Stack room shall be so designed that it ,
cannot spread to other compartments. cannot get flooded and rain water cannot enter
6IS 1553 : 1989
it through windows, ventilators, etc. The property and adequate space for internal roads,
room shall be damp-proof. car park, water sources for fire fighting and an
incinerator.
12.2.1.10 All services, such as, lighting and elec-
trical fittings, air-conditioning, sound insulation, 12.2.5.1 Entry gate to the compound shall have a
etc, as may be necessary, shall be considered at clear width of not less than 4’5 m.
the initial stages of design of the library and its
building. 12.2.5.2 Paved access-ways shall be provided
within the compound to enable vehicles to have
12.2.2 Reading Room
access to parking areas and fire appliances to
have access to water sources and the various
As far as possible, the reading room shall be
buildings in the complex. Each of these access-
designed to admit natural light but where this is
ways shall be not less than 5 m in width. Turn-
not possible, adequate iliumination shall be pro-
ings shall be widened and hard standing(s)
vided to enable readers to use the facility without
provided, where necessary, to ensure easy mano-
any strain on their eyes and also without any
euvrability of fire appliances.
glare. Consideration may be given to the installa-
tion of fixed table lights. If any reading room is
12.2.5.3 Parking area for cars and,‘or other ve-
accessible directly from the outside, all windows
hicles shall be placed well away ( not less than
and ventilators shall be provided with wire fabric
6 m clear ) from any building.
of suitable mesh to prevent rats, squirrels, etc,
from passing through. In addition, glazed shutters
12.2.5.4 Location of the incinerator, shall be well
shall also be provided.
away from any building or adjacent property.
Where necessary, a suitable fire resisting enclosure
12.2.3 Cataloguc Room
of suitable height shall be provided for the incin-
Because of its importance and proximity to the erator to ensure its fire separation from buildings.
stack room, it is essential that the various design
12.2.5.5 Paved surface shall be provided up to a
aspects given for stack room are also complied
distance of 3 m around each building so as to
with for the catal<)guc room.
prevent the growth of grass or other vegetation
i2.2.4 O&r Rooms in that area.
12.2.6 Undergrout?d and Windowless Buildings
Other rooms may be located according to conve-
nience of use in relation to the day-to-day
Buildings or portions of buildings that are
working. Some examples are given here.
completely underground, or largely so, or are
windowless, or are completeiy ventilated by
12.2.4.1 Rooms in pfoximity of or directly com-
mechanical means do offer advantages in control-
municating with the catalogue room and the
ling temperature, humidity and air pollution but
stack room shall he fitted with self-closing fire/
such buildings pose special problems for fire
check doors of not less than 1 h rating.
extinguishment and life safety in the event of a
12.2.4.2 All windows and ventilators in the rooms fire. The problems are accentuated if there is a
accessible from outside shall be provided with failure of power supply which may impair the
wire fabric to prevent books, periodicals, etc, being, lighting and ventilation system. Such buildings
passed out through them. are, therefore, not recommended.
12.2.4.3 Canteen for the readers and the staff 12.2.6.1 Where it is unavoidable to house library
shall preferably be placed in an independent buil- in buildings identified above, the following pro-
ding well separated from other buildings. Where visions shall be made:
this is not possible, the canteen kitchen shall be
a) Alternative means for safe venting of heat
isolated from the adjoining rooms by fire resisting
and products of combustion,
walls of not less than 2 h rating, fitted with self-
closing fire check doors of not less than I h
b) Adequate roof ventilation,
rating. In any .case, the canteen shall not be
placed in proximity of the catalogue.and the stack cl Means for safe emergency evacuation of
rooms. persons who may be present in the build-
ing at the time of a fire,
12.2.5 Compoutld
d) Means of access for the fire brigade to the
A compound with adequate open space all round fire area. Consideration may be given for
the buildings shall be provided to ensure adequate this purpose to the provision of ‘knock-
separation of buildings from the adjoining out’ panels, located to permit direct access
7IS 1553 : 1989
to well-maintained aisles within the build- -accordance with the requirements laid down in
ing. IS 1172 : 1983.
e) Automatic fire detection and alarm system, 13.2 Adequate provision should be made for
and canteen, rest rooms for the readers and the staff,
parking area, first aid room, etc, where necessary.
f) Automatic sprinkler system ( in addition
to the automatic fire detection system ). 13.3 Suitable provision for suspending bay guides
from the ceiling of each tier of the stack room
12.3 Building Construction should be made.
For example, at a depth of about 50 mm from the
Building/compartment of a building for housing
ceiling of each tier of the stack room and at a
books/valuable; vital and permanent records shall
distance of about 50 mm from both sides of a
have a fire resistance equal to not less than that of
row of book racks, a rod may be run from wall
Type-I construction, as specified in IS 1642 : 1988
to wall of the stack rooms, so that frames hold-
and shall comply with the following minimum
ing the bay guides may be suspended and slid
requirements:
along.
4 Use of combustible materials shall be ayoid-
13.4 Requirements for the use of library for
ed in the construction of the building/
night reading, where needed, may be kept in view
compartment .or any portion thereof, in-
iyhen rl;signing a library.
cluding the floor, roof, lining, surface finish,
doors and windows. 13.5 Adequate consideration shall be given to
protect the area of the library from dust, damp-
b) Each compartment/room for storage of
ness, insects, rodents, etc.
books/records shall be effectively segregated
from other compartments/rooms and from
13.6 For details of fire protection and safety,
other portions of the building, both laterally
reference shall be made to IS 11460 : 1985.
and vertically. For this purpose, openings
between floors in multi-storeyed buijdings
14 LIGHTING AND OTHER ELECTRICAL
shall be protected so that a fire on one
POINTS
floor cannot spread to the floors above or
below. Stairways, lifts and cable/pipe 14.1 For details of principles and practices govero-
shafts shall be. properly enclosed or pro- ing good lighting of libraries, reference shall be
tected so that openings do not detract from made to IS 2672 : 1966 which also recommends
the ability of the floor assembly to resist the levels of illumination to be achieved by gene-
passage of fire. The separating walls/en- ral principles of lighting. For daylighting, refer-
closures, including enclosures for all verti- ence shall be made to IS 7942 : 1976.
cal openings, such as, stair-wells, shall have
a fire resistance of not less than that of 14.2 The general lighting shall be such as would
Type-I construction, as speciEed in IS easily suffice the reader at the desk and between
1642 : 1988 with all openings protected by the aisles of the stacks when looking for a
Ere check doors of not less than one hour volume.
Ere resistance.
14.3 While locating fan points and light points,
c) Floors/stagings in storeyed buildings or care shall be exercised to see that the intervention
specially built records facilities shall not of the shadow of the blades of the revolving fan
be grated or perforated because such cons- does not further worsen the flickering effect of
truction aids the rapid vertical spread of the fluorescent lighting.
fire.
14.4 Adequate provision of plug points for ser-
d) Roofs of buildings/compartments housing vicing with vacuum cleaners, sprayers, etc, should
books/records and floors of storeyed record be provided at appropriate areas.
storage facilities shall be leakproof. Cn the
latter case, adequate drainage must be 14.5 Emergency lighting shall be provided at
provided at all floor levels to prevent accu- suitable points, for example! staircases, reading
mulation of water durinp fire fighting room, gangways, control region and bathroom.
operations,
15 NOISE CONTROL
13 OTHER SERVICES AND AMENITIES
15.1 Internal noise consisting generally of con-
13.1 Water closets,. urinals, wash basins and versation, frictional noise ( chairs scrapping the
other similar faclhties shall be provided in floor and the impact of heels on hard floor ) and
8IS 1553 : 1989
mechanical noises ( from book hoists and type- 15.3 For details of methods for achieving noise
writers ) shall be controlled effectively, for exam- reduction and sound Insulation, reference shall be
ple, by using noise absorbing materials in ceiling, made to IS 1950 : 1962.
walls, floors and partitioning surfaces.
16 AIRCONDITIONISG
15.1.1 All legs of movable furniture should be 16.1 Provision for airconditioning to maintain
provided with rubber shoes. The book trolleys uniform temperature of 22kl”C and relative
should be with rubber tyres. humidity at SO & S percent round the clock
throughout the year for at least the storage space
15.2 The maximum acceptable noise level in a where rare books, manuscripts and similar
library should be 40 to 45 dB. irreplaceable materials are stored, shall be made.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
IS 1172 : 1983 Code of basic require- IS 7662 (Part 1) : 1974 Recommendation for
ments for water supply, orientation of buildings :
drainage and sanitation Part 1 Non-industrial
( third revision ) buildings
IS 1642 : 1988 Code of practice for fire
IS 7942 : 1976 Code of practice for
safety buildings
daylighting of educational
( general ) ofDetails of con-
buildings
struction ( jirst revision )
IS 1950 : 1962 Specification for sound IS 8338 : 1976 Recommendations rela-
insulation of non-industrial ting to primary elements
buildings in the design of school
library buildings
IS 2661 : 1978 Specification for mobile
library van (first revision )
IS 11460 : 1985 Code of practice for fire
IS 2672 : 1966 Code of practice for safety of libraries and
library lighting archives
ANNEX B
( Clause 3.1 )
BASIC PRINCIPLES OF DESIGN
B-l MONUMENTAL VERSUS FUNCTIONAL in a library building.
B-2 DESIGN FOR OPEN ACCESS
B-l.1 Whenever a conflict arises between monu-
mental and functional design and one of these B-2.1 A library buildingdesigned for ‘open access
has to give way to the other, the functional re- system’ can also serve a ‘closed system’ but the
quirements ,should be given greater weight in the converse is not true. Therefore and in view of
design of the library building, This would parti- the world trend towards ‘open access system’, the
cularly indicate the undesirability of having cir- design for a library building should be as for
cular, square, butterfly and similar type of design ‘open access’.
9IS 1553 : lYR89
B-2.1.1 The following are some of the implications the back of~the readers sitting in a line at
of this: right angles to it.
a) One entrance and one exit should be pro- h) Provision should be made for research
vided for the public at the counter so as cubicles, one for each reader, to have a
to be under the control of the circulation quiet enclosure, all for himself, in which
staff within the counter enclosure. he can keep. his reading materials for
several days.
b) It should be secured that there is no means
for passing of books between the readers B-3 DIMENSIONS
in the entrance or exit gangway and those
inside the library. B-3.1 The basic dimensions of a library building
shall be in multiples or submultiples of 100 mm
c) Doors and windows should be protected module. The dimensions concern every piece of
with wire fabric for safety of books. library furniture - the small primary charging
tray, the final charging tray, the primary work
d) The circulation within the building should box for the sections, the trays in the work tables,
be designed in such a way that the readers the work tables themselves, the catalogue cabinets,
are not distracted by the traffic and that the the book trolleys, the book racks, the window
catalogue room and the stack room are sills, the reader’s tables, the circulation counter,
within the closest reach possible from the the turnstile of the circulation counter, the height
counter. of the book rack, the height of the windows and
NOTE -The seating of the readers in any reading doors, etc. The dimensions of each of these
room should be such that no reader is made to face should register with one another. The cost of
the general or the main flow of traffic. production, servicing and replacement-will swell
unnecessarily if they do not all conform to
4 The height of a unit book rack should be
modular standard dimensions. Economy of space
such that the books in the topmost shelf
and comfort to reader are the deciding factors
can be .easily picked out by a person of
normal height standing on the floor. in fixing the various dimensions. Special attention
should also be given to economical storage and
f-1 Each window in the stack room should proper protection of books.
have the maximum possible area so as to
admit maximum possible natural light in B-3.2 Without prejudice to any further innovative
the cross gangway facing it. design, it should be possible to conform to the
principles of modular coordination, dry construc-
d Each window in a reading room should be tion, standardization and simplification of the
so placed as to throw sufficient natural light elements of a library building and its fittings and
on the reading table from the left and furniture.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indim
Stunalzrds Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products cohered 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.Bureauo f Indian Standards
BIS is a statutory institution established under the &rrcau 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 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 Indiaa 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 ascertam 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 10 ( 4393 )
Amendments Issned 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 05ces )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
North,ern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 60113 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.
Reprography Unit,BIS,New Delhi,India
|
14454.pdf
|
IS 14454 : 1997
IS0 4416 : 1981
[Superseding IS 10015 (Part 6) : 19831
gm?mTm-
Indian Standard
SIZE DESIGNATION OF CLOTHES -
WO-MEN’S AND GIRLS’ UNDEmRWEAR,
NIGHTWEAR, FOUNDATION GARMENTS
AND SHIRTS
ICS 61.020
@ BIS 1997
B-UREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1997 Price Group 3Apparels (Ready-Made Garments) Sectional Committee, TX 19
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 4416 : 1981 “Size designation of clothes- Women’s
and girls’ underwear, nightwear foundation garments and shirts” issued by International Organiza-
tion for Standardization (ISO), was adopted by the Bureau of Indian Standards on the recommen-
dation of the Apparels (Ready-Made Garments) Sectional Committee and approval of the Textile
Division Council.
This standard supersedes IS 10015 (Part 6) : 1983 to align National Standard with the corresponding
International Standard.
Technical Corrigendum to the above International Standard has been incorporated in the text.
The text of IS0 standard has been approved as suitable for publication as Indian Standard without
deviations. Certain conventions are, however, not identical with those used in Indian Standards.
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 (J has been used as a decimal marker in the International Standard, while in the
Indian Standards, the current practice is to use a point (.) as the decimal marker.
In this Indian Standard the.following International Standard is referred to. Read in its place the
following:
International Standard Indian Standard Degree of
Correspondence
IS0 3635 : 1981 Size designation of IS 14453 : 1997/lSO 3635 : 1981 Size Identical
clothes - Definitions and body designation of clothes - Definitions
measurement procedure and body measurement procedureIS 14454 : 1997
IS0 4416 : 1961
Indian Standard
SIZE DESIGNATION OF CLOTHES -
WOMEN’S AND GIRLS’ UNDERWEAR,
NIGHTWEAR, FOUNDATION GARMENTS
AND SHIRTS
0 introduction 2 Reference
This International Standard is one of a series which deals This International Standard should be read in conjuction with
essentially with the size designation of clothing, and is not the following International Standard :
directly concerned with sizing systems as such.
IS0 3635, Size designation of clothes - Definitions and body
The primary aim of this and other International Standards in measurement procedure.
this series, is the establishment of a size designation system
that indicates (in a simple, direct and meaningful manner) the
3 Definitions
body srLe of the woman or girl that a garment is intended to fit.
Provided that the shape of her body (as indicated by the ap-
For the purpose of this International Standard, the definitions
propriate dimensions) has been accurately determined, this
given in IS0 3635 and the following definitions apply :
system will facilitate the choice of garments that fit.
The size designation system is based on body and not garment 3.1 woman : A female person whose growth in height is
measurements. Choice of garment measurements is normally finished.
left to the designer and the manufacturer, who are concerned
with style, cut and other fashion elements, and who must make 3.2 girl : A female person whose growth in height is not yet
due allowance for garments normally worn beneath a specific
finished.
garment.
Definitions and body measurement procedure are prescribed in 4 Control dimensions
IS0 3635, which is applicable to all categories of clothing.
The control dimensions shall be as follows :
1 Scopt, and field of application a) Women’s garments covering the upper body only :
This International Standard establishes a system of designating Other than foundation Foundation
the sizes of women’s and girls’ underwear garments, garments garments
nightwear, foundation garments and shirts that are classified as
Bust girth 1) Underbust girth
a) covering the upper body only, or
2) Bust girth
b) covering the whole body, or
b) Girls’ garments covering the upper body only :
c) covering the lower body only,,
Other than foundation Foundation
and applies to civilian and uniform garmentslr. garments garments
Both the control dimensions on which the size designation I) Bust girth 1) Underbust girth
system is based, and the method of indicating the size designa-
tion on a garment label, are laid down. 2) Height 2) Bust girth
1) Examples of garments covered by this International Standard are given in the annex.
1IS 14454 : 1997
ISO 4416 : 1981
c) Women’s and girls’ garments covering the whole body:
Other than foundation garments
Foundation garments
1) Bust girth
1) Underbust girth
2) Height
2) Bust girth
3) Hip girth
d) Women’s and girls’ garments covering the lower body only:
Other than foundation garments Foundation garments
1) Hip girth 1) Waist girth
2) Hip girth
5 Size designation
5.1 The size designation of each garment shall comprise the consprcuously and In plainly legible form on a label, or on a
control dimensions (see clause 4). in centimetres, of the in- swing ticket, or on both. Pictograms shall be large enough to
tended wearer of that garment. Where practicable, the stan- ensure immediate understanding and numerals shall, in all
dard or the modified pictogram, as given in IS0 3635, should cases, be readily discernible.
be used as a means of indicating the size designation. Where it
is not practicable to use the pictogram, the control 6.2 Attachment
measurements shall be given, together with the descriptive
words such as bust girth, hip girth,etc., alongside, in the order The label or swing ticket shall be securely attached to the gar-
in which they are given in clause 4. ment and so positioned as to be easily readable.
NOTE - The above requirements shall not preclude the use, in excep- 6.3 Additional information
tional instances and as specified by the national standards organization
concerned, of
Information additional to the size designation may be separ-
a) size designations comprising only one or two of the applicable ately indicated on the label, or on the swing ticket, or on both,
control dimensions; provided that it does not in any way reduce the prominence and
conspicuousness of the size designation. Such additional infor-
b) size designations shown as a range by stating the minimum
mation may include a size code number, body measurements,
and maximum control measurements separated by an oblique
or garment measurements considered to cons.itute useful in-
stroke or hyphen.
formation.
5.2 Garment measurements shall not be incorporated in the
6.4 Examples of labels
size designation but, where considered of value, garment
measurements may be indicated separately (see 6.3).
The examples of labels given in figures 1 and 2 illustrate
methods of labelling that range from the simple indication on
the standard pictogram of the relevant control dimensions to
more elaborate forms that provide additional information, such
6 Labelling as a garment measurement or a size code number. Where the
size designation is supplemented by a size code number.
separation of the two, as illustrated, renders the size code
6.1 Method number readily recognizable as being part of a system of size
designation’adopted by a national or limited population group
The size designation of each garment shall be indicated clearly, only.
2IS 14454 : 1997
IS0 4416 : 1961
a) Girl’s tee-shirt
BUST GIRTH 76-80
or
HEIGHT 148
b) Girl’s gym suit
T
68
I
I
I or
~12
Q
c) Girl’s panties
4
or t HIP GIRTH 801
80
d) Girl’s uniform shirt
!f
I
o- I
64 or
I
0
122
Figure 2 - Examples of labels for girls’ wear garments
11 Examples of additional information included in accordance with 6.3.
4
YIS 14454:t997
IS0 4416:1981
Annex
Examples of relevant garments
A.1 Garments covering the upper body only b) Slips.
cl Foundation garments (corselets).
a) Shirts.
d) Nightwear (nightdresses, nightgowns, pyjamas).
b) Sport shirts, casual shirts, tee-shirts.
c) Vests.
A& Garments covering the lower body
d) Foundation garments (brassieres).
a) Knickers, panties, drawers, leg briefs.
A.2 Garments~covering the whole body b) Half slips.
a) Body suits, gym suits. c) Foundation garments (corsets, girdles).
5 -Bureau of Indian Standards
BIS is a statutory institution established under the Eureau 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
BJS 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.
of
Review 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. TX 19 ( 2676 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
& : . .
. -.._
:
’ . I
.
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 Z.afar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniklola ( 333377 8846 99,337 8951 2601
CALCUTTA 700054 26,337
Northern : SC0 335-336, &XtOT 34-A, CHANDIGARH 160022
1 6600 3280 4235
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113
1 223355 0125 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) X32 92 95,832 78 58
MUMBAI 400093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD: GIJWAHATl.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers. New Delhi, India
|
5409_2.pdf
|
IS : 5409 ( Part 2 ) - 1985
Indian Standard
SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS
AS SOIL AMENDMENTS
PART 2 LIMESTONE AND DOLOMITE
First Revision
( )
Soil Amendments and Reclamation of Problem Soils Sectional
Committee, AFDC 45
Chairman Representing
DR J. S. P. YADAV Indian Council of Agricultural Research, New Delhi
Members
DR M. S. BAJWA Punjab Agricultural University, Ludhiana
DR BRAJAN SINC+H( Alternate )
SRRI M. S. BAL Department of Agriculture, Government of Punjab,
Chandigarh
SHRI D. N. BHARC+AVA Indian Bureau of Mines, Ministry of Steel & Mines,
Nagpur
SHRI A. S. GOPALACRARI ( Alternate )
DR P. C. BRATIA Indian Council of Agricultural Research, New Delhi
SHRI D. C. DAS Joint Commissioner ( Soil Conservation), Ministry
of Agriculture & Rural Development, New Delhi
DR G. P. GUPTA ( Alternate )
DR N. C. DEBNATH Bidhan Chandra Krishi Viswa Vidyalaya, Kalyani
DR M. G. DESHPANDE Department of Agriculture, Government of
Karnataka, Bangalore
SHRI P. G. DIVE Hindustan Copper Ltd, Calcutta
SRRI P. CHOTJDRU~~(I Alternate )
DR C. P. GHONSIKAR Marathwada Agricultural University, Perbani
DR G. U. MALEWA~ ( Alternate )
DR R. N. GUPTA Department of Agriculture, Government of Uttar
Pradesh, Lucknow
DR K. L. JADAV Directorate of Agriculture, Government of Gujarat,
Ahmadabad
SHRI J. V. KALOKEE Directorate of Agriculture, Maharashtra State,
Bombay
SHRI A. B. MAHAJAN ( 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 be an infringement of copyright under the said Act.LS : 5409 ( Part 2 ) - 1965
( Continued from Page 1 )
Members Representing
SHRI M. A. KIIAYYAM Department of Agriculture, Government of Andhra
Pradesh, Hyderabad
SERI P. V. KRISHNA RAO ( Alternate )
SIIRI K. L. LUTHRA Pvrites, Phosphates & Chemicals Ltd, New Delhi
SHRI P. K. AWASTHI ( Alternate )’ _ _
DR K. T. MAHAJAN Rashtriya Chemicals & Fertilizers Ltd, Bombay
Dn MAHENDRA SINQR College of Agriculture, Haryana Agricultural
University, Hissar
DR S. C. MAHESWARI The Fertilizer Association of India, New Delhi
DR A. K. NATH Assam Agricultural University, Jorhat
DR M. M. PATEL Khar Land Development Board, Ahmadabad
Dil. N. D. PATIL Mahatma Phule Agricultural University, Rahuri
Dn K. P. RAJARAM Kerala Agricultural University, Trichur
SHRI P. JAYANTHA RAO Ministry of Petroleum & Chemicals
SHRI B. B. RORATW The Fertilizer Corporation of India, New Delhi
SHRI A. K. BINDAL ( Alttrnatc )
SHRI M. N. ROY Rajasthan State Mines & Minerals Ltd, Udaipur
DR M. B. SEN GUPTA Indian Agricultural Research Institute, New Delhi
DR D. N. SHARMA Chander Shekher Azad University of Agriculture &
Technology, Kanpur
SHRI Y. I<. SRARMA Rajasthan State Industrial Development & Invest-
ment Corporation Ltd, Jaipur
DR T. A. SIN~H College of Agriculture, G. B. Pant University of
Agriculture & Technology. Pantnagar
DR M. K. SINITA Rajendra Agricultural University, Patna
DR B. P. SAHI ( Alternate )
DR S. B. SINHA Jawaharlal Nehru Krishi Vishwa Vidyalaya,
Jabalpur
DR B. R. TRIPATF[I Himachal Pradesh Agricultural University, Solan
DR K. VENKATA RAJU A. P. Agricultural University, Hyderabad
SIXRIT . PURNANANDAM, Director General, IS1 ( Ex-oj’kio Member )
Director ( Agri & Food )
Secretary
SRRI N. K. GROVER
Deputy Director ( Agri & Food ), IS1
Soil Amendments for Acid Soils Panel, AFDC 45 : PI
Convener
DR B. R. TRIPATRI Himachal Pradesh Agricultural University, Simla
Members
SHR~ P. K. AWASTHI Pyrites, Phosphates & Chemicals Ltd, New Delhi
DR S. K. SARA ( Alternate )
DR N. C. DEBNATH Bidhan Chandra Krishi Viswa Vidyalaya, Kalyani
DR P. B. DESHPANDE University of Agricultural Sciences, Hebbal,
Bangalore
SHRI A. S. GOPALACHARI Indian Bureau of Mines, Nagpur
DR M. M. KOSHY Kerala Agricultural University, Mannuthy
2IS : 5409 ( Part 2 ) - 1985
Indian Standard
SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS
AS SOIL AMENDMENTS
PART 2 LIMESTONE AND DOLOMITE
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 August 1985, after the draft finalized by the
Soil Amendments and Reclamation of Problem Soils Sectional Commi-
ttee had been approved by the Agricultural and Food Products Division
Council.
0.2 Limestone and dolomite apart from being used in cement, steel,
foundry, chemical and glass industries, are also used as soil amendments
for correcting soil acidity.
0.3 This standard was first .published in 1969 and included liming
materials such as limestone, dolomite, basic slag, sea-shells, press mud,
by-product calcium carbonate and by-product hydrated lime. Since
the neutralizing value and other physical characteristics of liming
materials vary to a great extent, it was considered desirable to prepare
separate specifications for different liming materials used as soil amend-
ments. Hydrated lime and burnt lime have been covered under Part 1.
0.4 The requirements for limestone for chemical industries, foundries
and for limestone and dolomite for glass industries have been covered in
IS : 3204-1978*, IS : 4140-1978t, and IS : 997-1973: respectively.
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 : 2-1960s. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
*Specification for limestone for chemical industry (first r&ion ).
tspecification for limestone for use in foundries (jrst revision ).
$.Specification for limestone and dolomite for glass industry (jrst recision ).
§Rules for rounding off numerical values ( revised ).
3IS : 5409 ( Part 2 ) - 1985
1. SCOPE
1.1 This standard prescribes requirements and the methods of sampling
and test for limestone and dolomite to be used as soil amendments.
2. TERMINOLOGY
2.1 For the purpose of this standard the definitions given in IS : 5409
( Part 1 )-1985” shall apply.
3. REQUIREMENTS
3.1 Fineness - When tested by the method prescribed in A-7 of
IS : 997-19737, 90 percent by mass of the material shall pass through
2-mm sieve and 50 percent by mass of the material shall pass through
250 pm sieve.
3.2 The material shall also comply with the requirements specified in
Table 1.
TABLE 1 REQUIREMENTS FOR LIMESTONE AND DOLOMITE
AS SOIL AMENDMENTS
SL CRARACTERISTTC REQUIREMENT METHOD OF TEST,
No. REP TO
(1) (2) (3) (4)
i) Neutralizing value expressed as 70 A of IS : 5409 ( Part
Calcium Carbonate Equivalent 1 )-1985’
( CCE ) percent, Min
ii) Total lime and magnesia 50 A-5 of IS : 997-1973t
( as CaO+MgO ), percent by
mass, Min
iii) Moisture content, percent by 5.0 A-6 of IS : 997-1973t
mass, Max
*Specification for agricultural liming materials as soil amendments: Part 1 Hydrated
lime and burnt lime (Jirst revision ).
tspecification for limestone and dolomite for glass industry ( jirst revision ).
4. PACKING AND MARKING
4.1 Packing - The material shall be supplied in bulk or in packages
as agreed to between the purchaser and the supplier.
*Specification for agricultural liming materials as soil amendments: Part 1 Hydrated
lime and burnt lime (Jirst revision ).
tspecification for limestone and dolomite for glass industry (-first revision ).
4IS : 5409 ( Part 2 ) - 1985
4.2 Marking - When supplied in packages, each package shall be
securely closed and marked with the following information:
Name of the material;
Mass of the material in the package;
Neutralizing value of the material;
Supplier’s name and recognized trade-mark, if any; and
Lot number to enable the consignment to be traced back to the
record.
4.2.1 When supplied in bulk, a good sized metallic label bearing the
above information shall be conspicuously displayed on the bulk carrier
and also placed inside.
4.2.2 The material 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 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 The procedure for drawing representative samples of the material
and the criteria for finding out the conformity of the material to the
requirements ,of this specification shall be in accordance with IS : 210%
1982*.
6. TESTS
6.1 Tests shall be carried out in accordance with the procedures as
mentioned in 3.1 and co1 4 of Table 1.
6.2 Quality of Reagents - Unless specified otherwise, pure chemicals
and distilled water ( see IS : 1070-19771_ ) shall be used in the tests.
NOTE - ‘Pure chemicals’ shall mean chemicals that do not contain impurities
which affect the results of analysis.
*Methods of sampling dolomite, limestone and other allied materials (first reuirion ).
TSpecification for water for general laboratory use ( second rsuision ).
5INTERNATIONAL 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
QLIANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT DEFINITION
Force newton N 1 N== 1 kg.m/ss
Energy joule J 1 J==lN.m
Power watt W 1 W=lJ/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1 T = 1 Wb/ma
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 = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m2AMENDMENT NO. 1 MARCH 1996
TO
IS 5409 ( Part 2 ) : 1985 SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS AS SOIL
AMENDMENTS
PART 2 LIMESTONE AND DOLOMITE
(First Revision)
( Page 5, clause 6.2 ) - Substitute ‘(see IS 1070 : 1992t )’ for ‘( see
IS : 1070 - 1977t )‘.
( Page 5, foot-note marked ‘t’ ) - SUbStihIte‘ Reagent grade water ( third
for the existing title.
&.Go~)'
(FAD27)
Reprography Unir, BIS, New Delhi, India
|
1893.pdf
|
IS:1893-1984
lndian Standard
CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
(Fourth Revision )
First Reprint JULY 1999
UDC 699.841 : 624.042.7
0 Copyright 1986
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 14 June 1986IS t 1893 - 1984
Indian Standard
CRITERlA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
( Fourth Revision
)
Earthquake Engineering Sectional Committee, BDC 39
Chairman
DR JAI KRISHNA
61 Civil Lines, Roorkee
M#mb.ws Rcprssenting
SHRI A. ANANTHAKRISRNAN Ministry of Shipping and Transport ( Develop-
ment Wing j _
SRRI T. R. SUBRAM~NYAM ( Alternate)
DR A. S. ARYA University of Roorkee, Roorkee
DR A. R. CHANDRASEKARAN ( Alternate I )
DR BRIJESH CHANDRA ( Alternate II )
SHRI S. P. CHAKRABORTI Ministry of Shipping and Transport ( Roads
Wing )
SHRI M. K. MUKHE~JEF: ( Alternate )
SIIRI T. A. E. D’SA Concrete Association of India, Bombay
SHRI N. Cl. DU~UAL ( Alternate )
DIRECTOR Central Water and Power Research Station, Pune
SHRI J. G. PADALE ( Alternate )
SERI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
SERI V. S. GOWAIKAR Department of Atomic Energy, Bombay
SHRI R. PATNAIK ( Alternate )
SHRI A. D. GUPTA Fertilizer Corporation of India Ltdi Dhanbad
SHRI N. S. DANI ( Alternate)
SHRI INDER MOHAN North Eastern Council, Shillong
SHRI C. VASWANI ( Alternate )
JOINT DIRECTOR STANDARDS Railway Board (RDSO), Lucknow
( B & S ) PSC
DEPUTY DIRECTOR STANDARDS
( B & S ) CB ( Alternate )
SHRI M. Z. KURIAN Tata, Consulting Engineers, Rombay
SHRI K. V. SUBRAMANIAN ( Alternate )
SHRI T. K. D. MUNSI Engineers India Limited, New Delhi
SHRI R. K. GROVER (Alternate )
( Continued on page 2 )
@ Copyright 1966
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 : 1893 - 1984
( Continued from page 1)
Members REpresEnting
SERI C. RAMA RAO Public Works Department, Government of
Arunacbal Pradesh
SHRI S. N. KRISRNAN ( Alfernate)
SERI R. V. CR_~LAPATHI RAO Geological Survey of India, Calcutta
SHRI N. B. G. TILA~ ( Alternnte )
R~PRERENYATIVE International Airport Authority of India,
New Delhi
REPRESENTATIVE Structural Engineering Research Centre, Roorkee
REPRESENTATIVE Bharat Heavy Electricals Ltd (Research and
Design Division ), Hyderabad
REPRESENTATIVE Central Building Research Institute, Roorkee
SHRI ht. P. v. SHENOY Engineer-in-Chief’s Branch, Army Headquarters
New Delhi
SHRI D. K. DINKER ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
Dn H. N. SRIVASTAVA India Meteorological Department, New Delhi
SHRI S. K. NAQ ( Alternate )
DR P. SRINIVASULU Structural Engineering Research Centre, Madras
Dn N. LAKSHMANAN ( Alternate )
Dn A. N. TANDON In personal capacity ( B-7150 Safdarjung Enclave,
flew Delhi )
SHRI N. VE~XBU Central Public Works Department, New Delhi
SHI~I A. K. MITTAL ( Alternote )
SRI~I S. N. VERMA Metallurgical & Engineering Consultants ( India )
Ltd, Ranchi
SHRI S. PASUPATI ( Allernalc)
SHRI G. RAMAN, Director General, ISI ( Ex-ojicio Member)
Director ( Civ Engg )
Secretary
SERI N. Cl. BANDYOPADHYAY
Deputy Director ( Civ Engg ), IS1
Maps Subcommittee, BDC 39 : 4
DR S. N. BHATTACHAZ~YA India Meteorological Department, New Delhi
SHRI A. N. DATTA Oil and Natural Gas Commission, Dehra Dun
SHRI A. GHOSH Geological Survey of India, Calcutta
SHRI D. R. NANDY ( Alternate )
DR HARI NARAIN National Geophysical Research Institute (CSIR ),
Hyderabad
DR K. L. KAILA ( Allcrnate )
SHRI G. S. OBEROI Survey of India, Dehra Dun
SHRI K. N. SAXENA ( AltErnate ‘,)
Dn P. C. SAXENA Central Water and Power Research Station, Pune
SEIRI I. D. GUPTA ( Alternate )
SERI L. S. SRIVASTA~A University of Roorkee, Roorkee
DR A. N. TANDON In personal capacity ( B-7150 Safdarjung Enclave,
New Delhi )
2IS:1893 - 1984
Indian Standard
CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
( Fourth Revision )
0. FOREWORD
0.1 This Indian Standard. ( Fourth Revision) was adopted by the Indian
Standards Institution on 16 November 1981, after the draft finalized by
the Earthquake Engineering Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 Himalayan-Nagalushai region, Indo-Gangetic plain, Western India,
Kutch and Kathiawar regions are geologically unstable parts of the coun-
try and some devastating earthquakes of the world have occurred there. A
major part of the peninsular India has also been visited by strong earth-
quakes, but these were relatively few in number and had considerably
lesser intensity. The earthquake resistant design of structures taking into
account seismic data from studies of these Indian earthquakes has become
very essential,. particularly in view of the heavy construction programme at
present all over the country. It is to serve this purpose that IS : 1893-1962
‘Recommendations for earthquake resistant design of structures’ was pub-
lished and subsequently revised in 1966.
0.2.1 As a result of additional seismic data collected in India and further
knowledge and experience gained since the publication of the first revision
of this standard, the Sectional Committee felt the need to revise the stan-
dard again incorporating many changes, such as revision of maps showing
seismic zones and epicentres, adding a more rational approach for design
of buildings and substructure of bridges, etc. These were covered in the
second revision of IS : 1893 brought out in 1970.
0.2.2 As a result of the increased use of the standard, considerable
amount of suggestions were received for modifying some of the provisions
of the standard and, therefore, third revision of the standard was brought
out in 1975. The following changes were incorporated in the third
revision:
3IS: 1893 - 1984
a>
The standard incorporated seismic zone factors ( previously given
as multiplying factors in the second revision ) on a more rational
basis.
b) Importance factors were introduced to account for the varying
degrees of importance for various structures.
4 In the clauses for design of multi-storeyed building the coefficient
of flexibility was given in the form of a curve with respect to
period of buildings.
4 A more rational formula was used to combine modal shears.
e>
New clauses were introduced for determination of hydrodynamic
pressures in elevated tanks.
f) Clauses on concrete and masonry dams were modified, taking into
account their dynamic behaviour during earthquakes. Simplified
formulae for design forces were introduced based on results of
extensive studies carried out since second revision of the standard
was published.
0.3 The fourth revision has been prepared to modify some of the provi-
sions of the standard as a result of experience gained with the use of this
standard. In this revision a number of Important basic modifications with
respect to load factors, field values of N, base shear and modal analysis
have been introduced. A new concept of performance factor depending on
the structural framing system and brittleness or ductility of construction
has been incorporated. Figure 2 for average acceleration spectra has also
been modified and a curve for zero percent damping has been
incorporated.
0.4 It is not intended in this standard to lay down regulations so that no
structure shall suffer any damage during earthquake of all magnitudes. It
has been endeavoured to ensure that, as far as possible, structures are able
to respond, without structural damage to shocks of moderate intensities
and without total collapse to shocks of heavy intensities. While this stan-
dard is intended for earthquake resistant design of normal structures, it has
to be emphasized that in the case of special structures detailed investigation
should be undertaken, unless otherwise specified in the relevant clauses.
0.4.1 Though the basis for the design of different types of structures is
covered in this standard, it is not implied that detailed dynamic analysis
should be made in every case. There might be cases of less importance and
relatively small structures for which no analysis need be made, provided
certain simple precautions are taken in the construction. For example,
suitably proportioned diagonal bracings in the vertical panels of steel and
concrete structures add to the resistance of frames to withstand earthquake
forces. Similarly in highly seismic areas, construction of a type whichIS : 1893- 1984
entails heavy debris and consequent loss of life and property, such as
masonry, particularly mud masonry and rubble masonry, should be avoi-
ded in preference to construction of a type which is known to withstand
seismic eflects better, such as construction in light weight materials and
well braced timber-framed structures. For guidance on piecautions to be
observed in the construction of buildings, reference may be made
to IS : 4326-1976*.
0.5 Attention is particularly drawn to the fact that the intensity of shock
due to an earthquake could greatly vary locally at any ~given place due to
variation in the soil conditions. Earthquake forces would be affected by
different types of foundation system in addition to variation of ground
motion due to various types of soils. Considering the effects in a gross man-
ner, the standard gives guidelines for arriving at design seismic coefficients
based on type of soil and foundation system.
0.6 Earthquakes can cause damage not only on account of the shaking
which results from them but also due to other chain effects like landslides,
floods, fires and disruption to communication. It is, therefore, important
to take necessary precautions in the design of structures so that they are
safe against such secondary effects also.
0.7 It is important to note that the seismic coeficient, used in ihe design
of any structure, is dependent on many variable factors and it is an extre-
mely dificult task to determine the exact seismic coefficient in each given
case. Tt is, therefore, necessary to indicate broadly the seismic coeficients
that could generally be adopted in different parts or zones or the country
though, of course, a rigorous analysis considering all the factors involved
has got to be made in the case of all important projects in order to arrive
at suitable seismic coefficients for design. The Sectional Committee respon-
sible for the formulation of this standard has attempted to include a seis-
mic zoning map ( see Fig. 1 ) for this purpose. The object of this map is to
classify the area of the country into a number of zones in which one may
reasonably expect earthquake shock of more or less same intensity in future.
The Modified Mercalli Intensity ( see 2.7 ) broadly associated with the
various zones is V or less, VI, VII, VIII and 1X and above for zones I,
II, III, IV and V respectively. The maximum seismic ground acceleration
in each zone cannot be presently predicted with accuracy either on a
deterministic or on a probabilistic basis. The design value chosen for a
particular structure is obtained by multiplying the basic horizontal seismic
coefficient for that zone, given in Table 2, by an appropriate Importance
Factor as suggested in Table 4. Higher value of importance factor is usually
adopted for those structures, consequences of failure of which, are serious.
However, even with an importance factor of unity, the probability is that
*Code of practice for earthquake resistant design and construction of buildings
(Jr& revision ).
5IS t 1893 - 1984
a structure which is properly designed and detailed according to good con-
struction practice, will not suffer serious damage.
It is pointed out that structures will normally experience more severe
ground motion than the one envisaged in the seismic coefficient specified
in this standard. However, in view of the energy absorbing capacity avail-
able in inelastic range, ductile structures will be able to resist such shocks
without much damage. It is, therefore, necessary that ductility must be
built into the structures since brittle structures will be damaged more
extensively.
0.7.1 The Sectional Committee has appreciated that there cannot be. an
entirely scientific basis for zoning in view of the scanty data available.
Though the magnitudes of different earthquakes which have occurred in
the past are known to a reasonabIe amount of accuracy, the intensities of
the shocks caused by these earthquakes have so far been mostly estimated
by damage surveys and there is little instrumental evidence to corroborate
the conclusions arrived at. Maximum intensity at different places can be
fixed on a scale only on the basis of the observations made and recorded
after the earthquake and thus a zoning map which is based on the maxi-
mum intensities arrived at, is likely to lead in some cases to an incorrect
conclusion in the view of (a) incorrectness in the assessment of intensities,
ib) human error in judgement during the damage survey, and (c) varia-
tion in quality and design of structures causing variation in type and
extent of damage to the structures for the same intensity of shock. The
Sectional Committee has, therefore, considered that a rational approach to
the problem would be to arrive at a zoning map based on known magni-
tudes and’ the known epicentres (see Appendix A) assuming all other condi-
tions as being average, and to modify such an average idealized isoseismal
map in the light of tectonics ( see Appendix B ), lithology ( see Appendix C)
and the maximum intensities as recorded from damage surveys, etc. The
Committee has also reviewed such a map in the light of past history and
future possibilities and also attempted to draw the lines demarcating the
different zones so as to be clear of important towns, cities and industrial
areas, after making special examination of such cases, as a little modifica-
tion in the zonal demarcations may mean considerable difference to the
economics of a project in that area. Maps shown in Fig. 1 and Appendices
A, B and C are prepared based on information available up to 1986.
0.8 In the formulation of this standard due weightage has been given to
international coordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
6As in the Original Standard, this Page is Intentionally Left BlankIS : 1893 - 1984
0.8.1 In the preparation of this standard considerable help has been
given by the School of Research and Training in Earthquake Engineering,
University of Roorkee; Geological Survey of India; India Meteorological
Department and several other organizations.
0.9 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standrd.
1. SCOPE
1.1 This standard deals with earthquake resistant design of structures and
is applicable to buildings; elevated structures; bridges, concrete, masonry
and earth dams; embankments and retaining walls.
1.2 This standard does not deal with the construction features relating to
earthquake resistant design in buildings and other structures. For guidance
on earthquake resistant construction of buildings, reference may be made
to IS : 4326-1976T. Further, provisions of this standard shall be used along
with IS : 4326-1976t.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
NOTE - For the definition of terms pertaining to soil mechanics and soil dyna-
mics, reference may be made to IS : 2809-19721 and IS : 2810-1979s.
2.1 Centre of Mass - The point through which the resultant of the
masses of a system acts. This corresponds to centre of gravity of the
system.
2.2 Centre of Rigidity -- The point through which the resultant of the
restoring forces of a system acts.
2.3 Critical Damping - The damping beyond which the motion will
not be oscillatory.
2.4 Damping - The effect of internal friction, imperfect elasticity of
material, slipping, slidin,0, ‘ etc, in reducing the amplitude of vibration and
is expressed as a percentage of critical damping.
*Rules for rounding off numerical values ( revised ).
tCode of practice for earthquake resistant design and construction of buildings (first
reo1sion ) .
fGlossary of terms and symbols relating to soil engineering (Jirst rcvisio~t ). .*_2
§Glossary of terms relating to soil dynamics (Jitst revision ). ‘,iIS : 1893- 1984
2.5 Epicentre - The geographical point on the surface of earth vertically
above the focus of the earthquake.
2.6 Focus - The originating source of the elastic waves which cause
shaking of ground.
2.7 Intensity of Earthquake - The intensity of an earthquake at a
place is a measure of the effects of the earthquake, and is indicated by a
number according to the Modified Mercalli Scale of Seismic Intensities
( see Appendix D ).
2.8 Liquefaction - Liquefaction is a state in saturated cohesionless soil
wherein the effective shear strength is reduced to negligible value for all
engineering purposes due to pore pressures caused by vibrations during an
earthquake when they approach the total confining pressure. In this condi-
tion the soil tends to behave like a fluid mass.
2.9 Lithological Features - The nature of the geological formation of
the earth’s crust above bed rock on the basis of such characteristics as
colour, structure, mineralogic composition and grain size.
2.10 Magnitude of Earthquake ( Richter’s Magnitude ) _- The
magnitude of an earthquake is the logarithm to the base 10 of the maxi-
mum trace amplitude, expressed in microns, with which the standard short
period torsion seismometer ( with a period of 0.8 second, magnification
2 800 and damping nearly critical ) would register the earthquake at an
epicentral distance of 100 km. The magnitude hf is thus a number which
is a nieasure of energy released in an earthquake.
2.11 Mode Shape Coefficient - When a system is vibrating in a normal
mode, the amplitude of the masses at any particular instant of time expre-
ssed as a ratio of the amplitude of one of the masses is known as mode shape
coefficient.
2.12 Normal Mode - A system is said to be vibrating in a normal mode
or principal mode when all its masses attain maximum values of displace-
ments simultaneously and also they pass through equilibrium positions
simultaneously.
2.13 Response Spectrum - The representation of the maximum res-
ponse of idealized single degree freedom systems having certain period and
damping, during that earthquake. The maximum response is plotted
against the undamped natural period and for various damping values, and
can be expressed in terms of maximum absolute acceleration, maximum
relative velocity or maximum relative displacement,IS: 1893 - 1984
2.14 Seismic Coefficients and Seismic Zone Factors
2.14.1 Basic Seismic Coejicient (a,) - A coeficient assigned to each
seismic zone to give the basic design acceleration as a fraction of the
acceleration due to gravity.
2.14.2 Seismic <one Factor (F,) - A factor to be used for different seis-
mic zone along with the average acceleration spectra.
2.14.3 Importance Factor (I) - A factor to modify the basic seismic coeffi-
cient and seismic zone factor, depending on the importance of a structure.
2.14.4 Soil-Foundation System Factor (/3) - A factor to modify the basic
seismic coefficient and seismic zone factor, depending upon the soil founda-
tion system.
2.14.5 Average Acceleration Coejicient - Average specturm acceleration
expressed as a fraction of acceleration due to gravity.
2.14.6 Design Horizontal Seismic Coejkient (cq,) - The seismic coefficient
taken for design. It is expressed as a function of the basic seismic coeffi-
cient (a,) or the seismic zone factor together with the average acceleration
coefficient, the importance factor (I) and the soil-foundation system
factor (6).
2.15 Tectonic Feature - The nature of geological formation of the bed
rock in the earth’s crust revealing regions characterized by structural
features, such as dislocation, distortion, faults, folding, thrusts, volcanoes
with their age of formation which are directly involved in the earth
movement or quakes resulting in the above consequences.
3. GENERAL PRINCIPLES AND DESIGN CRITERIA
3.1 General Principles
3.1.1 Earthquakes cause random motion of ground which can be resol-
ved in any three mutually perpendicular directions. This motion causes the
structure to vibrate. The vibration intensity of ground expected at any
location depends upon the magnitude of earthquake, the depth of focus,
distance from the epicentre and the strata on which the structure stands.
The predominant direction of vibration is horizontal. Relevant combina-
tions of forces applicable for design of a particular structure have been
specified in the relevant clauses.
3.1.2 The response of the structure to the ground vibration is a function
of the nature of foundation soil; materials, form, size and mode of construc-
tion of the struture; and the duration and the intensity of ground motion.
This standard specifies design seismic coefficient for structures standing on
soils or rocks which will not settle or slide due to Ioss of strength during
vibrations.
11IS:1893 - 1984
3.1.3 The seismic coefficients recommended in this standard are based
on design practice conventionally followed and performance of structures
in past earthquakes, It is well understood that the forces which structures
would be subjected to in actual earthquakes, would be very much larger
than specified in this sta.ndard as basic seismic coefficient. In order to take
care of this gap, for special cases importance factor and performance factor
( where necessary ) are specified in this standard elsewhere.
3.1.4 In the case of structures designed for horizontal seismic force only,
it shall be considered to act in any one direction at a time. Where both
horizontal and vertical seismic forces are taken into account, horizontal
force in any one direction at a time may be considered simultaneously with
the vertical force as specified in 3.4.5.
3.1.5 The vertical seismic coefficient shall be considered in the case of
structures in which stability is a criterion of design or, for overall stability,
analysis of structures except as otherwise stated in the relevant clauses.
3.1.6 Equipment and systems supported at various floor levels of struc-
tures will be subjected to motions corresponding to vibrations at their
support points. In important cases, it may be necessary to obtain floor
response spectra for design.
3.2 Assumptions - The following assumptions shall be made in the
earthquake resistant design of structures:
a>
Earthquake causes impulsive ground motion which is complex
and irregular in character, changing in period and amplitude each
lasting for small duration. ‘Therefore, resonance of the type as
visualized under steady state sinusoidal excitations will not occur
as it would need time to build up such amplitudes.
b) Earthquake is not likely to occur simultaneously with wind or
maximum flood or maximum sea waves.
Cl The value of elastic modulus of materials, wherever required, may
be taken as for static analysis unless a more definite value is avail-
able for use in such condition.
3.3 Permissible Increase in Stresses and Load Factors
3.3.1 Permissible hcrease in Material Stresses - Whenever earthquake
forces are considered along with other normal design forces, the permissi-
ble stresses in materials, in the elastic method of design, may be increased
by one-third. However, for steels having a definite yield stress, the stress
be limited to the yield stress; for steels without a definite yield point, the
will stress will be limited to 80 percent of the ultimate strength or 0.2 per-
cent proof stress whichever is smaller and that in prestressed concrete
members, the tensile stress in the extreme fibres of the concrete may be
permitted so as not to exceed 213 of the modulus of rupture of concrete.
12IS : 1893- 1984
3.3.2 Load Factors - Whenever earthquake forces are considered along
with other normal design forces, the following factors may be adopted:
a) For ultimate load design of steel structures:
UL = 1*4(DL+LL+EL)
where
UL = the ultimate load for which the structure or its elements
should be designed according to the relevant Indian
Standards for steel structures;
DL = the dead load of the structure;
LL = the superimposed load on the structure considering its
modified values as given in the relevant clauses of this
standard; and
EL = the value of the earthquake load adopted for design,
b) For limit state design of reinforced and prestressed concrete
structures.
The partial safety factors for limit states of serviceability and collapse
and the procedure for design as given in relevant Indian Standards ( ste
IS : 456-1978* and IS : 1343-1980t ) ‘may be used for earthquake loads
combined with other normal loads, The live load values to be used shall
be as given in the relevant clauses of this standard.
NOTE I.-- The members of reinforced or prcstressed concrete shall be under
reinforced so as to cause a tensile failure. Further, it should be suitably designed so
that premature failure due to shear or bond may not occur subject to the provisions
of IS : 456-1978* and IS : 1343-1980t.
NATE 2 - The members and their connections in steel structures should be so
proportioned that high ductility is obtained avoiding premature failure due to
elastic or inelastic buckling of any type.
NOTE 3 - Appropriate details to achieve ductility are given in IS : 4326-1976#.
3.3.3 Permissible Increase in Allowable Bearing Pressure of Soils - When
earthquake forces are included, the permissible increase in allowable bear-
ing pressure of soil shall be as given in Table 1, depending upon the type
of foundation of the structure.
*Code of practice for plain and reinforced concrete ( third reuision ).
TCode of practice for prestressed concrete (first revision ).
$Code of practice for earthquake resistant design and construction of buildings (Jirsl
revision ) ,
13NOTE I- The allowable bearing pressure shall be determined in accordance with IS : 6403-1981$ or IS:
1888-1982s.
NOTE 2 - If any increase in bearing pressure has already been permitted for forces other than seismic forces, the
total increase in allowable bearing pressure when seismic force is also included shall not exceed the limits specified
above.
NOTE 3 - Submerged loose sands and soils falling under classification SP with standard penetration values less
than the values specified in Note 5 below, .the vibrations caused by earthquake may cause liquefaction or excessive
total and differential settlements. In important projects this aspect of the problem need be investigated and appro-
priate methods of compaction or stabilization adopted to achieve suitable JY Alternatively, deep pile foundation may
be provided and taken to depths well into the layer which are not likely to liquefy. Marine clays and other sensitive
clays are also known to liquefy due to collapse of soil structure and will need special treatment according to site
conditions.
NOTE 4 - The piles should be designed for lateral loads neglecting laterel resistance of soil layers liable to
liquefy.
NOTE 5 - Desirable field values of N are as follows:
<one Depth below ground level in mdres N Values Remarks
III, IV and V IJpto5 15 For values of depth between 5 to 10 m
linear interpolation is recommended
I and II ( for important up to ‘j” l?
structures only ) 10 20
*See IS : 1498-1970 Classification and identification of soils for general engineering purposes (Jirsf reuision ).
t&‘ee IS : 2131-1981 Method of standard penetration test for soils (first reoision ).
$Code of practice for determination of bearing capacity of shallow foundations (Jirst revision ).
§Method of load tests on soils ( second revision ).IS : 1893 - 1904
3.4 Design Seismic Coefficient for Different Zones
3.4.1 For the purpose of determining the seismic forces, the country is
classified into five zones as shown in Fig. 1.
3.4.2 The earthquake force experienced by a structure depends on its
own dynamic characteristics in addition to those of the ground motion.
Response spectrum method takes into account these characteristics and is
recommended for use in case where it is desired to take such effects into
account. For design of other structures an equivalent static approach em-
ploying use of a seismic coefficient may be adopted.
3.4.2.1 Unless otherwise stated, the basic seismic coefficients ( a,, )
and seismic zone factors ( F, ) in different zones shall be taken as given
in Table 2 and Appendices E and F.
TABLE 2 VALUES OF BASIC SEISMIC COEFFICIENTS AND SEISMIC
ZONE FACTORS IN DIFFERENT ZONES
(Clauses 3.4.2.1, 3.4.2.3 and3.4.5)
ZONE No. METHOD
i%. r---- ---_---h-__-_-_---_~
Seismic Coefficient Response Spectrum Method
Method ( see Appendix F )
r___h-_-Y r----- h_____~
Basic horizontal Seismic zone factor for
seismic coefficient, average acceleration
a0 spectra to be used
with Fig. 2, F,
(1) (2) (3) (4)
i) V 0’08 0’40
ii) IV 0’05 0.25
iii) III 0’04 0’20
iv) II 0’02 0.10
v) I 0’01 0’05
NOTE - For under ground structures and foundations at 30 m depth or below,
the basic seismic coefficient may be taken as 0’5 a,; for structures placed between
ground level and 30 m depth, the basic seismic coefficient may be linearly inter-
polated between a,, and 0.5 a,.
The seismic coefficients according to 3.4.2.1 for some important towns and cities
are given in Appendix E.
3.4.2.2 The design seismic forces shall be computed on the basis of
importance of the structure and its soil-foundation system.
3.4.2.3 The design values of horizontal seismic coefficient, CQi-n, the
Seismic Coeficient and Resflonse Spectrum methods shall be computed as given
by the following expressions:
a) In Seismic Co@cient Method the design value of horizontal seismic
coefficient Mh shall be computed as given by the following
expression:
clh = p I&,IS:1893 - 1984
0 96 DAMPING
2 vi
NATURAL PERIOD OF VIBRATION IN SECONDS
Fro. 2 AVERAGE ACCELERATIONS PECTRA
3.4.5 The vertical seismic coefficient where applicable ( see 3.1.5 ) may
be taken as half of the horizontal seismic coefhcient as indicated in 3.4.2.
In important structures where there is a possibility of amplification of ver-
tical seismic coefficient, dynamic analysis is preferable. In that case F,
values in Table 2 should be multiplied by 0.5.
4. BUILDINGS
4.1 Design Live Loads
4.1.1 For various loading classes as specified in IS : 875-1960*, thehori-
zontal earthquake force shall be calculated for the full dead load and the
of
percentage live loads as given below:
Load Class Percentage of Design
Live Load
200, 250 and 300 25
400, 500,750 and 1 000 50
*Code of practice for structural safety of buildings : Loading standards (revised ).
18IS : 1893 - 1984
TABLE 3 VALUES OF f3 FOR DIFFERENT SOIL-FOUNDATION SYSTEMS
( Clause 3.4.3 )
SL TYPE OB SOIL VALUES OF @ BOR
No. MAINLY r---------- *_-----_----_~
CONSTITUTING Piles Piles Not Raft Combined Isolated Well
THEFOUNDATIO~~ Passing Covered Founda- or Isolated RCC Founda-
Through Under tions RCC Footings tions
Any Soil, Co1 3 Footings Without
but Rest- with Tie Tie Beams
ing on Soil Beams or Unrein-
Type I forced Strip
Founda-
tions
(1) (2) (3) (4) (5) (6) (7) (8)
i) Type I Rock or 1’0 - 1.0 1’0 1’0 1’0
hard soils
ii) Type II Medium 1-O 1’0 1’0 1.0 1.2 1.2
soils
iii) Type III Soft 1.0 1.2 1-o 1’2 l-5 1’5
soils
NOTE - The value of 3 for dams shall be taken as 1’0.
TABLE 4 VALUES OF IMPORTANCE FACTOR, Z
( Clauses 3.4.2.3 and 3.4.4 )
SL STRUCTURE VALUEO~ IMPORTANCE
No. FACTOR, Z
( see Note )
(1) (2) (3)
i) Dams ( all types ) 3.0
ii) Containers of inflammable or poisonous gases or 2’0
liquids
iii) Important service and community structures, such l-5
as hospitals; water towers and tanks; schools; im-
portant bridges; important power houses; monu-
mental structures; emergency buildings like tele-
phone exchange and fire bridge; large assembly
structures like cinemas, assembly halls and sub-
way stations
iv) All others 1’0
NOTE - The values of importance factor, Z given in this table are for guidance.
A designer may choose suitable values depending on the importance based on eco-
nomy, strategy and other considerations.
19IS:1893 - 1984
NOTE 1 - The percentage of live loads given above shall also be used for cal-
culating stresses due to vertical loads for combining with those due to earthquake
forces. Under the earthquake condition the whole frame except the roof may be
assumed loaded with live load proportions specified above, without further reduc-
tions in live load as envisaged in IS : 875-1964”.
NOTE 2 - The proportions of the live load indicated above for calculating the
horizontal seismic forces are applicable to average conditions. Where the probable
loads at the time of an earthquake are more accurately assessed, the designer may
alter the proportions indicated or even replace the entire live load proportions by the
actual assessed load.
NOTE 3 - If the live load is assessed instead of taking the above proportions
for calculating. horizontal earthquake force, only that part of the live load shall be
considered which possesses mass. Earthquake force shall not be applied on impact
effects.
4b1.2 For calculating the earthquake force on roofs, the live load may
not be considered.
4.2 Design Criteria for Multi-storeyed Buildings
4.2.1 The criteria for design of multi-storeyed buildings &ail be as
follows:
a) In case of buildings with floors capable of providing rigid horizon-
tal diaphragm action, a separate building or any block of a build-
ing between two separation sections shall be analyzed as a whole
for seismic forces as per 3.1.4. The total shear in any horizontal
plane shall be distributed to various elements of lateral forces
resisting system assuming the floors to be infinitely rigid in the
horizontal plane, In buildings having shear walls together with
frames, the frames shall be designed for at least 25 percent of the
seismic shear.
b) In case of buildings where floors are not able to provide the
diaphragm action as in (a) above the building frames behave
independently; and may be analyzed frame by frame with
tributory masses for seismic forces as per 3.1.4.’
C) The following methods are recommended for various categories of
buildings in various zones:
Building Height Seismic <ones Recommended Method
Greater than III, IV and Detailed dynamic analysis
40 m V ( either modal anaylsis or
time history analysis based
on expected ground motion
for which special studies
are required ). For preli-
-_
*Code of practice for structural safety of buildings: Loading standards ( revised ).IS:1893 - 1984
Building Height Seismic <ones Recommended Method
minary design, modal ana-
lysis using response spec-
trum method may be em-
ployed
Greater than I and II Modal analysis using res-
90 m ponse spectrum method
Greater than All zones Modal analysis using res-
40 m and up to ponse spectrum method.
90 m Use of seismic coefficient
method permitted for
zones I, II and III
Less than 40 m All zones Modal analysis using res-
ponse spectrum method.
Use of seismic coefficient
method permitted in all
zones
d) Check for drift and torsion according to 4.2.3 and 4.2.4 is
desirable for all buildings, being particularly necessary in cases of
buildings greater in height than 40 m.
NOTE 1 -For buildings having irregular shape and/or irregular distrikttion of
mass and stiffeners in horizontal and/or vertical plane it is desirable to carry out
modal analysis using response spectrum method ( see also Note 2 below 4.2.1.1 ).
NOTE 2 - For multi-storeyed buildings, it is assumed that the storey heights are
more or less uniform ranging between 2’7 and 3.6 m. In exceptional cases where one
or two-storey heights have to be up to 5 m, the applicability of the clause is not
vitiated.
4.2.1.1 The base shear VB is given by the following formula:
where
X= performance factor depending on the structural framing
system and brittleness or ductility of construction ( see
Table 5 ),
c = a coefficient defining the flexibility of structure with the
increase in number of storeys depending upon fundamen-
tal time period I ( see Fig. 3 ),
ah = design seismic coefficient as defined in 3.4.2;3 (a),
w= total dead load + appropriate amount of live load as
defined in 4.1, and
7-I fundamental time period of the building in seconds ( see
Note 1 ).
21IS : 1893 - 1985
NOTE 1 - The fundamental time period may either be established by experi-
mental observations on similar buildings or calculated by any rational method of
analysis. In the absence of such data T may be determined as follows for multi-
storeyed buildings:
a) For moment resisting frames without bracing or shear walls for resisting
the lateral loads
T=O’ln
where
o = number ofstoreys including basement storeys.
b) For all others
~ = 0’09 H
2/r
where
H = too;1 height of the main structure of the building in metres,
d = maximum base dimension of building in metres in a direc-
tion parallel to the applied seismic force.
NOTE 2 - The above clause shall not apply to buildings having irregular shape
and/or irregular distribution of mass and stiffness in horizontal and/or vertical
plane. A few buildings of this type are shown in Fig. 4. For such buildings modal
analysis shall be carried out.
2.0 2.4 2.8 3.0
PERIOD IN SECONDS
FIG. 3 C Versus PERIOD
221s : 1893 - 1984
PLAZA TYPE BUILDING
(BUILDING WITH SUDDEN CHANGES IN STIFFNESS)
BUILDING WITH FLEXIBLE
FIRST STOREY
,
[INCLUDING BUILDINGS LIKE
ASSEMBLY HALLS AND CINEMA BUILDING IN
THEATRES WHERE THE CENTRA p HILLY AREA
AUDITORIUM (IN ONE STOREY)
COVERS UPTO THREE STOREYS
OF THE SIDE FLANKS]
Fro. 4 BUILDINGS IN WHICH CLAUSE4 .2.1.1 SHALL NOT BE APPLICABLE
23IS r1893 - 1984
TABLE 5 VALUES OF PERFORMANCE FACTOR, K
(Clause4.2.1.1 )
SL No. STRUCTURAL FRAMINQS YSTEM VALUES OB REXARKS
PERWOR~I~AN~E
FACTOR,X
(1) (2) (3) (4)
i) a) Moment resistant frame with appro- 1’0 -
priate ductility details as given in
IS: 437.6-1976* in reinforced con-
crete or steel
b) Frame as above with R. C. shear These factors will
walls or steel bracing members desi- apply only if the steel
gned for ductility bracing members and
the infill panels are
taken into considera-
ii) a) Frame as in (i) (a) with either steel tion in stiffness as well
bracing members or plain or lateral strength calcu-
nominally reinforced concrete infill lations provided that
panels the frame acting alone
will be able to resist
at least 25 percent of
b) Frame as in (i) (a) in combination the design seismic
with masonry infills forces
iii) Reinforced concrete framed build- 1’6
ings [ Not covered by (i) or (ii)
above ]
*Code of practice for earthquake resistant design and construction of buildings
( jirst revision ) .
4.2.1.2 Distribution of forces along with the height of the building is
given by the following formula:
where
Qi = lateral forces at roof of floor i,
VB = base shear as worked out in 4.2.1.1,
wi = load ( dead load + appropriate amount of live load ) of
the roof or any floor i ( see Note below ),.
1s I 1893 - 1984
hi = height measured from the base of building to the roof or
any floor i; and
n = number of storeys including the basement floors, where
the basement walls are not connected with ground floor
deck or the basement walls are not fitted between build-
ing columns, but excluding the basement floors where
they are so connected.
NOTE - In calculating, Wi, the weight of walls and columns in any storey is
assumed to be shared half and half between the roof or floor at top and the floor or
ground at bottom, and all weights are assumed to be lumped at the level of the roof
or any floor i.
4.2.1.3 The force and shear distributions for at en-storeyed building
are illustrated in Fig. 5.
STOREY
No
i Wr
5A Frame 56 Distribution 5C Distribution of Shears
of Forces
Fro.5 FORGE AND SHEARDISTRIBUTION FORTEN-STOREYEDBUILDING
For a ten-storeyed building in Fig. 5:
VB = CUhK(Wr+ 9 Wt)
25IS:1893 - 1984
where
Vi = shear injth storey.
NOTE- For other notations, see 4.2.1.an1d 4.2.1.2.
4.2.2 Modal Analysis - The lateral load Qi(r) acting at any floor
level i due to rth mode of vibration is given by the following equation:
QP = xw, +p c, ah(r)
where
Wi = weight of the floor i as given in 4.2.1.2,
X = performance factor depending upon the type of buildings
as given in Table 5,
4,(r) = mode shape coefficient at floor i in rth mode vibration
obtained from free vibration analysis,
C, = mode participation factor, and
u,,(r) = design horizontal seismic coefficient as defined in 3.4.2.3
corresponding to appropriate period and damping in
!l?? rth mode .
4.2.2.1 The mode participation factor C, may be given by the follow-
ing equation:
i=n
Z Wi#*)
c, = g
I”
s Wi r #P)
i=l
26IS : 1893 - 1984
where
i, W&@) are same as defined in 4.2.2, and
n = total number of storeys as defined in 4.2.1.1.
4.2.2.2 The shear force, Vi, acting in the ith storey may be obtained
by superposition of first three modes as follows:
3 3
v, = ( 1 - y) L: vi(r) + y Y/ B { Vp)}a
r=l r=l
where
V,(r) = absolute value of maximum shear at the ith storey in
the rth mode; the value of y shall be as given below:
Height, H Y
up t?*O 0.40
40 0.60
60 0.80
90 1.00
NOTE - For intermediate heights of buildings, value of y may be obtained by
linear interpolation.
4.2.2.3 The total load at Qn and Qr acting at roof level n and floor
level i will be computed from the following equations respectively:
Qn = Vn
QI = Vl - vi $1
The overturning moments at various levels of the building may be
computed by using the above roof and floor level forces.
4.2.3 Drift - The maximum horizontal relative displacement due to
earthquake forces between two successive floors shall not exceed 0.004
times the difference in IeveIs between these floors.
4.264 Torsion of Buildings - Provision shall be made for the increase in
shear resuhing from the horizontal torsion due to an eccentricity between
the centre of mass and the centre of rigidity. The design eccentricity
shall be taken as 1.5 times the computed eccentricity between the centre
of mass and the centre of rigidity. Negative torsional shears shall be
neglected.
29IS : 1893 - 1984
4.3 Type of Construction - For different types of construction adopted
the constructional details and the appropriate design criteria to be adop-
ted shall be according to 5 of IS : 4326-1976*.
4.4 Miscellaneous
4.4.1 Towers, tanks, parapets, smoke stacks ( chimneys ) and other
vertical cantilever projections attached to buildings and projecting above
the roofs shall be designed for five times the horizontal seismic coefficient
specified in 3.4.2.1. However, compound walls need not be designed for
increased seismic coefficient except where the environmental circumstances
indicate that their collapse may lead to serious consequences,
4.4.2 Ail horizontal projections like cornices and balconies shall be
designed to resist a vertical force equal to five times the vertical seismic
coefficient specified in 3.4.5 multiplied by the weight of the projection.
NOTE - The increased seismic coefficients specified in 4.4.1 and 4.4.2 are for
designing the projecting part and its connection with the main structure. For the
design of the main structure such increase need not be considered.
4.4.3 For industrial structures and frame structures of large spans and
heights, modal analysis using response spectrum method is recommended.
5. ELEVATED STRUCTURES
5.1 General
5.1.1 The elevated structures covered by these provisions include eleva-
ted tanks, refinery vessels and stacklike structures, such as chimneys of
normal pro.portions. In the case of the elevated structures of unusual
proportions, more detailed studies shall be made.
5.2 Elevated Tower-Supported Tanks
5.2.1 For the purpose of this analysis, elevated tanks shall be regarded
as systems with a single degree of freedom with their mass concentrated
at their centres of gravity.
5.2.2 The damping in the system may be assumed as 2 percent of the
critical for steel structures and 5 percent of the critical for concrete
( including masonry ) structures.
5.2.3 The free period T, in seconds, of such structures shall be
calculated from the following formula:
*Code ofpractice for earthquake resistant design and construction of buildings (Jrsl
revision ) .
28IS: 1893.1984
where
A = the static horizontal deflection at the top of the tank
under a static horizontal force equal to a WCi ght W acting
at the centre of gravity of tank. In calculating the period
of steel tanks, the members may be assumed to be pin-
joined with only the tensile members of the bracing
regarded as active in carrying the loads. No pre-tension
shall be assumed in the bracing rods; and
g = acceleration due to gravity.
5.2.4 The design shall be worked out both when the tank is full and
when empty. When empty, the weight W used in the design ( see 5.2.3 )
shall consist of the dead load of the tank and one-third the weight of the
staging. When full, the weight of contents is to be added to the weight
under empty condition.
5.2.5 Using the period T as calculated in 5.2.3 and appropriate damp-
ing, the spectral acceleration shall be read off from the average accelera-
tion spectra given in Fig. 2. The design horizontal seismic coefficient, Q
shall be calculated as in 3.4.2.3 (b).
5.2.6 The lateral force shall be taken equal to:
UbW
where
alI - design horizontal seismic coefficient as given in 5.2.5, and
W = weight as defined in 5.2;4.
Thisforce shall be assumed to be applied at the centre of gravity of
the tank horizontally in the plane in which the snucture is assumed to
oscillate for purposes of carrying out the lateral load analysis.
5.2.7 E?_ydodyrzamic Pressure in Tanks
5.2.7.1 When a tank containing fluid vibrates the fluid exerts im-
pulsive and convective pressures on the tank. The convective pressures
during earthquakes are considerably less in magnitude as compared to
impulsive pressures and its effect is a sloshing of the water surface. For the
purpose of design only the impulsive pressure may be considered.
5.2.7.2 Rectangular container
The pressure at any location x ( see Fig. 6 ) is given by:
29IS : 1893 - 1984
t‘-----” ------j
I
RECTANGULAR TANK (PLAN)
CIRCULAR TANK (PLAN)
(
x
+---- 21 OR 2R-------4
E LE VAT ION
FIQ. 6 RECTANGULAR AND CIRCULAR WATER TANKS
30IS :1893 -1984
The pressure on the wall would be:
The pressure on the bottom of the tank would be:
where
x, y, 1 and h are as defined in Fig 6 and w is the unit weight of
water, and a1 for tanks located on towers is to be taken as per
response spectrum method and for those located on ground
corresponding to seismic coefficient method [ see 3.4.2.3 (a) 1.
5.2.7.3 Circular container - The pressure on the wall would be :
PI = ah wh ~/~cosI$’ [$-+(f)“]tanh,/r(%), and
The pressure on the bottom of the tank on a strip of width 2 I! ( see
Fig. 6 ), would be:
where
x, y, I’, R and h are as defined in Fig. 6 and w and ah are as
defined in 5.2.7.2.
5.3 Stacklike Structures
5.3.1 Stacklike structures are those in which the mass and stiffness is
more or less uniformly distributed along the height. Cantilever structures
like chimneys and refinery vessels are examples of such structures
( see Note).
NOTE - Such structures will not include structures like bins, hyperbolic cool-
ing towers, refinery columns resting on frames or skirts. Modal analysis will be
necessary in such cases.
31IS : 1893 - 1984
5.3.2 Period of free vibration, T, of such structures when fixed at base,
shall be calculated from the following formula:
where
C, = coefficient depending upon the slenderness ratio of the
structure given in Table 6,
wt = total weight of structure including weight of lining and
contents above the base,
h’ 1 height of structures above the base,
Es = modulus of elasticity of material of the structural shell,
A = area of cross-section at the base of the structural shell, and
g = acceleration due to gravity.
-5.3.2.1 For circular structures, A = 2 x rt where r is the mean radius
of structural shell and t its thickness.
5.3.3 Using the period 2; as indicated in 5.3.2, the horizontal seismic
coefficient uh shall be obtained from the spectrum given in Fig. 2
and as in 3.4.2.3 (b).
TABLE 6 VALUES OF C, AND Cv
( Clazrses5 .3.2 nnd 5.3.4 )
R*Tro COEFFIClENL' COEFFICIENT
k CT CV
5 14’4 1’02
10 21’2 1’12
15 29’6 l-19
20 38.4 l-25
25 47’2 1.30
30 56.0 1’35
35 65.0 l-39
40 73’8 1’43
45 82’8 1’47
50 or more 1’8k 1’50
where
k = ratio, h’/re; and
re = radius of gyration of the structural shell at the base section.
32IS:1893 - 1984
5.3.4 The design shear force V, for such structures at a distance x’ from
the top, shall be calculated by the following formula:
5 x’ 2 x’ )*I
V= Cvah Wt --- -i-
L F h’ 3 ( h
where
C, = coefficient depending on slenderness ratio k given in
Table 6,
ah = design horizontal seismic coefficient determined in accor-
dance with 5.3.3, and
Wt and h’ are same as defined in 5.3.2.
5.3.5 The design bending moment M at a distance x’ from top shall be
calculated by the following formula:
M = a,Wig[ 0.6 ($)l’* + 0.4 ($ >‘I
where
h = height of centre of gravity of structure above base. Other
notations are the same as given in 5.3.2 and 5.3.4.
6. BRIDGES
6.1 General
6.1.1 Bridge as a whole and every part of it shall be designed and cons-
tructed to resist stresses produced by lateral forces as provided in the stan-
dard. The stresses shall be calculated as the effect of a force applied hori-
zontally at the centres of mass of the elements of the structure into which
it is conveniently divided for the purpose of design. The forces shall be
assumed to come from any horizontal direction.
6.1.2 Masonry and plain concrete arch bridges with spans more than
10 m shall not be built in zones IV and V.
6.1.3 Slab, box and pipe culverts need not be designed for earthquake
forces.
6.1.4 Bridges of length not more than 60 m and spans not more than
15 m need not be designed for earthquake forces other than in zones IV
and V.
6.1.5 Modal analysis shall be necessary, in the following case, in zones
IV and V:
a) in the design of bridges of type, such as, suspension bridge, bas-
cute bridge, cable stayed bridge, horizontally curved girder bridge
and reinforced concrete arch or steel arch bridge; and
33IS : 1893 - 1984
b) when the height of substructure from base of foundations to the
top of pier is more than 30 m or when the bridge span is more
than 120 m.
6.1.6 Earthquake force shall be calculated on the basis of depth of scour
caused by the discharge corresponding to the average annual flood [ see IS :
4410 ( Part P/Set 5 )-1977]*. Earthquake and maximum flood shall be
assumed not to occur simultaneously.
6.2 Seismic Force - In seismic coefficient method, the seismic force to
be resisted shall be computed as follows:
where
Fh - horizontal seismic force to be resisted,
ah = design horizontal seismic coefficient as specified
in 3.4.2.3 (a), and
W,,, = weight of the mass under consideration ignoring
reduction due to buoyancy or uplift.
b) Fv = uv w,
where
F, = vertical seismic force to be resisted, and
uv = design vertical seismic coefficient.
6.3 Live Load on Bridges
6.3.1 The seismic force due to live load shall be ignored when acting in
the direction of the traffic but shall be taken into consideration when
acting in the direction perpendicular to traffic as specified in 6.3.2.
6.3.2 The seismic force due to live load shall be calculated for 50 per-
cent of the design live load excluding impact for railway bridges and 25
percent of the design live load excluding impact for road bridges specified
in the relevant Indian Standards. These percentages are only for working
out the magnitude of seismic force. For calcu!ating the stresses due to live
load, 100 percent of the design live load for railway bridges and 50 per-
cent of the design live load for road bridges specified in the relevant
Indian Standards shall be considered at the time of earthquake.
*Glossary of terms relating to river valley projects: Part 2 Hydrology, Section 5
Floods.
34Ii:1893- 1984
6.4 Superstructure
6.4.1 The superstructure shall be designed for horizontal seismic coeffi-
cient specified in 3.4.2.3 and vertical seismic coefficient according to 3.4.5
due to the dead load and the live load as specified in 6.3.
6.4.2 The superstructure of the bridge shall be properly secured to the
piers ( particularly in zones IV and V ) to prevent it from being
dislodged off its bearings during an earthquake by suitable methods.
6.4.3 The superstructure shall have a minimum factor of safety of 1.5
against overturning in the transverse direction due to simultaneous action
of the horizontal and vertical accelerations.
6.5 Substructure
6.5.1 The seismic forces on the substructure above the normal scour
depth ( see 6.1.6 ) shall be as follows:
Horizontal and vertical forces due to dead, live and seismic loads
as specified in 6.4 transferred from superstructure to the substruc-
ture through the bearings as shown in Fig. 7.
Horizontal and vertical seismic forces according to 3.4.2.3 and
3.4.5 due to self-weight applied at the centre of mass ignoring
reduction due to buoyancy or uplift.
Hydrodynamic force as specified in 6.5.2 acting on piers and
modification in earth pressure due to earthquake given in 8.1.1
to 8.1.4 acting on abutments.
6.5.1.1 Piers shall be designed for the seismic forces given in 6.5.1
assuming them to act parallel to the current and traffic directions taken
separately.
6.5.1.2 In the case of piers, oriented skew either to the direction of
current or traffic, they shall be checked for seismic forces acting parallel
and perpendicular to pier direction.
6.5.1.3 The substructure shall have a minimum factor of safety of 1.5
due to simultaneous action of the horizontal and vertical accelerations.
6.5.2 For submerged portions of the pier, hydrodynamic force (in addi-
tion to earthquake force calculated on the mass of the pier) shall be assu-
med to act in a horizontal direction corresponding to that of earthquake
motion. The total horizontal force F shall be given by the following
formula:
F- Ce Uh w,
35IS t 1893- 1985
where
G = a coefficient ( see Table 7 ),
ah = dcns$n horizontal seismic coefficient as given in 3.4.2.3 (a),
W&l = weight of the water of the enveloping cylinder (see 6.5.2.2).
ROLLING LOADS
A-
Rl R2 LROCKER
7A GIRDER SPAN
“.#,
V- V'
76 ARCH SPAN
RI and RP are reactions at the two supports after being modified due to move-
ment (Fe).
Change in vertical reactions = f Fe/L’
Fl = pR1 ( if ,W1<F’/2 )
FI = F’/2 ( if pLR1 > F’/2 )
F2 = F’ - Fl
Frc.7 TRANSFER OF FORCES FROMSUPERSTRUCTURETO SUBSTRUCTURE
TABLE 7 VALUES OF C,
HEIUET~~SIJBMERCJED Ce
PORTION OB PIER ( H)
RADIUS OF ENVELOPI~
CYLINDER
1'0 0.390
2'0 0.575
3'0 0'675
4'0 0'730
36IS:1893 -1984
6.5.2.1 The pressure distribution will be as shown in Fig. 8. Values
of coefficients Cr, G’s, Cs and Cd for use in Fig. 8 are given below:
Cl G G G
o-1 6,410 O-026 0.934 5
o-2 O-673 o-093 0.871 2
0.3 O-832 0.184 0.810 3
o-4 o-922 0,289 0.751 5
o-5 0,970 0,403 O-694 5
O-6 o-990 0.521 0.639 0
0.8 0.999 0.760 0.532 0
1.0 1.000 1 a000 0.428 6
r
L
c2pb
.
J-
I
t-_Pb’H-1a. 2F
r
FIG. 8 DIAGRAM SHOWING PRESSURED ISTRIBUTION
6.5.2.2 Some typical cases of submerged portions of piers and the
enveloping cylinders are illustrated in Fig. 9.
37IS:1893 -1984
(‘7)
/
/
i
\
DIRECTION OF \,
- SEISMIC FORCE
FIG. 9 CASES OF ENVELOPINGC YLINDER
6.5.2.3 The earth pressure on the back of abutments of bridge shall
be calculated as in 8 (see Note ).
NOTE - The hydrodynamic suction from the water side and dynamic increment
in earth pressures from the earth side shall not be considered simultaneously. The
water level on earth side may be treated as the same as on the river side.
6.6 Submersible Bridges - For submerged superstructure of submersi-
ble bridges, the hydrodynamic pressure shall be determined by the follow;
ing equation:
P = 875 ah 4%
where
P= hydrodynamic pressure in kg/ms;
ah = design horizontal seismic coefficient as given in 3.4.2.3 (a);
H= height of water surface from the level of deepest scour
( see 6.1.6 ) in m; and
Y= depth of the section below the water surface in m.
6.6.1 The total horizontal shear and moment per metre width about the
centre of gravity of the base at any depth J, due to hydrodynamic pressure
are given by the following relations:
vh = 213 PY
Mh= 4115 PYa
where
vh = hydrodynamic shear in kg/m, and
Mh = hydrodynamic moment in kg.m/m.
38.
1s : 1893 -1984
7. DAMS AND EMBANKMENTS
7.1 General -- In the case of important dams ic is recommended that
detailed investigations are made in accordance with IS : 4967-1968* for
estimating the design seismic parameters. However, where such data are
not available and in the case of minor works and for preliminary design of
major works, the seismic forces specified in 7.2 and 7.3 or 7.4, as the case
may be, shall be considered.
7.2 Hydrodynamic Effects Due to Reservior
7.2.1 Effects of Horitontal Earthquake Acceleration - Due to horizontal
acceleration of the foundation and dam there is an instantaneous hydrody-
namic pressure ( or suction ) exerted against the dam in addition to hydro-
static forces. The direction of hydrodynamic force is opposite to the direc-
tion of earthquake acceleration. Based on the assumption that water is
incompressible, the hydrodynamic pressure at depth y below the reservoir
surface shall be determined as follows:
where
p := hydrodynamic pressure in kg/ma at depth y,
Cs = coefficient which varies with shape and depth ( see
7.2.1.1 ),
ah = design horizontal seismic coefficient [ see 3.4.2.3 (b) and
7.3.1 1,
w = unit weight of water in kgims, and
h = depth of reservior in m.
7.2.1.1 The variation of the coefficient Cs, with shapes and depths,
is iIIustrated in Appendix G. For accurate determination, these values may
be made use of. However, approximate values of C, for dams with vertical
or constant upstream slopes may be obtained as follows :
where
c, = maximum value of C, obtained from Fig. 10,
y = depth below surface, and
h = depth of reservoir.
*Recommendations for seismic instrumentation for river valley projects.
39I8 :1893- 1984
For darns with combination of vertical and sloping faces, an equi-
valent slope may be used for obtaining the approximate value of C,. The
equivalent slope may be obtained as given in 7.2.1.2.
0.6
0.5
E
& 0.4
w
3
a
I I I
0
0* 26 48 SO’ 60’
INCLINATION OF FACE FROM THE VERTICA ‘L (6)
FIG. 10 MAXIMUM VALUES OF PRESSUREC OEFFICIENT ( C,,, ) FOR
CONSTANT SLOPINO FACES18 : 1893- 1984
7.2.1.2 If the height of the vertical portion of the upstream face of
the dam is equal to or greater than one-half the total height of the dam,
analyze it as if vertical throughout. If the height of the vertical portion
of the upstream face of the dam is less than one-half the total height of
the dam, use the pressure on the sloping line connecting the point of
intersection of the upstream face of the dam and the reservoir surface
with the point of intersection of the upstream face of the dam with the
foundation.
7.2.1.3 The approximate values of total horizontal shear and
moment about the centre of gravity of a section due to hydrodynamic
pressure are given by the relations:
V,, = 0.726) ~y
Mh = 0.299 by=
where
Vh = hydrodynamic shear in kg/m at any depth, and
ikfh - moment in kg.m/m due to hydrodynamic force at any
depth y.
7.2.2 EJect of Horizontal Earthquake Acceleration on the Vertical Component
of Reservoir and Tail Water Load - Since the hydrodynamic pressure ( or
suction ) acts normal to the face of the dam, there shall, therefore, be a
vertical component of this force if the face of the dam against which it is
acting is sloping, the magnitude at any horizontal section being:
Wh = ( Vz - VI ) tan 6
where
Wh = increase ( or decrease ) in vertical component of load in
kg due to hydrodynamic force,
V2 = total shear in kg due to horizontal component of
hydrodynamic force at the elevation of the section being
considered,
VI = total shear in kg due to horizontal component of hydro-
dynamic force at the elevation at which the slope of the
dam face commences, and
8= angle between the face of the dam and the vertical.
The moment due to the vertical component of reservoir and tail
water load may be obtained by determining the lever arm from the
centroid of the pressure diagram.
41JS : 1893- 1984
7.3 Concrete or Masonry Gravity and Buttress Darns
7.3.1 Earthquake Forces - In the design of concrete and masonry
dams, the earthquake forces specifi.ed in 7.3.1.1 to 7.3.1.4 shall be con-
sidered in addition to the hydrodynamic pressures specified in 7.2. For
dams up to 100 m height the horizontal seismic coefficient shall be taken
as 1.5 times seismic coefficient, Q in 3.4.2.3 (a) at the top of the dam
reducing linearly to zero at the base. Vertical seismic coefficient shall
be taken as 0.75 times the value of tch at the top of the dam reducing
linearly to zero at the base. For dams over 100 m height the response
spectrum method shall be used for the design of the dams. Both the
seismic coefficient method ( for dams up to 100 m height ) and response
spectrum method ( for dams greater than 100 m height ) are meant only for
preliminary design of dams. For final design dynamic analysis is desirable.
For design of dam using the approach of linear variation of normal stresses
across the cross-section, tensile stresses may be permitted in the upstream
face up to 2 percent of the ultimate crushing strength of concrete.
7.3.1.1 Concrete or masonry inertja force due to horizontal earthquake accele-
ration
a) Seismic coe&cient method ( dams uj to 100 m height ) - The hori-
zontal inertia force for concrete or masonry weight due to horizontal
earthquake acceleration shall be determined corresponding to the hori-
zontal seismic coefficient specified in 7.3.1. This inertia force shall be
assumed to act from upstream to downstream or downstream to upstream
to get the worst combination for design. It causes an overturning moment
about the horizontal section adding to that caused by hydrodynamic
force.
b) Response spectrum method ( dams greater than 100 m height )
1) The fundamental period of vibration of the dam may be
assumed as:
T = 5.55 g zOm_
2/- IL+%
where
H = height of the dam in m,
B- base width of the dam in m,
Wm = unit weight of the material of dam in kg/ms,
g = acceleration due to gravity in m/s”, and
E, = modulus of elasticity of the material in kg/ms.
2) Using the period in (1) and for a damping of 5 percent, the
design horizontal seismic coefficient CQ shall be obtained from
3.4.2.3 (b).
421s : 1893 - 1984
3) The base shear, VB and base moment MB may be obtained
by the following formulae:
where
w=
total weight of the masonry or concrete in the dam
in kg,
height of the centre of gravity of the dam above the
base in m, and
ah = design seismic coefficient as obtained in 7.3.1.1 (b) (2).
4) For any horizontal section at a depth y below top of the dam
shear force, V, and bending moment M, may be obtained
as follows:
where C’V and C’, are given in Fig. 11.
RESERVOIR EMPTY
VY = c; vg
MY = c;, t.40
g--l/-VY OR MY
DL
I
‘h
0.6
0.8
I I I I I - w .
I.0
0 0.1 0.2 0.3 0.6 0.5 0.6 0.7 0.E 0.9
COEFFICIENTS C; AND C;n
FIG. 11 VALUES OF Cv AND Cm ALONG THE HEIGHT OF DAMI”L,~___._ __“_r _. ___ ._.-,.. .__.. I -. --_.--- -.-. --. _.._
L.... ..II, _“.^ -....-
lS:1893-1984
7.3.1.2 Efict of vertical earthquake acceleration - The effect of vertical
earthquake acceleration is to change the unit weight of water and concrete
or masonry. An accrlrration upwards increases the weight and an accele-
ration downwards decrcascs the weight. To consider the effect of vertical
earthquake acceleration, the vertical seismic coefficient would be as
follows:
a) For seismic coeficient method of design - At the top of the dams it
would be 0’75 times the ah value given in 3.4.2.3 (a) and reducing
linearly to zero at the base.
b) For response spectrum method of design - At the top of the dam it
would be 0.75 times the value of c(h given in 7.3.1.1 (b) (2) and
reducing linearly to zero at the base.
7.3.1.3 Effect of earthquake acceleration on upl;ft forces - Effect of earth-
quake acceleration on uplift forces at any horizontal section is determined
as a function of the hydrostatic pressure of reservoir and tail-water against
the faces of the dam. During an earthquake the water pressure is changed
by the hydrodynamic effect. However, the change is not considered effec-
tive in producing a corresponding increase or reduction in the uplift force.
The duration of the earthquake is too short to permit the building up of
pore pressure in the concrete and rock foundations.
7.3.1.4 Effect of earthquake acceleration on dead silt loads - It is sufficient
to determine the increase in the silt pressure due to earthquake by con-
sidering hydrodynamic forces on the water up to the base of the dam and
ignoring the weight of the silt.
7.3.2 Earthquake Forces for Ouerjow Sections - The provisions for the
dam as given in 7.3.1 to 7.3.1.4 will be applicable to over-flow sections as
well. In this case, the height of the dam shall be taken from the base of
the dam to the top of the spillway bridge for computing the period as well
as shears and moments in the body of the dam. However, for the design
of the bridge and the piers, the horizontal seismic coefficients in either
direction may be taken as the design seismic coefficient for the top of the
dam worked out in 7.3.1 and applied uniformly along the height of the
pier.
7.4 Earth and Rockfill Dams and Embankments
7.4.1 General - It is recognized that an earth dam or embankment
vibrates when subjected to ground motion during an earthquake requiring
thereby a dynamic analysis of the structure for its design. Nevertheless,
currently accepted design procedure is based on the assumption that the
portion of the dam above the rupture surface is rigid. Therefore, the
method given in 7.4.2 which assumes additional horizontal and vertical
loads on the soil mass within the rupture surface shall be adopted. It is,
however, desirable to carry out dynamic analysis for final design of
important dams in order to estimate deformations in dams in probable
future earthquakes.
44IS 2 1893 - 1984
7.4.2 Seismic Force on Soil Mass
7.4.2.1 The procedure for finding out the seismic coefhcient which
will depend upon the height of the dam and the lowest point of the
rupture surface shall be as follows:
a) Determine the fundamental period of the structure from the
formula:
where
T = fundamental period of the earth dam in s,
Ht = height of the dam above toe of the slopes,
P = mass density of the shell material, and
G = modulus of rigidity of the shell material.
NOTE- The quantity +fGTp. IS the shear wave velocity through the mate-
rial of the dam and may be used if known instead of p and G.
b) Determine S,/g for this period T and 10 percent damping from
average acceleration spectrum curves given in Fig. 2.
c) Compute design seismic coefficient ah using 3.4.2.3 (b).
7.4.2.2 For checking slope failure with the lowest point of the
rupture surface at any depth y below top of dam, the value of equivalent
uniform seismic coefficient shall be taken as:
where
H = total height of the dam.
7.4.3 Stability of the Upstream Slope
7.4.3.1 The stability of the upstream slope of an earth or rockfill dam
shall be tested with full reservoir level with horizontal forces due to earth-
quake acting in upstream direction and vertical forces due to earthquake
( taken as one half of horizontal ) acting upwards.
7.4.3.2 For preliminary design, a factor of safety of unity shall be
accepted as being adequate for ensuring stability of upstream slope. The
factor of safety need be tested only for failure surface which passes through
the lower half of the dam.
45fS : 1893 - 1984
7.4.4 Stability of Downstream Slope - The provision of 7.4.3 shall also
apply in determining stability of the downstream slope except that the
horizontal force due to earthquake should be considered acting in the
downstream direction.
7.4.5 Miscellaneous - Earthquake forces shall not be normally included
in stability analysis for the construction stage or for the reservoir empty
condition. Hocvever, where the construction or operating schedule requi-
res the reservoir empty condition to exist for prolonged periods, earth-
quake forces may be included and may be calculated based on 50 percent
of the value obtained from 7.4.3 or 7.4.4.
Provisions in 7.4.3 and 7.4.4 modified to suit the conditions of empty
reservoir shall apply for testing the stability of the upstream and down-
stream s!opes.
Junctions between spillways and abutments shall be constructed with
great care in view of the damage that may be caused by differential
vibrations of the dam and the spillway.
8. RETAINING WALLS
8.1 Lateral Earth Pressure - The pressure from earthfill behind retain-
ing walls during an earthquake shall be as given in 8.1.1 to 8.1.4. In the
analysis, cohesion has been neglected. This assumption is on conservative
side.
8.1.1 Active Pressure Due to Earthfill - The general conditions encounter-
ed for the design of retaining walls are illustrated in Fig. 12A. The active
pressure exerted against the wall shall be:
Pa - & zoh2 C,
where
P, = active earth pressure in kg/m length of wall,
W = unit weight of soil in kg/ms,
h - height of wall in m, and
(1 &av)cos”(~---a)
c,= x
cos h tossa cos ( 6 + a -j- h )
1 IIa
l+ sin(++6)sin(#---t--A 3
[ { cos(a - L)cOs(a+a+h
the maximum of the two being the value for design,IS : 1893 - 1984
ocI = vertical seismic coefficient - its direction bemg taken consis
ten+ throughout the stability analysis of wall and equal to
t all
IJ = angle of internal friction of soil,
A = tan-1 -.E.L_
1 f Qv
a. = angle which earth face of the wall makes with the vertical,
1 - slope of earthfill,
6 = angie of friction between the wall and earthfill, and
CQ, = horizontal seismic coeficient [ see 3.4.2.3 (a) 4.
12A Active Piessure 12B Passive Pressure
Fro. 12 EARTII PRESSURE I)LJPT,O EARTHQUAKE ON RETAINING WALLS
8.X.1.1 The active pressire may be determined graphically by means
of the method desc ribcd in Appendix H.
8.1.1.2 Point of ap/dication -. Prom the total pressure computed as
above subtract the static active pressure obtained by putting tlh = ccV =
h = 0 in the expression given in 8.1.1. The remainder is the dynamic
increment. The static component of the total pressure shall be applied at
an elevation h/3 above the base of the wall. The point of application of
the dynamic increment shall bc assumed to be at mid-height of the wail.
8.1.2 Passive Pressure Due to EarthJill -- The general conditions ~encoun-
tered in the design of retaining walls are illustrated in Fig. 12B. The pas-
sive pressurt. against the walls shall be given by the following formula :
I’, =- 4 wh=cp
47IS: 1893 - 1984
where
P, = passive earth pressure in kg/m length of wall;
( 1 f av ) Co@( # + a - h 1
C p = cos A co@ a cos ( 6 - a + A ) ’
L 1 s
l-
sin($+G)sin($+L-_ (
-
b __-
~ .
_a + A I4I
t- cos ( dc - c ) cos
the minimum of the two being the value for design; w, h, a, fi
and L are as defined in 8.1.1; and
ah
h c tan-l
1 f av
8.1.2.1 The passive pressure may be determined graphically by
means of the method described in Appendix J.
8.1.2.2 Point of application - From the static passive pressure obtain-
ed by putting ah = ap = r\= 0 in the expression given in 8.1.2, subtr-
act the total pressure computed as above. The remainder is the dynamic
decrement The static component of the total pressure shall be applied at
an elevation h/3 above the base of the wall. The point of application of
the dynamic decrement shall be assumed to be at an elevation 0.66 h
above the base of the wall.
8.1.3 Active Pressure Due to UnifTorm Surcharge - The active pressure
against the wall due to a uniform surcharge of intensity q per unit area of
the inclined earthfill surface shall be:
qh cos a C
Psh =
co.3 ( a - C) ’
8.1.3.1 Point of application - The dynamic increment in active pres-
sures due to uniform surcharge shall be applied at an elevation of 0.66 h
above the base of the wall, while the static component shall be applied at
mid-height of the wall.
8.1.4 Passive Pressure Due to Uniform Surcharge - The passive pressure
against the wall due to a uniform surcharge of intensity q per unit area of
the inclined earthfill shall be:IS : 1893 - 1984
8.1.4.1 Point of afifilication - The dynamic decrement in passive pres-
sures due to uniform surcharge shall be applied at an elevation of 0.66 h
above the base of the-walls while the static component shall be applied at
mid-height of the wall.
8.2 Effect of Saturation on Lateral Earth Pressure
8.2.1 For saturated earthfill, the saturated unit weight of the soil shall
be adopted as in the formulae described in 8.1.
8.2.2 For submerged earthfill, the dynamic increment ( or decrement )
in active and passive earth pressure during earthquakes shall be found
from expressions given in 8.1.1 and 8.1.2 with the following modifications:
a) The value of 6 shall be taken as 4 the value of 6 for dry backfill.
b) The value of A shall be taken as follows:
tan-l-$.-)(%
A =
8 l 1 * uv
where
w, = saturated unit weight of soil. in gm/cc,
CQ,= horizontal seismic coefficient [, see 3.4.2.3 (a) 1, and
av = vertical seismic coefficient which is 3 ah.
c) Buoyant unit weight shall be adopted.
d) From the value of earth pressure found out as above, subtract the
value of earth pressure determined by putting @h=MV=h=O but
using buoyant unit weight. The remainder shall be dynamic
increment.
8.2.3 Hydrodynamic pressure on account of water contained in earthfill
shall not be considered separately as the effect of acceleration on water
has been considered indirectly.
8.3 Partially Submerged Backfill
8.3.1 The ratio of the lateral dynamic increment in active pressures to
the vertical pressures at various depths along the height of wall may be
taken as shown in Fig. 13.
The pressure distribution of dynamic increment in active pressures
may be obtained by multiplying the vertical effective pressures by the
coefficients in Fig. 13 at corresponding depths.
NOTE - The procedure may also be used for determining the distribution of
dynamic pressure increments in 8.1.1.2 and 8.1.3.1.
49IS:1893 - 1984
+-3(C,- K,)
1
Ca is computed as in 8.1.1 for dry ( moist ) saturated backfills.
C’a is computed as in 8.1.1 and 8.2.2 for submerged backfills.
Ka is the value of Ca when ah =aV = h = 0.
K’a is the value of C’a when @h = av = h = 0.
h’ is the height of submergence above the base of the wall.
h is the height of the retaining wall.
LATERAL DYNAMIC INCREMENT
FIG. 13 DISTRIMJTIONO F THE RATIO
VP,RTICALE FFECTWEP RESSURE
WITH HEIGIIT OF WALL
50IS : 1893 - 1984
8.3.2 A similar procedure as in 8.3.1 may be utilized for determining
the distribution of dynamic decrement in passive pressures.
8.4 Concrete or Masonry Inertia Forces - Concrete or masonry iner-
tia forces due to horizontal and vertical earthquake accelerations are the
products of the weight of wall and the horizontal and vertical s&mic
coefficients respectively ( see 3.4.2 and 3.4.5 ).
NATE - To ensure adequate factor of safety under earthquake condition, the
design shall be such that the factor of safety against sliding shall be 1’2 and the
resultant of all the forces including earthquake force shall fall within the middle
three-fourths of the base width provided. In addition, bearing pressure in soil should
not exceed the permissible limit.
9. NOTATIONS AND SYMBOLS
9.1 The various notations and letter symbols used in the formulae and in
the body of the standard shall have the meaning as given in Appendix K.As in the Original Standard, this Page is Intentionally Left BlankIS : 1893 - 1981
APPENDIX A
( &“St? 0 7 I )
MAP OF INDIA
SHOWING EPlCiNTRES
MAGNITUDE
MORE THAN 6.0
DEEP FOCUS SHOCKS
NUMBER OF SHOCKS (n)
FROM THE SAME ORIGIN
EPICENTRES AND MAGNlTUDES SHOWN
BY DOTTEDC IRCLESA RE APPROXIMATE
53As in the Original Standard, this Page is Intentionally Left BlankIS : 1893 . 1984
APPENDIX D
( Clause 2.7 )
EARTHQUAKE INTENSITY SCALES
D-l. MODIFIED MERCALLI INTENSITY SCALE ( ABRIDGED )
Class of Remarks
Earthquake
I Not felt except by a very few under specially favourable circum-
stances
II Felt only by a few persons at rest, specially on upper floors of
buildings; and delicately suspended objects may swing
III Felt quite noticeably indoors, specially on upper floors of build-
ings but many people do not recognize it as an earthquake;
standing motor cars may rock slightly; and vibration may be felt
like the passing of a truck
IV During the day felt indoors by many, outdoors by a few, at
night some awakened; dishes, windows, doors disturbed; walls
make creaking sound, sensation like heavy truck striking the
building; and standing motor cars rocked noticeably
V Felt by nearly everyone; many awakened; some dishes, windows,
etc,. broken; a few instances of cracked plaster; unstable objects
overturned; disturbance of trees, poles and other tall objects
noticed sometimes; and pendulum clocks may stop
VI Felt by all, many frightened and run outdoors; some heavy
furniture moved; a few instances of fallen plaster or damaged
chimneys; and damage slight
VII Everybody runs outdoors, damage negligible in buildings of
good design and construction; slight to moderate in well built
ordinary structures; considerable in poorly built or badly desi-
gned structures; and some chimneys broken, noticed by persons
driving motor cars
VIII Damage slight in specially designed structures; considerable in
ordinary but substantial buildings with partial collapse; very
heavy in poorly built structures; panel walls thrown out of fra-
med structures; falling of chimney, factory stacks, columns,
monuments, and walls; heavy furniture overturned, sand and
mud ejected in small amounts; changes in well water; and
disturbs persons driving motor carsIS : 1893- 1984
Class of Remarks
Earthquake
IX Damage considerable in specially designed structures; well desi-
gned framed structures thrown out of plumb; very heavy in
substantial buildings with partial collapse; buildings shifted off
foundations; ground cracked conspicuously; and underground
pipes broken
X Some well built wooden structures destroyed; most masonry and
framed structures with foundations destroyed; ground badly
cracked; rails bent; landslides considerable from river banks and
steep slopes; shifted sand and mud; and water splashed over
banks
XI Few, if any, masonry structures remain standing; bridges destro-
yed; broad fissures in ground, underground pipelines completely
out of service; earth slumps and landslips in soft ground; and
rails bent greatly
XII Total damage; waves seen on ground surfaces; lines of sight
and levels distorted; and objects thrown upward into the air
D-2. COMPREHENSIVE INTENSITY SCALE
D-2.1 The scale was discussed generally at the inter-governmental meet-
ing convened by UNESCO in April 1964. Though not finally approved,
the scale is more comprehensive and describes the intensity of earth-
quake more precisely. The main definitions used are as follows:
a) ,Ty@eo f Structures ( 23uildings ) :
Structure A Buildings in field-stone, rural structures, unburnt-
brick houses, clay houses.
Structure B Ordinary brick buildings, buildings of the large
block and prefabricated type, half timbered struc-
tures, buildings in natural hewn stone.
Structure C Reinforced buildings, well built wooden structures.
b) Definition of Quantity:
Single, few About 5 percent
Many About 50 percent
Most About 75 percent
c) ClassiJication ef Damage to Buildings:
Grade 1 Slight damage Fine cracks in plaster; fall of small
pieces of plaster
Grade 2 M o d e r a t e Small cracks in walls; fall of fairly
damage large pieces of plaster, pantiles slip
off; cracks in chimneys; parts of
chimney fall down 1,
58Grade 3 Heavy damage Large and deep cracks in walls; fall
of chimneys
Grade 4 Destruction Gaps in walls; pal’ts of buildings may
collapse; separate parts of the build-
ing lose their cohesion; and inner
walls collapse
Grade 5 Total damage Total collapse of buildings
d) Intensity Scale:
I Not noticeable.
The intensity of the vibration is below the limit of sensibility;
the tremor is detected and recorded by seismographs only
II Scarcely noticeable .( very slight ).
Vibration is felt only by individual people at rest in houses,
especially on upper floors of buildings
III Weak , partially observed only.
The earthquake is felt indoors by a few people, outdoors only
in favourable circumstances. The vibration is like that due to
the passing of a light truck. Attentive observers notice a slight
swinging of hanging objects, somewhat more heavily on
upper floors
IV Largely observed.
The earthquake is felt indoors by many people, outdoors by
few. Here and there people awake, but no one is frightened.
,The vibration is like that due to the passing of a heavily loaded
truck. Windows, doors and dishes rattle. Floors and walls
crack. Furniture begins to shake. Hanging objects swing slight-
ly, Liquids in open vessels are slightly disturbed. In standmg
motor cars the shock is noticeable
V Awakening: ,
a) The earthquake is felt indoors by all, outdoors by many-
Many sleeping people awake. A few run outdoors. Ani.
mals become uneasy. Buildings tremble throughout. Hang-
ing objects swing considerably. Pictures knock against walls
or swing out of place. Occasionally pendulum clocks stop.
Unstable objects may be overturned or shifted. Open doors
and windows are thrust open and slam back again. Liquids
spill in small amounts from well-filled open containers. The
sensation of vibration is like that due to heavy object fall-
ing inside the buildings
59IS:1893 - 1984
b) Slight damages in buildings of Type A are possible
c) Sometimes change in flow of springs
VI Frightening:
a) Felt by most indoors and outdoors. Many people in build-
ings are frightened and run outdoors. A few persons lose
their balance. Domestic animals run out of their stalls. In
few instances dishes and glassware may break, books fall
down. Heavy furniture may possibly move and small steeple
bells may ring
b) Damage of Grade 1 is sustained in single buildings of Type
B and in many of Type A. Damage in few buildings of
Type A is of Grade 2.
C>I n few cases cracks up to widths of I cm possible in wet
ground; in mountains occasional landslips; change in flow
of springs and in level of well water are observed
VII Damage of buildings:
a) Most people are frightened and run outdoors. Many find it
difficult to stand. The vibration is noticed by persons driv-
ing motor cars. Large bells ring
b) In many buildings of Type C damage of Grade 1 is caused;
in many buildings of Type B damage is of Grade 2. Most
buildings of Type A suffer damage of Grade 3, few of
Grade 4. In single instances landslips of roadway on steep
slopes; cracks in roads; seams of pipelines damaged; cracks
in stone walls
VIII Destruction of buildings:
4 Fright and panic; also persons driving motor cars are dis-
turbed. Here and there branches of trees break off. Even
heavy furniture moves and partly overturns. Hanging
lamps are damaged in part
b) Most buildings of Type C suffer damage of Grade 2, and
few of Grade 3. Most buildings of Type B suffer damage of
Grade 3, and most buildings of Type A suffer damage of
Grade 4. Many buildings of Type C suffer damage of
Grade 4. Occasional breaking of pipe seams. Memorials
and monuments move and twist. Tombstones overturn.
Stone walls collapse.
c) Small landslips in hollows and on banked roads on steep
slopes; cracks in ground up to widths of several centimetres.
Water in lakes becomes turbid. New reservoirs come into
existence. Dry wells refill and existing wells becomes dry.
In many cases change in flow and level of water is observed,
60IS:1893 - 1984
IX General damage to buildings:
a) General panic; considerable damage to furniture. Animals
run to and fro in confusion and cry
b) Many buildings of Type C suffer damage of Grade 3, and
a few of Grade 4. Many buildings of Type B show damage
of Grade 4, and a few of Grade 5. Many buildings of Type
A suffer damage of Grade 5. Monuments and columns fall.
Considerable damage to reservoirs; underground pipes
partly broken. In individual cases railway lines are bent
and roadway damaged
c) On flat land overflow of water, sand and mud is often obser-
ved. Ground cracks to widths of up to 10 cm, on slopes
and river banks more than 10 cm; furthermore a large
number of slight cracks in ground; falls of rock, many land-
slides and earth flows; large waves in water. Dry wells
renew their flow and existing wells dry up
X General destruction of buildings:
a) Many buildings of Type C suffer damage of Grade 4, and a
few of Grade 5. Many buildings of Type B show damage
of Grade 5; most of Type A have destruction of Grade 5;
critical damage to dams and dykes and severe damage to
bridges. Railway lines are bent slightly. Underground
pipes are broken or bent. Road paving and asphalt show
waves
b) In ground, cracks up to widths of several centimetres, some-
times up to 1 metre. Parallel to water courses occur broad
fissures. Loose ground slides from steep slopes. From river
banks and steep coasts, considerable landslides are possible.
In coastal areas, displacement of sand and mud; change of
water level in wells; water from canals, lakes, rivers, etc,
thrown on land. New lakes occur
XI Destruction:
4 Severe damage even to well built buildings, bridges, water
dams and railway lines; highways become useless; under-
ground pipes destroyed
b) Ground considerably distorted by broad cracks and fissures,
as well as by movement in horizontal and vertical direc-
tions; numerous landslips and falls of rock. The intensity of
the earthquake requires to be investigated specially
XII Landscape changes:
a) Practically all structures above and below ground are
greatly damaged or destroyed
61IS : 1893 - 1984
b) ‘lhe surface of the ground is radically changed. Considera-
ble ground cracks with extensive vertical and horizontal
movements are observed. Falls of rock and slumping of
river banks over wide areas, lakes arc da.mmed; waterfalls
appear, and rivers are deflected. The intensity of the
earthquake requires to be investigated specially.
APPENDIX E
( Clause 3.4.2.1 and Table 2 )
BASIC HORIZONTAL SEISMIC COEFFICIENTS FOR
SOME IMPORTANT TOWNS
Town 5 one Basic Town 5 one Basic
Horizontal Horizonto
Seismic Seismic
Coe$icient Coeficient
a0
Agra III ,4;4 Bikaner III 0.04
Ahmadabad III o-04 Bokaro III 0.04
Ajmer I 0.01 Bombay III 0.04
Allahabad II 0.02 Burdwan III 0.04
Almora IV 0.05 Calcutta III 0.04
Ambala IV 0.05 Calicut III 0.04
Amritsar IV 0.05 Chandigarh IV (1.05
Asansol III 0 04 Chitrgaurad I 0.01
Aurangabad I o-01 Coimbatore III 0.04
Bahraich IV 0.05 Cuttack III .0:04
Bangalorc I 0.01 Darbhanga V 0.08
Barauni IV o-05 Darjeeling IV 0.05
Bareilly III o-04 Dehra Dun IV 0.05
Bhatinda III 0.04 Delhi IV 0.05
Bhilai I 0.01 Durgapur III 0.04
Bhopal II 0.02 Sangtok IV 0.05
Bhubaneswar III 0.04 Sauhai V 0.08
Bhuj V 0.08 Zaya 111 0 04
62IS : 1893 - 1984
Town zone Basic Town 5 OUZ Basic
Horizontal Horizontal
Seismic Seismic
Coeficient CoejSient
a0 a0
Gorakhpur IV o-05 Panjim III o-04
Hyderabad I 0.01 Patiala III 0.04
Imphal V O-08 Patna IV o-05
Jabalpur III o-04 Pilibhit IV 0.05
Jaipur II 0.02 Pondicherry II 0.02
Jamshed pur II 0.02 Pune III 0.04
Jhansi I 0.01 Raipur I 0 01
Jodhpur I 0.01 Raj kot III o-04
Jorhat V O-08 Ranchi II 0.02
Kanpur III 0.04 Roorkee IV 0.05
Kathmandu V 0.08 Rourkela I 0.01
Kohima V 0.08 Sadiya V 0.08
Kurnool I 0.01 Simla IV 0.05
Lucknow III 0.04 Sironj I 0.01
Ludhiana IV 0.05 Srinagar V 0.08
Madras II 0.02 Surat III o-04
Madurai II o-02 Tezpur V 0.08
Mandi V 0.08 Thanjavur II 0.02
Mangalore III 0.04 Tiruchirapalli II 0.02
Monghyr IV 0 -05 Trivandrum III 0.04
Moradabad IV 0.05 Udaipur II 0.02
Mysore I o-01 Vadodara III 0.04
Nagpur II 0.02 Varanasi III 0.04
Nainital IV 0.05 Vijayawada III o-04
Nasik III 0.04 Visakhapatnam II 0.02
Nellore II 0.02
NOTE- 7’he coefficients given are according to 3.4.2.1 and should be suitably
modified fc,r iqlortant structures in accordance with 3.4.2.3, 4.4 and 7.1 and should
be read along with other provisions of the standard.
63APPENDIX F
( Clnuse 3.4.2.1 and Table 2 )
SPECTRA OF EARTHQUAKE
F-l. GENERAL
F-l.1 Spectrum of an earthquake is the representation of the maximum
dynamic response of idealized structures during an earthquake. The idea-
lized structure is a single degree of freedom system having a certain period
of vibration and damping. The maximum response is plotted against the
natural period of vibration and can be expressed in terms of maximum
absolute acceleration, maximum relative velocity or maximum relative dis-
placement, For the purpose of design, acceleration spectra are very useful,
as they give the seismic force on a structure directly by multiplying it with
the generalized or modal mass of the structure.
F-2. AVERAGE SPECTRA
F-2.1 Prof. G. W. Housner has proposed average spectra on the basis of
studies on response spectra of four strongest earthquakes that have occurred
in USA ( see Fig. 2 which shows the average acceleration spectra ).
F-2.2 To take into account the seismicity of the various zones, the ordi-
nate of the average spectra are to be multiplied by a factor F,. This factor
F. depends on the magnitude, duration and form of the expected earth-
quake, distance of the site from expected epicentre, soil conditions and
resistance deformation characteristics of the structure, etc. For elastic
design with permissible increase in stresses or load factors as given in 3.3,
approximate values of this factor are given in Table 2.
NOTE - It may be pointed out that during the expected maximum intensity of
earthquake in the various seismic zones, structures will be subjected to a bigger force.
But the capacity of the structure in plastic range will be available for absorbing the
kinetic energy imparted by the earthquake. Therefore, the structural details are to
be worked out in such a manner that it can undergo sufficient plastic deformations
before failure [see 1.2 and3.3.2 (b) ( Note 3 ) 1.
F-3. DAMPING IN STRUCTURES
F-3.1 The variety of damping displayed in different types of structures has
made the choice of a suitable damping coefficient for a given structure
largely a matter of judgement. However, some values are given below to
indicate the order of damping coefficient in various types of structures:
a) Steel structures 2 to 5 percent of critical
b) Concrete structures 5 ,, 10 ,> 7, >,
64c) Brick structures in cement mortar 5 to 10 percent of critical
d) Timber structures 2 ,, 5
e) Earthen structures 10 ), 30 :: :: ::
NOTE - It may be mentioned here that in the elastic range, damping displayed
by structures is much lower than that given above. It may lie between 1 and 4 per-
cent for the above type of structures at low stresses. The values given thus presume
some inelastic deformations or fine cracking to take place when this order of damp-
ing will occur. However, for obtaining design seismic coefficient, the values of damp-
ing mentioned in relevant clauses shall apply.
F-4. METHOD OF USING THE SPECTRA
F-4.1 Let the period of a structure be 0.8 second and the damping 5 per-
cent critical. Further let the soil-foundation system give factor, B = 1.2
and let the structure have an importance factor, I = 1.5. Referring to
Fig. 2, the spectral acceleration, S, is O-12 g. If the structure has mass
M= 12.0 kg sets/cm and is to be located in Zone V, the design horizon-
tal seismic coefficient ah would be [ see 3.4.2.3 (b)]:
ah = P IF, (&/id
= 1.2 x 1.5 x 0.4 x 0.12
= 0,086 4
Therefore, horizontal seismic force
P = tLh Mg
= 0.086 4 x 12.0 x 981
= 1 017.1 kg
APPENDIX G
( Clause 7.2.1.1 )
VARIATION OF THE COEFFICIENT C, WITH SHAPES
AND DEPTHS
G-l. The increase in water pressure on the surface of dam due to hori-
zontal earthquake forces depends upon the shape of the dam and varies
with depth. In the equation specified in 7.2.1.1, the coefficient C, defines
the magnitude and distribution of the increased pressure.
G-2. G’s is a function of the shape of dam and, is independent of the mag-
nitude and intensity of the earthquake.
G-3. The magnitude of C, for various shapes of dams, illustrated in Fig.
14 to 18, assuming water as incompressible, has been established by
laboratory experiments. For more detailed analysis, these values may be
adopted.
65WATER SURPPCE
SHAPE A-1 SHAPE A-2
WATER SURPACE WATEP SURFACE
SHAPE A-3 SHAPE A-4
WATER SURFACE
T-Jj-=
0 0.2 0.1 O-6 O-8 1.0
1 t DISTANCE BELOW SURFACE
h DEPTH OF RESERVOIR VERTICAL
p = CS ah wh
where
p = hydrodynamic pressure at depthy,
Cs = coefficient which varies with shape and depth,
orb = horizontal seismic coefficient ( ~8s 7.1 ),
w = unit weight of water, and
h = maximelm depth of reservoir.
FIG. 14 VALUES OF C, FOR COMBJNATION SLOPES IN WHICH THE INCLUSIVE ANGLE IS 15” AND
VERTICAL PORTION OF UPSTREAM FACE IS VARIABLESHAPE C-l SHAPE C-2
WATER SURFACE
WATER SURFACE
SHAPE C-3 SHA..P.E- C -4- - -- *
Btfy-
1 _ DISTANCE BELOW SURFACE
h- DEPTHOF RESERVOIR
VERTICAL
fi = Cs ah wh
where
p = hydrodynamic pressure at depthy,
Cs = coefficient which varies with shape and depth,
ah = horizontal seismic coefficient ( sc.s 7.1),
w = unit weight of water, and
h = maximum depth of reservoir.
FIG. 16 VALUES OF C, FOR COMBINATION SLOPES IN WHICH THE INCLUSIVE ANGLE IS 45’ AND
VERTICAL PORTION OF UPSTREAM FACE IS VARIABLE0.7
O-6
s 0.5 SHAPE E-l SHAPE E-2
0.6
0 *:
0.2 SHAPE E-3 SHAPE E-4
WATER SUNPACE
O.! r-J-=
0 0’4 o-6 0.s
1= DISTDANCEE PTHBE LOW SURFACE
h OF RESLRVOlR VERTICAL
where
p = hydrodynamic pressure at depthy,
Cg = coefficient which varies with shape and depth,
ah = basic horizontal seismic coefficient (set 7.1 ),
UI = unit weight of water, and
h = maximum depth of reservoir.
FIG. 18 VALUES OF C, FOR COMBIXATIONS LGPESI N WHICH THE INCLUSIVEA NGLE IS 75” AP;D
VERTICAL PORTIOXO F UPSTREAMF ACE IS VARIABLEIS : 1893 - 1984
APPENDIX H
( Clause 8.1.1.1 )
GRAPHICAL DETERMINATION OF ACTIVE EARTH PRESSURE
H-1. METHOD
H-l.1 Make the following construction ( see Fig. 19 ):
Draw BB’ to make an angle ( 4 - A ) with horizontal. Assume
planes of rupture Ba, Bb, etc, such that Aa = ab = bc, etc. Make
Ba’ = a’b’ = b’c’ etc, on BB’ equal to Aa, ab, bc, etc, in length.
Draw active pressure vectors from a’, b’, etc, at an angle ( 90’ -
6-- a - h ) with BB’ to intersect corresponding assumed planes of
rupture. Draw the locus of the intersection of assumed planes of
rupture and corresponding active pressure vector ( modified
Culmann’s line ) and determine the maximum active pressure vector
X parallel to BE.
t-ASSUME0 PLANE
LINE
‘$5
MAXIMUM ACTIVE
PRESSURE VECTOR X
Fro. 19 DETERMINATION OF ACTIVE EARTH PRESSURE BY
GRAPHICALM ETHOD
H-l.2 The active earth pressure shall be calculated as follows:
( ‘,; )
y”’
P, = 4 w XBC
where
X = active pressure vector,
BC = prependicular distance from B to AA’ as shown in
Fig. 19, and
P,, UJ, uV and h are as defined in 8.1.1.
71gsr1&I93-1984
APPENDIX J
( Clause 8.1.2.1 )
GRAPHICAL DETERMINATION OF PASSIVE EARTH PRESSURE
J-1; METHOD
J-l.1 Make the following construction ( see Fig. 20 ):
Draw BB’ to make an angle ( + - h ) with the horizontal, Assume
planes of rupture Ba, Bb, etc, such that Aa - ab = bc, etc. Make
Ba’ = a’b’ - b’c’, etc, on BB’ equal to Aa, ab, bc, etc, in length.
Draw passive pressure vectors from u’, b’, etc, at an angle ( 90” - u
+ 6 + A ) with BB’ to intersect corresponding assumed planes of
rupture. Draw the locus of the intersection of assumed planes of
rupture and corresponding passive pressure vector ( modified
Culmann’s line ) and determine the minimum passive pressure
vector X parallel to BE.
M’IDIFIED
CIILMANN’S LINE
/-ASSUMED PLANE
OF RUPTURE
MINIMUM PASSIVE
PRESSURE VECTOR x
FIG. 20 DETERMINATION OF PASSIVEE ARTH PRESSUREB Y
GRAPHICAL METHOD
12IS:lt333-l!m4
J-1.2 The passive pressure shall he calculated as follows:
where
X = passive pressure vector,
BC = f;rnnddicular distance from B to AA‘ as shown in Fig.
P,, w, av Hnd /\a re as defined in 8.1.2.
APPENDIX K
( Clause 9.1 )
NOTATIONS AND SYMBOLS
K-l. The following notations and letter symbols shall have the meaning
indicated against each, unless otherwise specified in the body of the
standard:
A = Area of cross-section at the base of the structure shell in
stacklike structures
B = Base width of the dam
C = Coefficient defining flexibility of structure
C, = Coefficient for determining active earth pressure ( for
dry-moist-saturated backfills)
CB = Coefficient for determining active earth pressure ( for
submerged backfills )
C, - Coefficient depending on submerged portion of pier and
enveloping cylinder
C, = Maximum value of C,
C’, 5 Coefficient to determine bending moment at any section
from base moment in dams
CrJ - Coefficient for determining passive earth pressure
C, = Mode participation factor
C, = Coefhcicnt which varies with shape and depth of dam
73_-__---_l-- __.. -. .-- ___---. _
IS:1893 - 1984
C, = Coefficient depending on slenderness ratio of structure,
used for determining T
Cv = Coefficient depending on slenderness ratio, used for deter-
mining P
C’v = Coefficient to determine shear at any section from base
shear in dams
d = Dimension of building in a direction parallel to the applied
seismic force
DL = Dead load on the structure
EL = Value of earthquake load adopted for design
En = Modulus of elasticity of the material of the structure
F = Total horizontal force for submerged portion of pier
F, = Seismic zone factor
e g tA cceleration due to gravity
Modulus of rigidity of the shell material of earth and rock-
fill dam
h ST= Height of water stored in tank, or
L= Depth of reservoir, or
Height of retaining wall
h’ f Height of stacklike structure above the base, or
= Height of submergence above base of retaining walls
j&
Height of centre of gravity of stacklike structure or dam
above base
hi = Height measured from the base of the building to the roof
or any floor, i
H= Total height of the main structure of the building, or
=
Height of submerged portion of pier, or
c Height of water surface from the level of deepest scour, 07
= Height of dam
Ht = Height of dam above toe of the slopes
I = Importance factor
k = Slenderness ratio of stacklike structure
ET = Performance factor for buildings
KB = Value of C, for static active earth pressure conditions
X’, = Value of C’, for static active earth pressure conditions
1 = Half the ( longer ) length of the rectangular tank
74IS : 1893 - 1984
1’ = Half the width of strip in circular tank
LL = Superimposed ( live ) load on the structure
M = Design bending moment at a distance x’ from top, in a
stacklike structure
MB = Base moment
Mh = Hydrodynamic moment in submersible bridges
My = Bending moment at depth y below top of dam
n = Number of storeys including basement storeys
P- Hydrodynamic pressure in submersible bridges or dams, OY
= Hydrodynamic pressure at any location, x, from the centre
of rectangular tank
pb = Pressure on the bottom of the tank or bottom of submerged
portion of the pier
Pw = Pressure on the wall of the tank
P, = Active earth pressure due to earthfill
P, - Passive earth pressure due to earthfill
(Pi&)C l = Active earth pressure due to uniform surcharge
(Pr)a = Passive earth pressure due to uniform surcharge
q = Intensity of uniform surcharge
Qt =, Lateral forces at any roof or floor, i
Q,(r) a Load acting at any floor level, i, due to mode of vibration
r = Mean radius of structural shell of circular stacklike struc-
tures
r, = Radius of gyration of structural shell at the base section of
stacklike structures
R = Radius of circular tank
8, = Spectral acceleration
t = Thickness of structural shell of circular stacklike structure
I = Fundamental time period of vibration of structure
UL = Ultimate load for which the structure or its element
should be designed
V = Design shear force in stacklike structure at distance X’
from the top
Vr = Total shear due to horizontal component of hydrodynamic
force at the elevation at which the slope of the dam face
commences
75iSr1893 - 1984
V s = Total shear due to horizontal component of hydrodynamic
force at the elevation of the section being considered
VB - Base shear
Vh = Hydrodynamic shear in submersible bridges
VI = Shear force acting at floor, level, i
v, tr) - Absolute value of maximum shear at the ith storey, in the
rth mode
VY = Shear force at depth y below top of the dam
w = Unit weight of water, OY
Unit weight of soil
Wm = Unit weight of material of dam
WE = Saturated unit weight of soil
W = Total dead load + appropriate amount of live load in
buildings, OY
Total weight of masonry or concrete in the dam
We = Weight of the water of the enveloping cylinder
Wh = Increase ( or decrease ) in vertical component of load due
to hydrodynamic force
WI = Dead load + appropriate amount of live load of the roof
or auy floor, i
W, = Weight of bridge mass under consideration ignoring reduc-
tion due to buoyancy or uplift
Wt = Total weight of stacklike structure including weight of
lining and contents above base
x = Location in a rectangular tank from the centre of the tank
x’ = Distance from the top of stacklike structure
y = Depth of location or section below the water surface or
top of the dam
a = Angle which earth face of the wall makes with the vertical
a0 = Basic seismic coefficient
ah = Design horizontal seismic coefficient
av = Vertical seismic coefficient
UY = Equivalent uniform seismic coefficient at depth y below top
of dam
p = Soil-foundation system factor
Y = Constant used to determine shear force at any floor
76_
IS:1893 -1984
6 = Angle of friction between the wall and earthfill
n = Static horizontal deflection at the top of the tank under a
static horizontal force
0 = Angle between the face of the dam and the vertical
L - Slope of the earthfill
tani’ a1h
fav
Mass density of the shell material of earth and rockfill dam
Angle of internal friction of soil
Angle subtended by centre line of circular tank in plan,
with chord width of 2 1’
Mode shape coefficient obtained from free vibration
analysis at floor, iBUREAU OF INDIAN STANDARDS
Heedquarters:
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)
Con tral Laboratory: Telephone
Plot No. 2019, Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional ornc-:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 1;0002 323 76 17
‘Eastern : l/l4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTT,I700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
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twestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
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BANGALORE 560058
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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
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5-8-58C, L. N. Gupta Marg. Nampally Station Road, HYDERABAD 500001 20 10 83
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LUCKNOW 226001
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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, F! 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, Khurfa, IndiaAMENDMFNT NO. 1 AUGUST 1987
TO
IS:1893-1984 CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES
(Fourth Revision)
(Page 7, Fig. 1, footnotes) - Add the following
new sentence in the end:
'Lakshadweep falls under seismic zone III.'
4
(BDC 39)
Reprography Unit, BIS, New Delhi, IIndia
'i.
|
11770_1.pdf
|
IS : 11770 ( Part 1 ) - 1987
Indian Standard
RECOMMENDATIONS FOR
CONTROL OF EMISSION OF ASBESTOS
DUST IN PREMISES MANUFACTURING
PRODUCTS CONTAINING ASBESTOS
PART 1 ASBESTOS CEMENT PRODUCTS
Cement and Concrete Sectional Committee, BDC 2
Chairman Rcfircsenting
Dn H. C. VISVESVARAYA National Council for Cement and Building Materials,
New Delhi
Members
ADDITIONAL DIILECWW S,~ANIP Research,. Designs & Standards Organization
AhDS ( B & s ) ( Mmrstry of Railways), Luckncw
DEPUTY DIIEECWR STANI>-
AIWS ( B & S ) ( Ahmat )
SIIRI K. P. IJANERJEE Larsen and Toubro Limited, Bombay
SJIICI HAMSH N. MST.ANI ( Alternatc )
SriRIS.Ii. k%ANEKJE:F: National Test House. Calcutta
Cm%F ENGINEM (BD) Bhakra Beas Management Board, Nangal Township
S~ittr J. C. BASUIL ( Alfermt~)
CHIEI~ ENGINEIXR ( Dr:sIow) Central Public Works Department, New Delhi
EXECUTIVE ENGIN~XK (D)-III ( Alternate )
CHII:P Exannwa ( RBSEA~~II )- Irrigation and Power Research Institute, Amritsar
CU~-DI~ECTOI~.
RESRAR~I~ OJWC~R ( CON-
CI~KW: TIWHKOLOOY ) ( Afternate )
DIRECTOR A. P. Engineering Research .Laboratories, Hyderabad
JOINT DIR~:CTOI< ( Alternate )
DIRECTOK Central Soil and Materials Research Station,
New Delhi
CHIEB RFISEARCH OFFICER ( Alternate )
DIREOTOR ( CMDD-I ) Central Water Commission, New Delhi
D~PIITY DIKEOTOR ( CMDD-I ) ( Alternate )
SHRIV. K. GHANEKAK Structural Engineering Research Centre ( CSIR ),
Roorkce
SRRIS. GOPINATH The India Cements Ltd, Madras
SHRI T.TAMILAIIEI(AN ( Alternate)
( Continued on page 2 )
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the In&an Cafiyright 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 : 11770( Part 1 ) - 1987
( Continuedfrom page1 )
Members Refirtsssnting
SHRI A. K. G~PTA Hyderabad Industries Limited, Hyderabad
SHXI P. J. JIUUS Associated Cement Companies Ltd, Bombay
DR A. K. CHATTERJMI ( AIrrrnatc )
SERI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI R. L. K.+POOR Ministry of Transport ( Department of Surface
Transport ) ( Roads Wing )
SHRI R. K. SAXENA ( Altsrnatr )
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. U~WALLA ( Aftsraat6 )
DR A. K. MULLIOK National Council for Cement and Building Materials,
New Delhi
SERI S. N. PAL M. N. Dastur and Co Pvt Ltd, Calcutta
SRRI BIBXAND A~QUPTA ( Altmatc )
SERI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI Y. R. PrruLL Indian Roads Congress, New Delhi; and Central
Road Research Institute ( CSIR ). New Delhi
SHRI M. R. CHATTERJEE Centrs& oad Research Institute YCSIR ), New
( Alfernatc )
Dn MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
Dn S. S. RERSI ( Alternate)
SXIRI A. V. RAMANA Dal&a Cement ( Bharat ) Ltd. New Delhi
DR K. C. NARAN~ ( Alternate )
Drt M. RAMAIAII Structural Engineering Research Centre ( CSIR ),
Madras
Dn A. G. MADHAVA RAO ( Alterrzate )
SHRI G. RAMI)I\S Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. Rno National Buildings Organization, New Delhi
SRRI J. SRN GUPTA ( Alfewate )
SHRI T. N. SUBBA RAO Gammon India Ltd, Bombay
SHRI S. A. REDDI ( A&rnaf6 )
SHRI A. U. RIJH~IN~HANI Cement Corporation of India, New Delhi
SHRI C. S. SHARMA ( Ahnatc )
SHRI H. S. SATYANAKAYANA Engineer-in-Chief’s Branch, Army Headquarters, New
Delhi
SHRI V. R. KOTNIS ( Alternate )
SECRXTA~Y Central Board of Irrigation and Power, New Delhi
SHKT K. R. SAX~NA ( Alternntc )
SHRI R. K. SINHA Development Commissioner for Cement Industry
( Ministry of Industry ), New Delhi
!&RI S. S. MI~LANI ( Ah-nuts )
S’OPERINTENDIXT~ ENGINEER Public Works Department, Government of
( DESIGNS ) Tar-nil Nadu, Madras
EXIWJTIVE ENGINEER ( SMR
DIVISION ) ( Ahrnnte )
SHRJ L. SWAROOP Orissa Cement Ltd, New Delhi
SHRI H. BHATTACHARYA ( Alternate )
SHRI S. K. GVIIA THAKVRTA Gannon Dunkerley & Co Ltd, Bombay
SJII~IS . P. SANKARNARAYANAN ( Alternate )
SHRI G. RAMAN, Director General, BIS ( E.@icio Member 1
Director ( Civ Engg )
Stcretary
SIIRI N. C. BANDYOPADIIYAY
Deputy Director c Civ Engg ), BIS
( Continuedo n page 10 )IS : 11770 ( Part 1 ) - 1987
Indian Standard
RECOMMENDATIONS FOR
CONTROL OF EMISSION OF ASBESTOS
DUST IN PREMISES MANUFACTURING
PRODUCTS CONTAINING ASBESTOS
PART 1 ASBESTOS CEMENT PRODUCTS
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian
Standards on 30 July 1987, after the draft finalized by the Cement and
Concrete Sectional Committee had been approved by the Civil Engi-
neering Division Council.
0.2 In recent years there has been a growing awareness that exposure to
asbestos dust can have harmful effects on rhe health of workers. In
order to give guidelines on how the risk of exposure to asbestos dust can
be prevented, controlled or minimized, it was felt necessary to lay down
some standards regarding safe use of different products containing asbes-
tos, improving conditions in workplaces, preventive measures, protection
and supervision of the health of workers, packaging and transport of
asbestos, disposal of asbestos waste, etc. This standard laying down
the recommendations for control of emission of asbestos dust in premises
manufacturing products containing asbestos, has been prepared in three
parts. This part lays down the recommendations for control of emission
of asbestos dust in premises manufacturing asbestos cement products.
Recommendations for control of emission of asbestos dust in premises
manufacturing friction materials containing asbestos and non-cement
asbestos products other than friction materials are covered in Parts 2 and
3 respectively. The concentration of airborne asbestos dust in work
environment shall be determined in accordance with the method given
in IS : 11450-1986+.
0.3 In the formulation of this standard due weightage has been given
to international co-ordination among the standards and practices pre-
vailing 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
‘IL0 Codes of Practice: Safety in the Use of Asbestos’, 1984 published
by the International Labour Office, Geneva.
*Method for determination of airborne asbestos fibre concentration in work
environment by light microscopy ( membrane filter method ).
3.
IS : 11770 ( Part 1 ) - 1987
0.4 This standard is one of a series of Indian Standards on safety in
handling and use of asbestos. Other standards in the series already
formulated and under preparation are as follows:
IS : 11450- 1986 Method of determination of airborne asbestos fibre
concentration in work environment by light microscopy ( membrane
filter method )
IS : 11451- 1986 Recommendations for safety and health requirements
relating to occupational exposure to asbestos
IS : 11767-1986 Recommendations for cleaning of premises and
plants using asbestos fibres
IS : 11768-1986 Recommendations for disposal of asbestos waste
material
IS : 11769 ( Part 1 )-1987 Guidelines for safe use of products con-
taining asbestos: Part 1 Asbestos cement products
IS : 11769 ( Part 2 )-1986 Guidelines for safe use of products con-
taining asbestos: Part 2 Friction materials
IS : 11769 ( Part 3 )-1986 Guidelines for safe use of products con-
taining asbestos: Part 3 Non-cement asbestos products other than
friction materials
IS : 11770 ( Part 2 )-1986 Recommendations for control of emission
of asbestos dust in premises manufacturing products containing
asbestos: Part 2 Friction materials
IS : 11770 ( Part 3 )-1987 Recommendations for control of emission
of asbestos dust in premises manufacturing products containing
asbestos: Part 3 Non-cement asbestos products other than friction
materials
IS : 12078-1987 Recommendations for personal protection of workers
engaged in handling asbestos
IS : 12079-1987 Recommendations for packaging, transport and
storage of asbestos
IS : 12080- 1987 Recommendations for local exhaust ventilation
systems in premises manufacturing products containing asbestos
IS : 12081 ( Part 1 )-1987 Recommendations for pictorial warning
signs and precautionary notices for asbestos and products contain-
ing asbestos: Part 1 Workplaces
IS : 12081 ( Part 2 )-1987 Recommendations for pictorial warning
signs and precautionary notices for asbestos and products contain-
ing asbestos: Part 2 Asbestos and its products
IS : 12082 ( Part I )-I!!87 Recommendations for control of asbestos
emission: Part I Mining of asbestos ore
4IS : 11770( Part 1 ) - 1987
IS : 12082( Part 2 ) Recommendations for control of asbestos
emission: Part 2 Milling of asbestos ( under@@ration )
Method for determination of asbestos concentration in water ( under
preparation )
1. SCOPE
1.1 This standard lays down the recommendations for control of emission
of asbestos dust in premises used for manufacturing asbestos cement
products.
2. OBJECT
2.1 The object of this standard is to recommend procedures that shall be
adopted in premises used for manufacturing asbestos cement products so
as to minimize and control the emission of asbestos dust in the working ’
environment for the safety of workers.
3. GENERAL REQUIREMENTS
3.1 All appropriate and practicable measures of engineering control,
work practice and administrative control shall be adopted to eliminate
or to minimize the asbestos dust concentration in the working environ-
ment to the lowest possible level.
3.2 Engineering Controls - Engineering controls shall include
wetting, mechanical handling, ventilation and redesign of the process to
eliminate, contain or collect asbestos dust emission by the following
processes:
a) Dust suppression - Use of wet methods, where appropriate;
b) Dust dilution through:
1) modification of dust generating system;
2) process separation, automation, etc; and
3) general ventilation of the working areas with clean air;
Cl Dust extraction by:
1) enclosures/booths,
2) well designed hoods, and
3) vacuum cleaners for prevention of dust dissemination;
4 Dust conveyance by balanced ductwork and adopting appropri-
ate air velocities;
4 Dust collection through the use of effective filters; and
f> Separate workplace for those processes with potential to generate
dust levels higher than permissible exposure limit.
5.
IS : 11770 ( Part 1 ) - 1987
3.2.1 Local Exhaust Ventilation
3.2.1.1 Where total enclosure of the dust-producing process is not
practicable, local exhaust ventilation equipment shall be provided and
maintained as given in IS : 12080-1987*.
3.2.1.2 For efficient operation, the exhaust ventilation shall be
located as close as possible to the source of dust emission by the use of
hoods, booths or enclosures.
3.2.1.3 The local exhaust system shall be designed to collect and
remove all dust-laden air.
3.2.1.4 Openings in the enclosures shall be as small as possible while
still allowing access to the necessary work operation,
3.2.1.5 In case of captor hoods and booths, the ventilation equipment
shall be so constructed that air turbulence and eddies created by the
work process or by the workers do not prevent the effective removal of
dust.
3.3 Work Practices - Appropriate work practices shall be followed
where materials or processes are used which may give rise to asbestos
dust in the working environment. Such work practices shall include the
following:
4 Requirements to use and maintain properly process machinery,
installations, equipment, tools, local exhaust and ventilation
system;
b) Regular cleaning of machinery and work areas by appropriate
methods ( see IS : 11767-19867 ); and
c) Proper use of personal protective equipment, where required
( see IS : 1207%19871 ).
4. RECOMMENDED CONTROL FOR DIFFERENT OPERATIONS
4.1 Fibre Handling
4.1.1 Asbestos fibre shall be supplied only in closed containers, such
as impermeable plastic bags.
4.1.2 As far as practicable, palletized handling shall be arranged to
avoid damage of bags while handling and to facilitate mechanized
handling.
4.1.3 In case any damaged bag is found during handling, the same
shall be repaired by pasting adhesive tapes or by stitching the damaged
area in such a way as to avoid escape of fibrc into the atmosphere.
*RI-commendations for local exhaust ventilation systems in premises manufacturing
products containing asbestos.
(Recommendations for cleaning of premises and plants using asbestos fibres.
:Recommendations for personal protection of workers engaged in handling asbestos.
6k5 : 11770 ( Part 1 ) - 1987
4.2 Milling and Fibre Preparation
4.2.1 R/iilling of fibre shall be done in a fibre grinding mill which is
covered and connected to a dust extraction system so as to extract the
dust generated during charging and milling of the fibre.
4.2.2 Milling shall be done by wetting the fibre so that emission of dust
is controlled.
4.2.3 Asbestos fibre supplied in plastic bags shall be opened only in an
enclosed chamber connected to a dust extraction system under negative
pressure so that leakage of dust to workplace is prevented.
4.2.3.1 The bags shall be opened and emptied automatically,
whenever practicable.
4.2.4 The bags shall be placed as close as possible to the hopper or
feed chamber.
4.2.5 The contents of the bags shall be discharged without the bag
being shaken.
4.2.6 Empty bags shall be disposed of according to the provisions
given in IS : 11768-1986*.
4.2.7 In no case blending of different grades of fibre shall be carried
out in open. Partially discharged bags containing dry fibre shall not be
stored outside the enclosure.
4.3 Handling Finished Products
4.3.1 At the final stage of manufacturing, or wherever asbestos cement
products are being handled in large quantities, mechanical handling
equipment shall be used when practicable.
4.3.2 Individual boards, sheets or other products, when moved
manually, shall be placed with care on the stack or other resting site.
4.3.2.1 Dropping or dragging of finished product shall be avoided.
4.3.3 All storage of asbestos cement products on site shall be within a
designated area, The designated area shall be maintained in a clean
condition.
4.4 Finishing Operations
4.4.1 Suitable efficient dust extraction equipment along with well
designed suction hood shall be provided to all finishing machine which
turn, groove, chamfer and finish to avoid escaping of generated dust,
while in operation. Low-volume, high-velocity air systems are usually
most suitable for this purpose.
*Xecommendations for disposal of asbestos waste material.
7IS : 11770 ( Part 1 ) - 1987
4.4.2 It is recommended that slow-running tools with hard metal teeth
shall be used.
4.4.3 The equipment shall be designed to remove loose dust and swarf
from the cut edges.
4.4.4 Where appropriate, boards shall be treated with a sealing solution
for the suppression of dust on surfaces and edges.
NOTE - The recommendations given in 4.4.3 and 4.4.4 are applicable for low
density asbestos cement products ( density less than I.20 ).
4.4.5 Boards and sheets shall be cut singly when practicable.
4.4.6 The surfaces of all dry sheets, which require surface finishing,
shall be vacuum cleaned before stacking, where there is a risk of airborne
asbestos.
4.5 Reclamation of Materials - Reclamation of materials shall be
made either by watering to suppress the generated dust while cutting or
by dust extraction means.
4.6 Dry Waste Recycling - When dry waste recycling system is
employed, asbestos cement dry waste shall be pulvarized in an enclosed
system with suitable exhaust to avoid escape of dust into atmosphere.
4.7 Asbestos Cement Moulded Goods Manufacturing
4.7.1 In case the moulded goods need mannual finishing, the same
shall be undertaken when the product is wet by using a rough rasp hand
file. Alternatively, the operation shall be done under exhaust hood.
Also in the dust extraction system, air shall be downwards to avoid
inhalation of generated dust by the worker.
5. GENERAL VENTILATION
5.1 Where appropriate, in conjunction with local exhaust ventilation the
entire work area should be supplied with clean air to replace the air as it
is exhausted and to reduce airborne asbestos concentrations.
5.2 The flow rates of general ventilation shall be sufficient to change the
air of the workplace according to safety and health requirements.
5.3 The exhausted air shall be efficiently filtered and shall not be
recirculated back to the working environment.
6. CLEANING OF PLANT AND PREMISES
6.1 The work premises shall b e maintained in a clean state and free from
asbestos waste. All machinery, plant and equipment together with all
external surfaces of exhaust ventilation equipment and all internal sur-
8IS : 11770( Part 1) - 1987
faces of the building shall be kept free from dust. Cleaning shall be
done in accordance with the provisions laid down in IS : 11767-1986”.
7. DISPOSAL OF WASTE
7.1 All waste material shall be disposed of in accordance with the
provisions laid down in IS : 11768-1986t.
*Recommendations for cleaning of premises and plants using asbestos fibres.
fRecommendations for disposal of asbestos waste material.
9IS : 11770 ( Part 1) - 1987
( Contrnurd from page 2 )
Asbestos Cement Products Subcommittee, BDC 2 : 3
DR S.K. GHOPRA
S-436 Greater Kailash
New Delhi
Members Rsprastnting
SHRI S. K. BANERJEE National Test House, Calcutta
SERI N. G. BASAK Directorate General of Technical Development,
New Tblhi
SHRI P. K. JAIN ( Alternate )
SERI S. N. BASU Directorate General of Supplies & Disposals,
New Delhi
SHRI T. N. OBOVEJA ( Altarnate )
SHRI S. R. BHANDARI Shree Digvijay Cement Co Ltd, Bombay
SHRI V. R. NATARAJAN ( Afternate )
SERI S.K. CHAKRABORTY Development Commissioner, Small Scale Industries,
New Delhi
SHRI S. C. KUMAR ( Altcrnatc )
DEPUTY DIRECTOR STANDARDS Research? Designs & Standards Organization
(B&S) ( Mmistry of Railways ), Lucknow
ASSISTANT DIRECTOR STAN-
DARIIS ( B & S )-II ( Ahrnnta )
D~RI~TOR, ENGINEERINGG EOLOQY Geological Survey of India, Calcutta
DIVISION I
SHKI S. K. MATHUR ( Alternate )
SARI S. GANAPATIIY Southern Asbestos Cement Ltd, Madras
GFXERAL MANAGER ( CEMENT ) Rohtas Industries Ltd, Dalmianagar
SBRI D. N. SINQH ( Ahrnotc )
SERI S. S. GOENKA Sarbamangala Manufacturing Co, Calcutta
SHRI I. 1’. GOENKA ( Ahsrnatc )
SHRI SRINIVASAN N. IYER Everest Building Products Ltd, Bombay
DR V. G. UPADIXYAYA ( Alternate )
SARI P. S. KAI~ANI Saurabh Construction Co, Indore
DR KALYAN DAS Cent~~or~~~lding Research Institute ( CSIR ),
SHRI K. D. DHARIYAL ( Alternate )
LT-COL KAYLH~SHP RAKASH Engineering-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI K. R. BHAMBANI ( Altcrnatc )
SHRI HARSHAD R. OZA Flowel Asbestos Products, Ahmadabad
SHRI V. PATTA~HX Hyderabad Industries Ltd, Hyderabad
SHRI A. K. GVPTA ( Alternate )
DR N. RAQHAVENDRA National Council for Cement and Building
Materials, New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GVPTA ( Alternate )
SVPERINTENDINO SU~VEYOK OR Central Public Works Department, New Delhi
WORKS ( cz )
S~JRVEY~RO F WORKS ( CZ ) ( Alternate )
SHE1 S. A. SWAMY Municipal Corporation of Delhi, Delhi
( Continuedo n page 11 )
10IS : 11750( Part 1 ) - 1987
(Continued fromp age1 0 )
Panel for Safety in Handling and Use of Asbestos, BDC 2 : s/P2
Convanar Regrasanting
SHRI D. K. BIEWAS Department of Bio-Technology ( Ministry of Science
and Technology ), New Delhi
Manbcrs
SERI B. K. BANERJEE Sundaram-Abex Ltd, Madras
SHR~ K. PAWDARINATH ( Altcrnata )
SERI N. G. BAEAR Directorate General of Technical Development,
New Delhi
SHR~ P. K. JAIN ( Alternate )
SERI S. K. CEAKRABORTY Development Commissioner, Small Scale Industries,
New Delhi
SHRI S. C. KUMAR ( Altmate )
DR G. G. DAYAY In personal capacity ( 7172, Varma JVaEar, Old
Jfagardas Road, Andhcri East, Bcnnbay )
DIRECTOR National Institute of Occupational Health,
Ahmadabad
Dn S. K. DAVE ( Ahrnnte )
SHRI S. GANAPATHY Southern Asbestos Cement Ltd, Madras
SHRI S. A. BHIMA RAJA ( Alternate)
I DR H. N. GUPTA Directorate General of Factory Advice Service and
Labour Institutes, Bombay
SHRI V. S. SASHIKUMAR ( Altcrnatc )
SIIRI SRINIVASAN N. IYER Everest Building Products Ltd, Bombay
SHRX T. S. PRADHAN ( Aftarnatc )
BRIG D. B. KAPOOR ( RETD ) Asbestos Information Centre ( India ), New Delhi
DR J. L. KAW Ind;tr~;rooxmology Research Centre ( CSIR ),
DR N. K. MEHROTRA ( Alternate )
DR M. V. NANOTHI National Environmental Engineering Research
Institute ( CSIR ), Nagpur
DR D. M. DHARMADRIEARI ( Altwnate )
SHRI G. K. PANDEY Department of Environment, New Delhi
SHRI V. PATTABHI Hyderabad Industries Ltd, Hyderabad
DR S. P. VIVEK CJUNDRA
RAO ( Altematc )
DR N. RAQHAVENDHA National Council for Cement and Building
Materials, New Delhi
SRRI RATTAN LAL ( Alternate )
SHRI S. RAMASWAMY Hindustan Ferodo Ltd, Bombay
SHRI A. HOXEM ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI D. N. MATRUH. ( Alternate )
SHRI B. K. SHARAN Directorate General of Mines Safety ( Ministry of
Labour ), Dhanbad
Da D. K. SRIVASTAVA ( Ahrnate )
SHIU NAPNIT TALWAR Reinz Tal-Broz ( Pvt ) Ltd, New Delhi
SHRI A. K. SHAHMA ( Altcrnatr )
11INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
Bsme Units
QUANTITY UNIT SYMBOL
Length metre m
Mas.3 kilogram kg
Time second S
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
S rpplcmentnry Unite
QUANTITY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton N 1 N = 1 kg.m/ss
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/ms
Frequency hertz 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 Pascal Pa 1 Pa = 1 N/m*
|
1852.pdf
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IS : 1852 - 1985
Indian Standard
SPECIFICATION FOR
ROLLING AND CUTTING TOLERANCES FOR
HOT-ROLLED STEEL PRODUCTS
( Fourth Revision )
Second Reprint AUGUST 1993
UDC 669’14-423-122’4 i 621’753’1
0 Copyrighr 1986
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Cr 6 October 1986IS I 1852 - 1985
Indian Standard
SPECIFICATION FOR
ROLLING AND CUTTING TOLERANCES FOR
HOT-ROLLED STEEL PRODUCTS
( Fourth Revision )
Structural Sections Sectional Committee, SMDC 6
Chairman Refnesenting
SHRI i%f. DHAE KEC International Ltd, Bombay
Members
SHRI V. K. AWAWAL Hindustan Aluminium Corporation Ltd,
Kenukoot
SHRI N. G. SEIAUMA ( Alternate )
SHBI R. N. AQQARWAL Steel Authority of India Ltd ( Bokaro Steel
Plant ), Bokaro
SHRI B. K. SRIVASTAVA ( Abnate )
SHRI S. BANERJEE St.cel Re-Rolling Mills Association of India,
Calcutta
SHRI N. BHATTACHAHYA Garden Reach Shipbuilder & Engineers Ltd,
Calcutta
SHRI A. P. BHATNA~AR Steel Authority of India Ltd ( Durgapur Steel
Plant ), Durgapur
SHRI P. K. DEBNATH ( Alternate )
SHRI B. B. CHAKRAVERTI Superintendence Co of India ( Pvt ) Ltd,
Calcutta
SERI A. K. SHOME ( Alternate )
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI B. K. DUTTA Iron & Steel Control, Calcutta
SRRI S. S. SAHA ( Alternate )
SHRI S. K. GANQULY Institution ofEngineers ( India ), Calcutta
SHRI S. B. GUPTA Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SHRI M. P. JASUA Steel Authority of India Ltd ( Research &
Development Centre for Iron & Steel ),
Ranchi
( Cantiaued on &zge 2 )
@ Co&right 1966
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copytight 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:18!52-1985
( Continuedfrom page 1 )
Mem bcrs ’ Rc@wnting
JOINT DISECTOR, S T A N D r4 IL D s Ministry of Railways
( WAQON I ), RDSO
JOINT DIRECTOR STANDARDS
( B & S) SB, RDSO ( Allernate )
SHRI A. J. Jos~r Steel Authority of India Ltd ( Bhilai Steel
Plant ), Bhilai
SHRI A. G. RAMA RAO ( Alfcrnate )
LT-COL KULWANT S~NQH Engineer-in-Chief’s Branch, Army Headquar-
ters, New Delhi
MAJOR S. B. PURI ( Alternate )
SEBI S. K. MITRA Indian Iron & Steel Co Ltd, Burnpur
SHRI S. DU~YTA( Ahnate )
SHRI P. K. MUHHICRJEE Braithwaite & Co Ltd. Calcutta
SHRI AYIT KUMAR
BEATTACEARY A ( Aherds )
SEEI M. V. NAQESUAIA~ Metallurgical & Engineering Consultants
( India ) Ltd, Ranchi
SEW KAYMAL PBAKASH ( Alternate )
SHRI P. V. NAIU Richardson & Cruddas Ltd, Bombay
SERI N. S. R. V. RAJU Hindurtan Shipyard Ltd, Visakhapatnam
SHIU D. KRISHNAMURTEY ( Allernate )
SERI S. K. SaDnU Jessop & Co Ltd, Calcutta
SIIRI S. C. CKAKRAVARTI ( Alternate )
SHRI M. C. SA~ANQDEA~ Stup & Co Ltd, Bombay
SHRI M. K. CHATTEUJEE ( Afternale )
Snd K. R. SENQUPTA Joint Plant Committee, Calcutta
SHRI B. P. GHOSH ( Ahrnafe )
SHRI S. N. SrN’3H EMC Steelal Ltd, Calcutta
SHRI C. K. NAQ ( Aflsrrrale )
SHBI K. S. SRINIVASAN National Buildings Organization, New Delhi
SRRI A. K. LAL ( Alternate )
SHRI K. SUKYANARAYANAN Indian Aluminium Co Ltd, Calcutta
SHJU G. M. MENON ( Allernafe )
SERI D. TEIRUVEN~ADAM Tube Products of India, Madras
SERI IL V. VIJAYAKA~HAVAN ( Ahmdc 1
SHRI S. G. TUDEKAR Steel Authority of India Ltd ( Rourkela Steel
Plant ), Rourkela
SanrJ. N. BHAXBRY ( Ahernate )
SHW K. RA~HAVENDRAN, Director General, BIS ( Ex-o&e Memb~ )
Director ( Strut & Met )
Secrrlarg
&IRIS. S. SETI~~
Joint Director ( Strut & Met ),BIS
( Co&uud on ~RI 24 )IS:1852 -1985
Indian Standard
SPECIFICATION FOR
ROLLING AND CUTTING TOLERANCES FOR
HOT-ROLLED STEEL PRODUCTS
( Fourth Revision)
0. FOREWORD
0.1 This Indian Standard ( Fourth Revision ) was adopted by the Indian
Standards Institution on 20 December 1985, after the draft fina!ized by
the Structural Sections Sectional Committee had been approved by the
Structural and Metals Division Council.
0.2 This standard, first published in 1962 was revised in 1967, 1973 and
1979. As a result of the experience gained during these years it has been
decided to revise this standard again. The main modifications made in
this revision are:
a) Scope has been modified to cover the types of hot rolled
products. Specific standards which refer to IS : 1852 for rolling
and cutting tolerances are given in Appendix A for information
only.
b) Rolling and cutting tolerances for strips and sheets have been
extended to additional widths and range of thicknesses for tolera-
nces have been rationalized.
03. This standard keeps in view the manufacturing and trade practices in
the countrv in this field. Assistance has also been derived from the follow-
ing IS0 Standards :
a) IS0 657/V Hot-rolled steel sections - Part V Equal leg angles
and unequal leg angles - Tolerances for metric and inch series.
b) IS0 1035/IV Hot-rolled steel bars - Part IV Tolerances of
round, square and flat bars - Metric series.
c) IS0 657/13 Tolerances on sloping flange beam, column and
channel sections.
d) IS0 4995-1978 Hot rolled steel sheet for structural quality.
3IS : 1332 - 1985
0.4 For the ljurposc 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 : Y-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 rolling and cutting tolerances for hot-rolled
structural steel beams, channels, equal and unequal-leg angles, tee bars,
bulb angles, round and square bars ( other than bars meant for fasteners ),
flats, plates, strips and sheets rollecl from structural steels including
medium and high strength steels.
1.1.1 A list of Indian Standards covering material and dimensions of
various hot-rolled sections is given in Appendix A for irlformntion.
1.2 This standard does not cover dimensional tolerances for carbon and
alloy constructional steel products which are covered by IS : 3739-1972t.
1.3 For any specific end uses, such as shipbuilding, machine components,
pressure vessels, etc, special tolerances finer than those specified in this
standard, reference shah be made to the appropriate Indian Standard
if available or otherwise these shall be as agreed to between the purchaser
and the supplier.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in the appro-
priate Indian Standards on rolled steel products and those given in the
relevant parts of IS : 1956-1976$ shall apply.
3. CALCULATION OF NOMINAL WEIGHT
3.1 The nominal weight of hot-rolled steel products shall be calculated on
the basis that steel weighs 7.85 g/cm3.
-
*Rules for rounding off numerical values ( reuisrd) .
tDimensional tolrrancrs for carbon and alloy constructional test products.
$Glossnry of towns reIntinS to iron and steel.
41s : 1852 - ii85
4. ROLLING TOLERANCE FOR STRUCTURAL STEEL SECTIONS
4.1 Beams and Columns’
4.1.1 Depth - The tolerance on depth of beams shall be as follows:
De&th Tolerance
-- __-,_h---- __-_
Over Up to and
including
mm mm mm
- 200 + 3.0
- 2.0
200 400 f 3.0
400 600 f 4.0
NOTE - Tolerances specified above for depth of up to and including 200 mm
will remain in force for a period of 4 years from the date of publication of this
standard. At the end of this period the above provision shall stand amended
as f 2.0 mm.
4.1.2 Width of Flanee - The tolerance on flange width shall be as
follows: I ”
Width of Flange Tolerance
P------- *__-_-_-_-~
Over Up to and
including
mm mm mm
- 100 f 2.0
100 125 f 2.5
125 250 f 4’0
4.1.3 Flanges Out-of-Square or Out-of-Parallel - - The flanges shall be
parallel within the following tolerances ( see Fig. 1_ ,\.
Width of Flange, B
------__ *-----.- --y
Over Up to and
including TM+a x y
mm mm
- 100 3.0 mm
100 250 3 percent of flange
width
5IS t 1852- 1985
*Back of square and centreline of web to be parallel when measuring ‘out-of-square’.
FIG. 1 OUT-OF-SQUAREO F FLANQE
4.1.4 Off-centre of Web - The off-centre of the web shall be within the
following limits ( SGCF ig, 2 ).
B= ACTUAL
FLANGE
WIDTH
FIG. 2 OFF-CENTRE WEB
6Depth of Section Off-Ccntre of Web,
~-----_*_------~
Over Up to and
including
mm mm mm
- 300 3.0
300 450 4.0
450 600 5.0
4.1.5 Weight - The tolerance on weight per metre shall be f 2.5
percent ( or f 4 percent for steel conforming to Fe 310-O of IS : 1977-
1975* ) of the weight per metre specified in Table 1 of IS : 808-1964t,
Table 1 of IS : 808 ( Part 1 )-1973$ and Table 1 of IS: 808 ( Part 2 )-19789.
4.1.6 Camber and Sweeb - The permissible limits for camber and sweep
shall be 0.2 percent of the length ( see Fig. 3 ) .
rSWEEP
Fro. 3 MEASUREMENT OF CAMBER AND SWEEP
*Specification for structural steel ( ordinary quality ) ( second revision ).
Wpecification for rolled steel beam, channel and angle sections ( rcuiscd).
$Dimensions for hot-rolled steel sections: Part 1 MB series ( Beams ) ( second rcuirion ).
§Dimensions for hot-rolled steel srctions: Part 2 Columns - SC series (second
rmision) .
7IS : 1852 - 1985
4.2 Channels
4.2.1 Depth - ‘I%: to1eranc.o on depth of channels shall be as follows:
Depth Tolerance
h-----_?
r-------
Over Up to and
including
mm mm mm
- 200 f 2.5
200 400 f 3.0
4.2.2 Width of Flange - The tolerance on flange width up to and includ-
ing 100 mm shall he f 2 mm.
4.2.3 Flanqes Out-of-Square or Out-of-Parallel - The flanges shall be
parallel with‘in 1 in 60 tolerances ( see Fig. 4 ).
Fm. 4 FLANGESQ UT-OF-SQUAREO R OUT-OF-PARALLEL
4~2.4 Flatness of Web - The tolerance on flatness of outer face of web
shall be as follows ( see Fig. 5 ):
,Convexity Not permitted
Concavity 15 percent of nominal thickness
of web
8IS : 1852 - 1985
- L - CONCAVI TY
(’ ,
! ‘f
\
: \
\
I
I
I
;
I
\ I
- . --CONVEXITY
FIG. 5 FLATNESS OF WEB
4.2.5 Camber and Sweep - The maximum permissible camber and sweep
for channels shall be 0.20 percent of the length ( see Fig. 6 ).
Fro. 6 MEASUREMENT OF SWEEP
4.2.6 Weight - The tolerance on weight per metre shall be f 2.5
percent ( or f 4 percent for steel conforming to Fe 310-O of IS : 1977-
1975* ) of’ the weight per metre specified in Table 2 of IS : 808-1964t,
ani in Table 1 and Table 2 of IS : 808 ( Part 3 )-19791.
*Specification for structurals teel ( ordinary quality ) ( second reuision ).
iSpecification for rolled steel beam, channel and angle sections (revised ).
$Dimensions for hot-rolled stee! beam, channel and angle scclions: Part 3 Channel,
MC and MCP series ( second revision ).
9IS: 1852-1985
4.3 Equal and Unequal Leg Angles
4.3.1 Ly Length - The tolerance on leg length shall be as follows:
Leg Length Tolerance
r------- h------_. ~
Over Up to and
including
mm mm
- 45 f I-5 mm
45 100 * 2.0 mm
100 - f 2 percent
4.3.1.1 In the case of unequal leg angle 45 x 30 mm, the tolerance
on longer leg length shall be 2 f:i mm. The tolerance on the shorter leg
length shall be specified in 4.3.1.
NOTFI -- The provision contained in 4.3.1.1 shall be applicable only for a period
of 3 years from the date of publication of this Standard after which it shall stand
withdrawn.
4.3.2 Out-of-Square - The legs of angles shall be perpendicular to each
other within a tolerance of fl.0 degree.
4.3.3 The differences between the leg lengths of equal leg angles shall
be limited to 75 percent of the total tolerance ( plus and minus ) specified
on the leg length.
4.3.4 Comber - ‘The permissible limits for camher ( ste Fig. 7 ) shall be
as follows:
Leg Length Camber
mm Max, mm
Less than 100 To be agreed between the manu-
facturer and the purchaser
Including and over 100 0.2 percent of length
L----- ---
LENGTH
---.-.--A
FIG. 7 CAMBER INANGLES
10IS: 1852 - 1985
4.3.5 Weight - The tolerance on weight per metre shall be f 5 percent
in the case of angles 3 mm in thickness and +5, -3 percent in the case of
angles over 3 mm in thickness of the weight per metre specified in
IS : 808 ( Part 5 )-1976* and IS : 808 ( Part 6 )-1976t.
4.4 Tee Bars
4.4.1 Depth - The tolerances on depth of rolled tee bars shall be as
follows:
Depth Tolerance
#_- _-----A-___--~ (-_---_-h___---~
Over Up to and Plus Minus
including
mm mm mm mm
60 20 1.5
So 100 2.5
100 - 3.0 ;:;
4.4.1.1 Tee bars produced by slitting beam sections shall have the
same tolerance as the corresponding beams from which they are pro-
duced, except that an additional reduction in depth of 2 mm due to slitt-
ing shall be permitted.
4.4.2 Width of Flange - The tolerance on flange width shall be as
follows:
Width Tolerance
mm
Up to and including 100 f 2-O mm
Over 100 f 2 percent
4.4.2.1 The tolerance on width of flange for tee bars produced by
splitting beam sections shall be the same as for the corresponding beams
from which they are produced.
4.4.3 Out-of-Square - The flange shall be perpendicular to the web
within a tolerance of 1 in 60. In the case of slit tees, the tolerance shall
be the same as specified for the corresponding I-section from which the
tees are slit.
4.4.4 Camber - The maximum permissible camber shall be 0.20 percent
of the length.
4.4.4.1 Slit tee bars shall have the same tolerance on camber as the
corresponding beams from which they are produced.
*Dimensions for hot-rolled steel beam, channel and angle sections : Part 5 Equal leg
angles ( second revision ) .
tDimension for hot-rolled steel beam, channel and angle sections : Part 6 Unequal
leg angles (second revision) .
11IS :1852 - 1985
4.4.5 Wcishl - The tolerance on weight per metro: shall be f2.5 per-
cent ( or f4 percent for atsel conforming to Fe 310-O of IS : 1977-1975*)
in the case of tee bars above 3-O mm web thickness and f5 percent
in the case of tee bars of 3.0 mm web thickness of the weight per metre
specified’in Table 1 of IS : 1173- 1978t.
4.5 Bulb Angles
4.5.1 Depth ( Length of longer Leg ) - The tolerances on the longer leg
shall be as follows:
Depth Tolerance
r---h__-- -7 r__-__A_-_-7
Over Up to and Plus Minus
including
mm mm mm mm
- 125 2.5 1.5
125 200 3% 2.0
200 ~100 35 2.5
4.5.2 Width of Flange ( Length ?f Shmtrr Leg ) - The tolerance on the
width of flange ( length of shorter lee ) up to and including 100 mm shall
he *2.0 mm.
4.5.3 Out-of-Square - The legs of the bulb angles and angles with legs
of unequal width and thickness shall be perpendicular to each other
within a tolerance of f 1.0 degree.
4.5.4 Camber - The maximum permissible camber shall be 0.20 percent
of the length.
4.5.5 Weight - The tolerance on weight per metre shall be f2.5
percent ( or f4 percent for steel conforming to Fe 310-O of IS : 1977-
19751: ) of weight per metre specified in Table 1 of IS : 1252-1958s.
*Specification for structural steel ( ordinary quality ) (second reoision ).
tSpecification for hot-rolled and slit steel tee bars ( secomf reuisio,l ).
JSpecification for rolled steel sections bulb angles.
§Specilication for structural steel ( ordinary quality ) ( secondr evision) .
12IS : 1852 - 1985
5. ROLLING TOLERA~C@%@&~QUND AND SQUARE BARS
5.1 Bars in Straight Length
5.1.1 Size -The tolerance on size, dkmcter in the case of round bar
and side width in the case of square bar shall be as follows:
Size Tolerance
~~-__--*----~_~~
Over Up to and
including
mm mm
25 QY.5
25 35 f 0.6
35 50 f 0.8
50 80 f 1.0
80 100 f 1.3
100 - f. 1.6 percent of dia-
meter or side
width
5.1.2 Ovality and Out-qf-Square - The permissible ovality for round bars
measured as the difference between the maximum and minimum diame-
ters, and the out-of-square of square bars measured as the distance
between parallel faces across any cross section shall be 75 percent of total
tolerance ( plus and minus ) specified on the size.
5.1.3 Weight - The tolerances on weight per metre for round and
square bars shall be the following percentages of the calculated weight
per metre specified in Tables 1 and 2 respectively of IS : 1732-1971*.
Size Tolerance
~_-_-__h---_-~
Over Up to and
including
mm mm percent
10 *7
lo 16
16 - :z
NOTE- The tolerances for machined bars and bars for specialized uses are not
covered in this standard.
5.2 Bars in Coil
5.2.1 Size - The tolerances on size and diameter in the case of coiled
round bar and side width in the case of coiled square bar up to and
including 12 mm shall be f0.5 mm.
NOW - tirasurement shall be taken at a point sr&iciently away from the ends
ensuring exclusion of heavy ends.
*Dimensions for round and square steel bars for structural and general engineering
purposes (jr~l revision ).
13IS : 1852 - 1985
5.2.2 O/A of Shape - The diffl,renre between the maximum and
minimum diameters in the case of coiled-round bars and between the two
adjoining sides in the case of coiled square bar, at any cross section, shall
not exceed 0.65 mm.
NOTE - No weight tolerance is applicable in the case of coiled round and
square bars.
6. ROLLING TOLERANCE FOR FLATS
6.1 Width - The tolerances on tridth of flats shall be as follows:
Widl h Tolerance
c-------- *-----_-~
Over Up to and
including
mm mm
- 50 *::
50 75 f 1.5
75 100 f 2.0
100 - f 2 percent subjected to a
maximum of 6.0 mm
6.2 Thickness - The tolerances on thickness of flats shall be as follows:
Thickness Tolerance
mm
Up to and including 12 f 0.5 mm
over 12 f 4 percent subject to a
maximum of 1.5 mm
6.3 Out-of-Square - The permissible tolerance for the out-of-squareness
of the overall width in case of parallelogram sections shall be as agreed
to between the purchaser and the supplier.
6.4 Weight - The tolerances on weight per metre shall be *5 percent
+5
in the case of flats of 3 mm thickness and _3 percent for flats over 3 mm
thickness of weight speciticd in ‘fable 1 of IS : 1731-1971*.
--.- -___.__. .._
*Dimvnsions for stm.1 Ilxts for ~trurtural aud general engineering purposes
(firsl reuision ).
14IS : 1852- 1985
7. ROLLING AND CUTTING TOLERANCE FOR PLATES
7.1 Width
7.1.1 The tolerances on width of plate shall be as follows:
Length Width Thickness Tolerance on
mm mm mm Width
Up to and Up to and Up to and - 0.0
including including including + 1omm
8 000 2 000 20
Over 20 - 0.0
+ 15mm
Up to and Over 2 000 Up to and - 0.0
including including + 0.5 percent of width
8 000 20
Over 20 - 0.0
+20mm
Over 8 000 All widths Up to and - 0.0
including + 0.2 percent of length
20
Over 20 - o-0
+ 0.3 percent of length
NOTE 1 - F’lates over 32 mm in thickness may be supplied with either as-rolled
or gas-cut edges. The tolerances on widt’h in such cases shall be subject to agreement
between the purchaser and the supplier.
NOTE 2 - In case plates below 32 mm in thickness are supplied in as-rolled
condition the tolerances on width shall be mutually agreed to bctwcen the purchaser
and the supplier.
7.2 Length
7.2.1 The tolerances on length of plate produced in non-continuous
mill shall be as follows:
Length Thickness Tolerance on
r-----_h------~ Length
Over Up to and
including
mm mm mm
- 2 200 Up to and - 0.0
including 20 + 10mm
Over 20 - 0.0
+ 15mm
2 200 3 000 Up to and - 0.0
including 20 + 0.5 percent
15IS:1852 - 1985
Length Thickness Tolerance on
cp -_-A--___-T Length
Over Up to.and
including
mm mm mm
Over 20 - o-0
+ 15mm
3 000 6 300 Up to and - 0.0
including 20 + 0.5 percent
Over 20 - 0.0
+ 0.5 percent
6 300 8 000 Up to and - 0.0
including 20 + 35mm
Over 20 - o*o
+ 0.5 percent
8 000 - Up to and - 0.0
including 20 + 35 mm
Over 20 - 0.0
+40mm
7.2.2 The tolerances for length of plates from 5 to 10 mm thickness
when produced in continuous mill shall be as follows:
Length Tolerance
mm
up to 2 500 +- 25mm
-0
Over 2 500 + 1 percent of the length
subject to a maximum of
70 mm
-0
NOTE - Plates over 32 mm in thickness may be supplied with either. as-rolled
or gas-cut edges. The length tolerance in such cases shall be subject to agreement
between the purchaser and the supplier.
7.3 Thickness - The tolerances on thickness shall be as follows:
Thickness Tolerance in Percentage
of Nominal Thickness
Less than 8 mm + 12’5
- 5.0
From 8 mm up to and + 7.5
including 12 mm - 5.0
Over 12 mm f 5.0
16IS:1852 - 1985
7.3.1 The thickness shall be measured at the following points:
a) One at each corner of the plate;
b) One in the middle of the width; and
c) One in the middle of the length.
These measurements shall be 25 mm away from the edge at points
randomly chosen. The thickness measured at each of these points shall
satisfy the tolerances specified in 7.3.
7.4 The consignment weight shall not vary from the theoretical weight
specified in Table 3 of IS : 1730 ( Part 1 )-1974* by more than
+5
_ 2.5 percent.
8. ROLLING AND CUTTING TOLERANCE FOR STRIPS
8.0 The tolerances specified in 8.1, 8.2, 8.3 and their sub-clauses apply to
strips supplied in coiled form as well as in cut lengths.
8.1 Width
8.1.1 The tolerances on width of strip with trimmed edges shall be as
follows:
Width Tolerance Total Margin
r---_-h___--_~
Over Up to and
including
mm mm mm
- 160 fmff25 2.5
160 250 f 1.50 3.0
250 400 f 1.75 3.5
400 500 f 2.25 4.5
500 750 + 5-o 5.0
- 0.0
750 1 250 + 6.0 6.0
- 0.0
1 250 1 550 + 8.0 8.0
- 0.0
1 550 1 850 + 10.0 10.0
-- 0.0
--
*Dimensionsf or steel plate, sllect and strip for structural and gmwal engineering
purposes: Part I Plate ( jrst r&ion ).
17IS: 1852 - 1985
81.2 The tolerances on width of strip supplied with as-rolled edges
shaJl be as follows:
Width Tderancc
7---_--__-_~
Over Up to and
includiug
mm mm mm
- 250 +4
-0
250 600 3-6
-0
600 800 2;”
800 1 250 + 30
-0
1 250 1 550 + 35
-0
1 550 1 850 + 40
-0
8.1.3 For slit coils, the total margin specified under 8.1.1 shall be taken
on plus side only and the minus tolerance shall be zero.
8.2 Thickness
8.2.1 The tolerances on thickness for strip up to and including 500 mm
width shall be as follows:
Width Tolerance on Thickntss
‘Over Up to and
including
mm mm mm
- 200 f 0.20
200 320 f 0.23
320 400 f 0.25
400 500 f 0.30
181s : 1852- 1985
8.2.2 The tolerances on thickness for strip above 500 mm width shall
be as follows:
Width Tolerance on Thickness, mm
_-__----_--__- A---- -I
mm ‘From 1.60 Over 2.0 Over 3.0 Over 5 O&8 ’
mm up to mm up to mm up to mm up to mm up to
and inclu- and inclu-. and inclu- and inclu- and incls
ding 2.0 ding 3.0 ding 5 ding 8 ding 10
mm mm mm mm mm
Over 500 up f 0.18 f 0.20 f 0.25 f 0.30 f 0.35
to and inclu-
ding 1 250
Over 1 250 f o%l f 0.25 f 0.30 f 0’35 f 0.40
up to and
including
1 550
Over 1 550 ;t 0.22 f 0.28 f 0.35 f 0.40 f 0.40
up to and
including
1 850
Over 1 850 - f 0.28 f 0.35 f 0.40 f 0.40
8.2.2.1 Tolerances on thickness of strips exceeding 10 mm thick shall
be agreed to between the purchaser and the supplier.
8.2.2.2 Width and thickness measurement of strip in coil form shall
be done leaving the fish tail/tongue portion of the coil both at outer and
inner layers of the coil.
8.3 Weight - The tolerance on weight per metre shall be f 10 percent
of the weight per metre specified in Table 1 of IS : 1730 ( Part 3 )-1974*.
8.3.1 The tolerance on weight of individual bundles and consignment
for straight lengths up to and including 5 tonnes shall be +7 percent of
the tlleuretical weight. The theoretical weight of strip is specified in
IS : 1730 ( Part 3 )-1974*.
8.3.1.1 The tolerances on weight of individual consignment above
5 tonnes shall be &5 percent of the theoretical weight.
*Dimensionsf or steel plate, sheet and strip for structural and general engineering
purpcwes: Part 3 Strip (Jirst rahim ).
191s : 1852 - 1985
9. ROLLING AND CUTTING TOLERANCE FOR SHEETS
9.1 Width - The tolerances on width of sheets with trimmed edges
shall be as follows:
Width Tolerance
mm
Up to and including 1 250 +6mm
-0
Over 1 250 up to and + 0.5 percent
including 1 550 -0
Over 1 550 + 0.6 percent
-0
9.1.1 Tolerance on width of sheet with as-rolled edges shall be the
same as specified in 8.1.2.
9.2 Length
9.2.1 For sheets produced in non-continuous mills, the tolerances on
length shall be as follows:
Lmgth Tolerance
mm
Up to and including + 1omm
2000 -0
Over 2 000 + O-5 percent
-0
9.2.2 For sheets produced in continuous mi& the tolerance’ on length
shall be as follows:
Lcngtn Tolerance
up to 2 500 +25mm
-0
Over 2 500 + 1 percent of the sheet
length subject to a
maximum of 70 mm
-0
NOTE - These may be required and supplied to tolerances given in 9.2.1.subject
to mutual agreement between the suppliera nd the purchaser.
943 Thickness
9.3.1 Thickness tolerances for sheets when rolled in continuous hot
strip mill shall be those given in 8.2.2.
20IS : 1852 - 1~85
9.3.2 For sheets produced in hand mills the thickness tolerances are
subject to mutual agreement between the purchaser and the manufacturer.
The following thickness tolerances are given for guidance:
Thickness Tolerance
mm mm
0.40 f 0.06
0.50 f 0.07
0.63 f o-09
0.80 f 0.10
0.90 f 0.11
1.00 f o-12
1.12 f 0.12
1.25 f O-13
l-40 f o-14
1.60 f 0.15
I.80 f O-16
l-90 f 0.17
2 Of) f 0.18
2.24 f 0.19
2.50 f o-20
2.80 f o-21
3.15 f O-22’
3.55 f O-24
4.00 f O-25
4.30 f 0.25
4.67 f 0.27
9.3.3 The thickness shall be measured at the following points:
4 One at each corner of the sheet;
b) One in the middle of the width; and
C) One in the middle of the length.
These measurements shall be 25 mm away from the edge at points
randomly chosen. The thickness measured at each of these points shall
satisfy the tolerances specified in 9.3.1 and 9.3.2.IS 11852 - 1985
9.4 Weight
.9.4.1 The tolerances on weight of individual sheets shall be within the
following percentage limits of the theoretical weights specified in Table 2
of IS : 1730 ( Part 2 )-1974*:
Thickness ToLerance on Calculated Weight
r___-_-A_-_----_~
Over Up to and
including
mm mm
1.25 *9
lY5 1.60
1.60 4.00 2;
9.4.2 The tolerance on weight of individual bundles and consignment
up to and including 5 tonnes shall be &7 percent of the theoretical weight.
The theoretical weigth of sheet is specified in Table 2 of IS : 1730
( Part 2 )-1974*.
9.4.2.1 The tolerances on weight of individual consignment
above 5 tonnes shall be f5 percent of the theoretical weight.
10. CUTTING TOLERANCE
10.1 Cutting tolerance for all lengths of hot rolled steel products except
+ 10omm
plate, strip, and sheet shall be _ o .
APPENDIX. A
( Clause 1.1.1 )
INDIAN STANDARDS ON MATERIALS AND DIMENSIONS
OF HOT-ROLLED STEEL PRODUCTS
, a) Materials
IS :
2261975 Structural steel ( standard quality ) (fifth revision )
961-1975 Structural steel ( high tensile ) ( second revision )
1079-1973 Hot-rolled carbon steel sheet and strip ( third revision )
197i-1975 Structural steel ( ordinary quality ) ( second revision )
*Dimensions for steel plate, sheet and strip for structural and general engineering
purposes: Part 2 Sheets ( f;rst rmirioa ).
22ISr1852- 1985
IS :
2041-1982 Steel plates for pressure vessels used at moderate and low
temperature ( jirst revision )
2062-1984 Weldable structural steel ( third revision )
2385-1977 Hot-rolled mild steel sheet and strip in coil form for cold-
reduced tinplate and cold-reduced blackplate ( jirst mi.sion )
3747-1982 Hot-rolled steel plates and sheets for flanging and pressing
(Jirst revision )
3945-1966 Steel for naval purposes
5986-1970 Hot-rolled steel plates and flats for cold-forming and flanging
operations
6240-1976 Hot-rolled steel plate ( up to 6 mm ) sheet and strip for the
manufacture of low pressure gas cylinders (@St revision )
8500-1977 Weldable structural steel ( medium and high strength
qualities )
10748-1984 Hot-rolled steel skelplstrips for welded tubes and pipes
10787-1984 Hot-rolled micro alIoyed steel plates ( up to 6 mm ) sheets
and stripa for manufacture of low pressure liquefiable gas
cylinders
b) Dimemsions
808-1964 Rolled steel beam, channels and angle section ( reri.red)
( Part 1 )-1973 MB series ( second revision )
( Part 2 )-I 978 Columns-SC series ( second revision )
( Part 3 )-I979 Channels, MC and MCP’series ( second revision )
( Part 4 )-1976 Equal leg angles ( second revision)
( Part 5 )-I976 Unequal leg angles ( second revtin )
1173-1978 Hot-rolled and slit steel tee bars ( second rezhion )
1252-1958 Rolled steel sections, bulb angles
1730 (Part l)-1974 Plates
1730 (Part 2)- 1974 Sheets
1730 (Part 3)-1974 Strips
1731-1971 Flats
1732-1971 Round and square steel bars for general engineering purposes
3954-1966 Hot-rolled steel channel sections for general engineering
purposes
23ls:18!%-1985
( Cdnaefffrmn page2 )
Panel for Tolerances on Hot-Rolled Steel Products, SMDC 6 : P6
Re#rwnfing
Jo= DIBECTOR STANDARDS Ministry of Railways
( B & S ), RDSO, LUCKNOW
Members
Ds~un DIBECTOR STANDABD~
( B & S )/SB [ Alternate to
Joint Dtrector Standards ( B & S ),
RDSO, Lucknow ]
Snnx S. K. AHUJA Indian Iron & Steel Co Ltd, Burnpur
SHRI S. K. MITBA ( Alfsrnatc )
SEEI S. N. AINDLEY Rail India Technical and Economic Services
Ltd, New Delhi
SEBI S. BANERJEE Steel Re-Rolling Mills Association of India,
Calcutta
SEBI S. CHOUDHURY Steel Authority of India Ltd ( Rourkela Steel
Plant ), Rourkela
SHBI P. B. RAO ( Alternate )
SEBI S. D. DAND KEC International Ltd, Bombay
SHBI R. D. MISTBY ( Alternate )
SnBI J. C. Eax~ Steel Authority of India Ltd ( Bokaro Steel
Plant ), Bokaro
Snap K. K. GUPTA Braithwaite & Co ( India ) Ltd, Calcutta
SEBI B. SAHA ( Alternate )
SHR~ S. N. MUKEERJEE Steel Authority of India Ltd ( Durgapur Steel
, , Plant ), Durgapur
SHRI A. BHATTA~HARYYA ( Alternate )
SHRI N. S. R. V. RAJU Hindustan Shipyard Ltd, Visakhapatnam
Sam V. A. S. NARAYANA RAO ( Alternate )
SHBI S. K. SADHU Jessop & Co Ltd, Calcutta
SHRI S. C. CHAKRABORTY ( Altcrnatc )
SHBI R. N. SAHA Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
&RI M. SENQUPTA Steel Authority of India Ltd ( Bhilai Steel
Plant ), B!jilai
SHRI A. G. RAMA RAN ( Altcruatc )
SEEI K. VEERARA~HAVACHARY Bharat Heavy Electricals Ltd, Tiruchirapalli
SHRI V. N. RAXA MURFBY ( Aftcrnafc I )
SHRI P. R. R. ROY ( Alrcrnalc II )
SHIN P. VISHWAKARI~A Tata Iron & Steel Co Ltd, Jamshedpur
Snar M. AKHOUBI ( Alternate )
24BUREAU OF INDIAN STANDARDS
Headquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Reglonal Oflees: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Mrrg, 331 01 31
NEW DELHI-1 10002 [ 331 1376
‘Eastern : 1 /14 C.I.T. Scheme VII M, V. 1. P. Road. 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445446, Sector 35-C, 21843
CHANDIGARH 160036 [ 31641
41 24 42
Southern : C. I. 1. Campus, MADRAS 600113 41 26 19
1 41 29 16
tWestern : Manakrlaya, E9 MIDC, Marol, Andheri (East), 6329296
BO M BAY 400093
Branch Oflees:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AH MEDABAD 380001 [ 26349
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 56
BANGALORE 560058 [ 38 49 66
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
BHOPAL 462003
Plot No. 82/83, Lowis Road, BHUBANESHWAR 751002 6 36 27
63/6, Ward No. 29, R. G. Barua Road, 5th Byalane, 33177
GUWAHATI 781003
6-8-66C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
63471
Rl4 Yudhlster Marg, C Scheme, JAIPUR 302005
[ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208006
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62306
T.C. No. 14/1421, University P.O., Palayam 6 21 04
TRIVANDRUM 696035 1 621 17
lnspecflon Offlee (With
Pushpanjali, 1 st Floor, High Court Road, 261 71
,.:--ShankarN agar Square,.,
lbatitution of Engineers ( India ) Building, 1332 Shivaji Nagar, 62436
PUNE 411006
lS rler Office In Calcutta is at 5 Chowringheo Approach, P.O. Prlnerp 27 66 00
Street, Calcutta 700072
tSaler OiTlcr In Bombay Is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
SSalrr Oftke In Bangalore Is at Unity Building, Narrrlmharala SqUaro 22 96 71
Bangalorr 560008
Prlntod at Slmao Prlntlno Pmr. D*lhl. InohAMENDMENT NO. 1 JULY 1992 -.
TO
IS 1852 : 1985 SPECIFICATION FOR ROLLING AND
CUTTING TOLERANCES FOR HOT-ROLLED STEEL
PRODUCTS
( Fourth Revision )
(Page 5, clause 4.1.1, Note, line 2 ) - Substitute ‘8 years’ for ‘4 years’.
( Page 7, clause 4.1.5 ) - Insert the following Note at the end:
‘NOTE - For beams up to depth of 200 mm (inclusive) tolerana on weighl per metre may
alternatively be +4, -1 percent. This provision will remain valid for a period of 4 years from the
dateo f publication of this amendment and shall stand withdrawn at the end of 4 years.’
(Page 8, Fig 4 ) - Substitute the following' for the existing figure:
(Page 9, clause 4.2.6 ) - Insert the following Note at the end:
‘ NOlE- For channels up to depth of 200 mm (inclusive) tolerance on weight per metre may
alternatively he t4, -1 percent. This provision will remain valid for a period of 4 years from the
date of publication of this amendment and shall stand withdrawn at the end of 4 yean.’
(CEDS)
Printed at Slmco Prlntlno Press, Delhi, IndiaAMENDMENT NO. 2 APRIL 2001
TO
IS 1852:1985 SPECIFICATION FOR ROLLING
AND CUTTING TOLERANCES FOR HOT-ROLLED
STEEL PRODUCTS
(Fourth Revisbn)
[Page 5,clause 4.1.1,Note, fwst sentence (see.alsoAmendmentNo.l ) ]–
Substitute thefollowing fortheexisting
‘Tolersrsceaspecified above fordepthof uptoandincluding 200 mm will remain valid forfurther
period of4yearsfromthedateofpublication ofthisamendment.’
[Page 7,clause 4.1.S, Note (see akoAmendment No. 1) ]—Substitute the
following forthesecond sentence
‘The provision will remain valid forafurtherperiod of 4 years fromthedateof publication of this
amendment.’
[Page 9, clause 4.2.6, Note (see alsoAmendment No. 1)]– Substitute the
following forsecond sentence
‘lhe provision will remain valid forafurtherperiodof 4 yearafrom thedsk of pubkation of thii
amendment.’
(Page 17,clause 73.1 )—Substitute thefollowing fortheexisting clause:
‘The measurement shall be taken at adistance of at least 15mm imide from the
edge.’
(Page 17,clause 7.4 )– Delete.
(CED8)
Reprography UtdlBIS,NewNM India
|
9401_3.pdf
|
.—
IS 9401 (Part 3): 2003
..—
wF$13dl’Ff3TFl-qy
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
(DAMS AND APPURTENANT STRUCTURES)
PART 3 GROUTING
(Second Revision )
ICS 93.160
0 BIS 2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 2003 Price Group 2
. -. —
~,,Measurement ofWorks of River Valley Projects Sectional Committee, WRD 23
—
FOREWORD
This Indian Standard (Part 3)(Second Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized bytheMeasurement ofWorks ofRiverValley Projects Sectional Committee hadbeen approved bythe
Water Resources Division Council.
In measurement of works of river projects a large diversity of methods exist at present according to local
practices. The lack of uniformity creates complications regarding measurements and payments. This standard
has been formulated in various parts, covering each type of work separately. This part is intended to provide a
uniform basis for measuring the work done in respect of grouting for river valley projects. Due care has been
taken to ensure conformity with IS 13418: 1992 ‘Proforma for analysis of unit rate of grouting used in river
valley projects’.
This standard was first published in 1980and revised in 1994. With the experience gained by itsusage and by
therevision andupdation ofrelated standards, itwasnecessary torevise the standard second time soastobring
it in line with the current field practice.
There isno 1S0 standard on the subject. This standard has been prepared based on indigenous manufacturers’
data/practices prevalent in the field in India.
The composition of the Committee responsible for formulation of this standard is given in Annex A.
For the purpose of deciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
1S2: !960 ‘Rules forrounding off numerical values (revised)’. Thenumber ofsignificant places retained inthe
rounded off value should be the same asthat of the specified value in this standard.IS 9401 (Part 3) :2003
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS
(DAMS AND APPURTENANT STRUCTURES)
PART 3 GROUTING
(Second Revision )
1 SCOPE waste packings, dismantling of the equipment and
taking it back, etc.
This standard (Part 3) covers the method of
measurement ofgrouting inriver valley project works 3.3.1 Reaming of drilled holes shall not be measured
(dams and appurtenant structures). separately.
2REFERENCES 3.4 Units of Measurement
The standards given below, contain provisions which All works shall be measured net indecimal system as
through reference inthis text, constitute provisions of fixed in itsplace‘subjectto the following limitations,
this standard. At the time of publication, the editions unless otherwise stated:
indicated were valid. All standards are subject to
a) Linear dimensions shall be measured to the
revision, and parties to agreements based on this
nearest 0.01 m;
standrd are encouraged to investigate the possibility
b) Areas shall be worked out to the nearest
of applying the most recent editions of the standards
0.01 mz; and
indicated below:
c) Cubic contents shall be worked out to the
1SNo. Title nearest 0.01 m3.
6066:1994 Recommendations for pressure
grouting ofrock foundations inriver 3.5 Work to be Measured Separately
valley projects (third revision)
Work executed in the following conditions shall be
9401 (Part 2) : Method of measurement ofwork in
measured separately:
2002 river valley projects (dams and
appurtenant structures) : Part 2 a) Work in or under water,
Dewatering (fkstrevision) b) Work in liquid mud/marsh land, and
c) Work under tides.
3 GENERAL
3.5.1 Wherever springs or special situations are
3.1 Clubbing of Items
encountered and dewatering isresorted to, it shall be
Itemsmaybeclubbed togetherprovided thatthebreak- measured in accordance with IS 9401 (Part 2).
up of the clubbed items ison the basis of the detailed
4BILL OF QUANTITIES
description of the items stated in this standard.
4.1 The bill of quantities shall fully describe the
3.2 Recording of Dimensions
materials and workmanship and accurately represent
In booking dimensions, the order shall be consistent the work tobe executed.
and generally in the sequence of length, width and
4.2 The available information, as to the strata
height or depth or thickness.
conditions through which grouting istobedone, shall
be stated or reference showing records of bores be
3.3 Description of Items
given.
The description of each item shall, unless otherwise
4.3 Ifpressure testing isto be done, theprovision for
stated,beheld toincludewherenecessary, conveyance
such test shall be specified and measured separately.
anddelivery, handling, unloading, storing, fabrication,
hoisting, all formwork and scaffolding, all labour for 4.4 Diameters and length of holes shall be stated in
finishing to required shape and size, setting, fitting item descriptions for drilling for grouting along with
and fixing in position, straight cutting and return of the method of drilling.IS 9401 (Part 3) :2003
—
4,5 Components of grout mixtures and their 6.3 The length of holes drilled and grouted shall be
proportions by volume shall be stated in item grouped instages of approximately 5masup to 5m,
descriptions for grout materials and injections. exceeding 5 m and up to 10m, exceeding 10m and
up to 15 m, etc. Length drilled through previously
4.6Thickness ofplate steelliners andconcrete behind
grouted holesshallbemeasured separately. The above
liner/concrete lining thickness through which grout
stages shall be grouped and measured from the top of
holes may have to be drilled shall be stated.
the hole or from the top ofthe casing pipe whichever
4.7 Pipes, specials and fittings shall be measured is higher.
separately.
6.4 Grout holes drilled through plate steel liners shall
however, be measured in numbers separately,
5 MEASUREMENT OF GROUT PIPES,
mentioning the thickness of liners.
SPECIALS AND FITTINGS
7WATER PRESSURE TESTING BEFORE AND
5.1 Pipes and Specials
AFTER GROUTING
The grout pipes, fittings and specials provided for
7.1 Measurement of water pressure testing by open
drilling and grouting shall be designated according
endwashing orpressure washing wherever necessary
to the class of pipes and specials in accordance with
shall be made separate]y for each hole as follows:
therelevant Indian Standards. Themeasurements shall
be done on the basis of weight. The weights shall be a) Open end washing of the holes shall be
calculated on the basis of relevant Indian Standards, measured in linear metres of the hole drilled
where applicable. No measurement shall bemade for irrespective of the stage of the hole;
pipes, fittings and specials which are removable and b) Pressure washing orjetting of holes shall be
are above the surface from where the grouting starts. measured interms ofhour ofpumping done;
c) Percolation test shall be measured in terms
6 MEASUREMENT OF DRILLING OF HOLE
of hour for the duration of pumping; and
FOR GROUTING
d) Thewater loss shall bemeasured in lugeons.
6.1 Precise location of the hole with respect to co-
8GROUTING
ordinate, group andnumber ofthehole, shallbefixed
and recorded. 8.1 The measurement for all types of grouting
(see IS 6066) shallbemade onthe basis oftheweight
6.2 The drilling of the hole shall be measured
of cement in the grout actually forced into the holes.
separately in running metres of the hole drilled. It
Sand, clay and liquid admixtures shall be measured
shall be classified as follows:
byweight. Bentonite, pulverized fuelash,silicateand/
a) Drilling through material other than rock or or other admixtures, if used, shall be measured
artificial hard material; separately in the loose dry state before mixing and
b) Drilling through rock or artificial hard shall be measured by weight.
material; and
8.2 The measurement shall not include the quantity
c) Methodofdrilling, suchaspercussion, rotary, ofwater added.
diamond, etc, shall be stated.
9 INSTRUMENTATION REQUIRED FOR
6.2.1 In addition, these holes shall be classified
GROUTING
depending on their angle as follows:
The instruments needed for the grouting operation
a) 0° to 45° vertically downwards,
shallbedescribed clearly giving detailed specification
b) 0° to 45° vertically upwards, and of the instruments like upheaval gauges, deflection
c) Uptobutnot including 45° tothehorizontal. gauges, stress-strain meters, etc, indicating their
location and shall be measured in numbers.
2IS 9401 (Part 3) :2003
—
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Measurement of Works of River Valley Projects Sectional Committee, WRD 23
Organization Representative(s)
Tchri Hydro Development Corporation, Noida SHRJKULTARSHARMA(Chairman)
Bhakra Beas Management Board, Chandigarh SLIPERINTENDIENNGGINEER
SUPERINTENDINEGNGINEER(TALWARACIRCLE)(Alternate)
Central Water Commission, New Delhi DIRECTORCOSTAPPRAISAL(HW)
DIRECTORCOSTAPPRAISAL(IRRIGATION()Alternate)
Continental Construction (P) Ltd, New Delhi SHRJT. B. S. R.AO
SHRIP.A. K.APUR(Ahernafe)
Ferro Concrete Corporation (I) Pvt Ltd, Indore SHRIMAHAVIRBIDASIARiA
SHRIASHOKBIDASARIA(Alterna/e)
~amnmn lndia Ltd, Mumbai SHRJR. D. VARANGAONKAR
SHRJV. M. DHARAP(Alternate)
Indian Institute ofTechnology, New Delhi HEAD(CIVILENGG)
Irrigation and Waterwssys Directorate, Government ofWest Bengal, Kolkata Smt H.P.CHAKRABARTi
SHIUKAUSHIKCHTTERJ~E(Altertrak)
Irrigation Department, Government ofKerala, Thircrvananthapuram CHIEFENGINEER(prtoIEm II)
DEPUTYCHIEFENGINEER(IRRIGATON(A)f/ernate)
Irrigation Department, Government ofAndhra Pradesh, Hyderabad CENE~ENGINEER
lmgation Department, Government ofKamataka, Bangalore CHIEFENGINEER(CWIL)
Irrigation Department, Government ofMaharashtra, Nagpur SUPERINTENDIENNGGINEER
Irrigation Department, Government ofRajasthan, Jaipur SHR]D. C. KOTHARI
Irrigation Department, Government of Uttranchal, Debra Dun CHIEFENGINEER(YAMUNAVALLEY)
SUPERINTENDINENGGINEER(Alternute)
Jaipmkash Associates Private Ltd, New Delhi SHRID. G. KADKADE
Kamardka Power Corporation Limited, Bangalore CHIEFENGINEER(CWiLDESIGN)
Narmada and Water Resources Department, Government ofGujarat, Gujarat SUPERINTENDIENNGGINEER
Nathpa Jakhri Power Corporation, Distt Ktnnaur SHFUM. P.GARO
National Hydroelectric Power Corporation Ltd, Faridabad SHRJY.R. PAHUJA
SHFOV. K. SAINI(Alternate)
Skanska Cementation India Limited, Mumbai SHIUP.C. THOMAS
SHRIS. N. PATIL(Afternate)
Trafalgar House Construction India Ltd, Mumbai SHRJV.V.NAYAK
SHRIA. K. MUKHERJE(EAlternate)
BIS Directorate General SHRJS. S. SETHLDirector& Head (WRD)
[Representing Director General (Ex-@-~o Member)]
Member Secretary
SHRJR. S.JUNEJA
Joint Director (WRD), BIS
3~,,
.:,
.—- —
Bureau of Indian Standards f
,-—
BIS is a statutory institution established under the Bureau of lndian Standards ~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 ,ofthese publications may be reproduced in arty 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 arealso 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 inpossession ofthelatest amendments oredition by referring tothe latest issueof
‘B1S Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. WRD 23 (309),
Amendments Issued Since Publication
Amend No. Date ofIssue TextAffected
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams :Manaksanstha
Telephones :3230131, 3233375, 3239402 (Common toalloffices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
Eastern : 1/14C.I.T. Scheme V]1M,V. I.P. Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
{ 602025
Southern :C.I.T. Campus, IVCross Road, CHENNAI 600113 2541216,2541442
{ 2542519,2541315
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Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
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NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
PrintedatRahhat Offset Press, New Dethi-2
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10292.pdf
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UDC 621-762’8 : 678’4 : 621’643’41 : 666’901’006’78 ( Second Reprint OCTOBER 1997 ) IS : 10282 - 1988
Indian Standard
SPECfFICATION FOR
DIMENSIONAL RE@@IREMENTS FOR RUBBER SEALING
RINGS FOR C.I.D. JOINTS IN ASBESTOS
CEMENT PIPING
( First Revision )
I. Scope - Specifies the dimensional requiremsnts for rubber sealing rings to be used with cast iron
detachable joints conforming to IS : 8794 - 1978 ‘Specification for cast iron detachable joints for use
,vith asbestos cement pressure pipes’ for joining the asbestos cement pressure pipes conforming to
S : 1592-l 980 ‘Specification for asbestos cement pressure pipes ( second revision )‘.
1.1 This standard covers the dimensions of rubber sealing rings having circular cross section only, up
:o 600 mm nomirral diameter.
2. General - Unless otherwise stated requirements of rubber sealing rings as specified in
S : 5382-1985 ‘Rubber sealing~rings for gas mains, water mains and sewers ( first revision )’ shall be
:omplied with.
3. Type - The rubber rings shall conform to type 3 of IS : 5382-1985.
1. Dimensions and Tolerances
4.1 The inner diameters and cross sectional diameter of rubber rings for various sizes and classes of
C.I.D. joints shall be in accordance with Table 1.
4.2 folerances - A tolerance of $5 mm shah be allowed on the cross sectional dia ‘# X’ and fl
percent on innerdia ‘$ Y’ specified in Table 1.
5. Sampling - For the purpose of ascertaining conformity to this standard the scale of sampling and
criteria for conformity shall be as prescribed in Appendix D of IS : 5382-1985.
6. Packing - The material shall be packed as agreed to between the purchaser and the manufacturer
SO asto protect it from undue exposure of light and heat and mechanical damages during transit and
storage.
7. Marking - Wherever practicable and unless specified otherwise, each ring or packing or both shall
be marked-indelibly at a suitable position with the following information:
a) the manufacturer’s name or trade-mark,
b) the pipe size and-class,
C) the month and year of manufacture, and
d) any other mark required by the purchaser.
7.1 Standard Marking - Details available with the Bureau of Indian Standards. New Delhi.
EXPLANATORY NOTE
This standard has been prepared with a view to guide the industries with regard to dimensiona
requirements for rubber sealing rings ,for C.I.D. joints.
This standard has been revised to cover sizes up to 600 mm nominal diameter and additiona
classes 20 and 25.
Adopted 20 January 1988 Q August 1988, IBIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAU BHAVAN. 9 BAHAOUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 10292 - 1988
TABLE 1 DIMENSIONS OF RUBBER SEALING RINGS
.
( Clauses 4.1 and 4.2 )
,
Nominal Dia of Class Inner Dia Cross Sectional Number
Pipe and Joint Y Dia X Per Set
mm mm mm
(1) (2) (3) . (4)
81) 5, 10, 15, 20
25 9900 ::
100 5, IO, 15, 20 109
25 115 ::
125 5, 10, 15, 20 131
25 138 :4”
150 5, 10, 15, 20 155
25 165 ::
200 5, 10, 15, 20 201 14
25 219 14
250 5, 10, 15, 20 246 14
25 264 14
300 5, IO, 15, 20 293 14
25 316 14
350 5, 10, 15, 20 345
25 362 :6”
400 5, 10, 15, 20
25 % ;:
450 5, 10, 15, 20 438
25 459 ::
500 5, 10, 15, 20 487
25 510 %
600 5, 10,15, 20 585
25 613 22:
Note - Rubber sealing rings of nominal diameter more than 600 mm may also be manufactured. In such cases
detailed dimensions and tolerances may be as mutually agreed between the manufacturer and theuser.
.
2
Reprography Unit, BIS, New Delhi, India
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14591.pdf
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Is 14591 : 1999
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Indian Standard
TEMPERATURE CONTROL OF MASS
CONCRETE FOR DAMS — GUIDELINES
I
ICS 93.160
0 BIS 1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May I999 Price Group 6
/il.
Dams (Overflow and Non-ovefflow) and Diversion Works Sectional Committee, RVD 9
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Dams
(Ovefflow and Non-overflow) and Diversion Works Sectional Committee had been approved by the River
Valley Division Council.
Mass concrete structures undergo volumetric changes with time after the placement of concrete. A rapid rise
in the temperature of mass concrete takes place during the phase when the concrete mass is in plastic stage
and undergoes hardening. After hardening, the concrete gradually cools due toeffect of atmospheric temperature,
which tends to subject the concrete to high tensile stresses. Cracking occurs in the concrete when these tensile
stresses exceed the tensile strength of the concrete. This cracking is undesirable because it affects the water
tightness, durability and appearance of hydraulic structures. The cracking tendency maybe reduced to acceptable
levels through appropriate design, construction and concrete placement procedures.
Temperature control is essential to (a) minimize volumetric changes and control the size and spacing of
undesirable cracks and (b) facilitate completion of the structure during the specified construction period by
increasing lift heights.
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, should 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 thk standard..
.s-
IS 14591 : 1999
Iluiian Standard
TEMPERATURE CONTROL OF MASS
CONCRETE FOR DAMS — GUIDELINES
1 SCOPE 3.6 !@ctic Heat ( C )
This standard mainly covers precooking methods Itisthe amount ofheat required toraise the temperature
adopted for temperature control in respect of mass of unit mass of concrete by one degree celsius.
concrete in dams. It also alludes to postcooling as
the same isalso adopted for overall temperature control. 3.7 Stable Temperature of Concrete
2 NOTATIONS It is the temperature which a dam would achieve in
course of time, say 8 to 10 years, or even more
For the purpose of this standard, the following letter depending upon the reservoir water temperature and
symbols shall have the meaning indicated against each: the mean annual ambient temperature.
c= specific heat of concrete (J/kg’’C), 3.7.1 Stable TemperatureatDownstream FaceofDam
D, = depth of lift (m),
Ignoring the effect of daily or seasonal variation of
h: = thermal diffusivity of concrete (mZ/hour),
surrounding temperature, the stable temperature of
K= thermal conductivity of concrete (J/m.h “C), concrete near the downstream face can be assumed
P= density of concrete (kg/m3), to be equal to the mean annual ambient temperature.
This should be slightly modified if the downstream
w= mass of effective cement content in unit
face of the dam is shadowed by surrounding hills.
volume of concrete (kg),
H= evolution of heat of hydration per unit mass 3.7.2 Stable Temperature at Upstream Face of Dam
of cement (J/kg),
T= adiabatic temperature rise in concrete (“C) at Since the upstream face will remain in contact with
any time t, reservoir water, its stable temperature will be same
T,,= ultimate adiabatic rise of temperature in as that of the reservoir water which may be taken as
concrete (“C), and mean annual river water temperature.
t= time interval between successive lifts (h).
3.8 Thermal Conductivity (K)
3 TERMINOLOGY
It is the rate of heat flow per unit area under a unit
temperature difference between the two faces of
For the purpose this standard, the following definitions
material of unit length.
shall apply.
3.9 Thermal Diffusivity (h: )
3.1 Adiabatic Temperature
It is the index of the facility with which a material
It is the temperature attained by concrete due to heat
will undergo temperature change. It is a constant
of hydration without any gain or loss of heat from/
which determines the rate of temperature change in
to the atmosphere.
a homogeneous isotropic material when heated or
cooled. Diffusivity can be defined as h: = K/pC.
3.2 Ambient Temperature
4 TEMPERATURE RISE
It is the atmospheric temperature at the dam site.
4.1 General
3.3 Coefficient of Thermal Expansion ( ct )
Volume change and development of tensile stress in
It is the change in linear dimension of a material per
aconcrete dam depend upon the temperature rise across
unit length per degree of temperature change.
the section of the dam. Newly placed concrete
undergoes arise in temperature due to the exothermic
3.4 Density ( p )
reaction of the cementing materials in the concrete.
For final temperature control studies, the heat
It is the mass per unit volume of the material.
generation for particular concrete mix should be
obtained by laboratory tests. The adiabatic temperature
3.5 Placement Temperature of Concrete
rise in the concrete relates to heat of hydration. The
actual temperature ”risein the concrete will be affected
It is the temperature of the mass concrete at the time
due to the flow of heat between the concrete in the
of its placement at site.
1.
s-
1s 14591 : 1999
body of the dam and that at the exposed faces of the 4.2.5 Thecoefficient ofthermal expansion for concrete
dam. Temperature cracking in the mass concrete is is essentially constant over the normal temperature
related to the dimensions and shape of the concrete range, and tends to increase with increasing cement
blocks, thickness of lifts, time interval between lifts content and decrease with age. The main factors
and height differential between the blocks. affecting the value of the coefficient of thermal
expansion of concrete are aggregate type and moisture
4.2 Factors Affecting Temperature Risein Concrete content; other factors such as mix proportion, cement
type and age influence its magnitude to alesser extent.
4.21 Heut of Hydration of Cement Typical values of coefficient of thermal expansion
of concrete using various aggregates is given in
Heat of hydration should be computed by conducting Table 2.
laboratory tests. Source ofcement should be identified
in advance and only one type of cement from the same Table 2 Coefficient of Thermal Expansion of
source should be used in a dam. However, in absence Concrete with Various Aggregates
of laboratory test results, heat ofhydration for ordinary
Portland cement may be assumed as 335 kJ/kg at 28 Coarse Aggregate Coefficientof Thermat
days. Expansion/ “C
4.2.2 Specific Heat Quartzite 1.35 x ICJ5
Sandstone 1.04 x 1CJ5
Specific heat of normal weight concrete varies only
slightly with aggregate characteristics, temperature and Basalt 0.83 X ]tT5
other parameters, Values from 0.85 to 1.05 kJ/kg.°C
Limestone 0.58 X 11T5
are representative over a wide range of conditions
and matgxials. This value maybe adopted inthe absence Granite 0.81 X 1CJ5
of laboratory test results.
Dolerite 0.77 x 10-5
4.2.3 Thermal Diffusivity Gravel 1.22 x 10-5
This is an index of the ease, or difficulty, with which 4.2.6 Adiabatic Temperature Rise in Mass Concrete
concrete undergoes temperature change. For normal
weight concrete where density and specific heat vary Newly placed concrete undergoes arise intemperature
within narrow range, thermal diffusivity reflects the due to exothetmic reaction of the cementing material
conductivity value. High diffusivity indicates greater in the concrete. Hence, for temperature computations
ease in gaining or losing heat. of mass concrete, certain parameters are required to
beknown orassumed. One ofthe important parameters
4.2.4 Thermal Conductivity isadiabatic temperature rise inconcrete. This isrequired
todetermine the amount ofheat generated for aspecific
Thermal conductivity is a measure of the capability period oftime and effective cement content. Compound
of concrete to conduct heat. The thermal conductivity compositions and fineness of cement largely influence
varies with mineralogical characteristics of aggregate, generation of heat.
moisture content, density and temperature ofconcrete.
Values of thermal conductivity should be obtained Adiabatic temperature rise is governed by the law:
by laboratory tests.
T =T, (l-e-m’)where ‘T,’ and ‘m’ are constants
In the absence of laboratory tests, the values of for a particular concrete.
diffusivity and thermal conductivity of concrete as
given in Table 1 may be adopted for preliminary 4.2.6.1 For temperature rise, the specific heat of all
studies. the ingredients of concrete is the governing factor and
the concrete absorbs the heat generated by the cement.
Table 1 Typical Values of Diffusivity
and Thermal Conductivity of Heat generated by cement= Heat absorbed by concrete
Concrete Made with Different Rocks
WH = p.C.To
WH
Coarse Diffusivity Thermal or To= —
Aggregate Conductivity
pc
mVh J/mhC
Basalt 0.0030 7 534.8 to 7 57’6.66 4.2.6.2 Placement temperature of concrete
Rhyolite 0.0033 7 367.36 to 7 451.08
Grisnitc 0.0040 9 418.50to 9 878.96 This is the temperature of the mass concrete at the
Dolomite 0.004 6 11 762.66 to 12 139.40 time of its placement. This has to be predetermined
Limestone 0,0047 11302.20to 11 637.08 in order to ensure that the maximum permissible 4
(.)uwtzite 0.0054 12611.72to 12 767.30 temperature rise is not exceeded.
2IS 14591: 1999
This can be computed by the formula: it’s upper surface and cast on an inert lift at
O“C; and
0.22 (TU,.WC,+TWPrA~.+WTC].+(TrWf+Tw.ww-7.W9.i6)
T_= c) Heat loss (g,) from the exposed surface of an
1, 0.22(Wra+wrm+w+c)w,+ W*+ w, inert lift initially at O°C, exposed to O“C at
it’s upper surface and cast on an inert lift
where initially at temperature (11.
TP = placement temperature ofconcrete in “C,
4.2.7.2 The first idealized condition assumes that the
TC, = temperature of coarse aggregate at the
placement temperature of the concrete and the
time of mixing in ‘C,
atmospheric temperature are the same that is O°C and
T,. = temperature of fine aggregate at the time the lift is cast upon an inert lift initially at O“C. The
of mixing in “C, loss of heat as it is generated is given by the equation.
T, = temperature of cement at the time of
=qCp DT,
mixing in “C, 93
Tf = temperature in ‘C of free and absorbed
or in terms of temperature equivalent of qf,
moisture in aggregate which may be
assumed to be same as that of aggregate T3=q To
unless otherwise specified,
Tw = temperature of batch mixing water in “C, where
Wca = dry mass of coarse aggregate in kg, = heat lost per unit area of the exposed surface
%
w,, = dry mass of fine aggregate in kg, in Joules, and
Wc = mass of cement in kg, q = ratio of heat lost to the total heat generated.
w, = mass of free and absorbed moisture in
The value of q can be determined from Fi . 1 after
aggregate in kg,
calculating the dimensionless quantities D/b4h~t and
w, = mass of ice in kg, and mt where t is the time of exposure that is the interval
Ww = mass of batch mixing water in kg. between two lifts.
4.2.7 LOSS of Heat from the Mass Concrete After 04
Placement and Net Temperature Rise 0’6
0.8
4.2.7.1 The entire quantum of heat generated by lo
I.2
hydration of cement does not go into raising the
I.&
temperature of concrete. As heat is generated, there
1.6
is also a loss to, or gain from, the atmosphere due 1.8.
to the difference in temperature between concrete and 2.0-
the atmosphere. For all practical purposes, it is 2.2
2.4.
sufficient to estimate the loss of heat from the exposed
2.6-
top surface of the lift. The heat loss from the vertical
sides of the lift may be neglected. Also, the heat loss 2 I.O.8 L I \ 1
OI234567O91O!I 12131 L 151617181920
after successive lifts have been laid over the lift in ml
RATIOOFHEAT LOSS TO TOTAL
question, isrelatively small and can be neglected, that HEAT GENERATED IN LIFT OF
is, the heat lost from the exposed top surface during ~=L cPDTo . HEATD BE EP IT NH G GD ENERATEO IN LIFT
the interval between two lifts only is considered for ACCOROING 10 RELbTl ONl=M!.aml)
estimating total heat loss. The loss ofheat iscalculated
FIG.1PARTOFTOTALHEATLOSTFROM
separately for the following three idealized conditions
SURFACEOFLIIT
and then the total loss is obtained by summation of
4.2.7.3 Under the second idealized condition, the heat
these losses:
loss due to the difference between the placement
temperature and atmospheric temperature, which was
a) Heat loss (q3)from the exposed surface of a
assumed tobeatO°Cinthe first condition, iscalculated.
lift of depth D initially at temperature O°C,
Since the heat loss due to internal heat generation is
exposed to O“C at its upper surface and
calculated under the first condition given in 4.2.7.1
generating heat according to the law
(a), the lift is assumed inert, that is no internal heat
T = T{,(1 - e-’”’), if cast on an inert lift
generation isconsidered in the second condition. The
initially at O“C.A lift is considered to be inert
heat loss from the exposed surface of an inert lift
if the generation of heat by chemical action
initially at a temperature qO above atmospheric
in the cement has ceased;
temperature, cast on an inert lift initially at the same
temperature as that of atmosphere, is given by:
b) Heat loss (q2)from the exposed surface of an
inert lift of depth D initially at temperature ,2=24JZH
e,, (where 9,, = placement temperature –
h
atmospheric temperature), exposed to O°C at
3IS 14591 : 1999
or in terms of temperature equivalent of q2
92
T,=
P.C.D
where
q,= heat lost per unit area of the exposed surface,
1= same as given in 4.2.7.3, and
where 02= difference of temperature between the
. .
temperature of the previous lift and the
92 = heat loss per unit surface area of the lift, and atmospheric temperature.
e,, = difference between placement temperature and The temperature of the previous lift is calculated by
atmospheric temperature and] subtracting the temperature loss during the exposure
period from the total adiabatic temperature rise. Thus
t
e, =TP+TO-(T3+T2)
~-4h:t
1= dt
& 2 NOTE — Temperatmv.loss T1isneglected inthis calculation.
1- d
o
4.2.7.5 The total heat loss (q) is calculated by
Ican be calculated from Fig. 2. summation of q3,q2and q,. Thus
9=93+92+9,
or temperature equivalent of the heat loss q is
9
TL=— =T3+TZ+T1
CpD
4.2.8 Evaluation of Thermal Stress
Magnitude of thermal stress developed due to
temperature change using the stress temperature relation
may be computed from the following formula:
f=aEp R(Tp+~, -TL -T,) .
where
—I f= thermal stress resulting due to temperature
D
gradient in MPa (This thermal stress should
FIG.2PLOTOF-=$ Vs
4h; t be limited to permissible tensile stress which
r
d is about 10 percent of the compressive
strength),
4.2.7.4 In the first and second idealized conditions,
a= coefficient of thermal expansion on concrete,
the lift is assumed to be cast on an inert lift which
is at the same temperature as that of atmosphere. Ep= sustained modulus of elasticity of concrete in
However, as at the end of the exposure period of the MPa. In absence of laboratory values it can
previous lift that is, at the time of placement of the be taken as approximately 0.5 to 0.6 times
new lift, some part of the total heat generated in the the instantaneous modulus of elasticity of
previous lift still remain unlost, the temperatureof the concrete (lower values being applicable when
previous lift is increased above atmospheric concrete is loaded at early ages, that is 2 days,
temperature due to this remaining heat. Therefore, 7 days, etc, after casting and higher values
some heat from the previous lift is lost through the applied when concrete is loaded at later ages,
exposed surface of the lift in question during the that is 90 days, 365 days etc. Intermediate
exposure period of this new lift. This heat loss is values are applicable for intermediate loading
given by the equation: ages).
R= restraint factor. Ithas value of 1at the contact
2K92 I
of dam and foundation and also at a level
9,= &
where concreting is interrupted for a period
of more than two weeks time. It decreases
or in terms of temperature equivalent of q, rapidly at higher levels. It may be taken as
i.
_.Q-
IS 14591: 1999
0.5 at a height of about 0.15 B, where B is through the aggregate while the aggregate is draining
the base width of the dam at foundation level in stock piles, or while itis in aconveyer belt or while
or at the level where R has been taken as 1, it is passing through the bins of the batching plant.
TP= placement temperature of concrete in ‘C,
5.2.1.2 Sand may be cooled by passing it through
vertical tubular heat exchangers. A chilled air blast
~, = ultimate adiabatic rise in temperature of
directed on the sand as it is transported on conveyer
concrete in “C,
belts may also be used. Sand may also be cooled by
T~= temperature loss, that is T1+ T2+T3 in ‘C, passing itthrough screw conveyers, the blades of which
and carry chilled water inside. Immersion of sand in cold
water is not practical because of the difficulty in
T, = final stable temperature of dam in “C. removing free water from the sand after cooling. This
also leads to bulking of sand.
A typical example illustrating the computation for
determination of thermal properties of mass concrete 5.2.1.3 Cementitious materials used in concrete are
is given at Annex A. hydraulic materials, so their quality control requires
that they behandled and batched dry. Ifthe temperature
5 METHODS OF TEMPERATURE CONTROL of the cement is brought down below the dew point
ofthe surrounding atmosphere, moisture will condense
5.1 Most commonly used methods are precooking,
and adversely affect the ultimate quality of the cement.
post cooling and reducing heat of hydration by proper
Generally, the temperature of bulk cement supplied
mix design. The ideal condition would be simply to
is about 37”C; hence it neither cools naturally nor
place the concrete at stable temperature of dam and
looses a sizable portion of excess heat before it is
heat of hydration removed, as it is generated, so that
used. Therefore, cooling of cement is not normally
temperature of concrete is not allowed to rise above
done.
stable temperature. However this is not possible to
achieve practical y. Therefore, the most practical
method is to mecool concrete so as to restrain the 5.2.1.4 Refrigeration plant capaci~
net temperatu~e rise to acceptable levels.
As the temperatures ofaggregates will generally follow
the annual cycle of ambient air temperature, the
5.2 Precooking
refrigeration plant capacity requirement should be
5.2.1 One of the most effective and positive determined for a specific segment of time, that is for
temperature control measure is precooking which aweek or amonth. The refrigeration may be designed
reduces the placement temperature of concrete to produce a single material, such as ice, or may be
(see 4.2.6.2). The method, orcombination ofmethods, divided into various cooling systems for production
used to reduce concrete placement temperatures will of ice, chilled water and/or cooled air according to
vary with the degree of cooling required and the heat balance needs. The size of the cooling plant
equipment available with the project authority or the required is expressed in tonnes of refrigeration.
contractor. In this method usually the fine and coarse Refrigeration capacity of plant is worked out in terms
aggregates and the water are separately cooled to the of ice equivalent (see Annex B).
requisite temperatures.
5.3 Post Cooling
5.2.1.1 Mixing water may becooled tovarying degrees,
usually from O“C to 4“C. Adding crushed ice or ice
5.3.1 Post cooling isameans ofcrack control. Control
flakes to the mix is an effective method of cooling
of concrete temperature may be effectively
because it takes advantage of the latent heat of fusion
accomplished by circulating cold water through thin
of ice. The addition of large amount of ice flakes,
walled pipes embedded in concrete. This will reduce
however, may not be possible in cases where both
the temperature of newly placed concrete by several
coarse aggregate and sand contain appreciable amount
degrees, but the primary purpose of the system is to
of free water, in which case the amount of water to
accelerate the subsequent heat removal and
be added to the mix may be so small that substitution
accompanying volume decrease, during early ages
of part of the water to be added with ice may not
when the elastic modulus isrelatively low. Post cooling
be feasible. From practical considerations, not more
is also used where longitudinal contraction joints are
than 70percent of water should be replaced bycrushed
provided inorder toreduce the temperature ofconcrete
ice.
to the desired value prior to grouting of transverse
Although most rock minerals have comparatively low contraction joint. Post cooling will create a flatter
heat capacity, since aggregates comprise the greatest temperature gradient between the warm concrete and
proportion of concrete mix, the temperature of the the cooler exterior atmosphere which, in turn, helps
aggregate has the greatest influence onthe temperature. in avoiding temperature cracks. Other methods such
of the concrete. Cooling of coarse aggregate to about as evaporative cooling with a fine water spray, cold
1.7°C may be accomplished in several ways. One water curing and shading may prove beneficial, but
method is to chill the aggregates in large tanks of the results are variable and do not significantly affect
refrigerated water for a given period of time or by the temperature in the interior of massive placement.
spraying cold water. Effective cooling of coarse
aggregate is also attained by forcing refrigerated air 5.3.1.1 The embedded cooling system consist of
5f,
—
IS 14591 : 1999
aluminium orsynthetic plastic pipe or tubing generally parameters given in 5.4.1 to 5.4.4 are to be
ot_25 mm dia and 1.50 mm wall thickness placed in predetermined orsuitably modified for aconcrete dam.
grid like coils over the top of each concrete lift. When
the expected active cooling period exceeds 3 months, 5.4.1 The cement content in the concrete plays an
steel tubing should be used. The number of coils in important role in evolution of heat of hydration. By
a block depends upon the size of the block and the suitably modifying the concrete mix design, the
horizontal spacing of the pipes. For practical reasons, quantity of cement per cubic metre of concrete may
pipe coils are placed and tied to the top of a hardened bereduced soas toreduce the amount ofheat generated
concrete surface and thus vertical spacing of the pipe by cement.
corresponds to lift thickness. A horizontal spacing
same as the vertical spacing will result in the most 5.4.2 The height, of the placement lift is generally
uniform cooling pattern but variations may beallowed. governed by economic considerations. Shallow lifts
Supply and return headers, with manifolds to permit not only slow down the construction but also result
individual connections toeach coil are normally placed inincreased construction joints which entail additional
on the downstream face of the dam. In some case, costs for cleaning and preparation for placement of
cooling shafts, galleries and embedded header system the next lift. The thickness of lift is also related to
may be used to advantage. the temperature control measures proposed and the
ambient temperature at the site. To reduce the net
5.3.1.2 Postcooling by running chilled water through temperature rise, the lift thickness should be reduced
embedded pipes isnowadays recommended only when if time is not a constraint.
longitudinal joints are provided. Postcooling is
generally avoided mainly because it is costlier than 5.4.3 There is always some time lag between
precooking system. Improved techniques for precooking placement of concrete in successive lifts. Depending
the dry components would be beneficial when a large upon ambient temperatures, these delays can be
reduction in placement temperature isnecessary. With beneficial or harmful. Allowance of sufficient time
recent advancement in concrete technology, the between two construction lifts toallow large dissipation
quantity of cement used for producing concrete of of heat from the surface is an effective and important
required strength has been reduced appreciably and factor to control the rise in the temperature during
thus postcooling may not be considered necessary construction. The minimum elapsed time between
in dams. placing of successive lifts in any block is usually
restricted to 72 hours, but temperature studies should
5.4 Pre-design Measures for Achieving bemade torelate heat loss orheat gain to the placement
Temperature Control lift heights.
Cracking tendencies in concrete due to temperature 5.4.4 During summer months the ambient
changes may be reduced to an acceptable level by temperature is very high and, as such, heat gain from
suitable design and construction procedures. The the atmosphere is also high. This may be reduced
volumetric changes are caused by the temperature drop by continuous curing of the concrete by sprinklers
from the peak temperature attained by concrete shortly using river water, after concrete has set. In such a
after placement to the final stable temperature of the case, ambient temperature for calculation purposes
structure. To bring down net temperature rise to may beassumed asaverage ofcuring water temperature
acceptable limits, in order to avoid cracking, the and actual ambient temperature.{.,
—
IS 14591 : 1999 .
ANNEX A
(Clause 4.2.8)
J
TYPICAL ILLUSTRATION FOR DETERMINATION OF THERMAL PROPERTIES OF MASS ~
CONCRETE IN HEATING ZONE OF A CONCRETE DAM I
Data
1 Mix proportion of concrete by mass 1 : 2.56: 11.54
(Cement:Fine aggregate: Coarse aggregite)
2 Cement content of concrete 162 kg/rn~
3 Total coarse aggregate in concrete 1928 kg/mq
4 Total fine aggregate in concrete 416 kg/m’
5 Total water content in concrete 89 kglrd
6 Density of concrete (p) 2610 kg/mg
7 Mean annual air temperature 27.8°C
8 Mean summer temperature 31.7°C
9 Mean winter temperature (November to February) 24.4°C
10 Mean annual river water temperature 26.7°C
11 Specific heat of concrete (C) 857.33 J/kg°C
12 Thermal conductivity of concrete (K) 2.235 5 J/m.s.°C
13 Ultimate adiabatic rise in temperature (To) 21.8°C
14 Factor m for the concrete 0.025 per h
15 Exposure period of the lift (t) 72 h
16 Lift height (D) 1.50 m
17 Desired placement temperature of concrete 15.5°C
18 Temperature of ingredients of concrete at
the time of mixing
a) cement 37.8°C
b) coarse aggregate 21.l°C
c) fine aggregate 32.2°C
d) batched mixing water 26.7°C
19 Ice percent of mixing water 70 percent
20 Permissible temperature drop 11 to 16.7°C
21 Permissible tensile stress at 10 percent
of the compressive strength of concrete 1.5 to 2.0 MPa
22 Co-efficient of thermal expansion .“
of concrete (et) 4 x 104 per “C
23 Sustained modulus of elasticity of concrete (Ep) 2 x 104 MPa
24 Restraint factor (R) 1.00
COMPUTATIONS
A) Verification of Desired Placement Temperature of Concrete
Placement temperature of concrete is computed by the formula given in 4.2.6.2.
0.22 (TC,WC,+ T,, W~,+ TCWC)+ T~W~+ TWWW– 79.6Wi
T, =
0.22 (Wcl + w,, + Wc)+ w, + Ww+ Wi
0.22 (21.1 X 1928 + 32.2 X 416 + 37.8 X 162) + 32.2 X O+ 26.7 X 89 X 0.3 – 70.6 X 89 X 0.7
T, =
0.22 (1 928 + 416 + 162) + O+ 89 X 0.3 + 89 X 0.7
0.22 (40 680.8 + 13 395.2 + 6 123.6) + O + 712.89-4959.08
Tp =
0.22 (2 506) + 89
13243.91 - 4246.19 8997.72
T= = = 14.05°c
P
551.32 + 89 640.32
7f,
—
IS 14591 : 1999
The placement temperature at the site of work is expected to be about 15.5°C as desired.
B) Determination of Loss of Heat from the Surface of the Lift
i) The drop in temperature of the concrete due to heat loss q3 is obtained by the following formula:
T, = q T,,
The value of q is obtained from Fig. 1 after calculating mt and D/~
m = 0.025 per hour and t= 72 h
mt = 0.025 x 72 = 1.80
a“’’&=&
The diffusivity h: of concrete is calculated by the formula:
K 2.2355
h; =_=
Cp 857.33 X 2610
hi = 9.994 x 10-7 m2/s
1.50
= 1.4735
‘enter% =44 X 3.598 X 10-3 X 72
d
Now, corresponding to the values of mt = 1.8 and D/@= 1.47 the value of q as obtained from
Fig. 1 is 0.25.
Thus, T, = 0.25 T,
= 0.25 x 21.8
= 5.45 “c
NOTE —In the absence of laboratory dataj the vafue of 7’0may be calculated by the formula given in 4.2.6.1 as illustrated below:
Assuming heat of hydration of cement, H=343527 J/kg
Effective cement content (W) considering 25 percent pozzokma content of efficiency 0.50
= 162.00 x 0.75 + 162 x 0.25 x 0.50 = 141.75 kg/m3
HW
Thus, ~, = —
pc
343 527 X 141.75
2610 X 857.33
——
21.76°C say 21.8°C
ii) The temperature drop due to heat loss qz is calculated by the formula:
[r
1
2h:00 t
T2= — —– I
DA h:
8.,
—
,
IS 14591: 1999
---
Placement temperature — Atmospheric temperature
15.5-31.67
- 16.2°C
3.598 x 10-~mzlhr.
1.5 m
72 h.
1.50
Hence — = = 1.4735
d4h:t 44 x 3.598 x 10-3 x 72
I
From Fig. 2, — = 0.011
D/ 2h:
0.011 x 1.5
Hence, I = ‘2 X (3.598 X 10-3) = 2“30
[LT22”@3911=6-)0w38
T, =
2“[3”59::2-16”2)] x
=— 6.09°C
iii) Temperature drop due to heat loss q, is calculated by the formula:
* = 2h;9
~xl
1 D&
Here 0, = (TP+ To– T, – TJ – atmospheric temperature
= (15.5 + 21.8-5.45 + 6.09) -31.7
= 6.2°C .
2 X (3.598 X 10-3) X 6.24 X 2.30
Hence T, =
I.s&
= o.04°c
Therefore, the total temperature drop due to loss of heat from the exposed surface of the lift,
TL=T3+T, +T1
= 5.45-6.09 + O.ti
= -0.6
c) Evaluation of thermal stresses
Maximum temperature attained by concrete
= TP+ ~, – losses
= 15.5 + 21.8- (-0.6)
= 37.90”C
Final stable temperature of concrete, T, is eqw!d to mean annual air temperature.
Thus T, = 27.8°C
Thermal stresses, F = a E, R (TP+ To- T, - T>
I
= 4 X 10-’ X 2 X 10’ X 1 (15.5 + 21.8 + 0.6- 27.8)
= 0.81 MPa < 1.5 MPa, hence acceptable.
9*
M-
IS 14591 : 1999
ANNEX B
(Clause 5.2. 1.4)
.,,
DETERMINATION OF REFRIGERATION PLANT CAPACITY 1
B-1 The capacity of refrigeration plant can be designed so as to constitute all cooling media into one material
such as production of ice or can be divided into different cooling systems such as production of ice, chilled
water and/or chilled air according to requirements of heat balance. Use of ice is one of the basic methods
to lower the concrete placement temperature. Refrigeration capacity of plant is worked out in terms of ice
equivalent.
B-2 EXAMPLE
It is proposed to cool coarse aggregate (CA) having temperature of 32.22°C to 26.67°C using river water
at a temperature of 26.67”C, then further cooling to 21.11 ‘C by chilled water having temperature of O“C.
Following data has been used for estimating the refrigeration capacity of the plant:
Specific heat of coarse aggregate = 946.2168 J/kg°C
Specific heat of water = 4 186.8 J/kg°C
Heat of fusion of ice = 334609 J/kg°C
Heat required to be extracted from CA to lower the temperature from 26.67°C to 21.11 ‘C.
= Wt of CA x Sp heat of CA x Temperature difference
= 1 928 X 946.2168 X (26.67°C - 21.11°C)
= 10 143 141 J/rn~.
Heat available from every kilogram of chilled water at O°C to lower the temperature of CA to 21.11 ‘C.
= Sp heat of water x temperature difference
= 4 186.8 x (21.11°c - O“c)
= 88383.348 J/kg.
Therefore, quantity of chilled water at O“C required for cooling the coarse aggregate up to 21.11 “C.
10 143 141
= 88 383.348
= 114.76 kg/m~
Since it would be necessary to immerse the aggregates in chilled water completely, it is assumed that
20 percent extra quantity would be necessary for cooling coarse aggregate up to 21.11°C.
Quantity of chilled water at O“C required per cubic metre of concrete:
= 1.20 X 114.76
= 137.71 kg
Heat required to be extracted from river water at 26.67°C to chill it to O“C, per cubic metre of concrete:
= Weight of chilled water x sp heat of water x temperature difference
= 137.71 X 4 186.8 X (26.67°C – O°C)
— 15 376968 J
Equivalent chilled water quantity per cubic metre of concrete
15 376968
=
334 609 + (4 186.8 X 21.11)
= 36.35 kg
10Is 14591 : 1999
Now considering a batching plant capacity of 800 cubic metre of concrete per day,
Ice equivalent of chilled water quantity needed per day
= 800 X 36.35 = 29080 kg
The ice required in place of water is proposed to be about 70 percent; therefore, quantity of ice required
for mixing per cubic metre of concrete:
= 89.00 X 0.70
= 62.30 kg
Assuming 25 percent wastage, total quantity of ice required per cubic metre of concrete
= 62.30 X 1.25
= 77.875 kg
Again considering a batching plant capacity of 800 cubic metre of concrete per day.
Ice required per day = 800 x 77.875 = 62300 kg
Total ice required is
= 29080 + 62300
= 91 380 kg
Total kilo Joule equivalent of 91 380 kg of ice per day
= 91 380 [334.609 + 4.1868 X (26.67)]
= 40780244 kJ/day
The refrigeration capacity of a plant in terms of Tonne Refrigeration (TR), assuming that 1TR is equivalent
to 3.489 kJ/s and the plant works for 16 hours a day, is g~ven by:
40780244
TR=
3.89 X 3 600 X 16
= 202.9 TR, say 203 TR
Assuming 35 T R for cooling of the building and surroundings, total capacity of refrigeration plant
= 35 + 203
= 238 TR.
11—t%
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|
1200_8.pdf
|
IS 1200 (Part 8) : 1993
(Reaffirmed 1997)
Edition 5.1
(2002-05)
Indian Standard
METHODS OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING
WORKS
PART 8 STEELWORK AND IRONWORK
( Fourth Revision )
(Incorporating Amendment No. 1)
UDC 69.003.12 : 693.81
© 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 2Methods of Measurement of Works of Civil Engineering (Excluding River Valley Projects)
Sectional Committee, CED 44
FOREWORD
This Indian Standard (Part 8) (Fourth Revision) 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 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 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 various systems followed.
Among the various civil engineering items, measurement of buildings 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 was subsequently revised in 1964. In its second revision, the standard was
issued in different parts corresponding to different trades in building and civil engineering works.
As a result, the second revision of this standard (Part 8) was published in 1967 which was then
revised in 1974.
This fourth revision has been brought out to incorporate the changes found necessary in the light
of usage of this standard and suggestions made by various bodies implementing it.
This edition 5.1 incorporates Amendment No. 1 (May2002). 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 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 1200 (Part 8) : 1993
Indian Standard
METHODS OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING
WORKS
PART 8 STEELWORK AND IRONWORK
( Fourth Revision )
1 SCOPE 3.3 Description of Items
This standard (Part 8) covers the method of The description of each item, which covers both
measurement of steelwork and ironwork in fabrication and erection, shall include
buildings and civil engineering works. conveyance and delivery, handling, unloading,
NOTE — The method of measurement for roof covering; storing, hoisting and all labour for finishing to
pipe lines, etc for water supply and sewerage; and pipe required shape and size. Alternatively, in each
lines, etc for gas and oil are covered in IS1200 item of work fabrication or erection shall be
(Part9):1973, IS1200 (Part16):1979 and IS1200
described and measured separately.
(Part 20):1981 respectively.
3.4 Bill of Quantities
2 REFERENCES
Items of work shall fully describe the materials
The following Indian Standards are necessary
and truly represent the work to be executed.
adjuncts to this standard:
3.5 Dimensions
IS No. Title
Unless otherwise stated all works shall be
1200 Method of measurement of
measured net in decimal system, as fixed in its
(Part 9) : 1973 building and civil engineering
place, as given in 3.5.1 and 3.5.2.
works : Part 9 Roof covering
3.5.1Cross-sections and thicknesses shall be
(including cladding) (second
taken from relevant Indian Standards. Length
revision)
and breadth shall be measured to nearest
1200 Method of measurement of
0.001m except for reinforcement which shall be
(Part 16):1979 building and civil engineering measured to nearest 0.005m.
works : Part 16 Laying of
3.5.2Areas shall be worked out to nearest
water and sewer lines 0.001m2.
including appurtenant
3.6The priming coat shall be described and
structures (third revision)
included in item of fabrication.
1200 Method of measurement of
3.7The mass of steel sheet, plate and strip;
(Part 20) : 1981 building and civil engineering
rolled steel sections, steel rods, steel
works : Part 20 Laying of gas
reinforcements, and steel strips; forged steel,
and oil pipe lines (third
steel castings and steel tubes shall be taken
revision)
from relevant Indian Standards.
1239 Mild steel tubes, tubulars
3.7.1The final mass of individual
(Part 1) : 1979 and other wrought steel
categories/sections calculated based on
fittings : Part 1 Mild steel
dimensions arrived at in 3.5.1 and 3.5.2 and
tubes (fourth revision) mass arrived at as per 3.7, shall be worked out
to nearest 1kg.
3 GENERAL RULES
3.8Unless otherwise specified an addition of
3.1 Clubbing of Items
2.5 percent of the mass of structure shall be
Items may be clubbed together provided that made for shop and site rivet heads in riveted
break-up of clubbed items is agreed to be on the steel structures.
basis of detailed description of items, stated in
3.9Unless otherwise specified, in the case of
this standard.
welded steel structures no allowance shall be
3.2 Booking of Dimensions made for the weld metal.
In booking dimensions, order shall be 3.10Wedging-up, under stanchion bases or
consistent and generally in sequence of length, steel grillages shall be described and
width and height or depth or thickness. enumerated.
1IS 1200 (Part 8) : 1993
4 STEELWORK portion), running bars for doors and
4.1Various items of steelwork shall be fencing posts and struts;
classified and measured separately under v)Framed work, such as grills, gratings,
following categories. Work in each classification framed guard bars, ladders, walkways,
shall be described. Bolted, riveted and welded railings, brackets and similar work;
structures shall be described as such and w) Straps, hooks, clamps, holdfasts, wall ties,
measured separately: insets, knee pieces, and similar works;
a)Rolled sections (joist, channel, angle or y)Ornamental work as in grills, balustrades,
tee) fixed independently without and curved, ramped and scroll portion of
connecting plates; cores for handrails; and
b)Rolled sections fixed with connecting plate z)Steelwork for:
or angle cleats as in main and crossbeams,
1)doors,
hip and jack rafters, purlins connected to
2)hydraulic gates, and
common rafters and the like.
3)cassions and well curbs.
c)Rolled joists, with or without stiffeners in
z1) Purpose made butt hinges for fixing to
grillages (the weight of stiffeners shall be
stone or concrete door and window frames.
added to the mass of joists);
d)Compound girders; NOTES
1In composite construction shear connectors, if any,
e)Plate girders (stating type and overall
will form part of structural steelwork.
height of girder);
2The above classification with suffix B, R or W shall be
f)Lattice girders, aerial masts, tank staging indicated in bills of quantities to denote bolted, riveted
and like (stating details of members and or welded construction respectively.
overall height of structure); 4.2The steelwork shall be measured by mass
except otherwise mentioned.
g)Single stanchions composed of rolled joists
or channels with caps, bases, splices, 4.3Unless otherwise specified, mass of cleats,
angle brackets, etc; brackets, packing pieces, bolts, nuts, washers,
distance pieces, separators, diaphragm, gussets
h)Compound stanchions with caps, bases,
(taking overall rectangular dimensions), fish
splices, angle brackets, etc;
plates, etc, shall be added to the weight of
j)Trusses and trussed purlins (stating spans respective items. In riveted work, allowance is
and overall heights); to be made for mass of rivet heads (see 3.8). No
k)Framing of cladding and glazing; deduction shall be made for rivet or bolt holes
(excluding holes for anchor or holding down
m)Crane gantry rails including fastenings:
bolts). Deduction in case of rivet or bolt hole
n)Staircases including stringers, treads, shall, however, be made if its area exceeds
landings, handrails, etc; 0.02m2 and for notch if its area exceeds
p)Plates (plain or chequered), square cut or 0.05m2. For other type of openings like holes
notched, holed (ordinary or countersunk) for service pipe etc, deduction shall be made if
without any attachments; its area exceeds 0.1 m2.
q)Plates of classification (p) above with 5 TUBULAR STRUCTURES
riveted, bolted or welded attachments; The tubular structures shall be described and
measured by weight.
r)Running rails and girders for sliding
doors; 6 CABLES/GUY WIRES
s)Platework with or without stiffeners for: The cables and guy wires shall be described and
measured in running metre stating the
1)bunkers,
diameter or by weight.
2)chutes,
7 BEARINGS
3)chimneys including ladders,
These shall be classified as roller, rocker,
4)tanks with or without covers including
sliding, etc, and fully described and enumerated.
stays but excluding stagings,
8 PIPES FOR FLUES
5)gutters and downpipes, and
8.1Flue pipes of steel sheeting shall be
6)furnace shell.
measured overall in running metres and
t)Anchor bolts, holding down bolts including described as including all short lengths, cutting
all fittings and sag rods; and waste. The method of jointing and fixing
u)Wind ties to roofs, strakes for wooden shall be described. Supports shall be measured
bridges, cores for handrails (straight separately.
2IS 1200 (Part 8) : 1993
8.2The diameter of pipes, thickness of sheeting 12 MISCELLANEOUS WORK
and whether black or galvanized shall be
12.1Bolts including nuts and washers other
stated. In case of galvanized steel pipes, class of
than those covered in 4.1 (t) shall be described
galvanization [see IS 1239 (Part 1):1979]
and measured by mass in kilograms.
shall also be stated.
12.2Plain or barbed wire fencing shall be fully
8.3Bends, elbows, cowls, tapered pipes to fit described and each line of wire shall be
outlets of ranges, and roof plates with sleeve measured in running metres.
shall be enumerated and measured as extra
12.3Patent plain wire fencing shall be fully
over.
described and measured in square metres.
9 DUCT WORK 12.4Wire mattresses, nets shall be fully
described including method of tying and
The duct metal work shall be described and
measured in square metres. Authorised laps
measured in square metres on the basis of
shall be measured.
surface area. Support shall be measured
separately. 12.5Collapsible gates shall be described and
measured in square metres as fixed stating size
10 EXPANDED METAL WORK AND WELD of gate opening, pickets, pivoted flat bars and
MESHWORK size of meshes formed by them when fully
extended.
Expanded metalwork and weld meshwork shall
be described including laps, meshes, weight, 12.5.1Top and bottom runners, pulleys, locking
strands and method of fixing and measured in lugs and handles shall be described and
square metres. Openings exceeding 0.2m2 included with item. Description shall also
include erection in position and securing
shall be deducted. Raking or circular cutting
runners with holdfasts and brackets.
and waste shall be included in the description.
12.6Steel rolling shutter/grills shall be
11 STEEL REINFORCEMENT described and measured in square metres. The
width shall be measured as the outer distance
11.1Reinforcement bars shall be measured in
between the backs of the two guide channels of
running metres and their mass calculated as
the rolling shutters and the height shall be the
per 3.7.1. The item of work shall include
distance between the still and the centre of the
removal of surface rust, straightening, cutting
hood cover.
to lengths, hooked ends, cranking or bending
(straight or spiral). Authorized overlaps, 12.6.1Gauge and type of the shutter/grills,
chairs/separators shall be measured. distance between centres of interlock and
bridge depth shall be stated.
11.1.1When welding of joints is authorized the
12.6.2Description shall include spring winding
same shall be described; joints, butt welded
mechanism operated mechanically or
shall be measured in numbers and lap welded
manually, jamb guides, bottom rail, locking and
shall be measured in running metres of the
door operating arrangements.
length welded.
12.6.3Where a wicket gate has to be provided
11.2Fabric reinforcement shall be described
it shall be described.
(including meshes and strands) and measured
12.6.4Any protective treatment required to be
in square metres. Authorized laps shall be
applied at manufacturer’s works, such as
measured.
painting or hot dip galvanizing shall be
11.2.1Wire netting used as encasement shall described.
be described (including meshes and wires) and
12.7Unless otherwise stated, steel doors,
shall be measured in square metres.
windows, ventilators and glazing frames shall
Authorized laps shall be measured.
be measured in square metres as fixed stating
11.2.2Raking or circular cutting and waste type given in relevant Indian Standard.
shall be included in description. 12.7.1Method of fixing and hanging and
fastenings shall be included with item.
11.3Binding wire for reinforcement shall not
be measured, but shall be included in 12.8 Gates for Compound Walls and
description of item. Railing
NOTE — Term ‘binding wire’ is reserved for wire Gates shall be described and enumerated or
binding together reinforcement in contact.
measured in square metres; hangings, guide
11.4Hoop iron shall be fully described and rails and fastenings shall be described and
measured in running metres, included with item.
3IS 1200 (Part 8) : 1993
12.9 Steel Louvre 13.1.2Bends, inspection doors and cowls shall
be enumerated and measured as extra over.
Louvres shall be described and measured in
square metres on basis of opening covered. 13.2 Spiral Staircases
Spiral staircases shall be enumerated, stating
12.10 Slotted Pipes
overall diameter and height, total number of
Site perforated pipes shall be described and treads, risers and sleeves in one piece, central
measured by mass in kilogram. Deductions for shaft or poles including base plate and other
perforations/slots shall, however, be made if its attachment handrail and balusters.
area exceeds 0.02m2.
l3.2.1Exit landings shall be described and
12.10.1The manufactured perforated pipe enumerated.
shall, however, be described and measured in 13.2.2Stays, if required, shall be stated.
running metres.
13.3 Stanchions, Columns and Lamp Posts
12.11Metal sheet in wall cladding etc shall be
These shall be described and measured in
described and measured in square metres.
numbers specifying mass.
Gauge and type of sheet (whether black or
galvanized), type of connection/adjustment 13.4Grid flooring and grills shall be described
with the supporting structures by bolting, including size and mass of each piece and
welding or by any other arrangements shall be measured in square metres on the basis of
stated. overall area.
13.5Except as hereinbefore described, cast
13 CAST IRONWORK
ironwork shall be measured by mass and
13.1Cast iron flue (or smoke) pipes shall be classified under following headings.
measured overall in running metres and a)Unmachined — such as brackets, frames,
described as including all short length, cutting gully traps, manhole covers, gratings, fire
and waste. doors, soot doors and frames; and balls
13.1.1Method of jointing and fixing shall be and stop cock boxes.
described, and diameter of pipes and mass per b)Machine turned — such as pulleys and
standard length stated. similar work.
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 (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 44 (5152).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 May 2002
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
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|
6441_7.pdf
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IS : 6441 ( Part VII ) - 1973
(ReaKmed1997)
Indian Standard
METHODS OF TESTS FOR
AUTOCLAVED CELLULAR CONCRETE
PRODUCTS
PART VII SfRENGTH, DEFORMATION AND CRACKING
OF FLEXURAL MEMBERS SUBJECT TO BENDING-
SUSTAINED LOADING TEST
( Fourth Reprint DECEMBER 1998 )
UDC 666.973.6:620.174
@ Copyright 1973
BUREAU OF INDkAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
June 1973
I-
. .-. i
“‘. . /I >.,._* - .Is:6441 (Part VII)-1373
METHODS OF TESTS FOR
AUTOCLAVED CELLULAR CONCRETE
PRODUCTS
PART VII STRENGTH, DEFORMATION AND CRACKlrilG
OF FLEXURAL MEMBERS SUBJECT TO BENDING-
SUSTAINED LOADING TEST
Cement and Concrete Sectional Committee, BDC 2
Ciurirtnan Rcprcsentilzg
DR H. C. VISVEPVARAYA Cement Research Institute of India, New Delhi
Members
DR A. S. BHADURI National Test House, Calcutta
SHRI E. K. RAMACHANDRA( NA lt-e~rn--a-t-e \
SHRI A. K. CHATTERJI Cent~rI ark~lding Research Institute ( CSIR ),
DR S. S. REHSI( Altertkzte )
DIRECPOR Central Road Research Institute ( CSIR ), New Delhi
DR R. K. GHOSH( Alternate)
IkluXTOR ( CSMRS ) Central Water & Power Commission, New Delhi
1Dept.n~ DIRECTOR( CSMRS )
(Altemde)
SHRI K. H. GANOWAL Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRIK . C. GHO~AL Alokudyog Services Ltd, New Delhi
SHIU A. K. BUWM ( Alter&e)
DR R. K. GHOSH Indian Roads Congress, New Delhi
DR R. R. HA~AN~ADI Associated Cement Companies Ltd, Bombay
Soar P. J. JAOVS( AZtemute )
JO~~XICTOR, STANDARDS Research, Designs & Standards Organization,
Lucknow
DEP~ DIRECTORS, TAHDUDS
(B&S) (Altsmotr)
SHRI S. B. JOEHI S. B. Joshi & Co Ltd, Bombay
&RI M. T. KANSE Directorate General of Supplies & Disposals
SWRXS . L. KATHU~A Roads Wing, Ministry of Transport & Shipping
SHRI S. R. KU- M. N. Dastur & Co ( Private ) Ltd, Calcutta
!&RI M. A. MEHTA Concrete Association of India, Bombay
SHR~0 . Mu~A-_ Central Public works Department
@ Copyright 1973
BUREAU OF INDIAN STANDARDS
This publication is protcckd under the Indian ConMs’.? Act (XIV of 1957) and
reproduction in whole or in part by ~DY means excr, I with written permission of the
publisher shall ba deemed to be an infringement o r copyright under thb said Act.IS : 6441 ( Part VII ) - 1973
( Continued from pugs 1 )
Members Representing
SHRI ERACH A. NADIR~HAH Institution of Engineers ( India ), Calcutta
SHRI K. K. NAMBIAR In personal capacity ( ’ Rnmanalaya ‘, I1 First Crescn
Park Road, Gandhinagar, Adlar, Madras )
BRIO NARESHP IWAD Engineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI (Alternate)
PROP G. S. RAMASWAMY Struc;o~~ke~gineering Research Centre ( CSIR ,
DR N. S. BHAL ( Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI RAVINDER LAL ( Alternate )
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHI(I T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
SHRI R. P. SHARMA Irrigation and Power Research Institute, Amritsar
SHRI MOHINDERS INCH ( Alternate )
,%RI G. B. SINCH Hindustan Housing Factory Ltd, New Delhi
SHRI C. L. KASLIWAL ( Alternate)
SHRI J. S. SINCHOTA Beas Designs Organization, Nangal Township
SHRI T. C. GARC (Alternate)
SI~RI R. K. SINHA Indian Bureau of Mines, Nagpur
SHRI K. A. SUBRAMANIAM India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA (Alternate)
SHRI D. AJITHA SIMHA, Director General, IS1 ( EC-o&cioM ember)
Director ( Civ Engg )
J’eMetary
SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), IS1
Precast Concrete Products Subcommittee, BDC 2 : 9
Canvenr
SHRI M. A, MBHTA Concrete:Association of India, Bombay
Members
SHRI E. T. ANTIA (Altermats to
Shri M. A. Mebta )
SHRI V. A. ARTHANOOR Nevveli Linnite Corooration Ltd. , Nev.v eli
SHRI T. RA~UCHANDRAN ( Alternate j - -
SHRI H. B. CHATTERJEE Hindustan Block Manufacturing Co Ltd, Calcutta
SHRI S. K. CHATTERJEE Hindustan Housing Factory Ltd, New Delhi
DEPIJTY DIRECTOR, STANDARDS Research, Designr and Standards Organizatior
(B&S) Lucknow
AWUTANT DIRECTOR, STANDARDS
( M/C ) ( Alternarc )
DIRE~XOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (CSMRS)
( Alumata)
( Continued on page 7
2Rgrcscnting
ion ofEn&~~ ( India ), Calcutta
anal capacity ( ‘&maaafaya ‘, I1 First Crexcmt
nt Raad. Gmdhinagar, Adyar, No&as )
&r&hid’s ,Braach, Army Headquarters
ral~~necring Rcscarch Centre ( CSIR ),
PART VI1 STRENGTH, DE#GMHAma AND CRACKING
0-F FLEXURAL MEdsfSERS SURJECT TO ElENDtNG-
1 N.Organization, New Delhi
SUSTAINED LtBA~iN~ TEST
eal Survey of India, Nagpur
a India Ltd, Bombay
5
Board.of Irrigation & Power, New Delhi . 0. FOREWORD
4on and Power Research Institute, Amritsar
stan -Housing Eactory Ltd, New Delhi 1 0.1 This Indian Standard ( Part VII ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Cement and
esigns Organization, Nangal Township Concrete Sectional Committee had been approved by the Civil Engineering
Division Council.
Bureau of Mines, Nagpur
lements Ltd, Madras 0.2. Autoclaved cellular concrete is a class of material, which has been
I Ckmcnt (Bharat ) Ltd, New Delhi developed commercially abroad and is in the process of development in this
country also. A series of Indian Standards on cellular concrete is being
v General, ISI (J&--&u &v&r) formulated so as to provide guidance in obtaining reliable products in
autoclaved cellular concrete. The Sectional Committee has considered it
desirable to issue a standard for the methods of tests for autoclaved cellular
R. TANEJA concrete products for the guidance of manufacturers and users.
( civ Engg ), IS1
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
.s Subcommittee, BDC 2 : 9
in different coantries in addition to relating it to the practices in the field in
this country.
k Association ofhdia, Pambay 0.4 For convenience of reference, ’ Indian Standard methods of tests for
autoclaved cellular concrete products ’ has been grouped into the following
nine parts:
Part I Determination of unit weight or bulk density and moisture
Lignite Corporation Ltd,Neyveli content
gtanB lock Mannfacturing Co Ltd, ,Calcutta Part II Determination of drying shrinkage
rtan .Housing Factory Ltd, Mew Delhi
part III Determination of thermal conductivity
;~nc=‘$%~ and B Gqanizatian,
Part IV Corrosion protection of steel reinforcement in autoclaved
cellular concrete
Wakr & POWU CnmrnSin: New D&i part V Determination of compressive strength .
Part VI Strength, deformation and cracking of flexural members
subject to bending-short duration loading test
: Cotiinucd on -pup 7 )
3
2IS : 6441( Part VII ) - 1973
Part VII Strength, deformation and cracking of flexural membe:
subject to bending-sustained loading test
Part VIII Loading tests for flexural members in diagonal tensic
Part IX Jointing of autoclaved cellular concrete elements
0.5 In reporting the result of a test or analysis made in accordance wit
this standard, if the final value, observed or calculated, is to be rounded o
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part VII ) covers the method of test for the strengt
deformation and cracking ( under sustained load ) of flexural memben, sul
as, floor or roof slabs of cellular concrete subject to bending.
2. TEST SPECIMEN
2.1 Size of the Specimen - The test specimen shall be the full size meml
as ‘to be actually used in construction satisfj&g the requirements of t
Televant Indian Standard ( or the requirements specified by the man&
turer ) in respect of shape and dimensions.
2.2 Condition of the Test Specimen
2.2.1 Moisture Content- The moisture content of the concrete during 1
test should be indicated and should be not less than 10 percent by weig
when determined in accordance with IS : 6441 ( Part I )-1972t.
2.2.2 Tm.erature of Specimen -The temperature of the concrete sh
not be materially different from the ambient temperature in which it is bej
tested and in any case not less than 0°C.
3. TEST ARRANGEMENTS
3.1 The members to be tested shall be simply supported at the en
The supports shall consist of 25-mm thick horizontal mild steel plates bedi
on rigid supports of steel or concrete. The ends of the members shall
fully in contact with the &eel plate over the whole width of the membt
The bearing width and the span used for the test shall be the same as th,
indicated by the manufacturer and to be actually used in constructj
practice ( see Fig. 1 ).
*Rules for rounding off numerical values ( rctisad).
*Methods of tests for autoclaved cellular concrete products: part 1 &tmminatia
unit weight or bulk density and moisture content.
4IS:644l(PartVII)-lg75
\-MINIMU PEM RM SSleLE 4TEEL PLATE EMBEDDED
BEARING WIDTH IN STEELOR CONCRETE
RIGID SUPPORT
1 - effective span of unit,
s pt steel .plate of thickness not less than 25 mm and length
equal to width of the unit,
1 P oro1~1 fibre hoard thickness not less than I2 mm and
Pe ngth equal to width of the unit, and
Q- applied load.
FIG. 1 METHOD FOR BENDING TEST OF REINFORCEDC ELLULAR
CONCRETE UNITS ( UNDER SUSTAINEDL OAD )
4. LOADING
4.1 The test specimen member shall be subjected to loads placed at l/4 span
points through steel platens not less than 25 mm thick, the load extending over
the entire width of the members. The steel platens shall be bedded on soft
fibre board packing, not less than .12 mm thick and of the same plan dimen-
sions as the steel platens. The packing shall be placed between each steel
loading platen and the top of the member. The span shall be taken as the
distance between the centres of the bearings ( set Fig. 1 ).
4.2 The loads at the two l/4 span points shall be equal and evenly distribut-
ed over the steel loading platens. The width of the steel platen shall not
be less than 100 mm and shall be increased, where necessary, in multiples
of50 mm, so that the contact pressure under the applied load is not more than
20 percent of the compressive strength of concrete.
4.5 The weight of the loading equipment shall be taken into account in
calculating the applied load.
5.1 Loads - The loads shall be measured to an accuracy of not less than
f l*5 percent of the applied load.
5.2 Deflection - The deflection of the member shall be measured at
&d-span and the least count of the dial gauge shall be at least O-01 mm.
5IS:6441 (PartVII)-1973
5.3 Strain - Strain measurements may be made, where required, prefer-
ably at mid-span on the main tension reinforcement and on the extreme
compression fibre of the concrete.
5.4 Cracking Widths - Crack widths shall be measured with an accuracy
of f0’05 mm.
6. TEST PROCEDURE
6.1 Zero for the deflection measurements shall be taken immediately after
the member had been placed in position.
6.2 The loading apparatus shall then be fixed and the load shall be applied
in stages. At the end of this stage the load, including the self weight of the
member and the weight of the loading apparatus, shall be equal to the design
dead load for the member.
63.1 After an interval of about 5 min, loading shall be increased gradu-
ally until the load is equal to the combined dead and design live loads.
6.2.2 After a further interval of about 5 min, the load shall be further
increased gradually until it is equal to the combined dead and twice the
design live loads. At that load the deflection shall be noted.
6.2.3 The load should be left on the member for 24 h. The residual
mid-span deflection after removal of the test load at the end of that period
should be measured.
6.2.4 The unit shall then be tested to destruction with the load being
imposed steadily at a rate of l/4 of the design live load per minute until
failure occurs or the mid-span deflection is l/60 of the span, whichever is
earlier. If the member is not tested to failure, then a hypothetical failure
load shall be assumed to be that load for which the mid-span deflection is
l/60 of the span.
63.5 Deflection and strain measurements ( see 5.3 ) should be recorded at
the beginning and where applicable at the end of each of the loading stages;
intermediate measurements may also be made, if required.
7. REPORT
7.1 The test report shall state:
a) moisture content of the specimen;
b) temperature of the specimen; and
c) measured loads, deflections, strains and crack widths for au load
conditions.
6IS : 6441 (Part Vll ) - 1973
( Contiwdfiom page 2 )
Members Representing
SHRI K. C. GWOSAL Alokudyog Services Ltd, New Delhi
SHRI.A . K. BISWAJ( Alfanate )
SHRIV . G. GOKHALE Bombay Chemicals Private Limited, Bombay
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
Sum B. D. JAYARAMAN State Housing Board, Madras
SHRIB . K. JINDAL Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( Altsrnata )
SHRIL . C. LAX In personal capacity ( B/17 West End, .New Delhi 23)
SHRIG . C. MATH~JR National Buildin.n_.s Org., anization. New Delhi
SHRI A. C. GUPTA ( Altcrna& )
SHRIS . NAWAROY Engineering Construction Corporation Ltd, Madras
SHRXA . RAMAKRISHNA( Alternate )
SHRI K. K. NAMBIAR In personal capacity ( c Ramanalaya ‘, II First Crescent
Park Road, Gandhiuagar, Adyar, Madras )
SHRI RADHEY SHIAM Engineer-in-Chief’s Branch, Army Headquarters
SHRXB . G. SHIRKP B. G. Shirke & Co, Poona
SHR~R . A. DESHMUKH( Alternate)
SHRI C. N. SRINIVASAN C. R. Naravana Road. Madras
SHRIC . N. RAOHAYENDRANI Alternate 1 ’
SURVEYORO F WORKS( I ) Cent& Public Works Department
DR H. C. VISVBSVARAYA Cement Research Institute of India: New Delhi
|
7452.pdf
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IS 7452:lQQO
Indian Standard
I
HOTROLLEDSTEELSECTIONS
FORDOORS,WINDOWSAND
VENTILATORS-SPECIFICATION
( Second Revision )
First Reprint February 1993
UDC 669’14 - 423 - 122’4’028’1/‘4
@ BJS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1991 Price Croup 4Structural Sections Sectional Committee, CED 8
FOREWORD
This Indian Standard ( Second Revision ) was zdopted by the Bureau of Indian Standards on
I March 1990, after the draft finalized by the Structural Sections Sectional Committee had been
approved by the Civil Engineering Division Council. 1
This standard was first published in 1974 in view the importance of hqt rolled steel sections in the
fzbiication of steel doors, windows, ventilators and sashes. Based on’the experience gained in the
implementation of this standard it was revised in 1982.
In this revision use of concast billets made according to IS 6914 ‘Cast billet ingots and continuously
cast billets for rolling into structural steel ( standard quality ) ( firs1 revision )’ have been permitted
in the rolling of such sections in addition to stipulating mass tolerance of the rolled sections. The
tolerance specified on the dimensions of the sections shall nevertheless be strictly adhered to as they
are advantageous and necessary for carrying out accurate fabrication work.
In this revision 4 new sections in the F series have been included for use in the outer and inner
frames of larger size windows only.
For the guidance of the user -of the rolled sections covered in this standard, Annex A may be
referred for the recommended use of the various sections based on the situations/intended
applications. These sections may also be used for purpose other than those mentioned in the
Annex provided their suitability has been established.
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 ‘Rulesfor 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 7452 : l!m
Indian Standard
HOTROLLEDSTEELSECTIONS
FORDOORS,WINDOWSAND
VENTILATORS-SPECIFICATION
( Second Revision )
1SCOPE IS No. Title
1.1T his standard lays down the requirements 2831 : 1975 Carbon steel billets, blooms and
regarding material, nominal dimensions and slabs for re-rolling into struch-
mass, dimensional and mass tolerances, surface ral steel ( ordinary quality )
finish and packing for hot rolled steel sections
used for doors, windows, ventilators and sashes. 6914 : 1978 Cast billet ingots and conti-
nuously cast billets for -rolling
2 REFERENCES
into structural steel ( stanckrd
2.1 The following Indian Standards are necessary quality )
adjuncts to this standard:
IS No. Title 3 TERMINOLOGY
1599 : 1985 Method for bend test ( second
revision ) 3.1F or the purpose of this standard, the
2830 : 1975 Carbon steel billets, blooms and components of doors, windows and ventilators
slabs for re-rolling into struc- shall be defined as given in 3.U and 3.1.2 aad
tural steel ( standard quality ) as illustrated in Fig. 1.
LION
RAIL
CK PLATE
II
1 ~ROTTOM RAIL
FXB @ F70 FLB FLB
0 0
INSIDE I,
OVERALL WIDTH OF DOOR 1r OVERALL WIOTH OF WINDOW
OF SIDE LIGHT
ENLARGED SECTION XX
Fra. 1 TERMINOLOGYF OR STEELD OORS, WINDOWS, SUB-LIGHT AND SIDE-LICMT
1B7452:1990
3.1.1S ub-dividing Bars 6 DIMENSIONS AND DIMENSIONAL
TOLERANCES
These are vertical bars in a fixed-light or window
or ventilator. 6.1 Dimensions
3.1.2 Fixed-light The dimensions of steel rolled sections when
measured in accordance with 6.1.1 shall be as
Doors, windows and venti!ators where there is
given in Fig. 2.
no openable shutter.
3.1.2.1 Sub-light 6.1.1 The dimensions of the sections shall be
measured at the two ends, leaving 150 mm at the
A fixed light above an cpenable dooror window. end. and at the centre. The average of three
3.1.2.2 Side-light readings shall be taken for conformity. The
measurements shall be given to the nearest
A fixed-light of door height to couple with door.
0’1 mm.
4 DESIGNATION
6.2 Dimensional Tolerances
4.1 Hot rolled steel sections of the profiles given
6.2.1 Thickness of the Sections
in Fig. 2 stall be designated by letters indicated
against each. Rolling tolerances on thickness of section shall
be -f 0’2 mm.
5 MATERIAL
6.2.2 Radii of Curvature
5.1 Steel as per IS 2830 : 1975, IS 2831 : 1975 or
concast billets conforming to IS 6914 : 1978 shall A tolerance of f 0’5 mm shall be permitted on
be used fdr manufacture of rolled steel sections. the nominal value of the radii of curvature
Mass = l-036 kg/m Mass = l-14 kg/m
T2 T3
Mass = 0.839 kg/m
T6
Ail dimensions in millimetres.
FIG.2 PROFILESO F HOT ROLLED STEELS ECTIONS (Contd)
2IS 7452
+---25dlR
Mass = 1.46 kg/m Mass - 2.28 kgjm
F2 F3
II 22*
I
1 3 1’) 4 I-’ l-w t-1
Mass = l-55 kg/m Mass = _l$5 kg/m
FS
2R
Mass Maas ~~$;250 kg/m
= :5’hY kg’m
*Matching portion.
All dimensions in millimetres.
Fro. 2 PROFILES OF HOT-ROLLED STEEL Secrroxs ( Contd )
3IS 7452:1990
!
-27.8 -
I
Y 5 C
W-
7
*R\, R
-r-
4
LO.9
30.9
I
-L 1 R- -lR
- 1
2R max.i L 2Rmax.
c
5L -45
Mass = 1.955k g/m Mass = 2.840k g/m
F502 F503
Mass = 2.28k g/m
Mass = 1.419 kg/m
F4B
F7D
*Matching portion.
All dimensions in millimetres.
FIG. 2 PROFILES OF HOT ROLLED STEWSECTIONS ( Contd)
4IS 7452 : 1990
.- 29
c
21
I
3+3.4 l-1.2
Mass f&$_ kg/m Mass =Fiil kg/m
7 1R III
2Rmax.
3 I 1
’
lRq
13+4 t-1
Mass ~~$52 kg/m
Mass = 1.90 kg’m
EZ7
*Matching portion.
AI1 dimensions in millimetres.
FIG. 2 PROPILEg OFHOT ROLLED STEEL SECTIONS( Conrd)1s 7452 : -1990
Mass - 1.80 kg/m Mass = 2-30 kg/m
KllB K12B
*Matchingportion.
A!I dimensions in millimetres.
FIG. 2 PROFILES OF HOT ROLLED STEEL SECTIONS
except where the maximum radii has been straightened by roller straigthtening machine or
indicated. any other suitable machine ensuring that twist
will not be more than 5 degree over a length of
6.2.3 Other Dimensions
3 m. The section shall be packed in such a way
as to avoid damage in transit.
Rolling tolerances on dimensions of the sections
other than those covered in 6.2.1 and 6.2.2 shall
9 BEND TEST
Abea s under:
Dimension ( mm ) Tolerance ( mm ) 9.1 Frequency of Test
up to 10 f 0‘2 Bend test shall be conducted at the rate of one
Over 10 and up to 25 f 0’4 test per cast or part thereof rolled continuously.
and over 25 f 0’6 One additional test shall be made for each class
of product and for each variation in thickness.
6.2.3.1 Dimensioni of the matching portion
shown with an asterik ( ) in Fig. 2, shall be 9.2 Selection and Preparation of Test Sample
l
within f 0’4 mm tolerance.
9.2.1 Test samples shall be prepared from the
6.2.3.2 The flanges of the sections shall be finished product and full particulars regarding
parallel to obtain correct matching. cast aumber, size and mass of section, in each
cast shall be recorded.
7 MASS AND MASS TOLERANCE
9.2.2 The points from which test samples are
7.1 Mass
taken shall be so located in the production as to
Mass of the various sections per running meter yield the clearest possible information regarding
shall be as given against each of the section in properties in the cross-sectional and longitudinal
Fig. 2. planes.
NOTE -Mass of the section as given have been 9.2.3 Wherever practicable, the rolled surface
arrived keeping in view the nominal dimensions of
of the steel shall be retained on the two opposite
the sections and assuming density of the steel as
7’85 gm/cma . sides of the test samples.
7.2 Mass Toierancc 9.2.4 In case of sections, bend tests are to be
carried out on rectangular test samples which,
Mass tolerance per meter length for the various
as far as possible, should be of the full thickness
profiles shall be f 5 percent of the nominal
of the product. The rolled surface of the test
mass specified for the section.
piece shall be on the outer side of the bend
8 SURFACE FINISH during the test.
8.1 The rolled steel section shall be free from 9.2.5 Test samples shall be cut in such a manner
rolling defects, such as knot, steep ~bends, over- that deformation is avoided as far as possible.
laps, waviness on edges, unparallel flanges, If quillotining or cutting by hand or power
rolling marks and shall be suitable for punching hacksaw is employed an adequate allowance
and welding or both. The section shall be shall be left for removal by machining.
6IS 7452 : 1990
9.2.6 Test samples taken from rolled steel which The test piece when cold shall without fracture
have undergone deformation through bending be doubled either by pressure or by blows from
or twisting shall in all cases be straightening cold. a hammer until the internal diameter is not
If the deformation is too severe to allow cold- greater than three times the thickness of the test
straightening, it is permissible, in the case of piece and the sides are parallel.
materials to be delivered in the annealed or
9.5 Re-test
normalized condition, to carry out straightening
under the application of heat provided the Should any one of the test pieces first selected
temperature does not exceed 650°C. When fail to pass bend test specified in this standard
straightening test samples, care shall be taken to two further samples shall be selrctrd for testing.
avoid any rise in temperature due .to cold Should the test pieces from bolil these additional
working as it may alter the properties of the samples pass, the material represented by the
samples as compared with the finishtd product test samples shall be deemed to comply with the
which they represent. requirements of bend test. Should the test
9.2.7 Test samples shall not be annealed or pieces from either of these additional samples
otherwise subjected to heat treatment unless the fail, the material represented by the test samples
material from which they are cut is similarly shall be considered as not having complied with
treated, in which case the test samples shall be this standard.
sirrilarly and simultaneously treated with the
10 PACKING
material before testing. Any slight straightening
of test samples which may be required shall be 10.1 The rolled sections shall be supplied in
done cold. bundles, each carrying a metal tag with the
9.3 Bend Test Piece following information:
9.3.1 The test pieces shall be cut lengthwise. a) Indication of the source of manufacture,
b) Designation of the section,
9.3.2 In all bend test pieces, the rough edge or
arris resulting from shearing may be removed by c) Number of pieces in the package, and
filling or grlnding or machining, but the test d) Batch number.
pieces shall receive no other preparation.
10.2 Each bundle shall weigh not more than
9.3.3 The test pieces shall not be annealed or 100 kg and the variation of any two bar lengths
otherwise subjected to heat treatment unless the in a bundle shall not be more than 150 mm.
material from which they are cut is similarly
treated, in which case ihe test pieces shall be 11 MARKING
similarly and simultaneously treated,~ with the
11.1 Each length of section shall be indelibly
material before testing. marked at intervals of not more than one metrrc
9.4 Bend test on thetest piece shall be conducted and shall carry the indication of the source nf
in accordance with IS 1599 : 1985. manufacture.
ANNEX A
( Foreword )
PURPOSE OR RECOMMENDED USE OF SECTIONS
Designation Situation of Uses Designation Situation of Uses
of Sections of Sections
Tz. TI Vertical and horizontal glazing b) F5 is sometimes used as inner
bars for doors and sashes; frame for open-out windows.
windows; ventilators glazing bars Also used as inner frame for
for door side-lights; sub-dividing bottom-hung ventilators.
bars for fixed-lights; sash bars for
cl F8 is also used as outer frame
doors, windows and ventilators
for bottom-hung ventilators.
where steel, aluminium or wooden
beading is used for fixing glasses. F500, F501, Outer or inner frames of large
F502 size windows only ( more than
Vertical and horizontal glazing
Ts 600 mm width ).
bar for windows and ventilators.
F503 Outer frame for large size fixed
Inner frames for open-in windows.
Ft glazing only.
Fa Outer frames for open-in frames.
F4B Central mullion ( meeting . ;ir for
Fo, F, a) Inner and middle frames in shutters ) for windows and l:enti-
centre-hung ventilators. lators, outer frame for open-in
7IS 7452 : l!Bo
Designation Situation of Uses Designation Situation of Uses
of Sections of Sections
windows in rainy areas, sub-divid- KllB a) Vertical coupling mullion for
ing bars for openable windows all standard windows.
and top-hung ventilators.
b) Can be used as horizontal
coupling bar when openable
F7D Inner and outer frames for
windows are to be coupled
windows-and ventilators, for inner
above fixed oues or between
frames for centre-hung ventilators,
two fixed windows.
and outer frames for door side-
lights. c) Can also be used as horizontal
coupling mullion where
FX6, FZ5 Inner frames for doors. win,dows are not exposed to
weather.
FXS Outer frames for doors.
K12B Horizontal counlinz mullion. also
EZ7 Used as outer frame for industrial known as weather bar. Especially
sashes. Also used for outer frame used when the coupled unit is
for wooden doors. exposed to rain.I
Standard Mark
I
The use of the Standard Mark is governed by the provisions of the Bureau cf Iudiarl
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 pr-o-
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.
1 IBoreaa of -Indian Standarda
BIS is a statutory institution established under the Bureau of Indian Standar& 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
ln any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications 1, BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necissary 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 BPS giving the following reference:
Dot : No. CED 8 ( 4704 )
Amemdmenta haed Siacc Pubkatior
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 : Manaksansths
( Common to all Offices )
Regional OlBces : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 31 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 t 37 86 26, 37 86 62
53 38 43, 53 16 40
Northern : SC0 445-446, Sector 35-C. CHANDIGARH 160036
1 53 23 84
235 02 16, 235 04 42,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 38.
BOMBAY 400093 I 632 78 91, 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR
LUCKNOW, ~PATNA, THXRUVANANTHAPURAM .
Printed at he Kay Printers. New Delhi, India
|
819.pdf
|
IS: 819 - 1957
Indian Standard
CODE OF PRACTICE FOR
RESISTANCE SPOT WELDING FOR
LIGHT ASSEMBLIES IN MILD STEEL
Structural Steel Sectional Committee, BDC 7
Chairman
3~~1 J. J. GEANDY Director-in-Charge, Tata Iron & Steel Co Ltd.
Jamshedpur
SHRI P. H. KUTAR (Alternate Technical Director, Tata Iron & Steel Co Ltd,
Chairman) Jamshedpur
Members
SHRI N. PADMANABHAA YYAR Ministry of Iron t .Steel
SHRI N. G. BAGCHI Government Test House, Calcutta .
SHRI S. L. BAZAZ Roads Wing, Ministry of Transport
SHRI P. C. POONEN( Alternate)
SARI H. M. CROWE Durgapur Steel Mills, Durgapur
SWRI S. DAS GUPTA Tata Iron & Steel Co Ltd, Jamsbedpur
SHRI H. HODGKINSON(A lternate)
SHRI D. S. DES&I Institution of Engineers (India), Calcutta; and
Indian Roads Congress, New Delld
SHRI M. P. NIGARS~ETH Indian Roads Congress, New Delhi
D,R,cT;;ltemat4
Cent~~ork~ilding Research Institute (CSIR),
SHRI R. N. DUTT Iron & Steel Controller, Calcutta
DR B. D. KALELKAR Development Wing, Ministry of Commerce &
Industry
SHR.I N. KRISHNASWAM(IA lternate)
SHRI T. KRISHNAPPA Mysore Iron L Steel Works, Bhadravati
SHRI A. S. VALLISHAYEE( Alternate)
SHRI S. L. KUMAR Stru;ct;ral Steel Research Subcommittee (BDC 7: 4).
DR A. K. MALLIK Indian Iron % Steel Co Ltd, Burnpur
(Continzcedo npage 2)
INDIAN STANDARDS INSTI’JYUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAF-AR MARG
NEW DELHI ‘110002is : 819. - 1957
(Contbued from puge 1)
31 embers
%Rl T. J. &NICK.~M Indian Institute of Architects, Bombay
SHRI J. \V. MILLER 111d&n Engineering Association, Calcutta
SHRI \V. D. HO&TON (Alfemale)
SHRI S. K. M1TR.t Engineering Association of India, Calcutta
SHRI.S. SRINIVASAN (Altemntc!
SHRI K. K. SATHAXI Inspection Wing, Directorate General of Supplies &
Disposals (Ministry of Works, Housing &
’ Sup;ply)
SHRI E. P. NICOLAIDES J. C. Gammon Ltd. Bombay
DR 0. G. F. PAULSSEN Palm Court, Queens Road, Bombay
SHRI J. W. RANKIN Bridge & Roof Co (India) Ltd, Calcutta
SKRI -4. L. RAO Central Public Works Department, New Delhi
REPRESENTATIVE Bhilai Steel Mills, Bhilai
SHRI D. M. SEN Brait&y;,itit;Bum & Jessop Construction Co Ltd.
SHRI SUKU SEX Hindustan Steel Private Ltd, Calcutta
SARK L. N. MISRA (Alternaie)
COL G. S. S1sior.4 Engineer-in-Chief’s Branch, Army Headquarters
SHRI R. S. XEHANDRIJ (Altcrnlate)
SHRI K. RAMA VERM~X ’ National Buildings Organization, New Delhi
SHRI L. G. T~YE (tlliernafe)
SHRI V. VENKAT.~RAMAYYA Railway Board, New Delhi
SHRI K. VYASUL~ Planning Commission, New Delhi
DR LAL C. VERMAN (Ex-oficio) Director, IS1
Sf&
SHRI T. V. JOSEPH Officer on Special Duty, IS1
SHRI M. L. GOLDSMITH Resident Engineer of Messrs Ramseyer & Miller Inc.
Consultants to the Iron & Steel Industry,
New York
SHRI B. S. KRISHNAIACRAR Assistant Director (Strut % Met), IS1
Welding Subcommittee, BDC 7: 3
Convener
SHRK D_ SC DESAI M. N. Dastur & Co Private Ltd, Calcutta
Members
SKRI B. hf. AHUJA Engineer-in-Chief’s kranch. Army Headquarters
SHRI N. C. BaGCHI Government Test House, Calcutta
SHRI P. K. BAXERJEE Central Public Works, Department sew Delhi
SHRI R. G. BHATAW~DEKAR Railway Board, New Delhi
SHRI B. N. BOSE Hind Constructions Ltd; Calcutta
SHRKP . K. CHAUDHURI (dZ/ernafe)
DR D. R. DHANBHOOR~ Tata Iron ‘B Steel Co Ltd. Jamshedpur
SRRI S. VISWAN.4THAN (.~l:.5fn‘Zfe)
SHRI MARTIN EICHLER Tata Locomotive & Engineering Co Ltd. Tatanagar
S~RIM.K. MOOKERJEE (.4Iternafe)
(Confinwed 0s page 21)
2IS: 819 - 1957
Indian Standard
CODE OF PRACTICE FOR
RESISTANCE SPOT WELDING FOR
LIGHT ASSEMBLIES’ IN MILD STEEL
0. FOREWORD
0.1 This Indian Standard was adopted by the In&n Standards
Institution on 21 May 1957, on approval by the Building Division
Council of the draft finalized on 13 December, t’954, by the Structural Steel
Sectional Committee.
0.2 This code is meant to serve as a guide to the industries using
the resistance welding process in the fabrication of light mild steel assem-
blies. Since sheet and strip steel will now be available from local
production in India, increased use of thE retice welding process would
naturally follow. This code will; there&ore; help to ensure that develop-
ment of spot welding in India takes pl&ce along proper lines.
0.3 For a particular weld design to be efficient, safe and satisfactory, the
designer should be conversant with the possibilities and limitations of the
welding processes which are available for use. It is only in recent years
that sufficient information and data regarding resistance welding processes
have become available to give designers the necessary confidence to use
resistance spot welding in assemblies where strength and safety are of
importance. It is possible now to indicate procedures and suggest
formuh for the design of such assemblies.
0.4 The decision of the Government of India to introduce uniform weights
and measures throughout the country based on metric system has been
taken into consideration in the formulation of this code. In order
to assist the users in the changeover to the new system, values in
the metric s_ystem of weights and measures have been given in the code
with equivalents in the ft-lb system. It is proposed to eliminate
the values in ft-lb units in future revisions of this code and it is empha-
sized that the users of this code should familiarize themselves with the
use of the metric units.
0.4.1 Conversion from ft-lb units to metric units has been done accord-
ing to IS: 787-1956 Guide for Inter-Conversion of Values From One
System of Units to Another.
3IS: 819 * 1957
0.5 In the formulation of this standard, the Sectional Committee
has derived assistance from Messrs Ramseyer & Miller Inc, Consultants
to the Iron & Steel Industry, New York. This assistance was made avail-
able to the Indian Standards Institution by the Technical Co-operation
Mission to India of the Government of United States of America under
their technical assistance programme.
0.6 Taking into consideration the views of the producers, con-
sumers, technologists, etc, the Sectional Committee, responsible for
the preparation of this code felt that it should be related to the
trade practices followed in the country in this field. Furthermore, due
weightage had to be given to the need for international co-ordination
between standards prevailing in different countries of the world. These
considerations have led the Sectional Committee to derive assistance from
the following standards :
AWS: CL. l-50 RECOM~~ENDEDPR ACTICESF OR RESISTANCEW ELDING.
American Welding Society.
Dot: CX (WEE) 1182 January 1957. DRAFT REVISION OF B.S. 1140:
1946 SPOT WELDI’NG FOR LIG~IT ASSEMBLIESI N MILD STEEL.
British Standards Institution.
WELBI~G MEMORA\NDUMNo . 4C MEMORANDUMO N THB RESISTANCE
WELDI.NGP ROCESS%. Ministry of Supply, London, 1946.
T.ZlA TE~HN~QIJEF OR SPOT WELDI% Low CARBON STEEL [FROM
O-022 in (24 SWG) To i in]. British Welding Research Asso-
ciation. London, 1953.
0.7 This Indian Standard is one of a series of Indian Standard Specifica-
tions and Codes of Practice being prepared by the Welding Subcommittee
of the Structural Steel Sectional Committee in the field of welding. Other
standards in the series cover the following subjects :
a>
Glossary of terms relating to welding and cutting of metals
b) Scheme of symbols for welding
4 Specification for covered electrodes for metal arc welding of mild
steel
4 Classification and coding of covered electrodes for metal arc weld-
ing of mild steel and low alloy high-tensile steels
4 Code of practice for use of metal arc welding for general construc-
tion in mild steel
f 1 Code of practice for training and testing of metal arc welders
id Code of practice for safety and health requirements in electric and
gas welding and cutting operations
h) Code of practice for use of welding in tubular construction
j) Code of practice for use of welding in pipe-lines
k) Code of practice for inspection of welds
4IS: 819 - 1957
m) Procedure code for manual metal arc welding of structural steel
4 Code of practice for use of welding in bridges and structures sub-
ject to dynamic loading
0.8, This code requires reference to the following Indian Standards :
IS: 812-1957 GLOSSARYO F TERMS RELATING TO WELDING AND CuT-
TING OF METALS
*IS: 1079-1958S PECIFICATIONF OR LIGHT GAUGE STRUCTURALQ UA-
LITY HOT ROLLED CARBONS TEELS HEETA ND STRIP
0.8.1 Wherever a reference to any standard,mentioned under 0.8 appears
in this code, it shall be taken as a reference to the latest version of that
standard.
0.9 For the purpose of deciding whether a. particular requirement of this
code is complied with, the final value, observed or calculated, shall
be rounded off in accordance with tIS: 2-1949 Rules for Rounding
Off Numerical Values. The number of places retained in the rounded
off value, should be the same as those of the specified value in the code.
0.10 This code is intended chiefly to cover the technical provisions rela-
ting to use of spot welding for light assemblies in mild steel,-and it does
not include all the necessary provisions of a contract.
1. SCOPE
1.1 This code lays down the procedure for resistance welding of the single
impulse spot and stitch type used in the fabrication of assemblies from
mild steel sheet, strip and plate. It also covers the procedure for
the design of spot welds and prescribes suitable tests for ascertaining the
quality of the weld.
2. TERMINOLOGY
2.1 For the purpose of this code, the definitions given in IS: 812-1957 shall
apply.
3. MATERIALS
3.1 Parent Metal
3.1.1 Steel sheets, strips and plates to be resistance welded in accord-
ance with this code shall have a chemical composition with the following
*Since revised.
tSince revised.
5’ 1s: 819 - 1957
limits for carbon; manganese, sulphur and phosphorus:
a) For sheets up to ami iprcludi%g1 .2 pnm (or O-048 in) :
Percent,
Max
Carbon 0.10
Manganese ’ 0.50
Sulphur 0.040
Phosphorus 0.040
b) For sheets over 1.2 m+n (OY0 .048 in) :
Percefat,
Max
_ Carbon 0.15
Manganese 0.50
Sulphur 0*050
Phosphorus 0~050
3.1.1.1 Residual elements, such as chromium, nickel, copper and
molybdenum may, if present in excessive quantities, result in hard or brittle
welds. Specimens of such materials shall be subjected to tests specified
in Appendix A and shall satisfy the requirements before the material is
used in the fabrication.
3.1.2 The shear strength of the metal after welding shall not vary by
more than &lo percent of the shear strength of the unwelded metal.
3.1.3 The ‘ welding quality ’ strip specified in *IS: 1079-1958 satisfies
the requirements specified under 3.1 .l.
I
4. WELDING PLANT
i.1 welding machines used for spot welding may be of the following types :
i) Power operated type a) Stationary
b) Mobile
ii) Manual or pedal operated type a) Stationary
b) Mobile
4.1.1 The different types of -welding machines Should conform to the
appropriate requirements laid down in Appendix B. Machines of the
mobile type are used when the assembly is bulky and inconvenient
for operation on the stationary type.
5. ELECTRODES
5.1 The electrodes used for spot welding should conform to the require-
ments specified in Appendix C.
-
*Since revised.
6IS: 819 :I957
6. WELDING PROCEDURE
6.1 Preparation of Parent Metal -All metal surfaces to be spot
welded shall be free from scale, rust, paint, grease, dirt or excessive pitting.
However, certain surface treatments, such as paint primer treatment, rust
prevention treatment, oiling or plating may be applied before welding,
provided that the coating is uniform in thickness and that consistent
welds conforming to the requirements specified under 7 and in Appendix
A can be obtained.
6.1.1 The surface of the components shall be so prepared that mini-
mum practicable force is required to bring them into intimate contact.
6.2 Machine Setting -The factors governing the production of spot
welds and the means of controlling them on the welding machine
are given in Table I.
TABLE I FACTORS WHICH INFLUENCE THE CHARACTERISTICS
OF A SPOT WELD
SL FACTORSW HICH INFLUENCE MEANS OF CONTROL
No. THE WELD
9 Current Tap switch
ii) Time Weld fimer
iii) Pressure Adjustable air or spring pressure
iv) Area of contact Size of electrode tip
v) Surface condition of com- Method of treatment - pickling
ponents or shotblasting
6.2.1 The first three factors in Table I relate to the welding-machine
itself and the .quality of weld among other things depends upon the
correct s:tting of these variables. In every case, setting of the machine
is to be done by actual trial with the material to be welded, taking
into consideration the manufacturer’s recommendation. Recommended
design data for machine settings for spot welding of mild steel in metric
units are given in Tabie II and in foot-pound units in Table IIA.
6.2.1.1 The pressures indicated in Table II (or IIA) for different
electrode tip diameters are calculated on the basis of a recom-
mended minimum pressure of 700 kg/cm* (or 10 000 lb/in2) up to and
including 8 mm (or fk in) electrode tip diameter and 1 000 kg/cm2 (or
15 000 lb/in’) in the case of 9 mm (or 3 in) electrode tip diameter.
6.2.1.2 The minimum weld diameter obtained when the correct cur-
rent setting is adopted is given in Table II (or IIA). If the weld diameter
is specified, the total pressure required shall be based on the
minimum pressure intensity of 700 kg/cm2 (or 10 000 lb/in2) up to
and including 8 mm (or -fb in) electrode tip diameter and 1 000 kg/cm2 (or
7IS: 819 9 1957
15 000 lb/ins) in the case of Q mm (or Q in) electrode tip diameter, over
the total area equivalent to the specified weld size.
6.3 Material Indentation - The indentation caused by any tip of the
electrode after the weld has been made shall be not greater than 10 percent
of the thickness of the sheet with which the tip is in contact.
7. ROUTINE TESTS
7.1 To ensure consistent spot welds, the following tests shall be carried
out in accordance with the procedure laid down in Appendix A :
a) Slug test
I$ Shear test
c) Visual examination
d) Microscopic examination
7.1.1 Slug tests shall be carried .out whenever assemblies are made by
spot welding except that they are optional in cases where shear tests are
carried out. .
7.1.2 Shear tests shall be carried out where spot welds are designed
for strength or where joints are highly stressed. Shear tests may be
conducted instead of, or in addition to, the slug tests as agreed, to
between the purchaser and the fabricator.
7.1.3 Visual examination shall be carried out whenever assemblies are
made using spot welds.
7.1.4 Microscopic examination shall be carried out if so required by
the purchaser.
8. DESIGN
8.1 General
8.1.1 Design of spot-welded assemblies shall take into consideration
the possibilities of the failure of the joint by:
a) failure of the weld by shear,
b) failure of the weld by tearing out of the blate (plug failure), and
c) tearing of the plate itself.
8.1.2 Shear and Plug Failwe - It may be assumed that strength per
unit area of each weld remains reasonably constant whether the welds are
arranged singly or in groups or whether they fail purely in shear or by tear-
ing out of the plate (plug failure). The design of spot welded assemblies
against shear and plug failure shall be based on the shear strength of welds.
8IS : 819 - 1957
For the parent metal under consideration in this code ultimate shear stress
of the welds has been specified at a minimum of 31.5 kg/mm* (or 20.0 tons/
ins).
8.1.3 In spot welded assemblies, although the welds themselves have
very little ability. to deform under load due to their cast structures, the
welded joints have certain amount of ability to yield under stress. When
the weld size is sufficient to carry the direct stresses, considerable bending
of the plates takes place before the weld can fail. This ability of the joint
to yield is assumed as sufficient to distribute the load to all the spot welds .
in the assembly.
8.1.4 Failure by the tearing of the plate is avoided by maintaining suffi-
cient edge distances for the welds. The recommended minimum edge
distance of 1-S times the diameter of the weld (see 8.5) normally ensures
that welds shear rather than the plates tear along the plate edges.
8.2 Size of Weld - Thesize of a spot weld shall be based on the thick-
ness of thinner of the two sheets in the assembly. The size of the weld
should bc according to the minimum weld diameter indicated in Table II
(or IIA) unless there are special reasons for adopting a larger diameter.
The weld diameter should approximate to the initial tip diameter of the
electrode.
8.3 Permissible Stress -The permissible shear stress in a spot weld
shall be taken as 800 kg/cm2 (or 5.00 tons/in2).
8.4 Minimum Pitch of Welds. - The’.distance between centres of spot
welds shall be not less than 3 times the diameter of the-spot weld.
8.4.1 In assemblies designed for strength, the .maximum straight line
pitch should be not greater than 12 times the thickness of the
thinnest plate in the assembly in the case of single rows of spot welds or
18 times the thickness of the thinnest plate in the assembly in the case of
staggered rows.
8.5 Minimum Edge Distance - The minimum edge distance of spot
welds shall be not less than 1-S times the diameter of the weld and shall
preferably be as sh;wn in Table II (or Table HA).
8.6 Design Data -Table II (or IIA) gives data calculated on the basis
of the rules specified under 8.2,8.3,8.4 and 8.5.
8.7 A typical design of a spot welded joint is given in Appendix D
for guidance.
9TABLE II DESIGN DATA FOR SPOT WELDING TWO EQUAL THICKNESSES OF LOW CARBON bb
MILD STEEL SHEETS (IN METRIC UNITS)
(Clauses 6.2.1, 8.2, 8.5 and 8.6) 9u
Q
SHEET ELEC- ELEC- WELDING CURRENT IN AMPERES, WELD TIME MAXIMUM WELD MINI- MINI-
THJCK- TRODE TRODE IN CYCLES (50 C/S) PER- DIA MUM MUM
NESS TIP DIA LOAD &------- \ MISSIBLE (mm) EDGE WELD
(mm) (mm) 0%) Normal L&iting Limiting _ LOAD ’ DIS- *PITCH
Recommended Condition for Condition for PER SPOT
Condition Most Efficient Low Currents AT 802 kg/
( L 3 Use of Enerav and Long Times
Current Time 4 #--- S::R
Current Time Current Time (kg)
O-6 4-o 90 5000 5 5000 10 5 000 20 104 - 4.0 6.0 12.0
0.8 5.0 140 8000 5 6500 10 5 000 25 160 5-O 7.5 . 15.0
l-0 5-o 140 8000 10 6500 15 5 500 30 * . 160 5.0 7.5 15-o
1.2 6.0 200 ,900O 10 7 500 20 6 500 40 224 6.0 9-o ’ 18-O
l-2 7.0 270 105Oc! 15 9000 25 8500 40 304 7.0 10.5 21-o
l-6 7.0 ’ 270 9500 15 8000 20 7 500 50 304 7.0 10.5 21.0
20 8.0 350 12500 20 10500 30 9000 50 400 8.0 120 24.0
2.5 8-O 350 13000 20 11000 40 9 500 80 400 8.0 12.5 25-O .
3.2 9-o 640 15 500 20 13000 40 9 500 100 512 9-o 14-o 28.0
*At closer pitches, increased current or time is required to offset the effects of current loss through previous welds.TABLE HA DESIGN DATA FOR SPOT WELDING TWO EQUAL THICKNESSES OF LOW CARBON
MILD STEEL SHEETS (!N INCH UNITS)
-(Clamv 6.2.1, 8.2, 8.5 and 8.6)
SHEET ELEC- LELEC- WELDING CURRENT IN AMPERES, WELD TIME MAXIMUM WELD MXNI- Mniw-
THICKNESS TRODE TRODE IN CYCLES (50 C/s) PER- DIA MUM MUM
+---- TIPDIA 1,OAD r -- . MISSIBLE (in) EDGE WELD
in SWG (in) (lb) Normal I.imiting Limiting . LOAD - ’ DIST- *PITCH
Recommended Condition for Condition for PER SPOT ANCE (in)
Condition >Iost Efficient LOW CUrrCtltS AT 5 TONS/ (in)
-- Use of Energy and Long Time ‘i
Lrent Time -A- * -7 SEAR
kurrent Time’ Current Time (lb)
0.022 24 B 190 5000 5 s 000 10 5000 20 198 0.15 0.25 0.45
z
0.028 22 96 27.5 8000 5 6 500 10 5 000 25 286 0.18 0.30 0.55
0.036 20 $6 275 8 000 10 6 500 15 5 500 30 286 O-18 0.30 0*55
0.048 18 J!z 375 9000 10 7 500 20 6 500 40 426 0.22 0.35 0.65
0.048 18 4 500 10 500 1.5 9 000 25 8 500 40 550 0.25 040 0.75
0.064 16 f 500 9 500 15 8 000 20 7 500 50 550 0.25 040 0.75
0.080 14 8 770 12 000 20 10 500 30 ‘9000 50 845 0.31 0.45 1a.l
0.104 12 #i 770 13 000 20 11000 40 9 500 80 1020 0.34 0.50 1.25 t. .;
0.125 - $4 1400 15 500 20 13 000 40 9 500 100 1205 0.37 0.55 1.50 g
I
*At closer pitches, increased current or time is required to offsrt the effects of current loss through previous WCI~S.
s
%IS : 819 - 1957
APPENDIX A
(Clauses 3.1.1.1, 6.1 an.d 7.1)
METHOD OF CARRYING OUT ROUTINE TESTS FOR
SPOT WELDS
A-l. GENERAL
A-l.1 This appendix lays down the procedure for preparation of
test specimens and carrying out slug test, shear test, visual examination
and microscopic examination of spot welds.
A-2. PREPARATION OF TEST SPECIMENS
A-2.1 Test pieces shall be made :
a) at the commencement of the daily work period and as soon
as practicable at the beginning of each shift,
b) whenever the diameter of one of the electrode tips has increased
to the maximum specified under C-3.4,
c) whenever new electrode tips are fitted to the machine, and
d) whenever any of the machine settings are varied.
A-2.1.1 In case foot operated machines without an interlock are used,
one percent of the total output shall be selected at random in addition to
the samples selected in accordance with‘ A-2.1.
A-2.2 As far as possible the test pieces should consist of welded
components. If this is not practicable the test pieces should be made as
follows :
a) Test pieces shall be prepared out of pieces of the same material
and dimensions as the _’w ork piece and welded under the
same conditions at the minimum spot spacing specified;
b) When the workpiece is of large dimensions, one of the following
procedures may be adopted :
A jig which is a model of the workpiece shall be prepared using
the same material as the workpiece; to this a test piece of
the same material may be attached so that -it is welded with the
maximum amount of material in the throat of the machine, at the
minimum spot spacing and under the same machine settings;
OR
A test piece of the same material as the workpiece shall
be welded to the workpiece itself under the worst condition
12IS : 819 - 1957 .
of material in the throat with minimum spot spacing and
the same machine settings;
OR
A test piece shall be made using two pieces of the same material
as the workpiece while the workpiece is held in the throat of the
machine in a position which gives the worst condition during
welding, and welds shall be made at the minimum spacing
and under the same machine settings.
A-2.2.1 The test pieces shah comply with the following requirements:
a) No test piece shall he made with less than three spot welds,
b) When a series of welds are being made, a minimum of six
spot welds shall be made on the test piece,
c) The order of making the weids shall be clearly marked on the test
d) %rtest pieces shall always be made with the same number and
of sheets of the same thickness, plates or strips as on the work-
piece, and
ej The test pieces shall be taken simultaneously from all the machines
that are in use.
A-2.3 The test specimens for shear test shall conform to the requirements
specified in Fig. 1.
a = pitch of production welds
I: 32 mm for strip up to and including 18 SWG
b
{ 6 x weld dia for strip over 18 SWG
FIG. 1 TEST PIECE FOR SHEAR TEST
13IS : 819 - 1957
A~2.4 The test specimens for microscopic examination shall conform to
the requirements specified in Fig. 2.
a = pitch of production welds
FIG. 2 TEST PIECEF ORM ICROSCOPEICX AMINATION
A-3. PROCEDURE
A-3.1 Slug Test-The test piece shall be prized apart or one part
peeled off from the other (see Fig. 3) so that slugs of metal_ tend to be
pulled out from one or the other of the sheets.
FIG. 3 TEST PIECEF ORS LUGT EST
A-3.1.1 The third or the last weld made on the test piece shall pull out
a slug of a mean diameter equal to the diameter specified on the drawing
or equal to the initial electrode tip diameter as obtained from the formula
under C-3.2.
14IS : 819 - 1957
The mean diameter shah be the average of two diameters measured
at right angles, one of which is the apparent minimum. The diameters
shall be measured at the original interface. The edges of the slugs shall
be bright and free from evidence of hot cracking.
NOTE - When slug tests are made on spots on thin sheets, the slug obtained
may appear sound, but only the outer ring may be welded. Care should,
therefore, be taken to ensure that the weld is sound.
r
A-3.2 Shear Test -All welds in the test piece, except the last two,
shall be drilled out or cut away. The test piece shall then be tested to
destruction on a tensile testing machine. The effect of eccentricity in
the pulls on the two sheets may be disregarded.
A-3.2.1 The ultimate strength per spot shall be taken as one-half the
maximum load required to break the joint in the test piece. The ultimate
shear stress so calculated on each weld shall be not less than 31.5 kg/mm*
(or 20.0 tons/ins).
A-3.3 Visual Examination - The test piece shall be f visually ex-
amined for alignment, spacing and pitch of the weId.
A-3.4 Microscopic Examination -The third weld on the test piece
shall be sectioned across its diameter and the cut-section shall be polished,
etched and then cxamincd under a microscope with a magnification
of not less than x 10.
A-3.4.1 The microscopic examination of the spot weld cross-section
shall show that the desired quality of weld is being maintained and that
no harmful defects are present.
APPENDIX B
(Clause 4.1.1)
REQUIREMENTS OF WELDING PLANT
B-l. POWER OPERATED MACHINE
B-l.1 The power operated machine should be equipped with an auto-
matic control gear which, on the initial actuation of a foot- or
hand-operated auxiliary switch, takes the control of the machine out of
15IS: 819 - 1957
the hands of the operator and performs the following cycle of operations
in the sequence given below:
4 Brings the electrodes into contact with the components and appiies
welding pressure to the workpiece ;
W Causes the welding current to flow after the pre-set welding pres-
sure (the pressure between the electrodes) has been attained;
4 Maintains the flow of the prerset value of current for preset time,
these remaining within the limits which do not affect the
weld strength (as determined in .accordance with the methods
prescribed under 7 and in Appendix A) and the welding pressure
being maintained throughout ;
4 Cuts off the welding current at the end of the pre-set time ;
4 Maintains the welding pressure for a minimum of 0.05 se-
conds (the forging time) after the current ceases to flow; and
f 1 Releases the pressure at. the end of this time and returns
the welding machine to a condition where it is ready to
recommence the same cycle of operations. The welding pressure
should be capable of being varied over a range which shall
be indicated on the machine.
B-1.1.1 The time of tlow’of current and value of current should
be capable of being varied over a range which should be indicated on the
machine. When required, the forging tim? should be capable of being
varied over a range, which should be indicated on the machine.
B-l.2 A variable forging time should be supplied whenever the pieces
to be welded are equal to two thicknesses of 2 mm (or 14 SWG) or thicker.
B-l .3 Timers sensitive to temperature variation should not be used.
B-2. MANUAL OR PEDAL OPERATED MACHINE
(NOT POWER OPERATED)
.
B-2.1 The foot operated machine should be equipped with control
devices so that after the foot pedal has been depressed to a given
position, thus applying the welding pressure (the pressure between the
electrodes), the following sequence of operations is carried out automati-
cally and unaffected by any action of the operator :
a) Causes the welding current to flow when a preset welding pres-
sure has been reached,
b) Maintains the flow of a pre-set value of current for a preset time,
these remaiuing within the limits which do not affect the
weld strength (as determined in accordance with the methods
prescribed under 7 and in Appendix A) and the welding pressure
being maintained throughout,
16IS : 819 - 1957
c) Causes a visible signal .to be -given whilst the welding current is
flowing,
d) Cuts,off the welding current at the end of the pre-set time,
e) Causes the welding pressure to be maintained for a minimum
of O*OSs econd (the forging time). Where no interlock is provid-
ed the forging time shall be controlled by the operator (see A-2.1 .l),
NOTE - The forging time required increases as the material thickness increases,
e.g. approximately one-tenth of a second is sufficient when welding l-6 mm (or
16 SWG) thick material whereas at least one second is needed to weld a 3.2 mm
(or 4 in) thick material.
f) Allows the welding pressure to be released at the end of this time,
and allows the machine to be returned to a condition where it is
ready to recommence the cycle of operations.
B-2.2 Means for adjusting the welding pressure should be provided on
all machines.
B-2.3 The time of flow of current and value of current should be capable
of adjustment over a range which would be indicated on the machine.
B-2.4 When required, the forging time should be capable of adjustment
over a range, which should be indicated on the machine.
B-2.5 Timers sensitive to temperature variation should not be used.
APPENDIX C
(Clazcse5 .1)
ELECTRODES
C-l. MATERIAL
.
C-l.1 The electrodes used for spot welding should, comply with the
following requirements :
a) The electrical conductivity should be not less than 80 percent of
that for standard annealed copper. The volume resistivity of
standard annealed copper at 20°C may be taken as &=0.017 241
ohm square millimetre per metre
(ohmmm”>’
17IS : 819 - 1957
b) The thermal conductivity at 20°C should not be less than
0.73 cal/cmz/cm/deg C/s, and
c) .The hardness should be not less than 110 Vickars Pyramid
Hardness (VPH) and the electrode shall not soften up to tempera-
ture of 250°C. For heavy duty cycle and continuous operation,
the electrode material should have a minimum of 150 VPH (when
made from hard-drawn rod) and have a softening temperature
not lower than 500°C. Forged and cast electrodes having
a minimum hardness of 130 and 110 VPH respectively may also
be used. /
C-2. SHANK SIZE AND SHAPE
C-2.1 The shank diameter of the electrode should be so. chosen
that there is no softening due to overheating. It is recommended that
the shank diameter should be at least thrice the tip diameter and prefer-
ably not less than 13-O mm (or 050 in). The electrode taper should be
such as to enable ease of removal and ensure good electrical contact. A
taper with 5” included angle has been found to be convenient for
most purposes; No. 2 Morse taper is also used in many cases where
the pressure is not too high. The length of the tapered portion shall be
not less than l-250 in the case when the thrust is in line with the shank
and not less than W in the case of electrodes with eccentric loading; D
being the diameter of the electrode at the large end of the taper
of the shank.
C-3. TIP SIZE
h-3.1 The size of the spot in the weld depends on the size of the
tip. Table II (or IIA) contains recommendations regarding tip size for
different thicknesses of sheets. Unless otherwise specified in the design
or drawing, the values given in Table II (or IIA) should be used,
C-3.2 The formula from which the tip sizes given in Table II (or IIA)
have been calculated is given below:
d = 5.04 q/e
where
,a = tip diameter in mm, and
e= thickness of the component in mm
OR
D ,=d/i-
where
D, = tip diameter in inches, and
t = thickness of component in inches.
18IS: 819 - 1957
C-3.3 Where welding is done with two sheets of different thicknesses, the
tip diameter of the electrode shall be based on the thickness of sheet
with which it is to be in contact.
C-3.4 The diameter of at least one of the tips shall not be allowed to
increase by more than 20 percent of the initial electrode tip diameter.
C-3.5 The supervisor or operator shall from time to time check the size
of the tip by means of a gauge ; when its size has increased to the maxi-
mum permissible limit (see C-3.4), the electrode shall be replaced
or redressed to its initial size by a competent person.
C-4. INCLUDED ANGLE
C-4.1 The included angle of the truncated cone which is twice the com-
plement of the rake angle has a bearing on the life of the electrode. For
tip diameters up to and including 2.5 mm (or fk in) an included angle of
120” is recommended. For tip diameters greater than 2.5 mm (or & in)
an included angle of 140” is recommended.
C-5. COOLING
C-5.1 In order to avoid softening of the electrode it shall be water-cooled.
The water hole diameter should be not greater than %D:but preferably &D,
D being the diameter of the electrode at the large end of the taper of the
shank. The maximum distance between the end of the water cooling hole
and the tip of the electrode shall be not more than 13.0 mm (or 0.50 in).
The distance between the tip of water inlet tube and the blind end of the
water hole shall not exceed 13.0 mm (or 0.50 in), The arrangement
should be such as to allow a minimum quantity ofi 7: litres (or I-5 gal) of
water to pass per minute through each circuit of each ma&ire.
APP’ENDIX D
(Ckzuse8 .7)
TYPICAL DESIGN OF A SPOT-WELDED JOINT
D-l. TYPICAL DESIGN OF A SPOT-WELDED JOINT IN
METRIC UNITS
D-l.1 It is required to spot weld together two plates, each 2.5 mm thick
to obtain the full strength from the joint (see Fig. 4).
19IS: 819 - 1957
D-l.2 Diameter of Weld - From Table 11 the weid diameter is taken
as 8.0 mm for a plate thickness of 2.5 mm.
D-l.3 Number of Welds Required per cm Width of Joint - Safe
load per weld at 800 kg/cm2 on the area corresponding to 8.0 mm diameter
is 400 kg (see Table II).
Safe load in tension of 1 cm width of plate at 1250 kg/cm2 on the area
1 x 0.25 cm2 is 315 kg.
To develop full strength of plate, number of welds required per cm
315
*width. T 4oo = o-79.
D-l.4 Spacing of Welds and Edge Distance - (see Table II and 8.4)
minimum Ditch = 3 X 8-O mm
=24mm
TWO rows of welds at a pitch of 25 mm give a little over 0.79 welds
per cm and are satisfactory. -
Minimum distance between rows L- 25 mm x sin 60” 9 .
= 0.87~25 mm
= 21.8 mm, say 22 mm.
D-l.5 Minimum edge distance = 1.5 x 8.0 mm = 12 mm (see 8.5). But
as per Table ‘II minimum edge distance will have to be 12.5 mm.
D-1.6 The finished arrangement of a portion of the joint, based on this
design, is shown in Fig. 4.
I
25mm
_-I_
_L
8mm OIA
_ 1
f
FIG. 4 TYPICAL ARRANGEMENT OF JOINT
20IS: 819 - 1957
(Confhud from page 2)
Members
SHRI K. P. Gaxcwa~ Asiatic Oxygen & Acetylene Co Ltd. Calcutta
SHRI P. K. V. CHALLAX (Altcrnalr)
SHRI H. X. GHOSAL Philips (India) Private Ltd. Calcutta
SIIR~ A. 31. KAPADIA Structural Engineering Works Ltd, Bombay
SIIRI S. B. KAPADIA Hindustan Shipyard (Private) Ltd. Visakhapatnam
SIIRI I. T. >LIRCHAXDARI J. B. .idvani-Oerlikon Electrodes Ltd. Bombay
SHRI S. V. SADRARNI (AItetnaIe)
SHRI S. NAIDI Jessop 6i Co Ltd. Calcutta
SHRI K. K. h’.%TIIARI Inspection Wing. Directorate General of Supplies &
Disposals (Nnistry of Works, Housing 8;
supply)
SHRI J. V. PATEL ’ Xew Standard Engineering Co Private Ltd.
Bombay
SHRI T. R. SHIELDS 1 ndian 4Ixygen 6; Acetylene Co Ltd. Calcutta
SIiRl B. S. SIRDHC Institution of Engineers (India), Calcutta
SHRI K. RAMA VARMAN Sational Buildings Organization, h’ew Delhi
SHRI L. G. TOYE (Allernale)
Panel for Resistance Seam and Spot Weld&, BDC 7: 3: 5
COltWtW
SHRI H. N. GHOUL Philips (India) Private Ltd, Calcutta
iUetnbers
SHRl K. SWARIJP Integral Coach Factoq. Madras
Lr-COL J. N. gUTSHI Ministry of Defence
21
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6441_4.pdf
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IS : 6441 ( Part IV ) - 1972
METHODS OF TEST FOR AU7‘O~‘LAVl:L.>
CELLULAR CONC~RE’I’L:1 ’ROl~lJC’I‘S
m4RT
IV CORROSION PROTECTIQN O-F STEEL
REINpuRCEME~NT IN -AlJTOCLAVED CELlULAR CONCRETE
Cement and Concrete Sectional Committee, RDC I!
Chairman Refwesenting
DR I-IC.. VISVESVA~~Y.~ Cemrnt Resrarch Institute of India, New Delhi
Members
DR A. S. BHADURI National Test House, Calcutta
SHRI.E. K. RAXA~AANDXAN ! Alternate )
SHRI A. K. CRATTERJI Central Buildina Research Institute l CSIR 1I,.
Roorkee -
DR S. S. REHSI ( Alterna)t e
DIRECTOR Central Road Research Institute ( CSIR ),
New Delhi
DR R. K. GEOSH ( Alternate ) .
DIRECTOR (CSMRS) Central Water & Power Commission, New Delhi
DEPUTYDI~ECTOR (CSMRS) ( Alternate )
SHRI K.C. GHOSAL Alokudyog Services Ltd, Nrw Delhi
SERI A. K. BISWAR ( Alternate )
DR R.K.GHosE Indian Roads Congress, New Delhi
DRR.R.HATTIANGADI Associated Cement Companies Ltd, Bombay
'SARI P.J. JAWS ( Alternate)
JOINT DIRECTOR, STANDARDS Research, Designs & Standards Organization
Lucknow
(B&s,',~~ DIRECTOR,
STANDARDS ( B & S ) ( Alternate )
SHRI S. B.Josar S. B. Joshi & Co Ltd. Bombay
SHRIM.T.KANSE Directorate General of Supplies & Disposals
SHRIKARTIK PFUSAD Roads Wing, Ministry of Transport & Shipping
SHRI S. L. K_~TNUXIA( A&mate )
SHRI S.R. KIJJXARXI M. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRI M. A. MEHT.~ Concrete .4ssoeiation of India, Bombay
SH~I O.MCTHACHEN Central Public Works Department
SUPERINTENDING ENQINEER,
2xl GIllCLE( Allerna)l e
SHRI ERACR A. NalX~sn.411 Institution of Engineers ( India ), Calcuita
SHRI K. K. NAVRIAR In personal capacity ( ‘ Ramanalqa’, I1 First Crcscen~
Prrk Road, Gnndhinagar, A&U, Madras )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEW DELHI 1100021~:6441 (Part IV j-1972
Indian
1
Aiambels Represcntin,o
MET-HODS OF TES:
,
CELLULAR CON
PART IV CORROSlOh
REINFORCEMENT IN AUTO4
0. FOR
0.1 This Indian Standard (Part IV
Institution on 21 February 1972, al
and Concrete Sectional Committ,
Engineering Division Council.
0.2 Autoclaved cellular concrete :
developed commercially abroad al
this country also. A series of I
is being formulated so as to provid
in autoclaved cellular concrete. ‘I
Srrrc~ Y. R. TANXJA it desirable to issue a standard f:
Deputy Director ( Civ Engg ), ISI cellular concrete products for the g
0.3 In the formulation of this sta
international co-ordination among
Precast CJoncrete Products Subcommittee, DIX 2 : 9 in different countries in addition tc
in this country.
:0.4 For convenience of reference,
Convener
SHRI M. A. MEI~TA Concrrlr Association of India, Roml)a! autoclaved cellular concrete produ
nine parts:
SlrRI E. T. ASTIR ( Alternate lo Part I Determination
Shri M. A. hichta ) moisture canter
SRRT v. ,,. i\RTlfASOOR , . .. NeyvIc li I.ignite Corporation Ltd, Ncyvrli Part II Determination 1
SHRT ‘r. KA\IA(:IIAXDlL4V ( Alt.?l,ZntC )
S111~1 I-I. B. CIIA’I.Tk:ItJIx IIindustan Block Manufacturing Co Ltd, Calcutta Part III Determination
S QH ER P~I JJS :Y. E;. ~ DC IRII EA :T ~T :TP o;K RJ , 1~:1.: S TAN~)AIII,~ H Rrin scd au rs ct ha ,n H Do eu ss ii gn ng s Fa &ct ory S tanL dt ad r, d s New D Oe rlh gi anization. Part IV Corrosion prote
(H&S) I,ucknow cellular concret
.~SSIS&~NT DIRECTOR, STAND- Part V Determination 1
AEDY ( M/C ) ( Alternate )
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi Part VI Strength, ~deforl
DEPUTY DIRECTOR ( CSMRS ) ( Al~crrzatc ) subject to bendi
( Confinurd on page 7 ) Part VII Strength, deforr
subject to lxndi
2-IS t 6441 ( Part IV ) - 1972
Indian Standard
METHODS OF TEST FOR AUTOCLAVED
CELLULAR CONCRETE PRODLJCTS
PART IV CORROSION PROTECTION OF STEEL
REINFORCEMENT IN AUTOCLAVED CELL-ULAR C-ONCRETE
0. FOREWORD
0.1 This Indian Standard ( Part IV ) was adopted by the Indian Standards
Institution on 21 February 1972, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Autoclaved cellular concrete is a class of material, which ~has been
developed commercially abroad and is in the process of development *i n
this country also. A series of Indian Standards on cellular concrete
is being ~formulated so as to provide guidance in obtaining reliable products
in autoclaved cellular concrete. The Sectional Committee has considered
it desirable to issue a standard for the methods of test for autoclaved
cellular concrete products for the guidance~of manufacturers and users.
-0.3 In the formulation of this standard -due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.4 For convenience of reference, ‘Indian Standard methods of test for
autoclaved cellular concrete products ’ has been grouped into the following
nine parts:
Part I Determination of unit weight or bulk density and
moisture content
Part II Determination of drying shrinkage
Part III Determination of thermal conductivity
Part IV Corrosion protection of steel reinforcement in autoclaved
cellular concrete
Part V Determination of compressive strength.
Part VI Strength, deformation and cracking of flexural members
subject to bending-short duration loading test
~PilrtV II Strength, deformation and cracking of flexural members
subject to bending-sustained loading test
3IS : 6441( Part IV ) - 1972
Part \:I11 Loading tests for llexural members in diagonal tension
Part IS Jointing of autoclavdd cellular concrete clcrncnts
0.5 In reporting the result of a test mauc in accortlar~cc Ivith tllis standard,
if the final value, observed or calculatM, is to bc rouqtled OK, it shall be
done in accordance with IS : 2 - 1960*.
TEST
1. SCOPE
1.1 This standard ( Part l\- i covers the method for de!ermining the
effectiveness of corrosion protection of the reinforcement bars embeddetl
in autoclavcd cellular concrete. In t&s ‘method of test the eiFectivcness
of corrdsion protection of reinforcemenU bars is determined by exposure Of
samples to humid conditions at two rtidely diflercnt temperatures alter-
natively. ‘I‘he method is au accelerated test for corrosion under conditions,
which arc as close as possible to those cppericnccd in practice.
2. TEST SPECIMENS
2.1 Location of Specimens - -- ‘l’hree tifist speciincns shall bc cut from a
complete elcrncllt of the autoclaved cc~lular concr.ete product taken from
the current production after exposure tdl the designccl load. ‘I’he specimens
shall preferably be evenly distributed over the ~vhole \vidth of the cleincnl;
the position of tile test specimens is illutitrated in l’ig. I.
2.2 Shape and Size of Test Specim$ns -The test specimem shal! 1~
40 X 40 :< 130 113rn prisins with Ihe steel bar positioned centrallv in the
prisms. The sljccimens shall 1~ prepared lay careful sa\\ing. i’he end TEST SPECIMEN
faces :I GO X -&On 1rr1) of the l)ris17is shall be coated with a moisture and
vapour barrier, such as cold asphalt or bitumen emulsion ,la);cr coated with
a layer of melted asphalt.
2.3 Reference Samples - i:ur each of the test specimen there shall be a
reference specimen of the same size as the test specimen and cut from the All dimemion
same reinforcement 1)~ and from a position a’djacent to the test specimen FIG. 1 TEST SPECIMENS AND REI
(see Fig. 1 j. ‘I‘llus there sh;lll be three test specimens, cut and treatctl as PROTECTION 01: ST
in 2.1 and 2.2 and three corresponding reference specimens. For reference
samples, the concrete around the steel bar and the protective coating on
4. PROCEDURE
the surface of the bar shall be crushed and removed until the tvhole surface
of the steel bar can 1~ \-isually inspected and classified according to 4.1. 4.1 Inspection of Reference Sam]
of the reference samples, the wht
3. TESTING EQUIPMENT
examined from all sides and the a;
3.1 Climatic cabinet where the specimens can he exposed to moisture- noted.
saturated air ’ reIntile humidity 90 f 5 percent ,‘: at temperatures alternat-
ing every 3 h Setwcen 2.5 & jQC and 55 -+ YC, wth warming-up period of 4.2 Rust Exposure of Test Specin
one hour for each temperature. be placed in the humidit). cabinet an
25 + 5’C and 55 + 5’C. l~:\wv 24
four cycles \vitll caclk q.clc consisiing
4IS : (1411 ( Part IV ) - 1972
.rn
REF ERkNCE
SPECIMEN
TEST SPECIMEN J I
1-e REFERENCE BAR AFTER
REMOVAL OF CONCRETE
AND PROTECTIVE COATING
All dimensions in millimeta_s.
FIG. 1 TEST SPECIMENASN D REFERENCE SPECIMEXSF OICC ORROSION
PI~OTECTIOONP STEELR EINIWRCEMEXT
4. PROCEDURE
4.1 Inspection of Reference Samples - ~rllmcdiatdy a<kr lJqxLrati(Jll
of the reference samples, the whole surface of the steel bars shal’l be
examined from all sides and the amount of rust present on 1111: surfxc
noted.
5IS : 6441 ( Part IV ) - 1972
4.2.1 Afier 21) cla),s esposurc oC the sl~ecinlerrs in the humidity cabinet,
111~c elluktr concrete material around the reinforcement bars and coating
1~11 the’bars shall be removed, aud the surface of the b;:rs examined in the
same hshion in w.hich the reference samples’have been examined.
4.3 Assessing Corrosion -- The corrosion (or the efficacy of rust pro-
tecting agent ) of test sl?ecirnen bars shall be estimated by comI)aring with
reinforceincnt bars of corresponding reference slIecimens. When the
:1ssessn:cnt is made tile bars shall be rotated around their longitudinal axis
20 tllat the entire surface is checked. If reinforcing bars of the test speci-
mens are free fro~u rust or show only slight rust ( not rust flakes ) distributed
unili)i~nll~ over the bars and do not occu])y rnore than 0 percent of its
surf:lcct the ruhl i:rotccting agent is considered s;kti&ctory.
5. REPORT
5.1 ‘l’hc report sllali include the follo:viiig information:
;L: Code designation;
1)) Place, tirue anrl method of s:rinpling; and
~1: Pcrccntitge of rust formation.
6IS: 6441 ( Part IV ) - 1972
DR S. S. Rlrrrsr ( .4l/rrnnte )BUREAU OF INDJAN STANDARDS
He_edqoarters:
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/l 4 C. I. T. Scheme VII M, V. I. P. Road, - 36 2499
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, I 21843
CHANDIGARH 160036 3 1641
41 24 42
Southern :mC.I . T. Campus, MADRAS 600113 I 41 25 19
141 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
&ranch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. 263 48
\ AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st Stage, Bangalore Tumkur Road I 38 49 55
BANGALORE 560058 38 49 56
Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, ’ 6 67 16
B_.H._O..P AL - 46200.3~ ~
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
HY DERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005 { 6 34 71
6 98 32
. 2.1 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
I
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Celcuttr is at S Chowringher Approach, P. 0. Princep 27 68 00
6trHt. Calcutta 700072
t%lrs Office in Bombay is at Novelty Chambers, &ant Road. 89 66 28
Bombav &OOO7
#Sales Office in Bangalore is at Unity Building, Narasimhersja Square, 22 36 71
Bangslore 660002
Reprography Unit, BIS, New Delhi, India
|
1200_10.pdf
|
IS:1200 (Part X) - 1973
(Reaffirmed1997)
Edition 3.2
(1989-02)
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART X CEILING AND LININGS
( Second Revision )
(Incorporating Amendment Nos. 1 & 2)
UDC 69.003.12:69.025.4
© 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 X) - 1973
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART X CEILING AND LININGS
( 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 Calcutta Port Trust
SHRI R. G. ANAND Indian Institute of Architects, Bombay
ASSISTANT ADVISER (PHE) Ministry of Works, Housing, Health & Family
Planning
SHRI B. G. BALJEKAR Hindustan Steel Works Construction Ltd, Calcutta
SHRI P. L. BHASIN Institute of Surveyors, New Delhi
CHIEF ENGINEER Heavy Engineering Corporation Ltd, Ranchi
CHIEF ENGINEER (R & B) Public Works Department, Government of Andhra
Pradesh
SUPERINTENDING ENGINEER
(PLANNING & DESIGN) (Alternate)
SHRI R. K. CHOUDHRY Bhakra Management Board, Nangal Township
SHRI P. S. RAO (Alternate)
SHRI V. B. DESAI Hindustan Construction Co Ltd, Bombay
DIRECTOR (RATES & COSTS) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR (RATES &
COSTS) (Alternate)
DIRECTOR, IRI Irrigation Department, Government of Uttar Pradesh
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 W. J. daGAMA Bombay Port Trust, Bombay
SHRI V. G. HEGDE National Buildings Organization, New Delhi
SHRI J. P. SHARMA(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 X) - 1973
(Continued from page 1)
Members Representing
SHRI G. V. HINGORANI Gammon India Ltd, Bombay
SHRI H. K. KHOSLA Irrigation Department, Government of Haryana
SHRI KRISHAN KUMAR Ministry of Shipping & Transport (Roads Wing)
SHRI L. R. KADIYALI (Alternate)
SHRI K. K. MADHOK Builders Association of India, Bombay
SHRI MUNISH GUPTA (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,
NewDelhi
SHRI K. N. TANEJA (Alternate)
SHRI C. B. PATEL M. N. Dastur & Co Private Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI Y. G. PATEL Patel Engineering Co Ltd, Bombay
SHRI C. K. CHOKSHI (Alternate)
SHRI A. A. RAJU Hindustan Steel Ltd, Ranchi
SHRI S. SRINIVASAN (Alternate)
SHRI K. G. SALVI Hindustan Housing Factory Ltd, New Delhi
SHRI G. B. SINGH (Alternate)
SECRETARY Central Board of Irrigation and Power, New Delhi
DR R. B. SINGH Banaras Hindu University, Varanasi
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, NewDelhi
WORKS (I)
SURVEYOR OF WORKS (I)
ATTACHED TO SSW (I) (Alternate)
TECHNICAL EXAMINER Building and Communication Department,
Government of Maharashtra
SHRI D. AJITHA SIMHA, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Assistant Director (Civ Engg), BIS
2IS:1200 (Part X) - 1973
Indian Standard
METHOD OF MEASUREMENT OF
BUILDING AND CIVIL ENGINEERING WORKS
PART X CEILING AND LININGS
( Second Revision )
0. F O R E W O R D
0.1This Indian Standard (Part X) (Second Revision) was adopted by
the Indian Standards Institution on 16 February 1973, 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
misunderstandings of various systems followed.
0.3Among various civil engineering items, measurement of buildings
was the first to be taken up for standardization and this standard
having provisions relating to building work was first published in 1958
and was revised in 1964.
0.4In 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 technical
committee responsible for this standard decided that its scope besides
being applicable to buildings should be expanded to cover method of
measurement for civil engineering works, like industrial and river
valley projects works.
0.5Since different trades are not related to one another, the Sectional
Committee decided that each trade as given in IS : 1200-1964* shall be
*Method of measurement of building works (revised).
3IS:1200 (Part X) - 1973
issued separately as a different part. This will also be helpful to users
in using the specific standard.
0.5.1This part covers method of measurement of ceiling and linings
applicable to buildings as well as to civil engineering works.
0.6This edition 3.2 incorporates Amendment No. 2 (February 1989).
Side bar indicates modification of the text as the result of
incorporation of the amendment. Amendment No. 1 had been
incorporated earlier.
0.7For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a measurement, shall be rounded off in
accordance with IS:2-1960*. The number of significant places
retained in the rounded off value should be the same as that of the
specified value in this standard.
1. SCOPE
1.1This standard (Part X) covers the method of measurement of
ceilings and linings for buildings and civil engineering works.
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.
2.3Description of Items — The description of each item shall,
unless otherwise stated, be held to include where necessary,
conveyance and delivery, handling, unloading, storing, fabrication,
hoisting, all labour for finishing to required shape and size.
2.4Measurements — Unless otherwise stated here-in-after all works
shall be measured net in decimal system, as fixed in its place, as given
in 2.4.1 and 2.4.2.
2.4.1 Dimension shall be measured to the nearest 0.01m.
2.4.2 Areas shall be worked out to the nearest 0.01m2.
2.5Bills of Quantities — The bills of quantities shall fully describe
the materials and workmanship, and accurately represent the work to
be executed.
*Rules for rounding off numerical values (revised).
4IS:1200 (Part X) - 1973
2.6Each type of work in ceiling and lining shall be measured
separately.
3. MEASUREMENT
3.1The materials, its thickness and method of fixing, shall be
described. Supporting members shall be measured separately in the
relevant part of this standard, unless otherwise specified.
3.2 If work is to be formed to any specific pattern, it shall be so stated.
3.2.1Work formed to circular surfaces shall be measured separately; if
fixed with screws, it shall be so stated. All straight and raking cutting
and waste shall be included with the item concerned.
3.3All work unless otherwise described shall be measured as flat in
square metres.
3.4No deduction in measurement shall be made for each of opening
not exceeding 0.4m2 and no extra measurement shall be made for
forming such openings. For any opening exceeding 0.4m2 in area,
deductions in measurements for the full openings shall be made and in
such cases any labour involved in making these openings shall be
measured separately.
3.5Boarding fixed to curved surfaces in width not exceeding 15cm
shall be measured separately and shall include shooting the edges to
proper splays.
3.6Circular cutting and waste shall be measured in running metres
stating the thickness and type of material.
3.7Cover fillets over joints shall be measured separately in running
metres stating the material, width and thickness of fillet. If the edges
of fillets are chamfered, rounded or moulded, this shall be stated.
Mitring at junctions shall be included in the description.
3.8Sealing joints of plaster or fibre boards shall be measured in
running metres. The method of sealing shall be described.
3.9Chamfering or rounding edges of fibre boarding and cutting
V-groove in the same shall be measured in running metres.
3.10Insulation boards and slabs fixed to surfaces shall be measured in
square metres stating type, the number of layers, thickness of each
layer and the method of fixing.
3.10.1Hollow insulation blocks shall be measured in square metres
specifying the thickness. The method of setting and the type of mortar
shall be described.
5Bureau 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 February 1989
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches :AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW.
NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM
|
13326_1.pdf
|
IS 13326 ( Part 1 ) : 1992
Indian Standard
‘1
!
EVALUATION OF INTERFACE FRICTION
BETWEEN GEOSYNTHETICS AND SOIL-
Q
METHOD OF TEST \
PART 1 MODIFIED DIRECT SHEAR TECHNIQUE
UDC 621.13 [ 677.06 ] : 620-178-16
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1992 Price Gronp 2Geosynthetics Sectional Committee, CED 52
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Geosynthetics Sectional Committee had been approved by the Civil Engineering Division
Council.
Coefficient of interface friction between a given soil ( including aggregate and ballast ) and a
geosynthetic ( geotextile/geogrid/geomembrane/geocomposite ) used for reinforcement purposes
is a design parameter in several applications like embankments on soft foundations, road
construction, reinforced walls and embankments for slope protection. This coefficient is a
function of the nature of the geosynthetic surface, the soil and the normal stress. The total
shearing resistance may be a combination of sliding and rolling friction and interlocking of the
grains in the geosynthetic. The method of test does not distinguish between the mechanism.
For comparison purposes tests shall be performed using the same soil and in the same normal
stress range. The tests may be conducted in dry or wet condition.
In all these applications stated above, the geosynthetic is required to carry load, through the
friction developed between the soil and geosynthetic. This method of test is also applicable for
assessing the friction between a geomembrance and the natural or compacted soil in order to
analyse the stability of the canal/reservoir linings.
At present there are two types of test methods for the determination of interface friction
between soil and geosynthetic that are in use the world over. These are the modified direct shear
test and the pull out test. In the former, the soil is allowed to slide over the geosynthetic and
the test is conducted in a manner similar to that of conventional direct shear test. In the second
type of test, the geosynthetic is pulled out after it is embedded in soil.
This part deals with the modified direct shear test method.
In the formulation of this standard, assistance have been derived from the following publications:
i) “Geotextile Engineering Manual”, published by Federal High Way Administration
(FHWA)- 84, Catalog No.PB 86- 149457, March 1985.
ii) GcTechnical Memorandum ( Bridges ) BE 3/78 Reinforced Earth Retaining Walls and
Bridge Abutments for Embankments,” issued by Department of Transport, U. K. ( 1978 )
iii) “Test Methods and Physical Properties of Tensar Geogrids” published by Netton Ltd
Black Burn, U. K. ( 1986 ).
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 13326 ( Part 1 ) : 1992
Indian Standard
EVALUATION OF INTERFACE FRICTION
BETWEEN GEOSYNTHETICS AND SOIL-
METHOD OF TEST
PART 1 MODIFIED DIRECT SHEAR TECHNIQUE
1 SCOPE b) Two mild steel strips 350 x 25 x 5 mm
which can be clamped into the two outer
1.1 This standard covers the method of deter- sides of the bottom half of the shear box
mination of the coefficient of interface friction by six screws, in order to hold the
between a soil ( including aggregate and
geosynthetic test fabric securely in the
ballast ) and a geosynthetic be the modified direction of shear.
direct shear technique.
NOTE - In case the 15 DsS of the soil to be tested
2 REFERENCES is less than 60 mm size then the small shear box,
i.e. 60x60~24 mm conforming to IS 11229 : 1985 can
2.1 The following Indian Standards are neces- be made use of with appropriate modification, as
sary adjuncts to this standard: suggested in 4.1 (a) and (b).
IS No. Title 4.2 Miscellaneous equipment as required for
651 : 1991 Standard sand of testing trimming geosynthetic specimens may be used.
cement - specification
11229 : 1985 Shear box for testing for soils 5 SAMPLING
specification
5.1 Number of samples and their location shall
11593 : 1986 Shear box ( large ) for testing
be in accordance with the relevant specification.
of soils - specification
However, in the absence of any stipulation, at
13321 Glossary of terms for geosyn- least three samples from locations near each
( Part 1) : 1991 thetics: Part 1 Terms used in end and the centre of the lot under investiga-
materials and properties tion, shall be selected.
3 TERMINOLOGY All samples shall be cut with a sharp device to
minimise revelling, tearing, or undue strain of
3.1 Terms and definitions as covered in
the sample; marked to show the machine direc-
IS 13321 ( Part 1 ) : 1991 shall apply.
tion; labelled; and stored and handled in such
ways as to protect the fabric from damage or
4 APPARATUS
deterioration prior to testing.
4.1 Apparatus to be used for the test shall
conform to IS* ( under preparation ). However 6 PREPARATION OF SPECIFICATION -
shear box conforming to IS 11593 : 1986 may
also be used subject to the following modi- 6.1 Geosynthetic specimens in the required
fications. direction shall be cut large enough to fit loosely
over the soil containeis with sufficient excess
a>T he bottom half of the box should have
for clamping. Enough specimens shall be cut to
facility to be made into a solid block by
provide a new specimen for each test, with a
placement of mild steel ( chromium
particular normal stress. If the specimens are
plated ) spacer 300 x 300 x 75 mm. Once
to be tested wet, they shall be soaked for 24
the spacer is placed the top of this half
hours.
of the box should be plane.
-- 6.2 The soil to be used for the test can be the
*Clause 2.2 to 2.7 ( except 2.2 (c) of IS 2720 ( Part same as is likely to be used in the field. Stand-
39/Set 1 ) : 1977 ( including amendment No. 1 ) may ard sand conforming to IS 651 : 1991 may also
be referred till such time, an Indian Standard on
be used.
the apparatus is prepared.
1IS 13326 ( Part 1) : 1992
7 PROCEDURE 7.9 After the completion of the test, the
apparatus is dismantled, the geosynthetic is
7.1 The spacer is fitted into the bottom half of removed and its condition is observed.
the shear box. Then the geosynthetic test speci-
men is fixed on its top so that the top face of 7.10 The test is repeated for all the three
the material is flush with the top edge of the normal stress levels.
lower half of the box. Geotextile needs to be
fixed on two sides whereas geogrid is fixed only
8 CALCULATIONS
on one side opposite to the direction of
shearing.
8.1 The results of test may be recorded as
shown in Annex A.
7.2 The top half of the shear box is then
assembled and the soil is filled to the required
For each test, the ratio of the peak shear stress
density and the loading plate positioned.
to the corresponding normal stress is calculated.
7.3 The shear box is placed in the container The mean of the three ratios so obtained is
carefully. reported as the coefficient of interface friction
between the fill and the geosynthetic.
7.4 The required normal load is then applied.
The test is usually conducted at normal stresses 9 REPORT
of 50, 100 and 200 KPa. The maximum normal
stress shall be equal to the maximum vertical 9.1 The following shall be included in the
pressure in the fill as obtained from the design report:
calculations. Flood the container with water,
a>S pecimen identification;
if wet test is desired.
b) Soil description/identification;
7.5 The upper half of the box is lifted up
c>D escription of test apparatus;
slightly to leave a gap of about 1 mm between
the two parts of the box. 4 Applied normal stress, KPa;
4 Peak shear stress, KPa;
7.6 The shear strain should be applied using a
deformation rate of 0.20 mm/min. f> Strain at peak shear stress, o/o;
is) Plots of shear stress versus shear strain
7.7 The shearing is continued until the shear-
at different normal stresses;
ing load becomes essentially constant or until
a displacement of 60 mm is reached whichever h) Plots of maximum shear stress vs normal
is larger. stress;
j> Plots of vertical deformation vs shear
7.8 During the shearing, the shearing loads and
strain at different normal stresses; and
vertical deformation shall be measured at
regular intervals of shear deformation. k) Coefficient of interface frictions.
2IS 13326 ( Part 1 ) : 1992
ANNEX A
( Clause 8.1 )
PROFORMA FOR RECORDING TEST RESULTS
Project... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ,..... . . . ,. . Location of sample . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Rate of shear strain . . . . . . . . . . . . . . . . . . . . . . . . . . . .,.... Sample No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Weight of loading frame . . . . . . . . . . . . . . . . . . . . . . . . . . . Proving ring No . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Normal load applied . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ...* Proving ring constant . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Geosynthetic Specimen Measurements
Dimensions... . . . .., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Colour .., . . . .,... . .,. .,....... . . . . . . . . . . . . . . . . . . . . . . . . . . . Thichness ..*.........*.a.........................,......
Grid aperture .,..,. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Trade Mark . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Direction of shear . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Machine or cross machine
Soil Specimen Measurements
Dimensions . . . . . . . . . . . . . . . . . . . . . ,.. . . . . . . . . . . . . . . . . . . . . . Area of specimen . . . . . . . . . . . . . . . . . . . . ..*.............
Initial wet mass of specimen . . . . . . . . . . . . . . . . . . . . . . Volume of specimen . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Water content.. ,...................................... Final wet mass of specimen . . . . . . . . . . . . . . . . . . . . . . .
Bulk density . . . . . . . . . . . . . . . . . . . . . ..*..................... Water content at the shear zone . . . . . . . . . . . . . . . .
Recording Shear Stage
i) Thickness of specimen . . . . . . . . . . . . . . . . . . . . mm ii) Area of cross-section
of specimen . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . cm*
iii) Rate of shearing . . . . . . . . . . . . . . . . . . . . .mm/min iv) Normal stress applied . . . . . . . . . . . . . . . kg/cm’
Date Shear Shear Proving Shear Shear Vertical Vertical
and Displace- Displace- Ring Force Stress Dial Displace-
Time ment Dial ment Reading Readings ment
Reading
(1) (2) (3) (4) (5) (6) (‘1 (8)
Plot-shear stress versus shear displacement and find:
a) Maximum shear stress at the peak of curve, and
b) Correspbnding shear displacement.
Recording Summary for Results
p- -__---
Test No. Normal Shear Shear Initial Final Remark
Stress Stress at Displacement Water Water
Failure at Failure Content Content
(1) (2) (3) (4) (5) (6) (7)
Plot-shear stress versus normal stress relationship to obtain:
a) Cohesion intercept, and
b) Angle of shearing resistance.
3( Standard Mark I
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 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 52 ( 4908 )
Amendments hoed Siuce Publication
Amend No. Date of issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Man& Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 131 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central - Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. 1. T Scheme VII M, V. 1. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C I. T. Campus, IV Cross Road, MADRAS 600113 235 02 I6
Western : Manakalaya, E9 MIDC, Marol, Andheri ( F.ast ) 6 32 92 95
ROMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARlDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
|
13415.pdf
|
Indian Standard
PROTECTIVE BARRIERS IN AND AROUND
BUILDINGS - CODE OF SAFETY
‘_ UDC 69.0554 - 783.31 : 614.89
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1992 Price Group 1Safety in Construction Sectional Committee, CED 45
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Safety in Construction Sectional Committee had been approved by the Civil Engineering
Division Council.
A large number of workmen, skilled and unskilled, are employed in numerous construction works,
big and small, under execution in the country. Due to the increased tempo of such works and
large scale mechanization, hazards of accidents have increased considerably. It has, therefore,
become imperative that adequate safety rules are laid down for every phase of work, and that
these are meticulously followed.
Safety aspects in some of the constructions may assume such a great importance that instead
of merely deputing supervisory staff in adequate strength to look after the safety aspects, it
may become desirable to have a separate organization to control this important aspect.
Certain protective barriers in and around buildings are required specially during demolition of
buildings and foundation work for the safety of workers and the public in general. It has,
therefore, been felt necessary to lay down the sefety precautions required to be taken for
protective barriers in and around buildings with a view to minimizing the risk of accidents
and injuries and accordingly this standard has been brought out. It does not cover special
type of protective barriers like safety nets, protective coverings necessitating separate
scaffolding.IS 13415: 1992
Indian Standard
PROTECTIVE BARRIERS IN AND AROUND
BUILDINGS-CODE OF SAFETY
1 SCOPE 3.6 Necessary lights and cautionary sign
boards shall be provided near the protective
This standard lays down the requirements barriers to avoid accidents.
for protective barriers in and around buildings
during construction, maintenance, addition
4 DEMOLITION OF BUILDING
and alteration, and demolition with a view to
preventing accidents.
4.1 Before any demolition work is commenced
and also during the progress of work, the requ-
2 REFERENCE
irements given in 4.1-l to 4.1.4 shall be
followed.
The Indian Standard IS 13416 ( Part 1 ) :
1992 ‘Preventive measures against hazards at
4.1.1 All roads and open areas adjacent to the
workplaces - Recommendations: Part 1 Falling
material hazards prevention’ is a necessary work site shall be either closed or suitably
protected.
adjunct to this standard.
3 GENERAL 4.1.2 No electric cable or apparatus which is
liable to be a source of danger or apparatus
3.1 Scaffolding or staging shall be suitable and
used by the operator shall remain electrically
adequate and so fastened to prevent it from
charged.
swaying from the building or structure. Par-
tially or fully dismantled scaffolding, staging 4.1.3 All practical steps shall be taken to
or barrier shall be removed from the site of prevent danger to persons employed from risk
work and stacked at suitable place. of fire, explosion, flooding or collapse of
structure and such areas shall be properly
3.2 Adequate precautions shall be taken to
demarcated.
prevent danger from electrical installations.
4.1.4 Floor, roof or any other part of the
3.3 Hazardous and flammable materials shall
building shall not be so overloaded with debris
be stacked separately with warning sign boards.
or materials as to render it unsafe.
3.4 Hazards due to falling materials shall be
prevented as recommended in IS 13416 ( Part 5 FOUNDATION OF BUILDINGS
1 ) : 1992
Trenches and foundation pits, wherever
3.5 No materials on any of the sites of work directed by the Engineer-in-Charge, shall be
shall be stacked or placed as to cause danger securely fenced, provided with caution signs
or inconvenience to any person or the public. and marked with red lights to avoid accidents.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 Standarh 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.Bweao of Indian Standard
BIS is a statutory institution established under the -Bureau ofI ndian 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 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 45 ( 4849 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Aflected
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 33101 31
NEW DELHI 110002 331 13 75
I
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 I 37 86 26, 37 85 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
1 53 23 84
41 24 42, 41 25 19,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 4~12 3 15, 41 29 16,
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.
Printed at Printwell Printers, Aligarh, India
|
4967.pdf
|
Is:c967-1968
Indian Standard
RECOMMENDATIONS FOR SEISMIC
INSTRUMENTATION FOR RIVER
VALLEY PROJECTS
Earthquake Engineering Sectional Committee, ?DC 39
Chhirman Representing
DR Jar KRISHNA School of Research & Training in Earthquake
Engineering ( University of Roorkee ), Roorkee
Members
DR A. S. ARYA School of Research ‘& Training in Earthquake
Engineering.( University of Roorkee ), Roorkee
’ SHRI KAMLESWARB ARUA Public Wcrks Drpartment, Government of Assam
SHRI B. S. BHALLA Bhakra & Beas Designs Organization, Nangal
SHRI A. S. CHATRATH ( Alternate )
DRS.M.K.CHETlY Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. P. JAISINCH (Alternate)
SHRI J. DATT The Concrete Association of India, Bombay
SHRI T. M. MENON (Alternate )
DEPUTY DIRECTOR, STANDARDS Railway Board, RDSO, Lucknow
SIXRID . S. DESAI M. N. Dastur c(r Co Ltd, Bombay
DIRECTOR( DAMS II ) Central Water & Power Commission, New Delhi
DIRECTOR( DAMS III ) ( _4iternnte)
DIRECTOR-IN-CIIARGE Geological Survey of India, Lucknow
SHRI V. S. KRIS~NASWAMY< A ltnnnte )
SHRI T. K. DIJ~A Regional Research Laboratory ( CSIR ), Jorhat,
Assam
SHRI C. P. GHOSH Engineer-in-Chief’s’ Branch, Army HeLdquarters,
New Delhi
SOs ( DESIGNS) ( Alternate )
DR S. K. GUHA Crntrnl Water & Power Research Station, Poona
SHRI R. N. JOSHI S. B. Joshi 8; Co Ltd, Bombay
SHRI T. J. MANICKAM The lndian Institute of Architects, Bomhay
PROF G. S. RAMASWAMY Structural Engineering Research Centre ( CSIR ),
Roorkec
SHRI P. SRINIVPSULU( Alternate )
SUPERINTENDING SURVEYOR OF Central Public Works Department, Nrw Delhi
WORKS II
SURVEYOR OF WORKS I ( Alternalr)
DR A. N. TANWN Directorate General of Obscrvatori< s, Minktry of
Transport & Aviation, New Delhi
SHRIR. NAGARAJAN, Director General, IS1 ( Ex-oj’kio Alzmbrr)
Director ( Civ Engg )
Secrefary
SHRI BIMLE~H KUYAR
Assistant Director ( Civ Engg ), IS1
INDIAN STANDARDS INSTITUTION
MAN.9’K BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110062Is:4!K7-1968
(C ontrnucdfiom page 1 )
Panel for Seismological Instrumentation, BDC 39 : P3
cOn0tw Refi.wnting
DR A. N. TANDON Directorate General of Observatories, Ministry of
Transport & Aviation, New Delhi
DRA.R. CHANDRMEKARAN School of Research & Training in Earthquake
Engineering ( University of Roorkee ), Roorkee
DR S. K. Guru Central Water & Power Research Station, Poona
Sa~x L. S. SRIVA~~~AVA School 6f Research & Training in Earthquake
Engiheering ( University of Roorkee ), Roorkee
2I!3:4967-1968
Indian Standard
RECOMMENDATIONS FOR SEISMIC
INSTRUMENTATION FOR RIVER
VALLEY PROJECTS
O.FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 17 November 1968, after the draft finalized by the Earthquake
Engineering Sectional Committee had been approved by the Civil
, Engineering Division Council.
0.2 Evaluation of seismic status of faults and thursts and collection and
maintenance of seismological data both in preconstruction as well as
postconstruction stages of a river valley project are of vital importance
because of safety reasons. In addition to permanent installation of
instruments within the dam and appurtenant structures and in the surround-
ing areas, the study of microtremors and predominant period with
temporary instruments as given in detail under 3 will be supplementary
and may be regarded as a part of the site investigations for selecting the
best suitable type of foundation.
0.2.1 The recommendations given in this standard may, however, also
be used for investigation of seismicity of site for any project besides river
valley projects, if the situation and the magnifude of the project justifies so.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the fmal 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 recommendations for (a) instrumentation for
investigation of seismicity, (b) study of microtremors and predominant
period of a dam site and (c) permanent installation of instruments in the
dam and appurtenant structures and in the surrounding areas.
*Rules for roundingo ff numerical i alues ( rev&d) .
3IS:4!367-1968
2. INSTRUMENTATION FOR INVESTIGATIONS OF SEISMICITY
2.1 Distribution of Earthquake Epicentres in the Vicinity of the
Site (,Particularly of Those Which are not Felt by People ) - Five
observatories shall he set up around the site, of which at least one shall be
the main otservatory and the other subsidiary observatories. The main
observatory shall be located near the proposed site and the subsidiary
observatories around it. The spacing of observatories shall not exceed
70 km.
2.1.1 The siting of the main and subsidiary observatories will, holvever,
require consideration of the geological structures and soil characteristics of
the area.
2.1.2 It is desirable that this set up of observatories as recommended
in 2.1 should be installed at least 6ve years before the design stage of the
project. The setting up of a comprehensive network requires some time
before it becomes fully operative. In order to meet the demands for an
early commencement for the recording of the seismic events, provision
should be made for an eariy setting up of the main observatory, so that the
general level of seismicity at a project site may be monitored ahead of the
installation of the fall network.
2.1.3 The instrument room-of the observatories sha!l be so constructed
that the diurnal temperature variations inside the room are not more
than 5°C.
2.1.4. A recommended layout for observatory buildings and their
functional requirements are given in appendix A. *
2.2 Instruments for Main Obsrvatory - The instruments given
in 2.2.1 to 2.2.4 shall be installed in the main observatory.
2.2.1 One Ccmplrte Set ( T wo Horizontal and One Vertical) of Short Period
High jbfagr$icnt ,‘on Elec:romagnetic Seismograjh - The seismograph period
shall be one second and galvancmeter period shall be 1 /lO to one second.
The magnification of the seismograph should preferably be greater than
10’. The recorders for these instruments shall give a paper speed of not
less than 60 mm jmin ( see Note ) .
NOTE-T~~ magniikation suitable for a particular site depends largely’on the
seismic noise of the site.
2.2.2 Two Components of Standard Wood-Anderson Type Torsion Seismograph -
Its period shall be 0.8 s, damping 0.8, magnification? 800 and a recording
speed of not less than 60 mm/s ( see Note ).
NOTE - Instruments of magnification other than 2 000 may also be installed; the
recorded amplitude in such cases would, however, require appropriate correction.
4IS:4967- 1968
2.2.3 One Accelerograph ( With one Vertical and Two Horizontal Components ) -
They shall have the following specifications:
a) Natural free period l/l5 to l/20 s
b) Damping 60 to 70 percent
c) Range Usually g, $g and &g ( see Note )
d) Sensitivity An amplitude of 4 cm on paper
corresponding to the maximum
acceleration specified in (c) above
NOTE-The recommended acce!erations are given b&w dcpendirg upon the
seismic zone in which the site is located:
Localion of Sil.? Acceleration
Zoncsv and VI accxding to IS : 1893-1966*
Zones III and IV accsrding t:, IS : 1893-1966* 4:
Other zones 4g
2.2.3.1 Starting mechanism - The accelerographs shall be actuated by
a starting mechanism coming automatically into operation when the
ground motion begins and shall automatically stop not less than 5 seconds
after the last contact ( see Note ).
NOTE -The recording speed shall not be less than 10 mm/s. It is desirable to have
higher recording speed:.
2.2.3.2 Timing device - There shall be a timing device to obtain the
time base on the records.
2.2.3.3 Storage batteries - The accderographs shall .be operated by
storage batteries vhich should be charged continuously by a tricle
charger.
2.2.4 Sets of Structural Response Recorders -These are dynamic models of
structures. They shall be installed at the ground level. ( To be founded
at the same level as the structure which this recorder is supposed to
model. ) In no case they shall be installed at different heights of a
structure.
The recorders should have period and damping ranges as that of the
structures to be located in the area. It is better to install similar recorders
of varying sensitivity. The instruments may have different period
( covering the range between 0.2 to 3-O s ) and damping ( 2 to 20 percent ).
2.3 bsmment for Subsidiary Observatory - The instruments given
in 2.3.1 to 2.3.3 shall be installed in the subsidiary observatory.
*Criteria for earthquake rrsistant design of structures ( revi.&). (Third rev&ion in 1975’).
5IS:4!967-1968
2.3.1 Om Vertical Component Short Period High Magnification Electromagnetic
Seismograph - The specifications of this instrument should preferably be
the same as those under 2.2.1.
2.3.2 Two ComponentJ of Standard Wood-Anderson Tyje Torsion Seismo-
graph - The same specifications as in 2.2.2.
2.3.3 Sets of Structural Response Recorders-The same specifications as
in 2.2.4.
2.4 There shall be proper arrangement at each observatory for accurate
recording of time signals. The absolute time measurement shall be correct
at least upto ho.1 second. The use of electronic clocks for time recording
as well as for the power source used for running the recording drum of the
various instruments mentioned, is recommended.
2.5 There shall be suitable arrangements for automatic switching over to
alternative power source from storage batteries or generators for running
the instruments in the event of failures of main power supply.
2.6 All the seismographs shall be installed on concrete pillars founded
_ preferably on hard rock and the site shall be away from sources of distur-
bance, such as heavy traffic and heavy machines. In case the hard rock
is not available near the site the pillar shall be constructed on consolidated
foundation.
3. STUDY OF MICROTREMORS AND PREDOMINANT PERIOD
OF THE SITE ( MOBILE SET UP )
3.1 It would be desirable to record microtiemors at the site by using high
sensitivity short period seismographs having a magnification of the order
of 10s. This record shall be used to bring about the predominant period
likely to be experienced at the site and the frequency of their occurrences.
These investigations should be carried out for about a week. During this
week records shall be taken at different times in a day.
4. PERMANENT INSTALLATION OF INSTRUMENTS IN THE
DAM TO MEASURE EARTHQUARE EFFECTS
4.1 Accelerographs with specifications same as those under 2.23 shall be
installed in the dam at the base ( in gallary near the foundation ) and at
the top of the dam. If the height of the dam exceeds 100 m, one accelero-
graph shall also be installed near the mid-height of the dam. The accelero-
graph locations may be suitably selected to avoid the background seismic
noise created due to the vibrations originating from the appurtenant
works of the dam. .
6ls:4967-1968
4.2 Displacement meters shall be installed at the same locations as the
accelerographs. These shall have long period ( more than 2 seconds )
with damping nearly critical and shall be actuated by the accelerograph
starting mechanism.
4.3 Dynamic water pressure gauges may be installed on the up stream
face of the dam ( below the minimum draw down level and above the silt
level ). The dynamic pressure measuring range of the gauges shall not be
less than the corresponding hydrostatic head. The gauge shall be actuated
by the accelerograph starting mechanism.
4.4 Structural response recorders having periods and damping ranges as
that of the prototype structures ( monoliths, intake structures, etc ) shall be
installed at the ground level near the structure.
4.5 Based on the importance of the project the installation of the following
instruments may be desirable at one or more sites:
a) Silica tube extensometer,
b) ‘I’:; meters of both water tube, and horizontal. pendulum type,
c) Seiche recorders.
APPENDIX A
( Clause 2-1-4 )
RECOMMENDED LAYOUT FOR THE OBSERVATORY
BUILDINGS AND THEIR FUNCTIONAL REQUIREMENTS
A-l. FUNCTIONAL REQUIREMENTS
A-l.1 The seismological observatory buildings should be designed and
constructed so as to provide for the functional requirements as given
in A-l.l.1 and A-1,1.2.
,
A-l.1 .l Main Observatories - These should have the following:
a) An instrument vault of the size 8 x 5 m partitioned by a wall reach-
ing the ceiling into two rooms. Details of the partitioning and
other provisions inside the vault are shown in the Fig. IA.
b) An office room of size about 45 x 4.5 m.
c) A room 3 x 2.5 m for photographic work. Details of provisions in
thii room are shown in Fig. IB.
d) One store room 3.5 x 3 m.
e) Bath and W.C.
‘f) Verandah.A-1 l1 S SubsidiaryO bservatories- These should have the following:
a) An instrument vault of size 45 x 4.5 m with pillars and other
provisions as shown in Fig. IC.
b) One office room about 45 x 3.5 m.
c) One photographic room as given in A-1.1.1.
d) One store room 3.5 x 3 m.
e) Bath and W. C.
f) Verandah.
A-2. OTHER REQ-NTS
A-2.1 The following further conditions need be satisfied by the construction.
A-2.1.1 The instrument vault ‘should be protected from direct sun rays
to minimize temperature fluctuation inside. The nature of this protection
depends on the site of the observatory. For example, if the observatory is
located on the slope of a hill, it may be possible to construct the vault in a
drift with the other rooms in front of it. In such a construction, the vault
gets protected on all sides except the top. If, however, the observatory site
is on level or gently sloping ground, the vault may be flanked on as many
sides as possible by the other rooms. The sides which remain exposed
should be protected by providing a 60 cm wide dezd air space around as
shown in Fig. IC. In addition to the roof a false ceiling of heat insulating
material may be provided about 30 to 60 cm below the roof.
A-2.1.1.1 In general an underground structure for the seismograph
room should be preferred to an over-ground structure. The other rooms
8
may be built over it.
7
&2.1.2 The instrument pillars should be constructed with a rich
I
mixture of cement concrete as a single solid block resting on unweathered
bed rock. Where no rock is available it should rest on hard foundation.
The section of the pillars in Fig. 1 shows the other particulars. All seismo-
graph pillars should be provided with moats about 15 cm in width and
120 cm deep as shown in Fig. IC. The moat may be filled with dry sand
or tar.
10
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11293_1.pdf
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IS : 11293 ( Part 1 ) - 1985
Indian Standard
GUIDELINES FOR THE DESIGN OF
GROUT CURTAINS
PART 1 EARTH AND ROCKFILL DAMS
Foundation and Substructure Sectional Committee, BDC 52
Chairman
SHRI K. R. DATYE
44 Bhagat Singh Road,
Colaba, Bombay
Members Represen6ing
ADDITIONAL CHIEF ENGINEER Irrigation Department, Government of Uttar
( BUILDINGS) Pradesh, Lucknow
Soar R. K. MATHUR ( Alternate )
SHRI R. N. BANSAL Irrigation Works, Government of Punjab, Chandigarh
SHBI M. P. JAIN ( Alternate )
SHRI S. CHAKRABARTI Gammon India Limited, Bombay
SHRI D. I. DESAI ( Alternate )
SH~I MAHAV~R BIDASARIA Ferro Concrete Co ( India ) Pvt Ltd, Indore
SKI ASHOK BIDASARIA ( Alternate )
CHIN ENGINEER ( MEDIUM & Irrigation Department, Government of Andhra
MINOR IRRITATION ) Pradesh, Hyderabad
DIRECTOR ( Alternate )
Cm ENQINEER ( IP ) AND SPE- Irrigation Department, Government of Gujarat,
CIAL SECRETARY TO GOVT OF Gandhi Nagar
GUJARAT
SUPERINTEND~Q ENGINEER ( Alternate )
CHIEF ENOINEER ( SUPA DAM Irrigation Department, Government of Karnataka,
CONSTRUCTION) Mysore
DIRECTOR ( ERDD )-II Central Water Commission. New Delhi
DEPUT‘Y DIRE&OR I ERDD l-11 ( Alternate f
SHRI A. H. DIVANJI \ ’ A$ia Foundation and Construction Limited, Bombay
SHRI A. N. JANQLE ( Alternate )
MISS E. DI~ATIA National Hydro-Electric Power Corporation Limited,
New Delhi
SHRI BRIJENDER SEARMA ( Alternate )
SHRI A. C. GOYAL Tata Consulting Engineers, Bangalore
SHRI B. JANARDHAN ( Alternate )
SHRI B. K. PANTHAKY Hindustan Construction Co Ltd, Bombay
SARI D. M. SAVUR ( Alternate )
( Continued on bane 2 )
@ Cojyright 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.IS : 11293( Part 1 ) - 1985
( Continued from page 1 )
Md8fS R6pnsentiq
SHRI M. R. PUNJA Cemindia Limited, Bombay
SHRI D. J. KETKAR ( Alternate )
RESEARCH OFFICER Irrigation Department, Government of Maharashtra,
Bombay
SHRI DAMODAR SAROO Irrigation and Power Department, Government of
Orissa, Bhubaneshwar
SIZRI C. SUDHINDRA Central Soil and Materials Research Station, Mini-
stry of Irrigation, New Delhi
DEPKJTYD IRECTOR ( SOIL ) ( Alfcrnafs )
STJPERINTENDIN~E NQINEER Ministry of Shipping and Transport ( Roads Wing )
sH(ay~o;s;y STANDARDS )
Director General, IS1 ( Ex-o&i0 Member )
Director ( Ci; Engg )
SHRI M. SADASIVAX
Assistant Director ( Civ Engg ), IS1
2IS:11293 ( Part 1 )- 1986
hdian Standard
GUIDELINES FOR THE DESIGN OF
GROUT CURTAINS
PART 1 EARTH AND ROCKFILL DAMS
0. FOREWORD
0.1 This Indian Standard (Part 1) was adopted by the Indian Standards
Institution on 26 February 1985, after the draft finalized by the
Foundation and Substructure Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 There are various measures for seepage control which are given in
IS : 8414.1977*; one of which is grout curtain. This standard covers the
design of grout curtain for earth and rockfill dams.
0.3 Design requirements for a grout curtain depend on its function, for
example, when the grout curtain is designed to function as the principal
measure of seepage control and it constitutes the main seepage barrier,
it shall be of adequate depth and width and the permeability within the
grouted zone shall be reduced to acceptable limits. On the other hand
the grout curtain may be considered as a complementary measure of
other seepage control measures. In such cases the curtain is essentially
an exploratory line of closely spaced holes aimed at sealing the wider and
more open cracks and voids so that the efficacy of the system is not
impaired by excessive concentrated seepage along the major cracks joints
and voids. The method of grouting is covered in IS : 6066-1985t.
0.4 This standard is being prepared in two parts; Part 2 covering
masonry and concrete dams is under preparation.
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 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.
*Guidelines for design of under-seepage control measures for earth and rockfill dams.
$Rpcommendations for pressure grouting of rock foundation in river valley projects
( firJt r.?&ion ) .
$Rules for rounding off numerical values ( rcviscd ).
3IS : 11293 ( Part 1) - 1985
1. SCOPE
1.1 This standard covers the design of grout curtains in alluvium and
rock when used as principal measure of seepage control.
2. GROUT CURTAINS IN ALLUVIUM
2.1 Choice of Number of Rows of Grout Holes
2.1.1 In alluvium and other type of pervious soils, multiple rows of
holes are necessary for effective sealing when the curtain constitutes the
principal seepage barrier. The choice of numbers of rows of holes is
governed by the following considerations:
a) In heterogeneous formations effective sealing may be achieved on
the central row or rows, the outer rows being employed primarily
to block the open passage and seal the larger voids so that over
travel of the more fluid grout injected through the central rows is
prevented; and
b) The curtain width should be adequate to ensure adequate
resistance to leaching and internal erosion.
2.2 Resistance of Grout to Internal Erosion and Leaching
2.2.1 The ratio of the width of the curtain to the hydraulic head
across the curtain depends on the nature of the grout material and the
formation treated by the grout. Clay cement and bentonite cement grout
injected into coarse sand and gravel are known to have withstood
hydraulic gradients as high as 7 : 1. Prolonged laboratory tests of one
year duration have indicated virtual permanence of the clay-cement-
bentonite grout for specimens of grouted sand and gravel subjected to
gradients as high as 20. On the other hand the softer bentonite silicate
grouts used for treatment of medium sand may be eroded at gradients of
the order of 10. For permanent curtains hydraulic gradient for bentonite
silicate grout have been restricted to 3 : 1. Bentonite silicate grouts
should be used with caution since their behaviour is very much dependent
on the nature of bentonite, and its reaction with the fluidifier and salts in
the soil. ,
2.2.2 Silicate aluminate gels are known to be stable and are known to
withstand hydraulic gradients of 4 : 1 or even higher. Data presently
available indicate that acrylamide grout are permanent. The permanence
of other types of grouts need to be investigated, and their application is
not advised for important and permanent curtains. For permanent
curtains choice of grout materials is generally limited to clay cement,
bentonite and silicate aluminate grouts.
4IS : 11293 ( Part 1) - 1985
2.3 Curtain Width
2.3.1 The curtain width should be ‘chosen on the basis of following
criteria:
a) The curtain width at the core contact should match the core base,
us’ually width in the range of l/3 to l/5 head is provided
( Fig. 1 );
D13 OR HI3
WHICHEVER IS LARGER
Recommended Maximum Curtain Width
WI 0 H/3 to H/5 for stable grouts clay cement, bentonite cement.
Ws = H/7 Sodium silicate - aluminate, acrylamide.
FIG. 1 GROUT CURTAINS IN PERVIOUS SOILS
b) The main curtain should extend to rock or impervious stratum
and the width should be reduced from the width at core contact
to the main curtain width. Usually this is achieved in a zone of
about 2 the depth of the pervious alluvium;
The main curtain should have two or more rows depending upon
the requirements of strata. For clay cement silicate aluminate
grouting the main curtain should have a width of l/7 head; and
The residual head, downstream of the curtain measured as excess
head with regard to tail water should be 20 percent or lower of
the total head from tail water to head water. This reduction in
head is achieved by appropriate choice of curtain width and by
bringing about sufficient of permeability in the curtain width.
Usually grouting is effective when the post-grouting permeability
values are brought down to one hundredth of initial values.
5IS : 11293 ( Part 1) - 1985
3. GROUT CURTAINS IN ROCK
3.1 Curtain Width
3.1.1 For effective control of seepage in large zones of fractured and
jointed rocks it is necessary to treat the contact of the core and rock
foundation by blanket grouting. The depth of blanket grouting hole
should be at least 6 m.
3.1.2 The normal practice of splitting the spacing starting with an
initial spacing of 6 to 12 metres is recommended for each of the rows.
The final spacing would be related to the spacing of joints and normally
3 metres spacing may be necessary, but special geological condition may
require closer spacing.
3.1.3 The main curtain would consist of one or more rows of holes.
In the first row grouting operations are carried out by split spacing
method. If the permeability can be brought down to 5 lugeon with a
final spacing of 3 m or larger, a single line curtain would be adequate.
If further drilling and grouting of holes at closer spacing is required,
two line curtain should be preferred.
3.2 Types of Grout in Rock
3.2.1 Normally for grout curtains in rock, neat cement grout should be
used and if admixtures are used to reduce cement consumption, only
non-colloidal fillers such as fine sand, flyash may be used. For grout
curtains in rock colloidal admixtures such as bentonite would not be
normally permitted since the addition of bentonite/clay would reduce the
resistance of grout to internal erosion and leaching. Use of such
admixtures should be combined with sand in small quantities, about
2 percent by weight of cement, to obtain a more pumpable grout mix.
3.3 Depth of Curtain
3.3.1 The depth of the curtain shall be related to the design of the
drainage system and the depth to an essentially impervious and
inerodable rock formation. In stratified rock and in massive igneous or
crystaline metamorphic rock an impervious formation may often be
established at shallow depth below rock surface and 3 metres would be
sufficient penetration of the grout curtain into such formations.
3.3.2 Grouting cannot be relied upon to prevent internal erosion in
clayey or silty gauged zones and solution cavities filled by heterogenous.
mixture of clay, silt, sand and rock fragments.
6IS t 11293 ( Part 1) - 1985
3.3.3 In such cases, it is essential to excavate and backfill seems in the
entire core contact zone and blanket if necessary special care is needed
when material filling seams consists of silt and dispersive clay vulnerable
to erosion.
3.3.4 The grout curtain should normally extend to relatively imper-
vious rock of permeability 3 lugeon or less. When this cannot be realized
due to deep pervious formations the curtain should extend to a depth
ranging from H/3 to H with reference to the core and core rock contact.
The greater depth may be necessary up to reservoir head when the rock
contains seams and defects vulnerable to internal erosion.
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5502.pdf
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IS:8502-1988
Indian Standard
,--
\ GENERAL REQUIREMENTS FOR
1\ _: ’
SMOOTH-WHEELED DIESEL ROAD ROLLER
( Second Revision )
UDC 625.084-843.6
@ Cofiyright 1988
I’- 7 BUREAU OF INDIAN STANDARDS
\ .# :
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 .Nouember 1988IS: 5502.1988
Indian Standard
GENERAL REQUIREMENTS FOR
SMOOTH-WHEELED DIESEL ROAD ROLLER
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was following conditions and also not suffer any
adopted by the Bureau of Indian Standards on damage, if kept idle under the following
29 July 1988, after the draft finalized by the conditions:
Construction Plant and Machinery Sectional
Committee had been approved5 by the Civil a) Temperature between - 10 and 6O”C!,
Engineering Division Council.
b) 100 percent relative humidity at any
0.2 Smooth-wheeled diesel road rollers are temperature up to 29”C, and
generally employed for compaction of different
types of soils under various conditions, initial c) Wind velocity up to 120 km/h.
rolling and finish rolling of bitumen macadam,
water-bound macadam, hot and cold asphalt, If specified by purchaser the roller shall be
and to improve the condition of subgrade, sub- able to work at a temperature between -3O~and
base and the base of pavements. Their selection 60°C. In case no test is carried out for the above
is governed by the types of job and the charac- conditions, the manufacturer shall give a
teristics of the material to be compacted. In warranty ( for a period of 12 months from the
general, they are the best type for use where date of commissioning or 18 months from the
crushing action is needed. This standard is date of supply, whichever is earlier ) for per-
intended to deal with the essential features of formance of equipment in the above conditions.
smooth-wheeled diesel road rollers to serve as
guidance to both the manufacturer and the 0.5 Fpr the purpose of deciding whether a parti-
purchaser. cular requirement of this standard is complied
with, the final value, observed or calculated,
0.3 This standard was first published in 1969
expressing the result of a test, shall be rounded
and revised in 1980. This revision incorporates
off in accordance with IS : 2-1960”. The number
modifications with regard to material of different
of significant places retained in rounded off
parts and turning radii ( inner and outer ) for
value should be the same as that of the specified
different sizes of rollers have been added
value in this standard.
0.4 The roller shall be so designed that it can
operate satisfactorily without damage in the *Rules for rounding off numerical values ( r&scd ).
1. SCOPE the dead weight with its basic equipment includ-
ing the weight of all tools, with full fuel tank and,
1.1 This standard lays down the requirement for if applicable, sprinkling water tank~half full, full
material, size, design, construction and perfor- hydraulic oil tank and an addition of 75 kg for
mance of smooth-wheeled diesel road rollers. the operator.
2. TERMINOLOGY
2.4 Overlap of Rolls - The portion of track
2.3 For the purpose of this standard, the follow- covered by front roll being repeated by one of
ing definitions shall apply. the rear rolls. In case of three-wheeled roller it
is 50 mm minimum.
2.1 Line Pressure -The load on the roll
divided by the width of the roll expressed as
2.5 Rolling Width - The total width of the
N/mm.
road covered by the front and rear roller.
2.2 .Nominal Weight - The nominal weight
of road roller without ballast corresponds to the
2.8 Tandem Roller - Machine having two
dead weight with its basic equipments.
rolls of approximately the same width, set one
2.3 Operating Weight -The operating weight behind the other SO that they operate in succes-
of road roller without ballast corresponds with sion on the same track.
1IS : 5502 - 1988
2.7 Turdng Radii 4.1.7 Springs -shall be manufactured from
suitable grade of wire conforming to IS : 4454
2.7.1 Turning Radius (Outer) - The radius of (Part 1 )-1981*.
the circle described by touter edge of thefront
roll while the roller is executing its sharpest 4.1.8 Steel Tubes - shall conform to IS : 1239
practicable turn. ( Part 1 )-1979t and IS : 1239 ( Part 2 )-1982:.
2.7.2 Turning Radius (Inner) - The radius of 4.1.9 The clutch plate shall be of carbon steel
the circle described by the inner edge of the rear hardened and tempered to a minimum tensile
roll while the roller is executing its sharpest strength of 686 N/mmz.
practicable turn.
4.1.10 The stalk ( K Pin ) shall be of carbon
2.8 Turning C~ircle - This corresponds to the or alloy steel with a minimum tensile strength of
diameter of the circle which will ericlose the 617 N/mme. All gears of intershaft, first inter-
outermost projection of the roller with all its shaft, and final drive pinion shall be of alloy
basic equipment while executing its sharpest steel quenched and tempered to a minimum
practicable turn. tensile strength of 686 N/mmz. The teeth of the
gears shall be case/surface hardened to ~hardness
2.9 Wheel Base - The horizontal distance bet-
between 57 to 60 Rc to a depth of 1 to 1’5 mm.
ween the centres of front and rear axles.
The second and third intershaft and differential
shaft shall be of carbon or alloy steel having a
3. SIZES
minimum tensile strength of 617 N/mmz. The
3.1 The sizes of the roller shall be designated by differential bevel wheels shall be of alloy steel
the nominal weight of the equipment ( unballast- hardened and tempered to a minimum tensile
ed ). This shall be of the following sixes: strength of 921 N/mniJ.
1.5 to 3 tonnes, 4 tonnes, 6 tonnes, 8 tonnes 4.1.11 The bevel pinion shall be of alloy steel
and 10 tonnes. suitably heat treated, case/surface hardened
between 44 to 48 Rc to a depth of 0.8 to l-1 mm
NDTE 1 - The operating weight of the roller shall be and the tensile strength shall not be less than
within &5 percent of the nominal weight. 686 N/mm2.
NOTE 2 - In sizes 4, 6, 8 and 10 tonnes, provision
4.1.12 The front and hind axles shall be of
shall be made for 20 to 30 percent of ballasting.
carbon steel conforming to IS : 1570 ( Part 2 )-
4. MATERIALS 1979$ with a minimum tensile strength of
617 N/mmz.
4.1 Materials used for the construction of smooth-
wheeled diesel road roller shall comply with the
5. CONSTRUCTION
requirements given under 4.1.1 to 4.152.
4.1.1 Steel Sections, Bars and Plates - shall con- 5.1 The construction of the smooth-wheeled
form to IS : 226-1975*. diesel road roller shall, in general, be robust and
capable of withstanding continuous strain likely
4.1.2 Mild Steel Sheets - shall conform to IS :
to be imposed during the operation over rough,
1079-1973t.
rocky or soft grounds.
4.1.3 Steel Castings - shall be of suitable
5.1.1 All parts of the roller requiring frequent
grades conforming to IS : 2707-1982: and
replacement or constant attention or periodic
IS : 1030-1982§.
servicing shall be easily accessible without dis-
4.1.4 Carbon Steel Forgings - shall be of suit- mantling any fittings or parts.
able class conforming to IS : 2004-197811.
5.2 Main Frame - The main frame shall be
4.1.5 Grey Iron Castings - shall be of suitable made of structural steel with rolled steel channels
grade conforming to IS : 210-19788. ( or other suitable sections ) cross-braced and
stayed or all welded plate chassis made of suitable
4.1.6 Rivet Bars - shall conform to IS : 1148- thickness of mild steel plate to form a rigid unit
1982** or IS : 226-1975*.
to ensure perfect alignment of the engine and
transmission throughout the life of the road roller.
*Specification for structural steel ( standard quality )
( jifth revision ) .
TSpecification for hot rolled carbon steel sheet and *Specification for steel wires for cold formed springs:
strip (third r&ion ). Part 1 Patented and cold drawn steel wires - unalloyed
#Specification for carbon steel castings for surface ( secondr evision ) .
hardening ( second revision ). tMild steel tubes, tubulars and other wrought steel
SSpecification for carbon steel castings for general fittines: Part 1 Mild steel tubes I fourth revision ).
engineering purposes ( third revision ). fMild steel tubes, tubular; and other brought steel
I/Specification for carbon steel forgings for general fittings: Part 2 Mild steel tubular!, and other wrought steei
engiueering purposes ( secend revision ). pipe fittings ( third ret&w ).
l/Specification for grey iron castings ( third r&ion ). &Schedules for wrought steels for general engineering
**Specification for hot rolled steel rivet bars ( up to purposes: Part 2 Carbon steels ( unalloyed steels ) ( JFrrt
40 mm diameter ) for structural purposes ( third twin+ ). Nuision ) .
2IS:5502-1!388
All main working parts, that is, engine, steering
The front roller assembly shall be fitted into this
head, radiator, gear box, differential gears, rear
unit and after assembling its clearance with fore-
axle, etc, shall be carried on the main frame and
carriage shall be at least 12 mm for smooth
shall not be attached to the superstructure. The
operation of machine.
pressure balancing device shall also be housed
within the frame members. 5.6 Rolls - Front and rear rolls shall not be
5.3 Pressure Balancing Device - Pressure less than 22 mm and 32 mm thick respectively
balancing device shall comprise a heavy trolley and shall be fabricated from heavy section of
borne weight with arrangement of being clamped heavy steel section of mild steel plates conform-
at desired poiition, and shall be movable along ing to IS : 226-1975* and shall be electrically
the length of a main frame so that with the welded. The hubs shall be fitted with renew-
weights in the forward position and appropriate able bushes. The rolls shall be so designed that
quantity of ballast in the rollers, pressures per they can be ballasted with sand and water.
unit contact area in front and rear could be
equalized for surface finishing. 6. ENGINE
5.4 Clutch - The clutch shall be of the heavy
6.1 The prime mover shall be a diesel engine
automotive double acting single-plate, quick-
conforming to Class B of IS : 10000 ( Part 7 )-
release type controlled by a single hand lever.
19807. The engine shall have adequate horse
A forward or backward movement of the lever
power, capable of operating the road roller, as
shall give a corresponding direction of travel to
mentioned in 6.1.1.
the roller in any gear setting. The lever control-
ling the clutch shall be locked in the selected 6.1.1 The roller shall be capable of giving its
position-forward, neutral or reverse-by a spring full output up to 1 500 m altitude, but space shall
loaded catch which engages in a notched quadr- be available to mount a higher horse-power
ant. The different positions of the lever shall be engine to cater for operation up to 5 000 m,
obtained by releasing the spring loaded catch. when so required.
The clutch shall be of steel and its lining shall be
6.2 The diesel engine shall be provided, with
brass wire woven. The pressure ring used in
hand or electric or hydraulic or spring starting
such clutches shall be cast iron,
gear. The electric starter, when provided, shall
In an alternative design of cone clutch, the
be on a 12 V/24 V electric system. Arrange-
clutch drum shall be of cast iron and clutch
ments may also be available for hand cranking
cone shall be of aluminium casting provided
when electric or hydraulic or spring starters are
with clutch lining of brass-wire woven type.
provided.
5.4.1 If required, hydraulic coupling may be
provided. The hydraulic coupling unit shall 7. FUEL SYSTEM
generally be fitted between engine and clutch to
ensure the smooth take-up of the drive, and to 7.1 The fuel tank shall be of sufficient capacity
reduce shocks to the engine and transmission to provide a minimum of 8 hours ( depending
while scarifying. upon size ) running on full load. The filling
orifice shall incorporate a removable filter and
5.5 Fore-carriage Assembly - The arrange-
ment of steering from the fore-carriage shall be shall be of such size and SO placed that filling by
jerricans, without the aid of a funnel, presents
robust and ensure uniform pressure over the
no difficulty. Alternatively, a hand operated
width of the front rolls. The arrangement shall
semi-rotary pump shall be provided. A captive
ensure adequate articulation of the steering roll
filler cap shall be provided for the filling orifice
about the trunnion pins so that it may accommo-
and the method used for venting the thank to
date up to a minimum 13” inclination without
atmosphere shall be such that no fuel spillage
disturbing the stability of the machine. The
occurs, when the machine is travelling with the
fork shall be of cast steel conforming to IS :
tank completety full. The draw off from the
1030-1982” or of fabricated steel conforming to
fuel tank to the engine shall leave 5 percent dead
IS : 226-19757 and shall be machined after
volume below it at any operating angle up to 12”.
proper seasoning in case of the former. The
A plug shall be provided for completely draining
steerage quadrant shall be of cast steel conform-
the tank. A fuel gauge or dip stick calibrated
ing to IS : 1~030-1982* or carbon steel conforming
to IS : 2004-19781 having a minimum tensile in litres, shall be fitted to the tank. If required,
_a hand operated semi-rotary pump shall be fitted
strength of 539 N/mmz. The fore-carriage shall
to the plant in a position suitable for pumping
be of cast steel conforming to IS : 1030-1982*
fuel from containers on the ground to the fuel
or fabricated steel conforming to IS : 226-1975t.
tank. The pump shall be completed with hose
*Specification for carbon steel castings for general engi-
neering purposes ( third revision ). *Specification for structural steel ( standard quality )
tSpecification for structural steel ( standard quality ) ( J;fth revision ) .
( &VI revision ) . *Methods of tests for internal combustion engines:
#Specification for carbon steel forgings for general Part 7 Governing tests for constant speed engines and
engineering purposes ( second reuision ). selection of engines for use with electrical generators.
3and suction strainer which shall be of such 10.1.1 A hydrostatic transmission may be tised
diameter as to admit entry to the 50 mm with or without gear box. In such a case suit-
opening in 180-litre drum, The suction hose able arrangement should be provided to tow the
and strainer shall be secured in such a position machine in case of emergency.
as to keep it dry and free from road dirt. Fuel
10.2 Differential Shafts - When the final
filters of adequate capacity shall be incorporated
drive is through the differential shafts,~its pinions,
in the system.
and bevel wheels and bevel pinion shall be of
steel as specified in 4.1.11.
8. RADIATOR
11. BALLASTING
8.1 A radiator of adequate capacity shall be
provided in water cooled engines as recommend- 11.1 Ballasting shall be done by the addition of
sand or water or any other suitable material to
ed by prime mover manufacturers to keep the
temperature of the coolant always within the the rolls which shall be made hollow. Filler
holes provided in each roll shall be so placed as
permissible limits. The temperature of the
coolant shall not exceed a temperature 12°C to facilitate easy filling and complete draining of
the rolls.
below the boiling point. The radiator shall be
resiliently mounted to withstand road shocks 11.2 The weight distribution on the front
transmitted through the frame. A drain tap and rear rolls of the roller unballasted shall be
shall be provided in the radiator. within the following limits:
9. POWER TRANSMISSXON a) 30 to 40 percent of the weight of the
machine on the front rolls, and
9.1 The power from ihe prime mover shall nor- b) 60 to 70 percent of the weight of the
mally be transmitted to the rear rolls in case of machine on the rear roll(s).
three-wheeled roller. However, provision shall
12. BRAKES
be made for locking the differential when work-
ing on soft ground, or on steep gradient when
12.1 Fully self-wrapping, internal/external, ex-
using a scarifier or to overcome wheel spin.
panding/contracting, shoe/band type brakes
acting on the machined inner/outer surfaces~of
9.2 The road rollers except those in size 1.5 to 6
the brake drum shall be provided using suitable
tonnes shall be provided with minimum of three
brake lining and controlled by a foot pedal or by
road speeds in forward and reverse direction,
a hand wheel or lever independently. The hand
the range of speeds shall be as given in Table 1.
brake, which is operated by screw type hand wheel
-----__I_
or lever, shall be placed to the driver’s left hand
TABLE 1 LIMITS OF ROAD SPEEDS FOR POWER
or right hand side as the case may be. This brake
TRANSMISSION
may be used for parking as well as to assist the
SL No. SIZE OF GEAR SPEED, FORWARD AND foot brake while the roller is going down a steep
ROLLER REVERSE gradient. Adjustment for wear on the brake lin-
~__-__-__-_-h----__- 7
ing shall be provided. The foot brake shall be
First Second Third
capable of stopping the roller instantaneously.
Gear Gear ~Gear
(1) (2) (3) (4) (5) 13. STEJERING
tonne km/h km/h km/h
i) 1’5 to 6 1.5-1’9 2.50-3 13.1 Turning radii in case of three-wheeld rollers
( see Fig. 1 ) shall not be more than the values
ii) 8 and 10 1.70-2.25 2*75-3.30 Gto 10
specified in Table 2.
9.3 Switchover from forward traverse to reverse 13.2 Power Steering - If desired by the pur-
traverse shall be with the help of a clutch which chaser, power steering system may be provided
can be operated while the roller is moving. Pro- with the rollers of size 8 and 10 tonnes. The
vision shall be made for locking the clutch in both system may he of hydraulic power steering or
positions to prevent inadvertent operation. mechanical power steering. In both the systems,
there shall be arrangement of disconnecting power
10. GEAR BOX units and reinstating hand steering quite simply.
14. GRADIENT
10.1 Gear box shall be of cast iron or FG 200
of IS : 210-1978” or fabricated from welded mild
14.1 Rollers of all sizes shall be capable of
steel plates. All gears of intershafts shall be of
operating on a gradient of 1 in 5 in both ballast-
alloy steel.
ed and unballasted conditions at the first gear
speed on firm, hard and even sub-soil in forward
*Specification for grey iron castings ( third revision ). or reverse drive.
4IS : 5502 - 1988
the operator from the snn and the rain. End
WHEEL BASE
and side curtains shall be provided.
17.1.1 Other types of awnings may also be
fitted provided equivalent performance is ensured.
17.2 Cab - If required, a cab may be provided
in place of awning. The cab shall be of fabri-
cated steel construction and fitted with large
safety glass windows in all four sides. The cab
shall completely enclose the operator’s station.
Windscreen wipers shall also be fitted. Provision
for exhaust outlet pipe shall be in the rear corner
of the cab. If desired by the purchaser, suitable
heating arrangement may be provided.
18. ACCESSORIES
18.1 Scarifier - If required by the purchaser,
two or more types shall be provided for rollers of
FIG. 1 TURNING RADII OF THREE-WHEELED sizes 8 and 10 tonnes. These shall be fitted behind
one of the rear rolls.
ROAD ROLLER
18.2 Scraper - Spring loaded or fixed bar type
TABLE 2 TURNING RADII FOR THREE- scrapers to act in either direction shall be fitted
WHEELED ROLLER
for rear roll and front roll. The scraper shall
( Clause 13.1 )
cover the full width of the roll. Elongation holes
SLNO. SIZE OF TURNINQ TURNING in the blades shall permit adjustments of gap
ROLLER RADIUS- RADIUS- between the blade and roll surface. Blades shall
INNER OUTER be reversible to ensure maximum life. Spring
(Ri) Wo)
tonnes mm mm pressure shall be adjusted by means of a spring
retaining nut for spring loaded scrapers.
(1) (2) (3) (4)
i) 1.5 to 3 2 200 3 400 19. CONTROLS
ii) 4 and G 2 900 4 400
iii) 8 and 10 3 450 5 800 19.1 Following controls shall be provided and
shall be easily accessible to the operator:
15. WATER SPRINKLING
a) Starting and stopping arrangement for
15.1 Water sprinkling system shall be provided prime mover;
for front and rear rolls with separate control. b) Gear shifting lever;
15.2 The minimum capacity of the water tank 4 Parking brake lever;
shall be as given in Table 3. 4 Forward or reverse clutch;
4 Pedal brake;
TABLE 3 MINIMUM CAPACITY OF WATER TANK
f) Water sprinkler valves;
SL No. SIZE OFROLLER MINIXUMC APACITYO F d Accelerating lever;
WATER TANK
Tonnes Litres h) Hand steering wheel;
3 Differential lock;
(1) (2) (3)
i) up to l-5 50 k) Heater button ( cold starting device ), if
required; and
ii) Above 1.5 and up to 6 100
m>
iii) Above 6 200 Control for wiper, if fitted.
19.2 Instruments - The following instruments
16. DRIVE-R’S SEAT
shall be provided:
16.1 An adjustable and comfortable seat shall be
a) Ammeter;
provided for the driver.
b) Oil pressure gauge; and
16.2 The engine fitted in the front side and any
c) Oil temperature gauge, if required.
other fitting to the sides of the machine shall be
such that the operator shall have clear vision at 19.3 Optional Instruments - The following
all sides of the machine from his sitting position. instruments may be provided:
17. AWNING AND CAB a) Water temperature gauge,
17.1 Suitable, robust sheet steel awning with b) Fuel gauge, and
heat insulating lining shall be provided to protect c) Hour meter.
5IS: 5502- 1988
20. LIFTING AND TOWING ARRANGE- have clearly marked on it the following infor-
MENT mation:
20.1 Each roller shall be fitted with a suitable a) Manufacturer’s name and address;
means at only the rear end of the roller for
‘4 Year of manufacture;
towing purposes.
4 Machine reference number;
21. LUBRICATION 4 Engine make and serial number, bhp
and rev/min;
21.1 Adequate lubrication of all moving parts
shall be provided keeping the maintenance sche- e) Roller size;
dule as simple as possible. f) Diameter of the rolls; and
g) Line pressure under the rolls with and
22. SAFETY REQUIREMENTS
without ballast,
-22.1 Safety guards for moving parts shall be
provided. The parts, which are exposed to 26. INFORMATION
atmosphere and are liable to become defective
26.1 The following particulars shall be given
due to dust, shall be covered adequately.
with each roller:
22.2 Reflectors at front and rear, at near and off 4 Unballasted weight;
side of the roller, shall be provided to show the
b) Water, sand, etc, ballasted weight;
presence of the roller at night to the other
vehicles using the road, 4 Forward and reverse speed;
4 Specification of engine;
22.3 Two travelling electric lights at front and
one at the rear end of the roller shall be pro- e) Line pressure on front and rear rolls;
vided. f> Rolling width;
g) Diameter of rear roll;
23. TOOLS AND INSTRUCTION
MANUALS h) Width of rear roll;
j> Diameter of- front roll;
23.1 A strong tool box with a lock and a key,
containing the necessary tools for normal running k) Width of front roll;
adjustments and lubrication of machine together 4 Wheel base;
with instruction manual, operator manual along
4 Overlap of rolls;
with the maintenance schedule and an inventory
of the tools shall be provided along with the P) Length;
roller. A spare parts book shall be supplied. 9) Height with awning or cab;
r) Turning radius - Inner and turning
24. FINISHING
radius - Outer;
24.1 All exposed parts of roller shall be painted s) Turning space;
with suitable anti-corrosive protective paint.
t) Fuel tank capacity;
25. MARKING u) Sprinkler tank capacity;
25 1 Rating Plate - Each roller shall have a w) Hydraulic oil tank capacity, if used; and
rating plate firmly attached to some part which Y) Capability for negotiating gradient speci-
will not be easily removable. The plate shall fying the surfaces.
6f3”-REA” OF INDIAN STANDA-RDS
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
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 3 31 01 31, 3 31 13 75
NEW DELHI 110002
*Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 362499
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 2 1843, 3 16 41
CHANDIGARH 160036
Southern : C. I. T. Campus, MADRAS 600113 41 2442, 41 2619, 412916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 96
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48, 2 63 49
AHMADABAD 380001
Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 38 49 55, 38 49 56
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, 667 16
T. T. Nagar, BHOPAL 462003
Ptot No. 82183 Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5 Ward No. 29, R. G. Barua Road, 5th By-lane, -
GUWAHATI 781,003
6-8-66C L. N. Gupta Marg ( Nampally Station Road ), 23 10 83
HYDERABAD 600001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 63471, 69832
117/418 B Sarvodaya Nagar, KANPUR 208005 21 68 76, 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 1411421, University P.O. Palayam, TRIVANDRUM 695035 6 21 04, 6 21 17
Inspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, Shankar Nagar Square, 2 51 71
. . . . NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, 27 68 00
P.O. Princep Street, CALCUTTA 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
BOMBAY 400007
Printed at Printograph, New Delhi, India
|
7207.pdf
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IS 7207 :1992
v77399nq
Indian Standard
CRITERIAFORDESIGN OF GENlikATOR
FOUNDATION FOR HYDROELECTRIC
POWERSTATIONS
( First Revision )
UDC 621*311*21-217
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May J992 Price Group 3Hydroelectric Power House Structures Sectional Committee, RVD 15
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Hydroelectric Power House Structures Sectional Con;mittee had been approved
by the River Valley Division Council.
The generator foundation of a hydro-power station takes various -forms depending mainly upon the
shaft arrangement. In the case of vertical shaft generator, its foundation is located almost directly
over the spiral casing. For horizontal shaft generator, the foundation is in the form of rectangular
block with a recess in the middle for housing the air coolers. Design of foundation of vertical
generator comparatively is more complicated as it involves configuration comprising more structural
elements as against that of the horizontal generator which generally has mass concrete foundation.
It is virtually impossible to deal with all possible variations in generator foundation arrangement.
Hence use of general procedures described in this standard should be based on sound engineering
judyement of the design.
This standard was first published in 1974. This revision has been taken up in the light of the
comments received from the members. The major modifications made in this first revision are as
follows:
a) The hydraulic thrust has been included under necessary data.
b) Important design considerations have been included.
c) A separate paragraph on block-outs is included.
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 1’. The number of
significant places retained in the rounded off value should be the same as that of the specified value
in this standard.IS 7207 : 1992
Indian Standard
CRITERIA, FOR DESIGN OF GENERATOR
FOUNDATION FOR HYDROELECTRIC
POWER STATIONS
( First Revision )
1 SCOPE g) The operating and runaway speed of the
machine; and ,~
This standard deals with the guidelines and
criteria for design of generator foundations in h) Maximum rise in temperature of air
surrounding the machine.
hydroelectric power stations.
2 REFERENCES 4 GENERATOR FOUNDATION
ARRANGEMENT
The following Indian Standards are necessary
adjuncts to this standard: 4.1 The generator consists of stationary and
rotating parts. The stationary parts mainly
ZS No. Title comprise of wound stator, top and bottom
brackets housing thrust and guide bearings.
456 : 1978 Code of practice for plain and The rotating parts include generator rotor,
reinforced concrete ( third revision ) ( spider : rim and field system ) exciter armature
800 : 1984 Code of practice for general const- and permanent magnet and generator rotor.
ruction in steel ( second revision ) 4.1.1 In a vertical shaft machine, wound stator
and bottom bracket directly rest on the
1889 : 1984 Criteria for earthquake resistant
foundations. Top bracket rests on stator top.
design of structures ( fowth revision)
The weight of the rotating parts of the generator
2974(Part3): Code of practice for design and as well as of turbine and hydraulic thrust is
1975 construction of machine founda- transmitted through thrust bearing bracket.
tions : Part 3 Foundations for Guide bearings are provided for maintaining the
rotary type machines ( medium alignment of the shaft.
and high frequency ) (jirst revision ) In case of horizontal shaft generator, the
stator and the rotor generally rest on a common
3 NECESSARY DATA
bed plate through pedestal bearings.
3.1 The following information should be finalized
4.1.2 Generators are classified mainly in three
by the structural engineer in consultation with
categories depending upon the location of the
the electrical engineer, mechanical engineer and
thrust and guide bearing as follows:
generator manufacturer:
4 A detailed diagram showing plan and a) Umbrella type in which thrust bearing
I section of generator and its foundations; and one guide bearing are below the
rotor;
b) A detailed drawing showing sizes and
location of all anchor bolts, pipe sleeves,
b) Semi umbrella type in which thrust
pockets, bus ducts, embedded parts, access
bearing and lower guide bearing is
ways, etc; below the rotor and one guide bearing
cl A detailed loading diagram indicating is above the rotor, called upper guide
points of application of all loads and bearing; and
forces considered in foundation design as
c) Suspension type in which thrust bearing
given in 5. In the diagram not only the
is located over the rotor and one guide
load but also the location direction and
bearing is above and another below the
areas over which these loads will be
rotor; the one above is called upper
distributed should be indicated;
guide bearing and the other one as lower
4 The complete weight of the machine as guide bearing.
well as separate weights of rotating and
stationary parts; 4 _. 1.3 Generator foundations are designed
keeping in view the above categories. These
e) Hydraulic thrust; comprise lower bracket support, stator support
f> The capacity of rated output of the and barrel/housing of steel ‘or concrete. Lower
machine ; bracket and stator supports may be continuous
1IS 7207 : 1992
circular or polygonal rings or in form of number bearing in case of suspension type machines )
of raised pedestals and lower bracket foundation resting on the stator support on the stator
may also be continuous or discontinuous foundation, which also take the static load.
cantilever. The barrel/housing may be
6.2 The loads and forces given in 6.2.1 to 6.2.11
constructed in cast-in-situ reinforced concrete or
should be considered for designing the generator
in pre-cast steel framed reinforced/prestressed
foundation. Some of the loads. listed below may
concrete units properly secured to each other or in
not be applicable to any particular generator
steel.
foundation. Any other load peculiar to any
4.2 Generator Foundation Types foundation arrangement and recommended by the
turbine or generator manufacturers should be
The shape and configuration of generator considered. Final design loads should be
foundation largely depends upon: ( a > the shaft established through close co-ordination with the
arrangement, whether the shaft is vertical or manufacturers and electrical and mechanical
horizontal, and ( b) location of the thrust bearing. engineers. F
The details of foundations, however, may also
vary depending upon the design and configuration 6.2.1 Dead loads from civil works.
of the equipment. For the purpose of this
6.2.2 Live load on floors transmitted to the
standard, the generator foundation is broadly
generator foundation.
classified under the following categories:
a>R CC polygonal or circular foundation 6.2.3 Vertical load on stator sole plate which
may comprise the following:
with thrust bearing on top of stator
and provided with either RCC or steel 4 Weight of permanent magnet generator,
generator housing ( see Fig. 1 ). wherever applicable;
b) RCC polygonal or circular foundation b) Weight of pilot and main exciter, wherever
with combined thrust and guide bearing applicable;
located below the rotor ( see Fig. 2 ).
4 Weight of thrust bearing, generator, rotor,
4 Steel pit liner cylindrical or truncated shaft, turbine rotating parts and hydraulic
cone shape independent of surrounding thrust ( for suspended type generators
concrete ( see Fig. 3 ).
only );
d) RCC frame with columns/walls and 4 Weight of top guide bearing;
beams;
d Weight of top bracket, stator flooring and
4 RCC dome ( see Fig. 4 ). stator; and
f) RCC foundation for -horizontal shaft f) Any other load due to equipment on the
arrangement ( see Fig. 5 ). generator foundation, recesses in the pit
liner housing gate operating servomotor,
5 SOME IMPORTANT DESIGN
etc.
CONSIDERATIONS
6.2.4 Vertical load on lower bracket, which may
5.1 Special care should be taken to avoid the
comprise the following:
danage to foundations against vibrations.
a) Weight of lower bracket, brakes and jacks;
5.2 In case of use of horizontal jacks for
transferring the load through the thrust bearings b) Load while lifting the rotor on jacks,
at the top of the generator to the barrel around wherever applicable; and
location of the jacks. This portion should be
designed as a ring to take hoop tension, moments c) Weight of thrust bearing generator rotor,
and shears for worst combination of loads during shaft, turbine rotating parts and hydraulic
normal running of machines, at the time of thrust ( not applicable for suspended type
erection and at the time of double short circuit of generator ) .
the rotor windings. 6.2.5 Torsional load, which may comprise the
following: I
6 LOADS AND FORCES
a) Maximum tangential force at the stator
6.1 The generator foundation is to transfer
sole plate due to short circuit in stator
static as well as rotating forces due to stationary
winding; and
and rotating parts. Rotating parts generate
torsional as well as radial forces. In case of b) Tangential force at lower bracket sole plate
urn brella/semi-umbrella machines, these static due to braking or bearing friction torque,
and dynamic forces are transferred down to sub- wherever applicable.
structure mass concrete through lower bracket
resting on the lower bracket support end through 6.2.6 Radial force, which may comprise the
upper bracket ( lower as well as through thrust following:
2IS 7207 : 1992
4 Radial force on stator sole plate/RCC during the machine in action from that of average
generator housing due to one sided magnetic surrounding tempeature. However, a minimum
attraction; and of 25 mm bars at 30 cm centre-to-centre should
be provided on both the faces in both directions.
b) Radial force on lower guide bearing due to
one sided magnetic attraction. 6.2.12 All possible combinations of forces and
loads should be examined for evaluation of critical
6.2.7 The loads on a horizontal shaft generator
moments, shears and thrust on the generator
on a common bed plate may comprise the
foundation. However, the maximum radial force
following:
due to one sided magnetic attraction caused due
a) Weight of stator, rotor, pedestal bearing to short-circuiting of half of the rotor poles need
and bed plate; not be considered alongwith seismic loads. *
b) Weight of overhang exciter and runner; 7 EFFECT OF VIBRATJONS
c) Maximum vertical force due to short 7.1 To take the effects df vibrations into account
circuit in stator; guidance may be taken from IS 2974 ( Part 3 ) :
1975. Further in a hydro-electric power station
d) Bearing reaction due to unbalanced jets; foundation, should be checked against the effects
and of runaway speed.
e) Axial hydraulic thrust. 8 BLOCK-OUTS
6.2.8 Forces Due to Eccentricity in Rotating Parts 8.1 Efforts should be made to provide minimum
Although each generator should be well balanced, possible number of block-outs in the concrete
yet certain unbalanced forces, caused by the fact barrels. For supporting purposes steel plate/flat
that the centre of gravity of rotating parts may not embedments be used for welding the supporting
exactly coincide with the axis of rotation, which brackets instead of providing block-outs for
induce foundation vibrations, should be accounted grouting bolts. For making block-outs wherever
for in the design of foundation in consultation unavoidable, thermocole form-work be used which
with the manufacturers. gets dissolved in petrol instead of wooden one.
Provision of block-outs for tightening the bolts at
6.2.9 Yibrations Due to Unequal Ground Settlement both the ends be made for effective installation
Vibrations may also be induced due to change in of the bolts, wherever possible, well designed
verticality of the shaft as a result of unequal non-shrink grouts be used for grouting of the
ground settlement which may take place over time bolts.
during the course of operation.
9 MATERIALS AND PERMISSIBLE STRESSES
6.2.10 The generator foundation should be 9.1 Reinforced Concrete
designed for seismic loads in accordance with
IS 1893 : 1984. It should conform to IS 456 : 1978.
6.2.10.1 In case of generator foundation located 9.2 Structural Steel
in seismic zones the sole plates for stator and
It should conform to IS 800 : 1984.
bottom brackets should be anchored not only
vertically and transversely but also radially. 9.3 Permissible Stresses
6.2.11 Forces Due to Temperature and Shrinkage Permisible stresses should be taken in accordance
with IS 456 : 1978 and IS 800 : 1984.
Forces due to temperature variation and shrinkage
in generator foundation should be catered for in 9.3.1 Concrete and steel stresses may be suitably
tht: design. The temperature variation should be reduced to take care of indeterminacy of
taken as the difference of temperature developed loads/structure and dynamic forces.
3IS 7207:1 992
PLAM
P1A.N
SECTIONALEL EVATION SECTIONAL ELEVATION
PI = vertical force on stator sole plate P, = vertical force on s’ator sole plate
PZ = tangential force on stator sole plate PZ = tangential force on stator sole plate
Pa = radial force on stator sole plate ( direction assumed; Pa = radial force on s~a:cr sole plate ( direction assumed;
may act in any direction in horizontal plane ) may act in any direction in horizotal piane )
Pt = vertical force on lower bracket sole plate P4 = vertical force on lower bracket sole plate
P, = tangential force on lower bracket sole plate P, = tangential force on lower bracket sole plate
Pg = radial force on lower brackesto le plate P, = radial force on lower bracket sole plate
P, = radial force on RCC generator housing ( present P, = radial force on RCC generator housing ( present
only if bracing provided between housing and top only if bracing provided between housing and top
bracket ) bracket )
FIG. 1 RCC CIRCULAR GENERATOR FIG. 2 RCC OCTAGONAL GENERATOR
FOUNDATION WITH THRUST BEARJNG ON FOUNDATJON WITH CONBIND THRUSTAND
TOP OF STATOR GUIDE BEARING LOCATED BELOW THE
STATOR
4IS 7207 : 1992
UPPER GUIDE
STEEL BARREL
SCROLL CASE
NOTE - Load is transferred through the thrust bearing which is mounted on the barrel.
FIG. 3 STEEL PIT LINER TRUNCATED CONE SHAPED FOUNDATION
WITH THRUST BEARING SUPPORTED ON TURBINE TOP COVER
FIG. 4 DOME TYPE GENERATOR FOUNDAT ‘IONIS 7207 : 1992
+ + *
l
6
_-+--_
4 OF ALTERNATOR -’
I
..
Wi
3
. l I l +
PLAN SECTIONAL ELEVATION
PI = vertical load
PZ = horizontal component of bearing reaction ( direction assumed )
pa = axial hydraulic thrust ( direction assumed )
FIG. 5 RCC GENERATOR FOUNDATION FOR SHAFT ARRANGEMENTStandard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards
Act, 1986 and the Rules hand 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 the Standard Mark may be granted
to manufacturers or producers may be obtained from the Bureau of Indian Standards.Bureau 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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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
A
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 $hat they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving
the following reference:
Dot : No. RVD 15 ( 4399 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices:
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Printed at Progresive Printers, Shahdara Delhi, India
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962.pdf
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IS 962 : 1989
lndian Standard
CODE OF PRACTICE FOR ARCHITECTURAL
AND BUILDING DRAWINGS
( Second Revision )
First Reprint JUNE 1993
UDC 721’021’22
@ BIS 1991
BUREAU OF INDIA-N STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1991 Price Group 11Planning, Byelaws and Dimensional Co-ordination Sectional Committee, BDC 10
CONTENTS Page
1. SCOPE . . . . . . . . . . . . 1
2. REFERENCES . . . . . . . . . . . . 1
3. SIZES OF DRAWINGS . . . . . . . . . . . . 1
4. LAYOUT OF DRAWINGS . . . . . . . . . . . . 1
5. REPRODUCTIONO F DRAWINGS .-. . . . . . . . . . 3
6. FOLDING OF PRINTS . . . . . . . . . . . . 3
7. SCALES . . . . . . __. . . . 3
8. PROJECTION . . . . . . . . . . . . 3
9. LINE WORK . . . . . . . . . . . . 6
10. LETTERING AND DIMENSIONING . . . . . . . . . . . . 8
11. GRAPHICAL SYMBOLS . . . . . . . . . . . . 9
12. ABBREVIATIONS . . . . . . . . . . . . 24
13. CONVENTIONALR EPRESENTATIONO F MATERIALS IN SECTION . . . 27
..I
14. NUMBERING OF BUILDINGS AND PARTS OF BUILDINGS . . . 27
. . .
15. DESIGNATIONO F ROOMSA ND OTHER AREAS . . . . . . 31
. . .
16. COLOURING THE PLAN . . . . . . . . . . . . 31
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards on
3 April 1989, after the draft finalized by ,the Planning, Byelaws and Dimensional Co-ordination
Sectional Committee had been approved by the Civil Engineering Division Council.
It has been found desirable to codify the numerous architectural and building drawing ofhce practices
followed in the various architectural and civil engineering departments, so that the drawings prepared
in any office can be read without fear of misinterpretation. The purpose of this code is to establish
certain conventions, in order to avoid confusion, increase speed and achieve quick identification
wherever this is reasonably possible.
This standard was originally published in 1967. The present revision has been undertaken with a view
to updating the contents of the standard. The revision takes into account international drawing
practices. In this present revision recommendations with regard to sizes of drawings, scales, line
work, lettering and dimensioning and nomenclature of buildings have been aligned with international
practice.
Considerable assistance has been derived in the formulation of this code from the fJlowing standards
published by the International Organization for Standardization:
IS0 2595 : 1973 Building drawings - Dimensioning of production drawings - Representation
of manufacturing and work sizes
IS0 4067 ( 2 ) : 1980 Building and civil engineering drawings - Installations - Part 2 Simplified
representation of sanitary appliance
IS0 4C07 ( 6 ) : 198.5 Technical drawings - Installations - Part 6 Graphical symbols for supply
w:iter and drainage systems in the ground
IS0 4157 ( I 1 : !9SO Building drawing - Part 1 Designation of buildings and parts of buildings
IS0 4157 ( 2 ) : 1952 Technical drawings - Construction drawings designation of buildings and
parts of buildings - Part 2 Designation of rooms and other areas
Ihls stancia~d d!m covers nomenclature of floors and storeys at present covered in IS 2332 : 1972
‘Nume:iclature of foors and storeys’, consequently this standard is withdrawn. The present nomen-
clature is based on international practice but the earlier provisions of IS 2332 : 1972 rerat~ug to
mezzanine, galleries and basements have been retained.IS %2:1989
Indian Standard
CODE OF PRACTICE FOR ARCHITBCTURAL
AND BUILDING DRAWINGS
( Second Revision )
1 SCOPE 3.3 Special Elongated Sizes ( Second Choice )
1.1 This code lays down the recommendation for When a sheet of greater length is needed, one of
sizes, layout, reproduction, folding of prints, scales, the sizes in Table 2 should be used.
projection, line work, lettering and dimensioning,
graphical symbols, abbreviation, representation of Table 1 Preferred Sizes
materials in section, numbering of building,
( C/ause 3.2 )
designation of rooms and other areas.
I
I Designation Dimension, mm
2 REFERENCES
(1) (2)
2.1 The following Indian Standards are necessary A:: ”: 548492140 xxx 85149 114 8 9
adjuncts to this standard:
IS No. Title A4 z;: “x 4;;
9609 Lettering on technical draw-
( Part 1 ) : 1983 ings : Part 1 English characters
Table 2 Special Elongated Sizes
10711 : 1983 Sizes of drawing sheets ( C/awe 3.3 )
10713 : 1983 Scales for use on technical I Designation Dimension, mm
drawings
(1) (2)
10714 : 1983 General principles of presenta-
I A3 x 3 420 x * 891
tion on technical drawings
A3 x 4 420 xl 189
I A4 x 3 297 x 630
10720: 1983 Technical drawings for stru-
A4 x 4 297 x 841
ctural metal works A4 x 5 297 xl 051
11665 : 1985 Technical drawings - Title
These sizes are obtained by extending the shorter
block
sides of a formaf of the A series to lengths that
are multiples of the shorter side of the chosen
3 SIZES OF DRAWINGS
basic format.
3.1 Selection and Designation of Sizes
3.4 Exceptional Elongated Sizes ( Third Choice )
The original drawing should be made on the
When a very’ large or extra elongated sheet is
smallest sheet permitting the necessary clarity and
essential, one of the sizes in Table 3 should be
resolution.
used.
The choice of sizes of the original drawing and its
These sizes are obtained by extending the shorter
reproductions shall be made from the series shown
sides of a format of the A series to lengths that
in 3.2, 3.3, and 3.4 in that order.
are multiples of the shorter side of the chosen
Drawing sheets may be used with their longer basic format.
sides positioned either horizontally or vertically.
4 LAYOUT OF DRAWINGS
3.2 Sizes Series A ( First Choice )
4.1 General
The preferred sizes of the trimmed sheets, as
selected from the main A series, are given in For details about layout of drawings reference
Table 1. shall be made to IS 10711 : 1983.
1Table 3 Exceptional Elongated Si+es‘ +“C$&ere$e. A system of straight consecutive
‘numbering will be found to meet general
conditions. In an organization,, where several
f secf;ioK a& #&ged-$l( $iffe&$t$pes ‘of
’ dra’wings, ‘it’ may. be convenient -to ’ issue
(1) m -<: i “byty!e~ oE_nurnber~~g*rhe various sections.
‘.J
A0 x 2 1 iSY x 1 652 b) It will be advantageous to indicate the date of
A0 x 3 I 189x 2 523* ,the drawirag along with the drawing number
1’ and separated by a hyphen or a dash. This
Al x3 811 ix1 '7YI
will limit the serial numbering of drawings
Al x4 841 x 2 378*
to one calendar year, a fresh serQ being
+2,.(,,\$ ; ,o;_,,. .( : , : 594 x.12 61 started every year. Location of old d&winas
A2 x 4 594 x 1682
?'j2 ,;A2,krS.:.: . 594 k 2 102
A3 x 5 .' ' 420~~ 1486 4.3.2 L&c+& o’f.lsiige’~~+~nst~~~~o~~r o$.c;‘,works,’
A3 x 6 420 x 1783 whert?,‘Y$!i$” series of -.draw?ngs; for example,
A3 x 7 " 420 x.2 MO
archi~~iira~-dr~~iiigs’~:‘,~~~ructil~~!’.dr~ii;ings,. con-
A4 x 6 297 v I.261 structional drawings, phmibing ‘drawings, electrical
_ms.-,. .
!- -%y.x. I.,,: ,, ,, 297 x 1471. drawings and mechanical drawings aqe~m&e;, ,the,:
A4 x 8 297 x I682 drawing number of such series Shalf be’ pregxed”
297 x 1 892 with&tters ~@,~_&&i~CI’iP , ,&u-n&M respectively.
For practicltl reasons the use of these sizes is no1
4.3.2.1 When a drawing covers several sheets for-
convenience in handling, as in the case: & a
longitudinal section of a railway or road project,
the satneimimber should bec:ggivent o all the sheets’:
in thesenies:.tiith the consecutive sheet number
4.2.1 Drawings shall record all aheratians or revi- given withjn, brackets after the sub-number. -For
sions mnde from time to time. A convenient form example, ‘a sheet ~shdUL8b e’ designated as k 65- 1 I
is a . p ,a n *.e -l . giving the revision number ( or letter ), ( 4 ocJ(). $ whjch_,wilI.&tica]e (hat the drawingQ$
da@iXne,ori)art revised, brief record and dated the fourth of 10 sheets &fiyb7number I I of project
in@a&-of~heapprov~ng authority.. R 65. All such sheets should be of the same size.
!>;’._ .‘I -:: ?SIV!, , ,$ i :.:;.‘.a, ;_;\; : : i 1: i., j
4.1.2 The panel’for revision and any other infor- :
4.3.3 &key diagram. showing the index of sheets
m;btion anc@ary. to the revision should be con- 1
should be, gjienJB where necessary, at the. .bottom!
ti uous withthe title-block and read from bottom :
of the sheet ~%ibrcate’a:t’~ fa,nce all the drawing
u k ards and’may run horizontally or vertically sheets contigtfous $otb’t%e”ihp&r‘ t inder consideration.
wiL_h” r e,_s_p e1c_t ‘It bI the drawing sheet.
“2il j I’:; ‘_‘.:,_\ ’ i:i’; :: cjo::; :yq-I . ;$a&. !
4.3&.Thc:. method of assigning revision number 4.4”iepetitibn of Drawing iNumber
va&t with,tgpes of drawings and each organiza-,
tio&or.f; architect’ may adopt suitable internal
system, but in all cases, care shall be taken that
the record of revision is so tied with the drawing
that: li&:ili’~e asily found. This is particularly
necessary on large sheets.
L: .::I,,’
4.2;a.Thc number and date of revision shall be
added in the revision panel.
4.%:~N~mbe&g of Drawing Sheet
4.#$,‘A methodical system of numbering of draw-’
iugs is’esse~ntial. The system of numbering drawings
shall be a matter of individual departments or
firms to decide but, in general, the following rules
are recommended:
a) A register, book or master file shdild’ be
~ ,,:,. used for the systematic allocation of draw-
ing numbers with a card index for ready
24.5 Additional Information r 6.2 The recommended method of folding embodies
Gt he following features:
4.5.1 For details about additional information x. ,-..,. ,
reference shall be made to IS 11665 : 1985. a) The. metho“‘._ d allows drawings to be unfolded
and re-folped yh.eJ attached to other papers
5 REPRODUCTlON OF DRAWlNGS wit& fhe necessity‘ fdr- removal from the
file and. w.ithout the..possibil\ty f the print
5.1 Original d&wings and tracings are noqn@lv
being torn. Lower portioo of tx e left-hand
preserved carefgllly and copies are used in w&b
margin of the sheet may de cut after retain-
shop or on sites. The following types of +b$s t
ing 297 mm long top pdrtion in order to
are in common use.:
piovide for filing the drav$s in the files.
a) Dyel@e 1 !r i t@~‘*~@d-+‘b~ exposing b) All maps and plans are tool&d io final size
sensitize P”p ap&-@ light in cbntact with the
for conven+nce of recordiin $ffi ‘e files.
origisai. i tr$n&&ent draw i$$ !They are ..I _. .‘.
devel&$ & $%duce p+i!ive copies by c) There is no‘necessity ‘to Qpefi u a drawing
t
m&an&of admonia’gas br in ynii-dry process to see what it refers to a$ the title block,
by.!a light .bpplication of liquid developec, which gives, the particulati thb drawings,
The copy! gives b&X, line -tin, semi-dry is visible on the bottomjrig. fht -hand corner
process and.blue lines with amt@onia procegs of the folded drawings. 1 .’ j
on a white or tintep~~,~~grou.~di _ _, Ir. I ..- _ I. _._)
d) Plans may be opened OUCe tisild by holding
b) Ferro-prussiatG.or blue prints are developed firmly the tbp left-hand bolmer pnd pulling
by immersion in water. They have been the bottom right-hand codne?. j
largely superseded by dyeline’ prints. - 1 -I I - 3 I
Cl Projection ( photographic ) copying on 6.3 The foil&kg: ‘~~c$q&m_ @$ bk$adopted in
photo-sensitive materials: paper, fil$, and i the order icdidated: ._. ____ ,_
. . 4
translucent paper, permits a cnange or scale,
a) Always fold vertically first,
enlargement or reduction. To conserve filing
space, for security purposes and safety in 1 b) Fold @-@ontally next,
storage and transport, originals can be : c) Folded drquingtc I%%?%??&c;&
photographically reduced on to film. These
d) Title block to be on the topmost fold for
reductions can be enlarged to make working
-easy r&rem.-_-, .I. “.~_W ___+-~_~.._.-.--.-~T -.i
,::copies or they can .be mspectea;. ;aP t
!
enlarged scale in a viewer, in w@c“ ti &lie:
The” different stages of folding are indic+tefl i+
-- sim crea eg ne
.
is]
-
,p rdj6t ‘d
&
On to 3 ground ‘ ji# l_$t Fin
-
. 1 for SOme of the sizes.
f i
Ir
*
4 Copies ti$iCh-- are to be water-cbioured 7 SCALES
should bi mide an-%iZtt-or rot@-.paper.
7.1 The scales shall be chosen in
^_,__I ..
e) R&& ~cop$ ~~~~‘~~& on pho&&&tive IS 10713 : 1983.
materials, c@$ ?bslucent paper and. can be
produced frOm.opaque originals. The repro- 7.2 The recommended scales i for use on tedh& ‘1
dur$i:otis are bade; by -contact .&$ must drawings are specified in Ta@e 4. _. _ ___ . - f _- i ! P:
the‘rifore be of the same size as thd driginal. I :! :
5.2 All the above.‘p&esses, except ferro- russiate, Table 4 Recommended Scales 1i :; j
- _ ^ .;. . - _. -- - __.
can pro&k translucbnt copies from whi Ph ;futthet:
Category J Recommended Scale4 > j ’
cooies c& be made. $hese ~LIYo eryusef@fot the 1 I - !
preparatibn of drawings showing serviqes’ (,pipe
En\argeEent scalps
run, etc ) which ‘ad bC examined on tv trahslu-
c,,\ ;:
cent copy. i E Full size
5.3 The dimensions,;’ ~~~cl;ness’-~~tie~~~ara- Reduction scales
cteristics of the lines %&id-’ be kept-in- \;iew while ’
preparing drawing fo %~ ~i~~-fkbmin+ --’ “~4
6 FOLDING OF PRINTS _ . - “. “_..I\. .~_I”_._ I._.__._- _..___ i ._k...f.
6.1 The method of folding prints of drawings for 8 PROJECTION_ _._ _. :. _ _ .A
storing in filing cases, attaching to correspondence
files, or for binding in special reports is illustrated 8.0 For detdiWal>isur flitMplt_ df p?eWtation,
in Fig. 1 and IA. reference shall be made to IS 10714 : 1983.
3^_. ._. _
“‘7’
I?~~-r;irsXi~l~~ ~i~~&bn&‘&at in which each _.-- b) The view ‘fro& b&%@a~ed underneath, “:
view is so placed that it represents the side of the
c) The view fro& thFieft placed on the left, :
object remote; from it in the adjacent view ( see __ “,_L.-, ~. .“__ .,.
d) The view’ fr&n’the right placed on the righi,
Fig. 2 ).
and
8.1.1 With reference Jo the front vie?, the other
e) The vi& from ,the rear may be placed on
views..+Te arrapged ” f&fl?%s: ~
the left or on the rigtit as foun$gonvenient.
4) I%e vie$v fqom abok%pIaiqd underneath, 9 LINE WdRK I z
&Tbe viek from below placed ab&g,
9.i All lines shall be d&se’ clean and black to
C), e vie+ fro& left <pla&#do djthe right,
produce good p&s. For hetails reference shall
b$ e viek from‘b_&t placed+n the, left, and
_.b e,m . .a . de I^.t _o -..I -S -J -O - 714 : lp83.’
e)’ e view from thk Bar ‘x&y be* placed on
the left @r on the right as found convenierit. ,.. 9.2 TY~wfL~~q”_, _I
The types and thickness of line shown in the
~~~...~~i~~..aogl~p _rojecilo.n.is that. in which each Table 5 sh6utd be used
view IS so placed that it represents the side of the
object near to it in the adjacent view ( See Fig. 2 ).
In cases where other-types or thicknesses of line
This method h&s the important advantage that the
r-are used for sij-Ci~~~l%ld~o, r if the lines specified
features of adjacent views are m juxtaposition;
in the table are used for applications other than
thus it issasier thdn tht lirst angle projection in
; those detailed in the last column of the table, the
projec&i$ one iview from the other,, when drawing,
t cunven$ions adopted must be indicated or explained
and ;&s@<..easi&in associating those features when
f by notes on the drawing concerned.
dime@ydmg qr reading draujing.
! I 9.3 Thiikaess of Lipes
8.2.1 $h reference to the. fro&view, the other
views are arranged as follo&: ’ 7,wo tl$ckheGes of’iines are used. The ratio of
;h&;O&k ts- the -&in Bine shall not be less than
a) The view from above placed above, : .
A A
. PI.& WY** -r-
FIRST : ANGLE PROJECTION COMBINATIQN Qf FIRST AND
THIRD ANGL.E PROJECTIONS
I ” -- -.
C ;’ ‘j i ” I
/
PERSPECTIVE ‘WOJIC?KW. L lsowrtlric l ROJLCVION
.f .Y;. .^
‘.. *me_ i1. ‘:’ For al* “i&s of &&&ce $ ,$+!;J&j”Q&! Qge
The thick&s b:f ii& should dk %&en -ac&rding
to the &&-&id tbiype of tb drawing:f@n the thickness”af lines should he the sap?e, $_ -::, .; I _tjs i
following range: , :’ j/ ,i ?,.‘>,. <‘I ;:>: .,fJ,,ri
9.4 Spacing of Lines
‘0~18,0*2~~‘0’~5,‘b.$‘~?, !, lS4.and]2ri$+~’
.. . The minimum space between p&&t$i”%Y& i&%-
’
ding hatching, should never be less than. tw’ce t e
NOTE 2 dwing to ;fifficuld& iii’kertain ‘tiethods of
reproduction, the line thickness ,af .0.18. mm should thickness of the heaviest lit&. it is ‘r&o:binn ! &d” 2 d
be avoided. ’ that these spaces should never be lee, t&+n@lT:mrp.
i _. ‘,Ii ., t._, :i :‘, :.:i., i ;.,.,.!T:
., I <
Table 5 .,; !;:iii., ,
,/), -.?/: i.. I . .
t :: ,:. ( &use 9.2 ) I :.: J s, (.i.Zli
I i I ,. y I,
Lirrq 1 ; Description
*
‘Continuous thick Al Visible outlines : ‘. rl j 1‘
A.’ ” I. IL.1
A2 Visible edges
; /_‘. !^ .a *! I. 1 : ( t ,,6 . 6’ . .: i 1
,.. :. ,:-,t;. / ., ;: ::-i, Conntinuous thin Bl Imaginary linesbf intersectioh ” I!*
I3. ‘I . ‘,i, ,; ,. 8:. ( straight or curved ) B2 Dimenstiti .lin&s 1 7 _, :,,.- *.;i ,
:,::,. ‘:, 2 ,/. I.., :i* B3 Projection lines ’ .I is i rid “-1~
‘.’ B4 Leader lines
Btj Hat&fig ’ “.: >.i.S.ir!
Ia I I . _
i B6 Ou~tlUIInis~of’revblLed keot&M?~ M&e
I 31 I 2
1 B7 Short centre lines
Cl : :’ : ;.i”_.!
!
Limits ,of partid ..or ftite y3,uatc.d
views and sectians, ifSthy, p,n& 1s
0 Continuous thin? not a chain thiii,lint
( straight ) with zigzags. hf
t____.--j Dashed thick El Hidden outlibes*
,.W. 1, I ,I%2 ~Hidden.&g&
Fi’ ‘Hidden outl$+
F _ - _ _ _ _ - )_ _ _ _ Dashed thin
; ,. -” _. F2 H.idden.edgek’xs
1 Chain thin / Gl Centre lines j
~_~_~_~~._~ I G2 Lines of symm+ry :?,
G .I** 1 .,_,” :c G3 Traj&toi+$ :
} Chain thin, thick at 1 Hl Cutting planes
en& and changes of
direction
H 1--‘-- ..- _I
*Although two alternatives are available, it is recommended that on any one drawing, only one type of line
be used.
tTbjs type of line is suited for production of drawings by machines. * ’ ’
7IS 962 : 1989
10 LElTERING AYD DIMENSIONING 10.2.2 Termination of Dimension Lines
10.1 For details of lettering reference shall be 10.2.2.1 Single dimensions, chain dimensions and
made to IS 9609 ( Part I ) : 1983. parallel dimensions
The termination of dimension lines shall be
10.2 Dimensioning
represented by short oblique lines, drawn at 45”
clockwise from the projection line ( Fig. 4 and 5 ).
10.2.1 Notation of Dimensioning
10.2.2.2 Superimposed running dimensions
10.2.1.1 Projection lines ( also called extension
lines ) and dimension lines shall be drawn as thin, The common datum point of running dimensions
continuous lines. shall be represented by a dot surrounded by a
circle. The termination of dimension lines shall be
10.2.1.2 Starting a short distance ( to avoid con- represented by open 90’ arrowheads ( Fig.
fusing with other lines on the drawing ) from the 6 and 7 ).
outline, projection lines shall generally be drawn
10.2.3 Inscription of Dimensions
perpendicular to the associated dimension line,
and shall extend slightly beyond them ( Fig. 3 ). 10.2.3. L Single dimensions, chain dimensions
and parallel dimensions
10.2.1.3 Intersecting projection lines and dimen- Dimensions shall be placed near the middle of,
sion lines shall be avoided wherever possible. above and clear of the dimension line. The figures
Otherwise they shall simply cross each other ( no shall be oriented so that they can be read from the
special designation at intersections ). bottom or from the right of the drawing ( Fig.
4 and 5 ).
10.2.1.4 Dimension lines shall generally be unbro-
ken except, in certain cases, for the insertion of a 10.2.3.2 Superimposed running dimensions
size.
Dimensions shall be placed near the arrowhead:
10.2.1.5 An axis, reference line or outline shall a) in line with the projection line ( Fig. 6 ), or
never be used as a dimension line, but may be b) where there is no risk of confusion, above
used as a projection line. and clear of the dimension line ( Fig. 7 ).
DIMENSION \
4240
/
TERMINATION
DIMENSION LINE
All dimensions in millimetres.
FIG. 3 SINGLE DIMENSION
All dimensions in millimetres.
FIG. 4 SINGLE DIMENSIONS AND CHAIN DIMENSIONING
8IS 962 : 1989
I
All dimensions in millimetres.
FIG. 5 PARALLELD IMENSIONING
I-y-;
10.2.6 Units of Dimensioning
Dimensioning shall be done normally in
millimetres. The symbol for the unit may be
omitted provided that a prominent note is added
stating the unit in which all the dimensions of the
drawing are expressed. In case other units of
I-- dimensions are used, these shall be denoted by
=: z z specific notations.
0 2
h m In 2 11 GRAPHICAL SYMBOLS
All dimensions in millimetres.
11.1 Symbols ‘are in constant use on small-scale
FIG 6 SUPER-IMPOSERDU NNINGD IMENSIONSa)
I drawings and it is considered that time would be
saved and confusion avoided if a standard rann
of symbols is extensively used.
11.2 Careful attention shall be given to the size of
these symbols, having due ragard to the scale of
PROJECTION the drawings. Wherever practicable, they shall be
drawn to scale, Some symbols may have to be
slightly enlarged for the purpose of clear indica;
tion.
DIMENSION
11.3 Windows, Doors, etc
1
1510 Generally, window openings ,shall be defined in
elevation, and doors, screens and sliding windows
on the plan. Symbols for windows are shown in
Fig. 8. The point or. apex of two lines crossing
(ARROWHEAD1 the ventilator or casement indicates the hinged
All dimensions in millimetres. side.
FIG. 7 SUPER-IMPOSREUDN NINGD IMENSIONbS)
11.4 Symbols for electrical installations shall be
as given in Fig. 9.
10.2.4W here the structure is framed, all dimen-
sions should be related to the column or stanchion
11.5 Symbols for gas fittings shall be as given in
centres, which, in turn, are related to the building
Fig. 10.
line.
10.23 Where the structure is of wall-bearing 11.6 Symbols recommended for sanitary appliances
construction, dimensions should be related to the and general fitments shall be as given in Fig. 11
rough unfinished wall faces. and 12.
9IS 962 : 1969
VERTICAL VERTICAL HORIZONTAL TOP HUNG
CENTRE HUNG SLIDING CENTRE HUNG
BOTTOM HUNG SIDE HUNG SlDE HUNG
RIGHT HAND LEFT HAND
WINDOWS
SINGLE LEAF SINGLE LEAF DOUBLE LEAF DOUBLE LEAF
SINGLE SWING DOLIBLE !3Wl16 SINGLE swiirlG DOUBLE SWING
SIDE IiUNG CENTRE HUNG FOLDING DOUBLE LEAF
SLIDING-FOLDING DOORS AND WINDOWS
SLIOING REVOLVING
DOOR WITH ROLLING SHUTTER ROLLING SHUTTER
PROJECTED HINGES EXTERNAL INTERNAL
DOORS
FIG. 8 GRAPHICAL SYMBOLSF OR DOORS AND WINDOWS
10IS 962 : 1989
NAME SYMBOL NAME SYMBOL
Main fuse-board without O-
Counterweight pendant
switches, lighting
Rod pendant OR
Main fuse-board with switches,
lighting
OC
Chain pendant
Main fuse-board without
switches, power
0
Light bracket
Main fuse-board with switches, 0 ml
Batten lampholder
power
0
Water-tight light fitting Wf
Light plugs Bulk-head fitting D
Power factor capacitor ( when
installed remote from the II
Power plug
lamp unit )
1 -’ a
Fluorescent light ( single )
Distribution fuse-board
without switches, lighting
t I
Fluorescent light ( double )
Distribution fuse-board with
switches, lighting
Lighting outlet connection to
0
an emergency system
Distribution fuse-board
without switches, power
Choke (when installed remote
from the lamp unit)
Distribution fuse-board with
switches, power /
One-way switch
Main switches, lighting Two-way switch V
Intermediate switch
Main switches, power v
Pendant switch
Meter /P
Pull switch
Single light pendant
f
FIG. 9 SYMBOLSF OR ELECTRICALI NSTALLATIONS- Cod
11IS 962 : 1989
NAME NAME SYMBOL
Bell push @I
Socket-outlet, 2 pin 5 amp
Bell _R
Socket-outlet, 3 pin 5 amp
Buzzer H.
Socket-outlet and switch
combined, 2 pin 5 amp
Indicator ( at ‘N’, insert lol
Socket-outlet and switch number of ways )
combined, 3 pin 5 amp
Socket-outlet, 2 pin 15 amp
Telephone instrument point
public service
Socket-outlet, 3 pin 15 amp
A
Telephone instrument point
internal
Socket-outlet and switch
combined, 2 pin 15 amp
Socket-outlet and switch
combined, 3 pin 15 amp
Telephone cable distribution
board public service
Convection heater
Electric unit heater
iA
Telephone cable distribution
Immersion heater board internal
Thermostat
Telephone private exchange
Immersion heater with
public service
incorporated thermostat
Self-contained electric water
heater
Telephone private exchange
or internal
Humidistat
FIG. 9 SYMBOLS FOR ELECTRICAL INSTALLATIONS- Conld
12IS 912 : 1989
NAME NAME SYMBOL
*Relay ( at ‘N’, insert the Aerial
number of ways )
Ceiling fan
Synchronous clock outlet
Impulse clock outlet Bracket fan
Master clock Exhaust fan
Fire alarm push
Fan regulator
Automatic contact
Cooker control unit
Ball connected to fire alarm
T
Earth point
Fire alarm indicator (at ‘N’,
insert number of ways ) 4
Surge diverter
t
+b
Pilot or corridor lamp
Amplifier
Indicator ( buzzer may be IEI
Control board added, if required )
Relay l- z !l
Microphone outlet
-e
Reset position
Loudspeaker outlet
Horn or hooter 03
Receiver outlet Siren
. . .
*This general symbol is applicable to any system
by the addition of an identifying symbol ( appropriate
to a particular system ) in the upper half, for example,
bell system relay.
Where items of ogerations are combined, the
;y$& may be combmed, for example, indicator
FIG. 9 SYMBOLS FOR ELECTRICAL INSTALLATIONS
13IS 962 : 1989
NAME SYMBOL NAME SYMBOL
One-way cock, full way,
One-way cock, bench type bench type
Two-way cock, full way,
bench type
Two-way cock, bench type
One-way cock, full way,
o- wall type
I
Three-way cock, bench type cc
z--
I
Two-way cock, full way,
wall type
Four-way cock, bench type 0
Front control, lead only, 0
bench type
0D =-
One-way cock, wall type,
Eb
side inlet Front control for cock,
bench type
Two-way cock, wall type,
side inlet Ledge cock
FIG. 10 SYMBOLSF OR GAS FITTINGS
NAME SYMBOL NAME SYMBOL
LJ0
Bath
Shower tray
u
0
Bidet
Wash basin 0
//
FIG. 11 SYMBOLSF OR SANITARY INSTALLATIONS- Contd
14I!3 962 : 1989
NAME SYMBOL NAME SYMBOL
1 0 I
Corner lavatory basin Cleaner’s sink
L7- l
Laundry sink
Trough lavatory, wall type
WC
Trough lavatory, island type
lml
TL
0 V0
Urinal bowl
Circular washing fountain 0
Urinal stalls
r
0
Single sink, left hand
drainer
Industrial
washing
trough
Double sink, left hand
drainer
0
Pedestal drinking fountain
DF
Single sink, with
t~;ie drain
Drinking fountaio, wall typd
0
Double sink with
double drain
Floor trap Fl'
board
FIG. 11 SYMBOLSF OR SANITARY INSTALLATIONS
15Is 962 : 1989
NAME SYMBOL NAME SYMBOL
0
Hot water cylinder HWC
Hot or cold water drain off
I+
Heating feed and expansion cl
-T
tank
Drain cock
DC
F 6 EXP T
Hose tack t f
-a-
Stop valve or sluice valve Hose bib
-7
Fire extinguisher
Mixing valve, hand control
-T-
FE
-a--
+
+ Fire cock
Mixing valve, thermostatic
+
Safety valve
IlItc
Change of pipe size
Fire cock
1
--IOk Fire hydrant
Water meter
WM
SP
Sprinkler
0
t
Horizontal calorifier with I<
tubular heat exchanger
Pump a-
I’
Vacuum pump
Horizontal calorifier with ---I
annular heat exchanger I 1
L-B-.
Gully cl
0
G
Vertical calorifier with tubular
heat exchanger
Grease trap cl
0 GT
Vertical calorifier with annular I-\
heat exchanger I ‘,’ I Rain water heed I
RWH
El
0
Hot water tank Rodding eye
HWT RE
FIG. 12 FITMBNT SYMBOLS- Contd
16IS 962 : l9g9
NAME SYMBOL NAME SYMBOL
Manhole or inspection Stair UP
I
chamber
MH OR IC
Cold water cistern Cooker
cwc
cl
MH No
Refrigerator I?
Intercepting trap and freeh
air inlet
Wash boiler, ‘G’ gas, ‘E’ electric cl
WBG
Vent inlet
Washing machine, wringe type
Vent outlet
cl
Washing machine, automatic
Rain-water outlet AW
Radiator 1 1 Centrifugal dryer I 0
R
7
Unit heater Cabinet dryer
Iol
\ /
\ 0
L,
Convector L’
Rack dryer 0 "1
0 1
w-4
Surface panel, wall type
Laundry tray, single
Surface panel, ceiling type
Laundry tray, double
cl
Embedded panel in cast-in
ceiling
!---y
Embedded panel in suspended Ironing machine
ceiling L .-. -J c
r-----y ____I
Embedded panel in cast-in floor i ; Built-in ironing board ,r’ \
L _____ J -_a_ --.
:
__--
CE
Unit heater P
Surfacing ironing board
Towel rail uzl
TE? Bed
FIG. 12 FITMENT SYMBOLS
17I!3 962 : 1989
11.7 The following types of lines, as appropriate, iit) The initial letters of the words: rise, drop,
shall be used to distinguish between different from above, from below, to above, to below,
types of drains and pipes: are used to denote the route of vertical
pipes, thus:
a) A line consisting of medium length, dashes,
for soil or combined drains:
Upward Flow
I) Through flow to space above TA
b) A dotted chain line, for surface water drain: ii) Through flow from space below FB
iii) Both directions combining (i) and (ii) R
-.-.- __._. _.-.-.-
Downward Flow
NOTE - Lines to indicate drainage systems are
frequently drawn on the reverse side of the relevant i) Through flow to space below TB
drawing.
ii) Through flow from space above FA
c) A large chain line, for pipes at high level or iii) Both directions combining (i) and (ii) D
in roof space:
11.7.1 A vertical pipe on plan is shown by a dot
-.-.-._.V._.__ in conjunction with one or the other of the abbre-
viations given in 11.7 (g). If the pipe is housed
in a chase in the wall, the dot is shown inside the
d) l~veull line, for pipes at skirting or floor wall, surrounded by a rectangle with one face flush
with the wall and the note ‘1N CHASE’ is added.
If the pipe is encased, the dot and the rectangle
are shown outside the thickness of the wall and
4 An interrupted dotted line, for pipes under the note ‘ENCASED’ is added.
floors. Two lines used in the same fashion
shall denote ventilating ducts, the distance 11.7.2 Identification letters shall be used to denote
apart denoting the width: the services thus:
. . . . . . . . ,
air, A; drainage, D; electricity, E; fire service,
F; gas, G; oil, 0; refrigeration, R; steam, S;
f 1 The direction of flow of fluid in a pipe shall
water, W.
be indicated by means of an arrow head
thus:
11.8 Symbols for rolled steel sections are given
Rise and direction of in IS 10720: 1983.
flow Rise: 1 in 50
Fall and direction of II.9 Conventional signs for land survey plans are
flow Fall: 1 in 50 given in Fig. 13.
NAME SYMBOL NAME SYMBOL
Village as surveyed: Wells fitting and other compo-
nents for supply water and OCI
a) Open drainage system in the
ground - General Symbol ‘1
Rain
b) Walled water well ( street inlet )
Inspection well ( cleaning well )
Deserted site x
a) manhole
b) cleaning well
FIG. 13 SYMBOLS FOR LAND SURVEYING - ContdI!3%2:1989
NAME SYMBOL NAME SYMBOL
Draining welt
Swamp or marsh with cultiva-
tion
Manhole and protection pipe
Reeds in perennial water
I
6
Well for drainage of pressure
conduits
x
Culvert
Lake or tank, as surveyed:
Well with de-aeration device
With defined limit of
perennial water
4- Lake or tank, as surveyed:
With fluctuating limit of
Flushing post perennial water
Jr Lake or tank, as surveyed: G\s
General well With embankment under 3 m
Spring Lake or tank, as surveyed: _
+
With embankment 3 m or
Conduit, ditch and pipe - over
General symbol
Lake or tank, as surveyed:
Method A:
With very steep embankment
All kinds of conduits and
pipes ( continuous line in W
combination with designa- Excavated tank, as surveyed:
cl
tion code ) Perennial
Method B:
Excavated tank, as surveyed:
( Symbolic line, indication
of the nature of fluids ) Non-perennial
a
Proposed conduit and pipe -
General symbol ( Methods Excavated tank, as surveyed:
A and B ) Perennial with high embank-
Continuous thick line ( Type ment
A of IS0 128 )
Existing conduit and pipe - Tank, conventional:
General svmbol ( Methods Perennial
A and B j
Continuous thin line ( Type B Tank, conventional:
of IS0 128 )
1“ on-perennial
Pressure sewage pipe
( Arrow is the symbol )
FIG. 13 SYMBOLSF OR LAND SURVEYING - Conhi
19IS 962 : 1989
NAME SYMBOL NAME SYMBOL
Railway, broad gauge
ml
double-line:
Water reservoir
i) Open, with sidings,
distance stone and
station with enclosure
0
( as surveyed )
Water pumping station
ii) Under construction
0 --
cl
Railway, broad gauge
Water treatment plant 0 single-line:
i) Open, with sidings, and -+
station and enclosure
0
Waste water reservoir cl ( conventional )
cl
Waste water pumping station 0 ii) Under construction
Railway, other gauges
double-line:
Waste water treatment plant i) Open with sidings
Quarry, with greatest depth ii) Under construction
Railway, other gauges
Single line stream: single-line:
Perennial i) Open with sidings
Single line stream: ii) Under construction
Approltimate or undefined
Mineral line or tramway
Telegraph line 0.‘. . . . . . .
Telephone . . . . ..a...
1ELE.“Q”E LlYE Level crossing
Electric power line:
Main transmission line l S. . . . . . . . . . .
with substation YllY ?OWER LIWfa
i) conventional on all
Road over railway
scales
ii) local distribution line
( conventional)
Road ( or railway ) under
Ropeway with terminus “OWW.”
. . . . . . . . . . . . . railway
tIoYI*Y,
Railway tunnel, with or
Wireless station: ““““: without cutting, as a...*..+
i) As surveyed : .: Y .. ... .l T . S . . ..*. : *)I”t,ll,s), , oy surveyed
ii) Conventional Tunnel ( different
.IIIt,o, l,.lloM purposes, proposed
uliII1[
FIG. 13 SYMBOLS FOR LAND SURVEYING - Contd
20IS 962 : 1989
NAME SYMBOL NAME SYMBOL
Other roads:
EXlSilNG
Tunnel, existing 9 Metalled, also di stance
rnII0 stone, bridge and Irish =-i%t
bridge or causeway,
and avenue of trees
Tunnel, future ii) Unmetalled -----a----,-A- -,z
Cart-track with bridge
Ditch, permanently open
U
-
Pack-track with bridge, __*_++
Bridge carrying railway culvert __*__j+-_
Bridge carrying:
Pack-track with pass and a---- X ---
height --_-__x ----_
Foot-path with bridge,
i) Railway over road culvert :
In symbol of tracks the
heavier symbols should be . . * . .. #+ . .. gq .
used in afforested or con-
. . . . .LI_ . . . .w . . . . .
toured areas or where
emphasis is required in
open areas. Symbols -*...../G
ii) Road over railway ( the may be still heavier if
descriptive wording should required to give emphasis
be omrtted only where in afforested or contoured
there is no room ) areas
Bridge of boats or pontoon
bridge (explanatory words
to be typed against the
Bridge carrying road and
symbol)
broad gauge railway:
Ferry or ford
Roads of 1st importance:
i) Metalled, and important
bridge with piers over Track or path coincident
river ( the normal dis- with bed of stream:
tance between the piers i) For short distance
should be 3 mm on scale
of drawing, varying
slightly to permit an ii) For long distance
;~;~;l) spacing between
Track or path following
ii) Unmetalled _-____-_e--_w------_ boundary: A-_=@--
i) Short distance
Roads of 2nd importance: TRACti FOLLOWS BOUNOARV
ii) Long distance
Metalled
FIG. 13 SYMBOLSF OR LAND SURVEYING- Contd
21IS 962 : 1989
NAME SYMBOL NAME SYMBOL
State boundaries:
Roads in dry river-bed:
-.-.-.-.-.-.-
i) Demarcated
i) With steep river banks
ii) Undemarcated --x-x-x--T-
ii) With shelving river
District boundaries ---_-----
banks
Sub-division, township, taluk,
tahsil,. zamindari or similar . . . . . . . . . . . . . . . . .
partition
Unmetalled road along OR WHEN
SPACE PERMITS
tank bund Pargana boundary in Uttar --..--..--..
Pradesh
Reserved or protected forest
Road or railway embank-
( green riband will appear . . . . .
ment: :
i) 2 m to 3 m high bbbbbbs. along the external boundaries . . I.
ii) 3 st em ep h , ig wh i tho r s ho av re pr ea dn gd e - 0 ii) fa on rd e sts alo on f g dit fh feo rs ee n t be ot ww ne ee rn - *. ., . . ..
ships )
at top
Village boundaries:
Road or railway cutting:
In symbols for boundaries
i) 2 m to 3 m deep .
ii) 3 m deep or ‘more boundary pillars should be
and steep, with sharp drawn first, fitting in the
edge at top boundary symbol afterwards, **-**-**-**- **-
Protective embankment: even if the length of bars does
i) 2 m to 3 m high not agree
ii) 3 m high or over and
steep, with sharp Boundaries along:
edge at top
3 One side of road, track or
-._._.-
Embankments, cuttings path
and bridges:
9 With-narrow gauge
railway ( ‘sleepers’ *+-&U HJl n ii) Centre of road, track or
omitted ): - Dath ( when it is the
Along single-line iecogni‘sed boundary )
ii) With narrow gauge
railway ( ‘sleepers’
omitted ): iii) One side of river
Along double-line
( Note-Single line’
or ‘Double line’, may
be typed along the iv) Centre of river
line, if necessary )
International boundaries: -.-.-.a.-._,_
i) Without pillars
ii) With main and sub-
v) Bed of river as surveyed
sidiary pillars --‘-B-s- .-.-.
FIG. 13 SYMBOLS FOR LAND SURVEYING- Conrd
22IS 962 : 1989
NAME SYMBOL NAME SYMBOL
Trees:
Wooded area:
i) Scattered
i) Not enclosed
ii) Surveyed QVQ
ii) Enclosed by wall or . ;,: - .. ;.,:;
permanent fence Scattered scrub and under- :. -.’ ‘A. 0 ,.
growth .. : .“.... -.- : :
Limits of cultivation, open
Grass:
.and along stream of ravine
,w. had a* a*
High with description of
. . . . . . . . . height and variety
.
. &
Demarcated limits of : CIYP i & & Y?&
camping ground Cane-brake & &
- . . . . . . . . . . . . Pine, fir, etc
tn.:..:..:..:
Salt pan :..:..:..:..:
:..: ..:..:. .:
5bLT PII4
Palm
Orchard or garden:
. . . . . . .
i) Not enclosed :e P 0 9 q Q’i’df
:Q QQ Q QPQQ;
:QqQQQQOQ: Q
?
iQ.o.9.9.9.9.Q.Q: Palmyra
Q ? 9
ii) Enclosed by a wall or
permanent fence
Bamboo
., .., .., .. * . ‘ /y.;-.‘y.:
. /: .:
~.‘.‘.‘//:‘.‘.,. .
Tea garden, as surveyed \ :? .p/,.. , /... . - ?*., . .f . . ..p. .I;?. .’ . Aloes or cactus
\ .‘. : , .
Other trees
Betel or vine on trellis
Plantain trees
Vegetable garden
Stone waste
FIG. 13 SYMBOLS FOR LANDSURVEYING -C'conrd
23IS 962 : 1989
NAME SYMBOL NAME SYMBOL
Tangent point
k!
+ Mosque
Grave yard
h
Church
Temple
ti
FIG. 13 SYMBOLS FOR LAND SURVEYING
12 ABBREVIATIONS Table 6 ( Contd )
12.1 Abbreviations are generally used in drawing Term Abbreviation
and/or Symbol
for the sake of clarity. A systematic notation of
c
urchitectural and building terms is necessary for
aniformity, and for avoiding confusion and Cast iron ci or CI
ambiguity. Abbreviations are the same in the Cast steel cs
singular and plural. Abbreviations and symbols Cement ct
recommended for use in general building drawings Cement concrete cc
are listed in Table 6. Centi ( 10” ) C
Centimetre
12.2 The word ‘ditto’ or its equivalent abbrevia- Centre line
i? c
tions shall not be used on drawings. Centre of gravity Cd
Centre to centre C TO C. c/c
Table 6 .Recommended Abbreviations with Chain CH
Symbols Where Applicable Checked CHKD
Circular pitch CP
(Clause 11.1 )
Circumference @cc. CIRC
Coefficient COEFF
Term Abbreviation
and/or Symbol Column COL
Concentrate CONC, cone
A
Concrete CONC
Aggregate AGO Continued Contd
Air-brick AB Copper cu
Alternating current ac Corrugated CORR
Aluminium Al Cosecant cosec
Ampere amp or AMP CC;;110 cos
Approximate A PPROX Cotangent cot
Arrange ARNG Countersunk CTR/SNK, csk
Asbestos ASB Crossing X-ING
Asbestos cement ASB/CME Cross over X-OVER
Asphalt ASPH Cross-section cs
Assembly ASSY Cubic centimetre cm’, ( cc )
Al @3,A T Cubic metre cu/m, ms
Cubic metre per second ( cumec ) ma/s
B Cubic millimetre mms culmm
Cycles per second CPS
Beam ( I Section ) I
Cylinder or cylindrical CYL
Bench mark BM
Bi tumcn BIT D
Brickwork BWK Damp proof course DPC
Brine11h ardness number BHN, HE Decimetre dm
24IS 962 : 1989
Table 6 ( Cuntd) Table 6 ( Contd )
Term Abbreviatlon Term Abbreviation
and/or Symbol and/or Symbol
Degree ( angle ) deco High flood level, ordinary OHFL
Degree Celsius “C High flood level, maximum MAX HFL
Diameter DI4, I$ High tensile steel HT/ST
Diametral pitch DP High tensile welding steel HTWS
Dilute DIL High tension HT
Direct current dc High voltage Hv
Drawing DRG High water mark HWM
Drawn _’ DRN Hour h
E I
Earth closet EC India rubber IR
Elevation ( View ) ELEV Induced draught I/D
Elevation EL infinity inf, OD
Embankment EMB Inside diameter ID
Enamelled ENAM Inspection chamber ICH, IC
Expanded metal XPM Insulated or insulation INSUL
Extension EXTN Intercepting trap IT
Extra-high voltage EHV
Internal INT
Engine ENG
Internal combustion IC
F Intermediate pressure IP
Figure FIG
K
Finished floor level FFL
kilo k
Floor trap FT
Flushing cistern FC Kilocycles per second kc/s
Forced draught Fd Kilogram kg
Forged steel F/ST Kilogram per cubic metre kg/m’
Formation level FL Kilogram per square centimetre kg/cm?
Fresh air inlet FAI Kilo hertz KHs
Full supply level FSL Kilolitre KI
Full tank level FTL Kilometre km
Kilometre per hour km/h
G
Kilovolt kV
Galvanized GALV Kilovolt-ampere kVA
Galvanized iron GI
Kilowatt kW
Glazed Ware pipe GWP
Gram 8 L
Grate area GR/A
Larger than >
Greese trap GRT
Larger than or equal to 2, a
Ground level GL
Latitude LAT
Ground sink GS
Left hand LH
Gully G
Length 1
Gully trap GT
Gunmetal G/MET Level crossing LC
Litre I
H Logarithm ( common ) loi3
Hard drawn H/DWN Logarithm ( natural ) log.
Hardened and tempered H&T Longitudinal scale LS
Heating surface HS LongitutS1na‘L sectton Y&c
Height HT Low frequency Lf
Hertz Hz Low pressure LP
Hexagon or hexagonal HEX Low tension LT
Hexagonalhead HEX/HD Low voltage LV
Hioh flood level HFL Lumen per watt Im/W
25IS W2 : 1989
“.^._ .,-.. .., . ,_.._-_. ,.., __.
Term Abbreviation $ernt’.’ ’ Abbre%&on
and/or Symbol and/or Symbol
i
M Precast ‘PRECAST ’
Macadam MAC Prefabrication PREFAB
Malleable-cast iron MCI Prestressed concrete PCONC
Malleable iron MI
Q
‘Manganese steel MnS
Manhole MH Quintal 9
Maximum MAX
R
Maximum flood level MFL
Maximum water level MWL Radian rad
Mean sea level MSL Radius RAD
Mega ( 10’ ) M Railways RLY
Megawatt MW Rainwater outlet RWO
Metre m Rainwater pipe RWP
Mezzanine MEZZ Reduced level RL
Micro ( 10-S ) P Reference REF
Micro ampere VA Reinforced cement concrete RCC
Micro metrc (. or micron ) Revolutions per minute rev/min, rpm
Mild steel G Revolutions per set RPS
Milli (IO-*) m Right hand RH
Milliampere mA Rising main RM
Milligram mg Rivet RIV
Millilitre ml Road level Rd L
Millimetre Rodding eye -. RE ”
Minimum l% Rolled section RS
Minute ( time ) min Rolled steel j6ist or I section RSJ or I
Much larger than * Round RD- ’
Round head RH
Much smaller than <
N S
Naval brass ’ N Br Saturated SATD
Nickel chromium steel Ni Cr S Screwed SCR
Nickel steel NiS/T Secant set
North N Second S
Not to scale NTS Sheet ( when preceding a material SH
or sheet No. )
Number No.
Shower bath SB
0 Sine sin
Sink SN
Ohm OHM, 0 Sketch SK
Oil circuit breaker OCB Sluice valve sv
P Smaller than <
Smaller than or equal to
<, s
Paper insulated PI Soil and vent pipe S&VP
Parts per million ppm Soil pipe SP
Pattern number PATT No. South S
Per PER, I Specification SPEC
Percent PERCENT, % Specific gravity
sp-gr
Phase Ph Spigot and socket s&s,
Phosphor bronze PH BRZ Spot faced SF,
Pitch P Square SQ
Pitch circle PC Square centimetre crna
Pitch circle diameter PCD Square kilotnetre J&r@ ‘,
Plate. PL Square metre ns
Platinum PLAT Square millimctre mms
26IS962 : 1989
‘Discretion should naturally be used in adopting
._“. Term ,. __^ ..” Abbreviation the. spacing .of hatching lines to the scale.af the
ad/of Sjmbol dcawing.
:
Standard I.,. . ^_” std 13.2.1. 1ki s recommendcd.that. when hatching -0%;
Sianhar&d;i& ’ ‘?3D tracing paper or cloth, a sheet of squared paper
Standard level SL I_ : shall be placed underneath to preserve uniformity ’
SWG .i
Standard wire gauge .’ of spacing and direction of the hatching.
Stand pipe -. SP
Stop valve I. sv 13.3 When indicating concrete, coarse aggregate ’
Street gully SG:. ‘slid1 be shown for mass concrete and finer aggre-
Survey of India bench mark BM ’ . ,I gate for reinforced concrete.
SW
Switch 13.4 Where large areas of section hatching are to 1
‘I, be indicated, and especially for such materials as :
T
. concrete and plaster, it is recommended that a
Tangent tan portion near the edge only be treated, the hatching ;
Tee T gradually fading towards the centPe. -
Telegraph post Tp., ”
Temperature temp’ 13.5 Areas in section which are too thin for line
sectioning, such as some of the metal sections,
Tongued and grooved T&G
shall. be blackened in solid, leaving a thin space
Tonne t
- between adjacent portions.
Traced TCD j; __
Trigonometrical station
14 NUMBERING OF BUILDINGS AND PARTS
Turns per centimetre
OF BUILDINGS
Turns per metre L)
14.1 Designation Systems
v
Vacuum V”C ‘. -” The *&sigtiatitins for different parts of a project
Vapour density vd - should be chosen according to the same principles.’
Vapour pressure VP
All drawings and parts of drawings should be:
Vect pipe VP
executed in such a way that the drawing alone is
Volt V sufficient to describe the item without the addition
Volume vol of words or initials.
Vulcanized India rubber VIR
Ho&&e;, ‘$%en a drawing depicts a number o$
W similar items ( for example, a plan of a building:
Waste and vent pipe W&VP I with -‘manj windows ), . ant may, if nec&sary,
Waste pipe WP idetiiify them separately ( for example, by a
Water closet WC sequence of numbers ). This also applies in the.
Watt W, WATT case where similar items, such as, windows, can be
Weight wt confused with other elements of similar appearance
West’ ” _ w such as doors. For this identification the principles
White metal WM outlined in this standard should be adhered to.
Wrought iron WI
14.2 Type Designations
Y
Different objects are classified according to the
Yard gully YG type, for example the kind or design of the object
Year yr (see Fig. 14 ).
13 CONVENTIONAL REPRESENTATION OF
MATERIALS IN SECTION
13.1 Recommended methods of indicating
materials by hatching or colouring are given in
Table 2. Where any confusion is likely to occur
in the interpretation of drawings, hatching or
colouring shall be used. FIG. 14 EXAMPLES OF TYPE DESIGNATION
27IS 962 : 1989
Table 7 Symbols for Materials in Section
( Clause 13.1 )
Material Symbol Colour
I
I
Brick Vermilion
I
Concrete
I Natural or reconstructed Cobalt blue
stone
I
Partition blocks Paynes grey
I I I I
I
Wood Burnt sienna
I 1 I
Sepia
I I I
I
Hardcore _ Yellow ochre or chrome
yellow
I I
I Plaster and plaster products Green
i
I- I I 1 -.-.- I
Glass Applicable to Blue
large scales
only
Fibre building board and Sepia
insulation board
Metal sections / H J- / B’ack 1
14.3 Individual Designation 14.4 Designation Code
Each separate object is identified. The individual The complete designation consists of a principal
designation is often an indication of position ( see and an additional designation.
Fig. 15 ).
14.4.1 Principal Designation
The principal designation indicates the category of
objects at different levels in the documentation. It
m 1 m m should consist of:
a) text in full, for example, HOUSE, ROOM,
WINDOW, DOOR, FENCE, CUT-OFF
w 4. q q VALVES;
FIG. 15 EXAMPLES OF INDIVIDIIAL b) k&eviation, for example, H, R, W, D, F,
DESIGNATION ,
28IS 962 : 1989
cl other systematical designation, for example: 14.5.2 Storeys
doors: 1, windows: 2, partsi 3, etc.
A storey means a space between two consecutive
Playground equipment: A, outdoor furni- levels, bounded by physical limits ( floors, ceiling
ture: B, other equipment: C, etc. and walls ), including these limits. The concepts
of ‘storey’ and ‘level’ are complementary but the
d) designation according to a general classi-
one should not be confused with the other.
fication and coding system.
The principal designation may be omitted when Each storey should be designated by numerals
the rest of the documentation shows the intention. following a logical sequence. The numbering from
bottom to top starts with 1 at the lowest levei
144.2 Additional Designation usable for any purpose ( see Fig. 18 ).
Additional designations indicate a further speci- Zero designates the space which is situated
fication in the category. They should consist of:
immediately below the lowest level usable for any
purpose.
a) for type designations, numerals and letters,
for example ‘W 12 b’, where ‘W’ is the
principal designation for window, 12 is the The numbering applies not only to the usable space .
of a given storey but also to the physical limits
additional designation for type, material,
bounding this space.
dimensions, etc, and ‘b’ is the additional
designation for variant, for example, notch
To express the transition from one number to
for a window sill; and
another, it is recommended that the level is
b) for individual designations, numerals or indicated at the upper face level of the load-
letters in running order, for example, PI, P2, bearing floor element ( see Fig. 19 ),
P3, etc, where ‘P’ is the principal desig-
nation for pillar, and 1, 2, 3, etc, each pillar
individually designated. The individual
ITOREV
designation may also consist of coordinates.
6
14.5 Desigpation Application
14.5.1 Buildings
Buildings belonging to the same project are indi-
cated with a principal and an additional designa-
tion, for example, HOUSE 1, HOUSE 2, etc ( see
Fig. 16 1.
The designation for a part of a building consists
of a principal designation completed with a
systematical letter or numeric designation, for
example HOUSE 2 PART A, HOUSE 2 PART B,
etc ( see Fig. 17 ).
r
1 I 1 FIG. 18 NUMBERING OF STOREYS
LLJ
2 1-i
3
1 I
TOREY2
( The principal designation HOUSE has been
omitted f
FIG. 16 DESIGNATION OF BUILDINGS
, >
1
A B c
HOUSE 2
FIG. 17 DESIGNATION OF PARTS ok A BUILDING FIG. 19 INDICATION OF THE LEVEL
29IS 962 : 1989
When there are differences in level inside a build- 14,$.5,.1 The d+ggatjon of,, the floor of the
ing, for example, mezzanine, offset levels, I$nding$; Mezzanine or galfify shal!,;,%:: t,$e s,a,me as the
ramps,,. et?, every necess.&ry indicatiop should be storey it serCes:
given~ .in order to av$i’ err&s. Th&e iridications I. j’,. _ ‘/.
should be in thi: f&in of levels or listed aEibr$vi,$- 14.5.5.2 If a numb& of mezzanine ~&curs in a
tions and placed beside the, numbering of the building between two floor levels, ihey may be
storey concerned. deSigndttd “as &fx-I, ‘%!!-%‘~.&2 he& ~ref&s’~d the
designation of th& st&ey’ in which’ they are
Staircases should have the same numbering as the situated and 1, refers to,the Sequential num&cr..of.
storey in which, they are situaied, whether or not mezzanine in thg: particy+ group, the scqw;nce
they @abe half,iandipg .. s . ;; being adopted in any easily Identifiable pattern.
j.’ ,:
‘ ,, . ‘ :
14.5.3 Parts of Storejs
14.5.5.3 1f.a number of galleries occurs in a building
The designation for a part of a storey when the between tCo flbor j+l,:they eay’be, de,si$t’ed
documentation is dibided into several. drawings as Gx.1. GX-2 &here X iefers to’ tKe desigtidtion
consists of the designation of the storey completed of the. storey in which they are isituated and 1
by a systematic all letter or numeric designation, refers to the sequentiat number of galleryin the
for example’ STOREY 3 PART A, ‘STOREY 3 particular group,, the sequence bking adopted in
PART B, etc ( see Fig. 20 ). any easily identifiable patter?, : _.
; :_.
14.5.4 Floors 14&6 For determination &the sequential number
The floors’( floor structures ) are numbered serialiy of a subsidiary storey, the : first. subsidiary. storey
shall be taken as the storey immediately below the
from the bottom to t’he tbb of the bhilding, in
first f@oor: The d&sig@atiSti.sf th<‘bubsidiary storey
accordance with the number of the stotey of which
they form a part ( see Fig. 21 ). shall bare prefjj, ‘SS. ^ The designation of’the floor
f& subsidiary storey shall be’” the . save is the
I 1;.
14‘5.5 The designation of fhe intermediate storey storejl it Serves. :I’:_.. ,L
or mezzanine sh811b e the same as thd designatioo :,
of the storey’ in .which it is situated with the 14.5.7 For ;he determination of the sequential
prefix M or G accordirig t&the typ& ‘whether it is number of basement s$or.eys; vhere,th@re .are n,@!
a mezzanine or a gallery respectively; subsidiary storeys, the storeys below the first fl oar,
shall be assigned suffixes Bl, B2, B&‘an& sb;oni
starting with the storey imTediat$y, below,, th,e
first floor l&e].’ ’ ‘: :’ : ._ ,,-““”
;I , I’ I_ “, : .< i
14.5.7.1 Where there are subsidiary’ &ore$ iii. tz-;
byilding, the storeys below the last sutisidiary
storey shall ..be designated. similarly as. basement
FIG. 20 DESIGNATIONO F PARTS OF STOREY
sJoreysras exptained,in M.5.7b ‘.! ‘: ,
/_’
14.517;s iht?&~jgna’tic&‘of &ef$oor of a&&&
storey shall be the same as the stoEey$t se%vves;) ,:jsI
14.6 Cc!umns, Floors, WWts; Beams, etc - - -’ i
/
Columns, -dabs, walls, beams, etc, are designated
with a principal designation i ( abbretiati&I”)~aiii
an additional; designation ( qumerals ) according
to’ ,Fig; 22; The first nmeral in the additional
desigriationi. indicafl$ the .stofey number and the
last two digits the number of the feature accofding
to the folldwing examplei i I
CoIumns .rL_._F-_To,, c- 2G2 ~..- /
Slabs : = s 201: s 262 ;
‘,wails ._~..= _ _-.--- -. .-- -.-..--..
w201, w ao?,:$_.:’
FIG. 21, F$oo& NU ,M j”B ER II ~ .: B \e !a ms - +B201,B20 f2
.< : 1,. IIS 962 : :1989. ;
&:1.:7 grndn soaces, such as spaces for cleaning
utensils and toilets, should be provided with room
numbers. ( Spaces, such as small cupboards, may
alternatively be all-ted the ,number of the room ,
in which they are situated followed by an appro-
priate suffix. )
15.1.8 if a new room is added so late in the
design process that the room numbering is already
allocated this new room is given the same room
number as the room- from which the space has
,been taken. The two rooms are differentiated by j
the addition of a letter, as follows:
127A 127B ’
-
I FIG. 22 EXAMPI,ESO F DESIGNATION FOR 15.1.9 There should be no gaps left in the room
numbering sequence. If two rooms are made into ;
COLUMNS, FLOORS, WALLS AND BEAMS
one, the new room is given both.ihe earlier room
numbers, as folfbws:
15 DESIGNATfON OF ROOMS AND OTHER,. ,
AREAS i 127,128
151. Designation .Prlnsiples, . 15J.10 Block. number and room -number. may,be -
written together, as follows:
15.1.1 Room numbers are used on each storey in
consecutive order within the limits of all the parts 23’216 [ = block 2, room 216 (No. 16 on
of the building. storey 2 )]
15.1.2 If several buildings are included in the 15.1.11 Spaces in basements and attics should be
project, room numbers shall be allocated indepen- given their appropriate storey numbers in accor-
dently to each building in accordance with 15.1.1. dance with 15 followed by their room numbers.
15.1.3 The numbers and the names of the rooms
15.2 Designation of Separate Suites of Rooms
are indicated within each space in the following
Within Buildings
way:
324 RECEPTlON 325 RECORDS 15.2.1 The number of the suite should be followed
--
by the number of the room.
For clarity, the numbers and names should be
15.2.2 Suite numbers should be indicated on the
underlined.
plans.
15.1.4 In small spaces, it is sufficient to indicate
only the room numbers, as follows: 15.2.3 Rooms within each suite should be given
consecutive numbers. The numbers and the names
326
of each room are indicated in the following way:
15.1.5 Room numbers are given as three digit 1. ENTRANCE 2. LIVING ROOM
-
numbers ( if this is enough ), the first digit of
which is the storey number of the building and the 3. _K _-I -T _C - HEN 4. BEDROOM 1
last two digits are serial numbers, allocated to each
5. BEDROOM 2
room in the actual storey:
15.2.4 Block number, suite number and room
Storey 1 : Room numbers 101-199 ( 1 001-l 999);
number may be written together, as follows:
Storey 2 : Room numbers 201-299 ( 2 001-2 999 );
etc 2/314/l [ = block 2, suite 314 ( No. 14 on
storey 3 ) room 1 ]
15.1.6 Room numbering is carried out in each
storey so that orientation in the building is
facilitated. It should be done clockwise in the 16 COLOURING THE PLAN
order in which the rooms are reached from the
main entrance or the last entrance from the left 16.1 Master plans, zone plans, etc, may be
end of the building. coloured as specified in Table 8.
31IS 962 : 1989
Table 8 Colonring the Plan
( Cluuse 16.1 )
Item Site Plan Building Plan
-_
Dye-Line Print Blue Print Dye-line Print Blue Print
(1) (2) (3) (4) (5) (6)
/ Existing work Black ( outline ) White Black White
Proposed work Red filled in Red Red Red
Drainaee Red dotted Red dotted Red dotted Red dotted
’ 1 sewage work and
Water supply works Black dotted Black dotted Black dotted Black dotted
z I Work proposed to be Yellow hatched Yellow hatched Yellow hatched Yellow
1 dismantled hatched
Open spaces No colour No colour - -
! Plot lines Thick, black Thick, black - -
8 Permissible building Thick, dotted black Thick, dotted -
lines black
Existing street(s) Green Green - -
1; ~ Future street(s) If Green, dotted Green dotted - -
any
/
32Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau cf Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an IndianStandard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a l\icence for the use
of the Standard Mark may be granted to manufacturers or producers may be obtained from
the Bureau of Indian Stand:rrds.Barmu of Iudiam Staadrrdr
BIS is a statutory institution established under the Bureau of Indian SJcrndardrA 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 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.
Revldon 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:
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 Ofices )
Regional Of&es : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C. CHANDIGARH 160036 I 53 38 43, 53 16 40
53 23 84
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42,
235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 1 632 92 95, 632 78 58.
BOMBAY 400093 632 78 91, 632 78 92
Bran&es : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE
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Printed at Dee Kay Printers. New Delhi. India
|
1200_12.pdf
|
IS : 1200 ( Part XII ) - 1976
( Realkued 1997 )
Indian Standard
r
METHOD OF MEASUREMENT OF BUILDING
AND ClVIL ENGINEERING WORKS
PART XII PLASTERING AND POINTING
( Third Revision
)
Fifth Reprint APRIL 1999
UDC 69’003’12 : 693’6+693’224
0 Copyright r976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gr 3 June 1976P
IS t 1200( PartXII)-X976
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART XII PLASTERING AND POINTING
( Third Revision )
Civil Works Measurement Sectional Committee, BDC 44
Chairman Representing
SHRI b . R. VAISH Central Public Works Department
Members
SHRI N. P. AORARYYA The Commissioner for the Port of Calcutta, Calcutta
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHBI T. V. SITARAM( Alternate)
SK~I B. G. BALJEKAR Hindustan Steel Works Construction Ltd, Calcutta
SHRI J. DURAI RAJ ( A&mute 1
SHRI 9. &. BHASIN ‘Institution of Surveyors, New Delhi
CHIEF ENOINEER ( R&B ) Public Works Department, Government of Andhra
Pradesh, Hyderabad
SUPEBINTENDINO ENQINEER
( P&D ) ( Alfernate)
SHRI R. K. CHOUDRRY Bhakra Management Board, Nangal Township
SaBI I. P. PURI ( Alternate)
SHRI w. J. DAGAMA Bombay Port Trust, Bombay
SHRI V. B. DESAI Hindustan Construction Co Ltd. Bornbav
DIRECTOR,4 RI Irrigation Department, Government of UttarPradesh,
Roorkee
DIRECTOR ( RATES & COSTS ) Central Water Commission, New Delhi
DIEPUTY DIRECTOR ( RATES
& Coma ) ( Alternate)
EXECUFWE ENQINEER ( PLANNINQ Ministry of Railways
&DESIC?NS), NQRTHERN
RAILWAY
SHRI P. N. GADI Institution of Engineers ( India ), Calcutta
SHRI G. V. HINUORANI Gammon India Ltd, Bombay
SERI G. K. C. IYENQAR Heavy Engineering Corporation Ltd, Ranchi
SIIRI EM.L . JAIN The National Industrial Development Corporation
Ltd, New Delhi
SHRI S. L. KATHURIA Ministry of Shipping & Transport ( Roads Wing )
SHRI V. SIVAWRU ( Alternate )
( Continuedon page 2 )
@ copvright 1976
BUREAU ~OF INDIAN STANDARDS
This publication is protected under the Indiaa Copyrighr Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written ermission of the
publisher shall be deemed to be an infringement of copyright un z er the said Act.
+18r1299(P~rt XII)-1976
( Continnedfromp age1 )
Members Refwscnting
SRRIH.K.KHOSLA Irrigation Department, Government of Hat-yana,
Chsndigarh
SHHIS.K.KO~E~TAR National Buildings Organization, New Delhi
ASSISTANT DIRECTOR (SR) (Alternatc)
SHRI V. D.LoNDHF. Concrete Association of India, Bombay
SHRI N. C. DUGGAL ( Alternate )
SHR1K.K. MADHOK Builders’ Association of India, Bombay
&RI DATTA S.MALIK Indian Institute of Architects, Bombay
PROF IM. K. GODBOLE ( Alternate )
SHRIR.S.MuKTHY Engineer-in-Chief’s Branch, Ministry of Defence
SHRI V. G. PATWARDHAN (Alternate j
SHRIC.B.PATEL M. N: Dastur & Co Private Ltd, Calcutta
SHRI B. C. PAT~L ( Alternate )
Smr K. G. SAIIVI Hindustan Housing Factory Ltd, New Delhi
SHRI G. B. SINCH ( Alternate )
SHRI P.\'. SATH3 Public Works Department, Government of Maha-
rashtra, Bombay
Dn R. B. S~l;nn Banaras Hindu University, Varanasi
SHRI S. SRINIV.~SAN Hindustan Steel Ltd, Ranchi
SDPERIYTENDING SmwaYoR OF Central Public Works Department, New Deihi
WORKS ( AXATION)
SURVEYOR OF ~~ORK(8 (I)
ATTACHED TO SSW
( AX-IATION) ( Alternatc)
SUPERINTETDIXG SURVEYOR OF Central Public Works Department, New Delhi
WORKS(~)
SURVF.YOR OF WORKS (I)
ATTACHED To SSW ( 1 ) ( Akernate )
SRRI D. AJITHA SINHA, Director General, BIS ( Ex-o&o Mcmbtcr )
Director ( Civ Engg )
SHRI K.M. MATHUR
Deputy Director ( Civ Engg), BIS
2IS:1200 (Part XII)-1976
Indian Standard
METHOD OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART XII PLASTERING AND POINTING
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XII ) (Thir& Revision ) was adopted
by the Indian Standards Institution on 14 May 1976, after the draft
finalized by the Civil Works Measureqent Sectional Committee had
been approved by the Civil Engineering Division Council.
0.2 Measurement 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 uniTorm and consider-
able 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 technical level has been accepted
as very desirable, specially as it permits a wider circle of operation for
civil qgineering contractors and eliminates ambiguities and mis-
understandings arising out of inadequate understanding of various
systems followed.
0.3 Among the 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 is
1958 and revised in 1964.
0.4 In the course of usage of this standard ( IS : 1200-1964* ) by various
construction agencies in the countiy, several clarifications and suggestion
for modifications were received and as a result of study, the Sections,
Committee decided that its scope, besides being applicable to buildinga
shall be expanded so as to cover civil engineering ~works like industrial
and river valley project works.
*iMethod of measurement of building works ( rcvisrd ).IS t 1200 ( Part XII) - 1976
0.5 Since various trades are not related to one another, the Committee
decided that each type of trade as given in IS: 1200-1964’ be issued
separately as a different part which will be helpful to specific users in
various trade>. This part covering method of measurement of plastering
and pointing appiicable to building as well as civil engineering works
was, therefore, issued as a second revision in 1971.
0.6 In the course of use of this standard in the past five years based on
the suggestions received, certain amendments were issued to this
standard. This third revision also incorporates all those amendments.
0.7 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a 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 XII ) covers the method of measurement of
plastering and pointing for buildings and other civil engineering works.
2. GENERAL RULES
2.1 Clubbing of Items-IItems may be clubbed together provided
detailed drawings or specifications or both are prepared for such items
and method of measurement is agreed to be on the basis stated in the
standard.
2.2 Booking of Dimensions-In booking of dimensions, the order
shall be consistent and generally in the sequence of length, breadth or
width and height or depth or thickness.
2.3 Description of Items--Description of each item shall, unless
.otherwise stated, be held to include, wherever necessary, conveyance;
delivery; handling; unloading; storing; necessary scaffolding; protective
cover; cleaning stains from floors, walls, return of packings, etc; and
other incidental changes.
2.4 Dimensions-- All work shall be measured net as executed in the
decimal system, as given below:
a) Dimensions shall be measured to the nearest 0.01 m, and
b) Areas shall be worked out to the nearest 0’01 ma.
*Method of measurement of building works ( mired ).
*Rules for rounding off numerical values ( revised ).
4IS: I200 (Parr XII ) - 1976
2.5 Bills of Qmntities - Items of work shall fully describe materials
and workmanship and accurately represent the work to be executed.
2.6 Preparatory Work- Preparatory work, such as raking out joints,
scarifying and cleaning, shall be included in the description of item
unless otherwise specified.
3. PLASTERING
3.1 Plaster work shall be classified according to the material used and
each classification shall be measured separately. The following parti-
culars shall be given for each classification:
4 Mix of mortar;
b) Number of coats and thickness of each coat;
4 Nature of surface treatment,
4 Nature of base;
4 Curved work, conical work, spherical work and eliptical work
stating the radius; and
f> Any special treatment of base.
3.1.1 Description shall include arrises, internal ’ rounded angles,
external chamfers and/or rounded angles not exceeding 80 mm in girth.
NOTE - For work exceeding 80 mm girth, scc 3.4.
3.1.2 In case of fibrous plaster, particulars of methods of application
and of treatment of joints shall also be given.
3.1.3 Work in repairs shall be so described stating thickness of
dubbing, if any.
3.2 Plastering on roofs, ceilings and walls shall be measured separately.
3.3 Removing plaster by scraping or otherwise shall be measured
separately in square metres.
3.4 Plastering in isolated widths or in widths not forming part of general
plastering work ( as in bands, cornices, sunk, panels, etc) and in
chamfers, rounded angles exceeding 80 mm in girth shall be measured a~
below:
a) 30 cm or below in width/girth, in running metres; and
b) iVidth./girth above 30 cm in square metres.
3.5 Plastering at a height greater than 10 m above ground/datum level
shall be measured separately in stages of 5-m height except interior
plastering in case of building which shall be measured separately for
each storey.
5W t 1269 ( Part XII ) - 4976
3.6 All plastering shall be measured in square metres unless otherwise
described.
3.7 Cutting to edges shall De measured separately in running metres or
alternatively described and included in the item.
3.8 D&jnactions
3.8.1 For jambs, soffits, sills, etc; for openings not exceeding 0.5 m2
each in area, for ends of joists, beams, posts, girders, steps, etc, not
exceeding 65 ms each in area, and for openings exceeding 0’5 ma and
not exceeding 3 ma rin each area, deductions and additions shall be made
in the following manner:
a) No deduction shall be made for ends of joists, beams, posts, etc,
and openings not exceeding 0.5 ms each and no addition shall
be made for reveals, jambs, soffits, sills, etc, of these openings
nor for finish to plaster around ends of joists, beams, posts, etc.
b) Deductions for openings exceeding 0.5 m2 but not~exceeding 3 ma
each shall be made as follows and no addition shall be made for
reveals: jambs, soffits, sills, etc, of these openings:
1) When both faces of wall are plastered with same plaster,
deduction shall be made for one face only.
2) When two faces of wall are plastered with different types of
plaster or if one face is plastered and the other pointed,
deduction shall be made from the plaster or pointing on the
side on which width of reveals is less than that on the other
side but no deduction shall be made on the other side. Where
widths of reveals on both faces of wall are equal, deduction
of 50 percent of area of opening on each face shall be made
from areas of plaster and/or pointing as the case may be.
3) -When only one face is plastered and the other face is
not, full deduction shall be made from plaster if width of
reveal on plastered side is less than that on unplastered
side hut if widths of reveal on both sides are equal or
width of reveal on plastered side is more, no deduction shall
be made.
4) When width of door frame is equal to thickness of wall or
is projecting beyond thickness of wall, full deduction for
opening shall be made from each plastered face of the wall.
3.8.2 In case of openings of area above 3 m* each, deduction shall
be made for opening on each face but jambs., soffirs and sills shall be
measured.
NOTE -In calccdating areas of openings, the extra width of rebated reveals, if
any, shall be excluded.
6IS 81 200 ( Part XXI ) - 19%
3.9 Ceilings shall be measured between walls or Partitions and dimensions
before plastering shall be taken. Width covered by cornices or coves,
if any, shall be deducted.
3.10 Soffits of stairs shall be measured as plastering on ceilings.
Flewing soffits shall be measured separately.
3.11 Ribs and mouldings on ceilings shall be measured as for cornices
(see 3.4), deduction being made from plastering if width/girth exceeds
15 cm.
3.12 Measurement of wall plastering shall be taken between walls or
partitions (dimensions before plastering being taken) for length and
from top of floor or skirting to ceiling for height. Depth of cornices or
coves, if any, shall be deducted.
3.12.1 Sides of pilasters, ~projections, etc, shall be added to plaster on
walls.
3.12.2 Mouldings, architraves, ceiling ribs, cornices and the like
on pilasters and around openings, etc, shall be measured separately as
in 3.4.
3.13 Length shall be measured in running metres at the centre .of girth.
Girth shall be measured along curve of moulding.
3.14 Moulded cornices and coves shall be measured in square metres, the
area being arrived at by multiplying length by girth.
3.15 Forming letters or figures in plaster shall be enumerated stating the
height.
3.16 Plastering on lathing shall be measured separately stating the
number of coats and thickness of each coat.
3.16.1 Lathing shall be fully described and measured net; wood and
steel lathing shall be measured separately [see IS : 1200 ( Part XXI )-1973*
and IS: 1200 (Part VIII )-1974t] respectively.
3.16.2 Laps, gauge and mesh of steel lathing shall be stated, no
allowance being made for laps or cutting.
3.16.3 Size of laths, their distance apart and the kind of timber shall
be stated in the case of wood lathing.
3.16.4 Connector lathing shall be measured separately.
*Method of measurement of building and civil engiheering works: Part XXI
Woodwork and joinery ( second revision ).
tMethod of measurement of building and civil engineering works: Part VIII Steel
and iron work ( third revirion ).
7IS: 1200 ( Part XII) - 1976
3.17 Plastering on honeycomb work shall be described and measured in
square metres on the basis of overall superficial area without deducting
openings.
4. POINTXNG
4.1 Proportions of materials shall be described. Varioustypes of pointing
shall be measured separately. Pointing on different types of walls,
floors, roofs, etc, shall be IrLeasured separately, Type and material of
surface to be pointed shall be described.
4.2 Pointing in single detached joints as for flashings shall be measured
in running metres.
4.3 Pointing brick and tile work with mortars of matching shades shall
be measured separately.
4.4 Pointing shall be measured in square metres.
4.5 Removing pointing by raking or otherwise shall be measured in
square metres.
4.6 Deductions
4.6.1 For jambs, soffits, sills, etc, for openings not exceeding 0.5 mr
each in area; for ends of joists, beams, posts, girders, steps, etc, no:
exceeding 0’5 ma each in area; and for openings exceeding 0.5 ma and
not exceeding 3 ma each, deductions and additions shall be made in the
following manner:
a) No deduction shall be made for ends of joists, beams, posts, etc.
and openings not exceeding 0.5 ms each, and no addition shall
be made for reveals, jambs, soffits, sills, etc, of these openings
nor ~for finish around ends of joists, beams, posts, etc.
b) Deductions for openings exceeding 0.5 m* but not exceeding
3 m2 each shall be made as follows and no addition shall be
made for reveals, j,ambs, s&its, sills, etc, of these ‘openings:
1) When both faces of wall are pointed with the same type of
pointing, deduction shall be made for one face only.
2) When two faces of wall are pointed with different types of
pointing or if one face is. plastered and the other pointed,
deduction shall be made in the plaster or pointing on the side
on which the width of. reveals is less than that on the other
side, but no deduction shall be made from plaster or pointing
on the other side. Where widths of reveals on both faces of
wall are equal, deduction of 50 percent of area of opening
on each face shall be made from areas of plastering and/or
pointing as the case may be.
8IS:1200( Part XII)- 1976
3) When width of door frame is equal to thickness of’wall or is
projecting beyond thickness of wall, full deduction for
opening shall be made from each pointed face of the wall.
4) When only one face is pointed and the other face is not
pointed, full deduction shall be made from pointing if width
of reveal on the pointed side is less than that on unpointed
side, but if widths of the reveals on both sides are equal or
width of reveal on pointed side is more, no deduction shall
be made nor any addition shall be made for reveals, jambs,
soffits, sills, etc.
I
4.6.2 In case of openings of area above 3 mz each, deduction shall be
nade for opening on each face but jambs, soffits and sills shall be
measured.
NOTE- In calculating are& of openings, extra width of rebated reveal, if any,
shall be excluded.
4.7 Raking-out joints shall be measured in square metres or
alternatively included in description of item.
4.7.1 Raking-out single detached joint shall be measured separately
fin-running metres.
4.8 Pointing on honey-comb work shall be described and measured in
square metres on the basis of overall superficial area without deducting
openings.
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IS : 4410 ( Part XV/%x 1) - 1973
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART XV CANAL ‘STRUCTURES
Section I General Terms
( Second Reprint JULY iS38 )
UDC 001.4:627.81:627.85
@ C@yr+ht 1973
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI llO(lO2
. Gr 3IS : 4410 ( Part XV/Set 1) - 1973
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLEY PROJECTS
PART XV CANAL STRUCTURES
Section I General Terms
Terminology Relz$ng ta River Valley Projects
SectionalCommittee, BDC 46
Chairman Representing
SHRI I. P. KAPILA Power Development Department, Government of
Jammu & Kashmir
Members
SITRIB.S. BHALLA Bcas Design Organization (Ministry of Irrigation &
Power )
CIfTEF ENGINEER Public Works Department, Government of Tamil
Nadu
STJPE~INTEXI#W ESOT~EEII (Alternate)
DIRECNR Land Reclamation, lrrrgation & Power Research
Institlite, Amritsar
DIWCTOR ( HYDBO~~GY ) Central Water & Power Commission, New Delhi
SIIRIN . K. Dwrv~or Irrigation Department, Government of Uttar
Pradesh
SHRI K. Cl. GHOSA~~ Alok Udyog Cement Service, New Delhi
SHRI A. K. BISWAS ( Alternate )
SWRI N. K. GHOSH Public Works Department, Government of West
Bengal
SHRI R. L. GUPTA Public Works Department, Government of Madhya
Pradesh
STJPERINTENDINCI ENGINEER
(DESIGNS) (Alternate)
DRR. C. HOON In personal capacity (Ml8? J&rw Delhi South
Extension Part II, &New @lhz 16)
Spni M. S. JAIN Geological Survey of India, Calcutta
Sum T. S. IdURTIIY National Projects Construction Corporation Ltd,
New Delhi
SHRI IL N. TANEJA (Alternate)
SHRI M. VENKATA R.&o Public Works Departmept, Government of Andhra
Pradesh
( Continued on page 2 )
@ Copyright 1973
BUREAU OF INDIAN STANDARDS.
This publication is protected under the Indian Cowight 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 : 4410 ( Part XV/Sed 1) - 1973
( Continued from page 1 )
Members Representing
SHRI R. K. SAHU Irrigation & Power Department, Government of
Orissa
SHR1R.C. SALDANHA Irrigation & Power Department, Government of
Maharashtra
SHRI V. S. GUPTE (Alternate)
PROF SARANJIT SINGH Indian Institute of Technology, New Delhi
DR P. P. SEHGAL University of Roorkee
COL N. K. SEN Survey of India, Dehra Dun
COL _P . - MIBRA (Alternate)
SHRI G.S. SIDHU Irrigation Department, Government of Punjab
SHRI M. M. ANAND (Alternate )
SOIL CONSERVATIONA DVISER Ministry of Food, Agriculture, Community Deve-
lopment & Co-operation
SHRIVIJENDRA SINGR Irrigation Department, Government of Uttar
Pradesh
SERI D. AJITHA SIMIEA, Director General, BIS (Ex-ojicio Member)
Director ( Civ Engg )
Secretary
SHRI K. RAQHAVENDRAN
Deputy Director ( Civ Engg), BIS
Panel for Glossary of Terms Relating dCana1 Structures, BDC 46 : Pl
Convener
DIRECTOR ( CANALS ) Central Water & Power Commission, New Delhi
Members
DEPUTY DIRECTOR (CANALS )
(Alternate )
REPRESENTATIVE Irrigation Department, Government of Punjab
2IS:4410 ( Part XV/Set 1 )- 1973
Indian Standard
GLOSSARY OF TERMS
RELATING TO RIVER VALLE,Y PROJECTS
PART XV CANAL STRUCTURES
Section I General Terms
0. FOREWORD
0.1 This Indian Standard (Part XV/&c 1 ) was adopted by the Indian
Standar-ds Institution on 13 April 1973. after the draft finalized by the
terminology relating to River Valley Projects Sectional Committee had
beer1 approved by the Civil Engineering Division Council.
0.2 A number of Indian Standards has already been printed covering
various aspects of river valley projects and a large number of standards
is in the process of formulation. These standards include technical
terms, the precise definitions of which are required to avoid ambiguity in
their interpretation. To achieve this end, the Institutitm is bringing ou’t
‘ IS:4410 Indian Standard glossary of terr‘ns relating to river vallev
projects’ which is being published in part.
standard so far published
0.3 Part XV covers the important field of canal structures and in view of
the vastness of this subject, it is proposed to cover it in different sections.
Other sections in rhe series will be the following:
Section 2 Transitiolls
Section 3 Flumes
Sectioli 4 Regulatillg works
Section 5 Cross drainage works
Section 6 Other structures
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the
field in this country. This has been met by deriving assistance from the
following publications:
UNITED NATIONS. ECONOMIC COMMISSIONF OR ASIA AND THE FAR EAST.
Glossary of hydrologic terms used in Asia and the Far East. 1956.
Bangkok.
3IS : 4410 ( Part XV/Set 1) - 1973
INDIA. INTERNATIONAL COMMISSION ON IRRIGATION AND DRAINAGE.
Multilingual technical dictionary on irrigation and drainage.
1967.
INDIA. CENTRAL BOARD OF IRRIGATION AND POWER. Glossary of
irrigation and hydro-electric terms and standard notations used
in India. 1954. Manager of Publications, Delhi.
Nomenclature for hydraulics. 1962. American Society of Civil
Engineers. New York.
0.4.1 All the definitions taken from ‘ Multilingual technical dictionary
on irrigation and drainage’ are marked with an asterisk (*) in the
standard.
1. SCOPE
1.1 This standard (Part XV/Set 1) covers the definitions of general
terms relating to canal structures.
2. GENERAL TERMS
2.1 Access Structure - Structures which provide communication
across irrigation canals or drains and means of access to all parts of the
distribution system.
2.2 Air Entrainment*-The phenomenon of entraining appreciable
percentage of air by the sheet of flow passing with high velocities over
chutes or spillways.
2.3 Bottle-Neck* - A contracted section of a canal or structure or
constricted section of a closed conduit with a minimum flow section which
is always less than the normal cross-section.
2.4 Bowing of Bed -A small concave curvature in the bed of a canal
section (see Fig. 1).
FIG. 1 BOWING OF BED
2.5 Bowing of Flow -A phenomenon of unstable and non-uniform
water surface in the cross-section of a channel, having a flat and non-
&odible bed, due to unstable streamlines set up by some change in
flow (such as a transition). The water surface has tendency to swing
from one side to another due to which it is, sometimes, referred to as
,‘ swinging Of flOW ’
4IS : 4410 ( Part XV/Se& 1) - 1973
2.6 Bowing of Jump- A phenomenon of formation of curved water
surface of the hydraulic jump in transverse direction due to variation in
flow intensity on a flat bed.
2.7 Branch Staunch* - A wall off-shooting from a staunching wall,
usually at right angles to it.
2.8 Bulking of Flow - Sweliing of flow due to air entrainment resulting
in increase in downstream water depth in chute at the entrance to the
stilling pool.
2.9 Celerity* -Velocity of propagation of gravity waves or surges over
the water surface in an open channel.
2.10 Cistern - A pool of water maintained to take the impact of water
overflowing a dam, chute, drop, or other spillway structures. A cistern
provided to maintain water seal at the end of lower leg of a siphon is
also referred to as water cistern.
2.11 CoefEcient of Contraction* --Ratio between the decreased
length, area of section, or volume and the original length, area of
section, or volume.
2.12 Coefficient of Discharge - A coefficient by, which the theoretical
discharge of water through orifices, weirs or other hydraulic structures,
must be multiplied to obtain the actual discharge.
2.13 Communication Structure-See 2.1.
2.14 Constriction- A short length of a closed conduit/open channel
with a flow section less than the cross-section of the main conduiqopen
channel, in the form of a partition or diaphragm or a throat, with the
cross-section varying along the conduit/open channel axis.
2.15 Constriction Rate-of-Rlow Meter’- A constriction fitted with
an instrument indicating the instantaneous rate oft ilow.
2.16 Constriction Water Meter * -A constriction connected with an
instrument which integrates the volume of water flowing through the
constriction.
2.17 Contraction* - The extent to which the cross-section area of a jet,
nappe or stream is decreased after passing an orifice, weir or notch.
2.18 Conveyance Structure* -Structures built in a canal system to
help provide general control and conveyance of water to a location of final
control, usage, or disposal.
2.19 Crest-The line or area of the spillway, weir or other regulation
structures in a canal system to which water shall rise before passing over
the structure.
5IGr4410 f Part XV/Set 1) - 1973
2.29 Crest Length-In case of weirs, spillways, ~o verflow dams across
rivers and side spillways in rivers and canals,.it is the linear me’asurement
of the crest at right angles to the direction of flow. In case of other
irrigation and drainage structures, it is the linear measurement of the crest
in the direction of flow over the crest. In case of flumed structure, it is
equivalent to throat length (see also 2.49 ).
2.21 Crest Width- In case of weirs, spillways, overflow dams across
rivers and side spillways in rivers and canals, it is the linear measurement
of the crest in the direction of flow. In case of other irrigation and
! drainage structures, it is the linear measurement of the crest at right
angles to the direction of flow over the crest. In case of flumed structure,
it is equivalent to throat width (see also 2.93).
2.22 Curtain Wall-A cross wall built under the floor of a hydraulic
structure with the object of dividing the work into suitable compartments,
orto provide cut-offs. 4 wall placed at the top of the inlet and extending
into the water to ward off ice and drift, usually with coarse rack, is also
referred to as curtain wall;
2.23 Cut-Off- A transverse thin wall, collar or other structure to reduce
percolation water under surfaces of a structure or through porous strata.
2.24 Cut-Off Wall - See 2.23.
2;25 Discharge Intensity* -Discharge per unit width of a waterway.
2,26 Effldency of Hydtanlic Jump* -The ratio of the specific energy
after the jump to.that before the jump.
2.27 Energy Gradient Line- A 1i ne joining the elevation of the energy
head of a stream. The stream line is above the hydraulic gradient line
a distance equivalent to the velocity head at each section along the stream.
2.20 Energy Line -See 2.27.
2.29 Energy LOSS in Hydraulic JusaiP*-,The difference in specific
knergies before and after the jump.
2.39 Entrance Head* -The head required to cause flow into a
conduit or other structure; it includes both entrance loss and velocity head.
2.31 Entrance Loss-The energy lost when a stream of water passes
into a hydraulic structure the loss being caused by eddies at the inlet.
2.32 Entry Head* - See 2.39.
2.33 Flow Constriction* - A constriction inserted between the inlet
and outlet sections of a closed conduit.
2.34 Freeboard-The vertical distance between the maximum flow line
including afflux and top of bank. The clearance between the lowest point
6IS : 4410 (Part XV/Set 1) - 1973
of the super-structure (springing level in case of. arched structures ) and
the maximum water level, including afflux, is also referred to as free-
board.
2.35 ‘Friction Slope* -The friction head .or ~10s~ per unit length of
conduit. For most conditions of flow the friction slope ,coincides with
the energy gradient, .buf where ‘a distinction is made between energy
losses,due to bends, expansions, impacts, etc, a distinction must also be
made between the friction slope and the energy gradient. Friction slope
is equal to the bed surface slope only for uniform flow in open channels.
. .
2.36 Gradual) Hydraulic DroIb* -A gradual, cbnge, not a local
phenomenon in the water surface from subcritical tosupercritical state of
fl0y:
2.37 Height of Hy+auli~ JuIpIj*-- The difference between depth of
water downstream and upstream of the jump:
2.39 Hurdling* -The action of water flowing over the top of a baffle
or baffles with a high velocity, like ti horse taking a fence.,
2.39 Hydraulic Bwe - A standing wave which advances upstream in an
open conduit from .a point where the flow Ihas suddenly been stopped.
The flowing water piles up in the channel against the obstruction that
caused the stoppage, and as it reaches a height above the normal water
surface, approximately its velocity head, the increased depth of water
moves upstream in a wavelike sha$re.
2.49 Hydraulic prop* -; A local phenomenon in which a rapid change
in the state of..flow from subcritical to supercritical, resulting a steep
depression in the water surface, is caused by an abrupt’ change in the
channel slope or cross section.
2.41 Hydraulic Friction- A‘ force r.esisting flow which is exerted on
contact surface between a stream and its containing channel. It usually
includes the normal eddies and cross-currents attendant’ upon turbulent
flow occasioned by the roughness character of the boundary surface,
moderate curvature; and normal channel variations.
2.42 Hydraulic Jump* -The sudden and usually turbulent passage of
water under free flow conditions from low .level belovlr critical depth to
high level above critical depth during which the velocity passes from
supercritical to subcritical. It represents .the. limiting condition of the
surface curve wherein it tends to become perpendicular to the stream
bed ( see also 2.75)
2.43 I&low Constriction* -A constriction inserted at the inlet to a
closed conduit.
2.44 Intensity of Flow* -See 2.25.
7IS : 4410 ( Part XV/Set 1) - 1973
2.45 Invert* -The lowest portion in the interna cross-section of an
artificial channel or pipe or component of a hydraulic structure.
2.46 Kinetic Flow Factor* -A factor defined by twice the ratio of the 1
kinetic energy head to the potential energy head. It measures the degree
of rapidity or tranquility of flow ind obtains, in general, a standard by
means of which the state of flow may be qualified numerically.
2.47 Kineticity *-Ratio of the kinetic energy head to the potential
energy head.
2.49 Length of Hydraulic Jump* -The distance measured from the
front face of the jump to a point on the surface immediately downstream
from the roller.
2.49 Length of Throat *-Length of the throat section measured along
the axis or centre line of the structure or the conduit.
2.50 Line Throat* - A throat having no length ( see Fig. 2 ).
FIG. 2 POINT THROAT OR LINE THROAT
2.51 Long,Throat - A throat ,having an appreciable linear dimension
in the direction of flow.
2.52 Loss of Head - The energy of a given flow that is lost ( converted
into heat and, therefore, useless ), as a result of friction, eddies and impact
expressed as a heat, that is as the height through which that flow would
have to fall to produce an equivalent amount of energy.
2.53 Measuring Constriction* -A constriction inserted into a closed
conduit in order to produce a pressure drop for measuring the rate of
flow.
2.54 Modularity Point - It is the point on the curve drawn between
upstream and downstream water depths for a fall, weir, overflow dam or
like structure at which the linear relation between the two depths ends.
2.55 Navigation Structures - Structures built in canals or navigable
waterways where headway and other facilities exist or are provided for
the direct passage of vessels and-boats.
8IS: 4419 ( Part XV/Set 1) - 1973
2.56 Neutral Depth-The depth of water in an open conduit that
corresponds to uniform velocity for a given flow. It is the hypothetical
depth under conditions of steady non-uniform flow; the depth for which
the surface and bed are parallel. Also called ‘normal depth ‘.
2.57 Normal Depth - See 2.56.
2.58 Normal Flow* - Uniform flow at normal depth. The flow which
prevails the greatest portion of the time; the mean flow or the average
flow.
2.59 Oblique Jump - When a supercritical flow is deflected inward in
the course of the flow by a vertical boundary, the depth of flow will
increase abruptly along a wave front which extends out from the point of
boundary discontinuity at a wave angle p that depends in magnitude on
the angle of deflection 0 of the boundary. This phenomenon resembles a
normal hydraulic jump but with the change in depth occurring along an
oblique front ( see Fig. 3 )
FIG. 3 OBLIQUE JUMP
2.69 Oscillating Jump - A type of hydraulic jump in which the
oscillating jet enters the jump bottom to surface and ba_dr again with no
periodicity. The Froude number of the incoming G%v in this case is
between 2’5 and 4.5.
2.61 Outflow Constriction* - A constriction inserted at the outlet of
a closed conduit or reservoir..
2.62 Pitching - A protective covering -sf properly packed or built in
materials on the earchern surface slopes (side pitching) and beds (bed
pitching) of irrigation canals, drainage channels, and river banks, etc, to
protect them from the action of water.
2.63 Point Throat* - See 2.50.
2.64 Protective Structures - Structures to protect the canal system
from storm or drainage water.
2.65 Recovery of Head-A phenomenon associated with the SOW at outlet
ends or at expansions by which the water surface rises due to reduction
in velocity head.
9IS : 4410 (Part XV/Set 1) - 1973
2.66 Regulation Structures - Structures built in/across canals to
provide specific control and measurement of water during conveyance
to a location of usage or disposal.
2.67 Relative Height of Hydraiulic Jump* - Ratio of the height of
hydraulic jump and- the specific energy of flow upstream of the jump.
2.68 Relative Initial Depth of Hydraulic Jump*-Ratio of the depth
of flow and the specific energy of flow both upstream of the jump.
2.69 Relative Sequent Depth of Hydraalic Jump* -Ratio of the
depth of flow downstream of the jump and the specific energy of flow
upstream of the jump.
2.70 Return Wall* -Walls, carried transverse to the centre line of the
stream, starting .off either from the abutment directly or from any type
of wing walls, whether in line with the current, splayed, curved, or
straight.
2.71 Ribbed Pitching* - Pitching having a system of regular pro-
jections to offer greater friction to the flow.
2.72 Skew Throat* - A throat whose inlet end, or outlet end, or both
are skew to the flow.
2.73 Specific Energy - The energy of stream per unit weight referred
to its bed; namely, depth plus velocity head cdrresponding to mean
velocity.
2.74 Splitter Wall * -Longitudinal walls provided in canals or basin
expansions, for recovery of head and equalization of outlet velocity or.
reduction iti, expansion length.
2.75 Standing Wave
a>
A wave formed on the surface of a body of water when a stream
enters such a body at a high velocity. The energy of the entering
stream is dissipated by turbulence and by maintaining the water
comprising the wave at the higher elevation above the normal
surface of the body of water.
b) A sudden rise in the water surface, generally fixed in position,
such as a hydraulic jump; a standing wave may exist, however,
where the hydraulic jump is not involved.
4 A type of wave in which the surface of the water oscillates verti-
cally between fixed nodes without progressing. The points of
maximum vertical rise and fall are antinodes or loops. It may
be the result of two equal progressive waves travelling through
each other, but in opposite directions.
10IS : 4410 ( Part XV/Set 1) - 1973
2.76 Staunching Forks* - A pattern ofstaunching branches emanating
from the abutment in a fork-like manner.
2.77 Staunching Wall -Walls projecting from abutment into the
embankment to intercept seepage.
2.78 Steady Jump -A type of hydraulic jump in which the downstream
extremity of the surface roller and the point at which the high velocity
jet tends to leave the flow, occurs at practically the same vertical section.
The action and position of this jump, are least sensitive to variation
in tailwater depth. The jump is well balanced and the performance is at
its best. The Froude number of the incoming flow in this case is between
4.5 and 9.0.
2.79 Strong Jump - A type of hydraulic jump tin which the high
velocity jet grabs intermittent slugs of water rolling down the front face
of the jump generating waves downstream, and a rough surface can
prevail. The Froude number of the incoming flow in this case is more
than 9.00.
2.80 Super Contraction - An excess contraction imposed on the throat
of a flume more than required.
2.81 Surge - A momentary increase in flow or elevation which passes
longitudinally along the channel as a wave resulting from sudden opening
or closing of the gates controlling the flow in the channel.
2.82 Theoretical Recovery of Head* -The computed reduction in
velocity head at outlets or expansions.
2.83 Throat* - See 2.3.
2.84 Toe Wall* - A shallow wall constructed below the bed or
floor level to provide footing for the sloped pitching or the face of an
embankment.
2.85 Undular Jump - A type of hydraulic jump in which the water
surface shows undulations. The Froude number of incoming fiow in this
case is between 1 and 1.7.
2.89 Velocity Head - The distance a body shall fall freely under the
force of gravity to acquire the velocity it possesses.
2.87 Velocity Head Ratio* -See 2.47.
2.88 Velocity of Approach* -The mean velocity in the conduit OF
stream immediately upstream of a hydraulic structure.
2.89 Velocity of Retreat* -The mean velocity immediately down-
stream of a structure.
11IS : 4410 ( Part XV/See 1) - 1973
2.90 Warped Pitching* - Pitching on the upstream or downstream
sides of hydraulic structures having warped surfaces.
2.91 Water Cushion - See 2.10.
2.92 Weak Jump - A type of hydraulic jump in which a series of small
rollers develop on the surface of the jump, but the downstream water
surface remains smooth. The velocity throughout is fairly uniform, and
the energy loss is low. The Froude number of the incoming flow in this
case is between 1.7 and 2.5.
2.93 Width of Throat* -The minimum contracted/constricted width
of the throat section of a structure or open conduit/closed conduit.
2.94 Wing Walls* -Walls joining the abutments of a structure to an
earth dike or the banks to retain and protect the backfill and provide a
longer path of percolation around the end of structure and/or to improve
flow conditions upstream and downstream of the controlling section.
12BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 3 31 01 31,3 31 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
*Western ; Manakalaya, E9 MIDC, Marol, Andheri ( East ). 6 32 92 95
BOMBAY 400093
tEastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C 2 18 43
CHANDIGARH 160036 { 3 1641
Southern : C. I.T . Campus, MADRAS 600113 41 24 42
I 41 25 19
(41 29 16
Branch Offices :
Pushpak,’ Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 C 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
B HOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5 Ward No. 29. R. G. Barua Road, -
5th Byelane. GUWAHATI 781003
5-8-56C L. N. Gupta Marg, (Nampally Station Road), 22 1083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 6 34 71
6 98 32
117/418B Sarvodaya Nagar. KANPUR 208005 21 68 76
C 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 52 27
TRIVANDRUM 695001
inspection Office ( With Sale Point ):
Institution of Engineers ( India) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 410005
*Sales Office in Bombay is at Novelty Chambers, Grant Road, 88 65 28
Bombay 400007
tSaies Office in Calcutta is at 5 Chowringhse Approach. P. 0. Princrp 27 68 00
Street, Calcutta 700072
Reprography unit, BIS, New Delhi, India
-
|
b719_2_2.pdf
|
UDC 621’3’049’7 - 772’4 : 006’78 IS : 11719 ( Part 2/Set 2) - 1986
Indian Standard
DIMENSIONS’ OF MECHANICAL STRUCTURES
OF THE 482’6 mm SERIES
PART 2 SUBRACKS AND ASSOCIATED PLUG-IN UNITS
Section 2 Plug-in Units
1. scope - Covers the basic dimensions of plug-in units and printed boards.
1 .I The drawings given in this standard are not intended to indicate details of design.
2. Plug-in Unit Description - A plug-in unit can be of various types as shown in Fig. 1 and 2 and
Fig. 1 of Section 1 of this standard ( Part 2 ). It usually consists of a printed board assembly with
or without connector(s), handle(s), ejector(s), front panel, rear panel, mounting rails and covers. A
plug-in unit can itself house a plurality of different types of plug-in units.
3. Plug-in Unit and Piinted Board Basic Dimensions - Plug-in unit and printed board basic
dimensions are given in Fig. 1 and 2. The following notes and Table 1 are to be read with
Fig. 1 and 2.
Note 1 - For a nominal 5’08 mm width filler panel, the 7’62 mm dimension is reduced to 2’54 mm.
., Note 2 - Dt, and Dt, are the inspection dimensions to ensure reliable connector mating (see 4 and Appendix A).
%
a Note 3 - For connector details see 4 and Appendix A.
Note 4 - Maximum dimensions for optical location feature for front panel alignment and/or screw retention.
The standard 2’5 mm screw fixing does not exclude other means of fixing, if agreed between manufacturer and
customer,.
Note 5 - The position of the centre line of the first printed board will depend on the connector chosen. The
preferred dimension of A is 3.27 mm unless found to be impracticable.
Note 6 - Nominal dimension only.
Note 7 -The overall printed board depth is the Db dimension noted in Table 1 plus the length of the edge
board contact tongue.
Note 6 -The thickness of printed boards for plug-in units shall be 1’6&0’2 mm according to IS : 5921 ( Part 1 )-
1970 ‘Specification for metal-clad base material for printed circuits for use in electronic and telecommunication
equipment’.
Note 9 - Hb range 1 is the preferred board height for plug-in units.
Note 10 - If necessary manufacturers can increase the depths in increments of 60 mm.
Note 11 - The symbol U means a vertical Increment of 44’45 mm. Tolerances are non-cumulative.
Note 12 - Dimensions Hc and Hd are height of box or dimensions over the guide rails.
4. Mechanical Interchangeability of Plug-in Units
4.1 Figure 3 illustrates the basic parameters which need to be controlled to ensure the correct mating
of connectors and the interchangeability of plug-in units equipped with a particular type of connector.
.
Subrack
DC - Inspection dimension for the distance between the front attachment plane and the fixed
connector fixing plane,
A - Distance between the first pitchline and the centreline of the first printed board position or the
first side plate of the box type plug-in unit.
c - Vertical distance between the fixing holes for the fixed connector.
E - Subrack height, according to IS : 9606-1980 ‘Dimensions of panels and racks (482’6 mm
systems )’ (dimension E for reference only).
L - Aperture height.
Z - Dimension from the centreline of the printed board position to the centreline of the fixing hole
for the fixed connector in the subrack.
z, - Dimension between the centreline of the printed board position and the centreline of a defined
termination row on the fixed connecior. The dimension determines the location of the wiring
grid on the subrack.
Adopted 13 June 1986 ’ 0 March 1988, BIS Gr 6
t I
BlJRk&J QF INDIAN STANDARDS
MANAK’ it+i~~~ti, p BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002TABLE 1 PLUG-IN UNIT AND PRINTED BOARD DIMENSIONS
( Clause 3 )
All dimensions millimetres.
nxU 21J 3u 4u 5U 6U 7u 8U 9u IOU 11U l2U
(see Note 11 )
-to*00
Hb -0’30 1 56’53 100’00 144’45 188’90 233’35 277’80 322’25 366’70 411’15 455’60 500’05
(see Note 9) 2 67’31 111’76 156’20 200’70 245.10 289.55 334’00 378’45 422’90 467‘35 5.11’80
l tO’OO
84’25 128’70 173’15 217’60 262’05 306’50 350’95 395’40 439’85 484’30 528’75
G-0.30
F +0’20 78.05 122’50 166.95 211’40 255’85 300’30 344’75 389.20 433’65 478’10 522’55
P
100’00
160’00
(see Notes 7
and 10) 3 220’00
4 280’00
W cnx5’08
V n x 5’08IS:11719(Part2/Sec2)-1986
Plug-in Unit
Ott - Inspection dimension for the distance between the front attachment plane and the rear edge
of a printed board with edge-board contacts.
Dt2 - Inspection dimension for the distance between the front attachment plane and a rear face of
the free connector to be defined in the relevant subsequent connector appendix.
E
FIG. 3 EfASIC,PARAMETERS
The precise value of the parameters for each type of connector will be in the appropriated
supplement sheet and are derived from the dimensions given in this standard and from the relevant
Indian Standards for the chosen connector.
4.2 Positions of Connkctors on Plug-in Units - In the relevant supplement sheet the mounting
position of each free connector shall be specified by theoretically exact dimensions between the bottom
edge of the printed board and the centre line of the connector.
In addition a position or a symmetry tolerance shall be given to the alignment faces of the
connector relative to the top and bottom edges of the printed board. If more than one connector is
mounted on a printed board, the admissible tolerance between the alignment faces shall be noted
using preferably the maximum material condition.
Figures 4 and 5 show examples only of methods of establishing tolerances of connectors mounted
on printed boards, The exact method of establishing tolerances for any given connector shall’ be
specified in the relevant connector supplement sheet.
4.3 Position of Fixed Connectors on Subracks - Manufacturers of subracks shall define the fastening
dimensions for the fixed connectors so that their positions correspond to the standard board connector
positions noted in the relevant supplement sheet, so that the plugging of plug-in units is possible
without adjustment of the individual fixed connector. The positions tolerances for the fixed
connectors can be derived from the tolerance requirements according to 4.1 and Fig. 4 or 5.
Note - Appendix A may be used as a guide for the preparation of subsequent appendices.
5IS : 11719 ( Part P/Set 2 ) - 1986
d---&p> Alignment faces
Centreline of inspection face
printed board (see Figure 3)
,
/
Dt2
-r
See Note
]A
Note - The appropriate dimension or the reference letter of the connector standard should be noted. In case the
alignment dimension varies with the connector types, the relevant number of contacts should be added.
FIG. 4 FREE-CONNECTOR POSITIONS
Inspection face
Centreline of M (see Figure 3)
printed board
‘AI _ _
i
D
Alignment faces
See Note
Note - The appropriate dimension or the reference letter of the connector standard should be noted. In case the
alignment dimension varies with the connector types, the relevant number of contacts should be added.
FIG. 5 EDGE BOARD CONTACT POSITIONS
6IS : 11719 ( Part 2/Set 2) - 1986
APPENDIX A
( Clauses 3 and 4.3 )
MOUNTING OF CONNECTORS
A-l. Basic Parameters of Subracks
A-l .I Inspection Dimensions D, - The specified value for the inspection dimensions DC on subracks,
together with the inspection dimensions Dt2 on plug-in units ( see A-2.2 ), guarantee reliable
connector mating and are mandatory for the mechanical interchangeability of plug-in units in the
plugging direction.
In Table 2 the D, dimensions are listed dependent on the preferred printed board depths Db.
The values are applicable for all subrack heights E.
TABLE 2 INSPECTION DIMENSIONS DC
All dimensions in millimetres.
fib nominal Dc +0’86
-0’14
100 115’24
160 175.24
220 235’24
280 295.24
-
lb’l.2 Printed Board Position, Dimension A
A = 3’27 mm
A-l .3 Vertical Fixing Hole Distance C
C = 90’0 mm
.- All fixed connector types have the same fixing holes.
A-l .4 Aperture Height 1
L = Min 85’0 mm
A-l .5 Dimension Z
Z = 4’35 mm
The distance between the centre line of the printed board position and the centre line of the
fixed connector fixing holes results from the connector dimension d = 3’55 mm plus half the thickness
of the printed board.
A-2. Basic Parameters of Plug-in Units
A-2.1 Inspection Dimensions Dtl - Not applicable. The fixed connector types cannot be mated with
edge-board contacts.
A-2.2 Inspection Dimensions Dt2 - The inspection dimensions Dt2 for the plug-in unit depths depend
on the printed board depths DC and are related to the connector dimensions for connectors of types
B, C, D, F and G.
7
.-IS:11719 (Part Z/SW 2)-1986
The appropriate inspection faces are shown in Fig. 6. The values noted in Table 3 are valid for
all plug-in unit heights.
Dt2
c
Connector types 6. C and D
lnspectlon faces
\
3 Connector types E and G
Db
FIG. 6 INSPECTION DIMENSIONS Dtz
TABLE 3 INSPECTION DIMENSIONS Dtz
( Clause A-2.2 )
All dimensions in millimetres.
Dt2 50.4
Connector Type Printed board dc,P th Db (nominal)
100 160 220 280
__ .-
i3
c 109’93 169’93 229’93 289’93
D
F 111’93 171’93 231’93 291’93
G
-
A-2.3 Dimension 21 - As outlined in Fig. 7. the dimension ZI is the distance between the centreline
of the printed board and the centreline of the contact terminations of row b. The dimension gives the
location of the wiring grid relative to the printed board position in the horizontal direction.
2, = 4’65 mm
The dimension 2, results from dimensions b and d plus half the printed board thickness.
8IS : 11719 (Part 2/Set 2) - 1996
Fixed connector types
(mounted on subracks)
Pitchline
I__--
-
k
ti Li
II
Q
Printed board
Top view
/
Contact position
Coincident with the horizonial
pitch of the wiring grid
All dimensions in millimetres.
FIG. 7 DIMENSION Z1
A -3. Positions of Connectors on Plug-in Units
Figures 8 and, 9, with the thepretical exact dimensions in Table 4 define the standard
positions of the free connector types relative to the printed board heights /fb. Notes 1, 2 and 3 are
to be read with Fig. 8 and 9.
Note 1 - 1% = 85.2+~‘2 mm for types B, C and D
I, = ss*4+0,‘2 mm for types F and G
Note 2 - Position tolerances for types B, C and D : 0’05 mm
for types Fand G : 0’15 mm
The position tolerances refer to the minimum clearance of 0’2 mm for types 8, C and D and of 0’5 mm for
types F and G between the free and fixed connectors.
Note 3 - 50 mm is the nominal reference dimension for the position of the first connector on printed board heights,
f+b range 1. For printed board heights Hb range 2, the dimension is 55’88 mm.
9IS : 11719 ( Part Z/SW 2) - 1986
Alignment face
L 1 I
All dimensions in millimetres.
FIG. 8 POSITION OF CONNECTORS ON PLUO-IN UNITS OF 3u SUBRACKS
n connectors
Centreline of
printed board
\
Alignment faces
See Note 3’
DQ (see Sub-clause A2.2) 1
All dimensions in millimetres.
FIG. 9 POSITION OF CONNECTORS ON PLUG-IN UNITS OF SUBRACKS GREATER THAN 3U
10IS : 11719 ( Part Z/Set 2 ) - 1986
TABLE 4 POSITIONS OF CONNECTORS ON PLUG-IN UNITS
( Clause A-3 )
All dimensions in millimetres.
Vertical Hb Range 1 Connector Positions, Nominal Dimensions
Increments Nominal
(see Note 1) (see Note 2) a b1 b, b,
I
- - -
2U 55’55
I I I I
I
3U 100’0 0 - - -
4u 144’46 22’22 - - -
5u 188.9 44’49 - - -
6U 233,35 66.67 - -
71J 277.8 88’9 -
8U 322’25 111’12 133’35 -
9u 366’7 133’35 -
1OU 411’15 155’57 133’35 -
1lU 455’6 177’8 see Note 3
l2U 500’05 200’02 133’35
Note 1 - For definitions see IS : 9606-l 980.
Note 2 - For the printed board heights h& range 2, the nominal dimensions are 11’76 mm greater in each case, but
the connector position dimensions remain as shown.
Note 3 - The dimensions noted are mandatory for vertical increments of 3U, 6U, 9U and 12U. Any deviation in
connector positions should be agreed with the subrack supplier.
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 International Electrotechnical Commission.
11
Printed at Printrade, New Delhi, India
.-
|
IS8686_5.pdf
|
IS/IS0 8686-S : 1992
Indian Standard
CRANES-DESIGN PRINCIPLES FOR LOADS
AND LOAD COMBINATIONS
PART 5 OVERHEAD TRAVELLING AND PORTAL BRIDGE CRANES
ICS 53.020.20
@ BIS 1995
BUREAU OF INDIAN STANDAR-DS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110 002
November 1995 Price Group 2Cranes, Lifting Chains and Its Related Equipment Sectional Committee, HMD 14
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 8686-51992 ‘Cranes - Design principles for loads
and load combinations - Part 5 : Overhead travelling and portal bridge cranes’, issued by Inter-
national Organization for Standardization (ISO), was adopted by the Bureau of Indian Standards on
the-recommendations of the 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
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.
Attention is particularly drawn to the following:
a) Wherever the words ‘International Standards’ 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 full stop(.) as a decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their place
are listed below along with their degree of~equivalence for the editions indicated:
International Standard Corresponding Indian Degree of
Standard Equivalence
ISO,4306-1:1990 IS 13473 (Part 1) : 1992 Cranes - Identical
Vocabulary : Pan 1 General
IS0 8686-l : 1989 IS/IS0 8686-l : 1989 Cranes - Design Identical
principles for loads and load combina-
tions : Part 1 General.
The concerned technical committee has reviewed the provisions of IS0 4302 : 1981, IS0 4310 : 1981
and IS0 8306 : 1985 referied in this adopted standard and has decided that they are acceptable
for use in conjunction with this standard.
In reporting the results of a test or analysis made inaccordance 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/Isa 86864 : 1992
Indian Standard
CRANES-DESIGN PRINCIPLES FOR LOADS
AND LOAD COMBINATIONS
PART 5 OVERHEAD TRAVELLING AND PORTAL BRIDGE CRANES
1 Scope IS0 8306 : 1985, Cranes - Overhead travelling cranesandpor-
tal bridge cranes - Tolerances for cranes and tracks.
This part of IS0 8686 establishes the application of IS0 8686-l IS0 86861 : 1989, Cranes - Design principles for loads and
to overhead travelling and portal bridge cranes as defined~ in
load-combinations - Part 1: General.
IS0 4306-1, and gives specific values for the-factors to be used.
3 Definitions
2 Normative references
For the purposes of this part of IS0 8686, the definitions given
The following standards contain provisions which, through in IS0 8686-l apply.
reference in this text, constitute provisions of this part of
IS0 8686. At the time of publication, the editions indicated
were valid. All standards are subject to revision, and parties to 4- Symbols
agreements based on this part of IS0 8686 are encouraged to
investigate the possibility of applying the most recent editions The symbols used in this part of IS0 8686 are defined in
of the standards indicated below. Members of IEC and IS0 IS0 8686-l.
maintain registers of currently valid International Standards.
IS0 4302 : 1981, Cranes - Wind load assessment. 5 Application of @ factors
IS0 4306-I : 1990, Cranes - Vocabulary - Part 1: General.
5.1 The numerical values for different @ factors are given in
IS0 4310 : 1981, Cranes - Test code and procedures. table 1.
1IS/IS0 8886-5 : 1992
5.2 The Qn factors for dynamic effects which are used for 6 Hoisting classes
load combinations shown in table 1 are given in table 2.
Some examples for the selection of hoisting classes according
to,ISO 8686-l : 1989, 6.1.2.1, are given in table 3.
Table 2 - @,.. factors
Reference Values for factors Qn, or
Table 1 Table 3 - Examples
to IS0 values for loads, or
ine No.
l&X-l :1989 relevant International Standards
Type of crane
1 6.1.1 cp, = 1 z!Ta , a = 0,l
2 6.1.2.2 IS0 8686-l : 1989, hoisting classes Manual cranes
6.1.2.3 IS0 8666-l
3 6.1.3.2 The value of @4shall be estimated as
and shown in IS0 8686-l : 1989, annex
annex D D, if there are steps or gaps be-
tween the rails
4 and 5 6.1.4 When using rigid body kinetic
and models : Ship unloaders
annex E @5 = 1,2 if the acceleration and Stockyard cranes > with grabs or magnets 1 HC3/HC41
braking forces are changed with
Ladle cranes
stepless control systems withoul
Open-hearth furnace charging cranes
backlash
Ingot charging cranes
@5 = 1,5 in other control systems
Soaking pit cranes
where the drive forces are acting or
the crane practjcally free of backlash Stripper cranes
HC4
(95 = 2 where considerable backlast Forge cranes
exists
6 6.1.5 When a displacement remain:
within the limiting value specified ir The examples given in table 3 represent typical applications,
IS0 8306, its effect can br structural designs and hoist control systems. Moreflexible load
neglected in the stress analysis
bearing systems and more sophisticated speed control sysJems
7 6.2.1.1 IS0 4302 may allow the selection of a lower hoisting class than indicated
a 6.2.1.2 Regional snow- and ice-load con- in table 3. There may be cases where a higher hoisting class is
ditions appropriate.
9 6.2.1.3 Ambient and localized temperature
variations
10 6.2.2 IS0 8686-l : 1989, annex F, may br
used for guidance 7 Combination of acceleration effects
11 6.1.2.2.2 IS0 8686-l : 1989, hoisting classes
12 6.3.1 IS0 4302 In the case of overhead travelling and portal bridge cranes, the
13 6.3.2 IS0 8686-l and IS0 4310 load is moved by hoisting (l-i), travellin~g. (Lt), traversing (Ct)
14 6.3.3 IS0 8686-l and, possibly, by slewing (SI) mechanisms:(See figure I.)
15 6.3.4 IS0 8686-l
The acceleration effects of these mechanisms acting
16 6.3.5 (P5 = 2
simultaneously on the crane depend on. the control systems
17 6.3.6 @5 = 2
and service conditions of the crane and whether a load is
ia 6.3.7 IS0 8686-I
hoisted from the ground or a suspended load~is hoisted.
Figure 1
3IS,‘ISO 8686-5.: 1992
Taking the above into account, the accelerations ~given in b) for braking the steady-state movement, and
table 4 are assumed to be acting simultaneously.
c) for braking the movement during the starting process,
The gross loads shall be multiplied within the individual load or
combinations by the following factors:
d) for accelerating the movement during the braking pro-
- load combinations Al and Bl : G2 cess (positioning).
- load combinations A2 and 82: @s
Thus the calculated rigid body acceleration forces shall be
multiplied by the factor r#~sin accordance with IS0 6696-l : 1989,
- load combinations A3 and 83: 6.1.4.
- load combinations A4 and 84: G4 When considering the positioning effects, only one such effect
is combined with other movements.
- load combination C3: Gs
Drive forces can change significantly in a short time interval. In load combination C6 or C7, only the dynamic effects of the
Thus the accelerations shall be calculated “emergency cut-out” or of the “failure of mechanism or com-
ponents” shall be considered without other dynamic effects,
a) for starting the movement, assuming the case of starting during steady-state motion.
Table 4 - Combination of acceleration effects
l-
Hoisting a grounded load Hoisting a suspended load
Load combinations Al, Bl, Cl Load combinations A2 to A4. 82 to 84, C3
Power station cranes Power station cranes Ship unloaders
Erection cranes Erection cranes Stockyard cranes
Workshop cranes Workshop cranes Steel mill cranes
Ship unloaders
Stockyard cranes
Steel mill cranes
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 (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. HMD 14 ( 0338 ).
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 : 3310131,33113 75 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3310131
NEW DELHI 110002 331 13 7.5
{
Eastern : l/14 C. LT. Scheme VII M, V. I. P. Road, Maniktola 37 84 99,37 85 61
CALCCTI’A 700054 ( 378626,378662
Northern : SC0 335-336, Sector 34-A CHANDIGARH 160022 60 38 43
602025
{
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 632 92 95,632 78 58
BOMBAY 400093 632 78 91,632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAlPUR. KANPUR. LUCKNOW. PATNA, THRUVANAN7HAPURAM.
Printed at Dee Kay Printcrs, New Delhi-l 10015, India.
|
13769.pdf
|
IS 13769 : 1993
IS0 3449 : 1992
EARTH-MOVING MACHINERY - FALLING-OBJECT
PROTECTIVE STRUCTUR.ES - LABORATORY
TESTS AND ~PERFORMANCE REQUIREMENTS
UDC 621*878/g-78
@ BIS 1993
BUREAU OF IND~IAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1993 Price Group 4Bulk Handling Systems and Equipment Sectional Committee, HMD 7
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 3449 : 1992 ‘Earth-moving machinery --
Falling-object protective structures - Laboratory tests and performance requirements’ issued by
the International Organization for Standardization ( IS0 ) was adopted by the Bureau of Indian
Standards on the recommendations of Bulk Handling Systems and Equipment Sectional Committee
and approval of the Heavy Mechanical Engineering Division Council.
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. 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 Standards, the curr.ent
practice is to use a point ( , ) as a decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their
place are listed below along with their degree of equivalence for the editions indicated:
/nternational Standard Corresponding Indian Standard Degree of
Equivalence
IS0 148 : 1983 IS 1757 : 1988 Method for charpy impact test Not
( V notch ) for metallic material ( second revision ) equivalent
IS0 898-l : 1988 IS 1367 ( Part 3 ) : 1991 Fasteners - Threaded Identical
steel - Technical supply conditions : Part 3
Mechanical properties and test methods for bolts,
screws and studs with full loadability ( third
revision )
IS0 898-2 IS 1367 ( Part 6 ) : 1980 Technical supply Not
conditions for threaded steel fasteners : Part 6 equivalent
Mechanical properties and test methods for nuts
with specified proof loads ( second revision )
IS0 3164 : 1979 IS 13768 : 1993 Earth moving machinery - Labor- Identical
atory evaluations of roll-over and falling-object
protective structures - Specifications for the
deflection-limiting volume
IS0 3411 IS 11115 : 1993 Earth moving machinery - Identical
Human physical dimensions of operators and
minimum operator space envelope ( first revision )
IS0 ~6165 IS 12138 : 1993 Earth-moving machinery - Basic Identical
types - Vocabulary ( first revision )
The concerned technical committee has reviewed the provisions of IS0 3471-l : 1986 ‘Earth-
moving machinery - Roll-over protective structures - Laboratory tests and performance require-
ments - Part 1 : Crawler, wheel loaders and tractors, backhoe loaders, graders, tractor scrapers,
articulated steer dumpers’ referred in this adopted standard and has decided that it is acceptable
for use in conjunction with this standard.
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 13769 : 1993
IS0 3449 : 1992
Indian Standard
EARTH-MOVING MACHINERY - FALLING-OBJECT
PROTECTIVE STfWCTUREmS - LABORATORY
TESTS AND PERFORMANCE REQUIREMENTS
1.5 Thislnterpational Standard does not apply to
1 scope
- self-propelled compactors;
1 .l This International Standard specifies
drills;
a) the laboratory tests for measurement of struc-
tural characteristics, and - paving ~machhes;
b) the performance requirements in a representive - machines having a power rating less than 15 kW
test,
(20 hp); '
of a falling-object protective structure (FOPS).
- belt loaders;
1.2 The laboratory tests are a means of testing the - excavators;
characteristics of the structures used to protect the
operator from localized impact penetration and, in- - cranes;
directly, of the load-carrying capacity of the sup-
porting structure to resist impact loading. - drag lines.
1.3 This International Standard establishes a con-
sistent, repeatable means of evaluating character-
istics of FOPS under loading and ~prescribes
performance requirements for these structures un- 2 Normative references
der such toading in a representative test.
The following standards contain provisions which,
NOTE 1 For the purposes of this International Standard, through reference in this text, constitute provisions
“representative test” means a test of a specimen whose of this International Standard. At the time of publi-
material, dimensional, and processing requirements are cation, the editions indicated were valid. All stan-
typical of those FOPS currently being produced.
dards are subject to revision, and parties to
agreements based on this International Standard
1.4 This International Standard applies to the fol- are encouraged to investigate the possibility of ap-
lowing types of operator-controlled machines, re- plying the most recent editions of the standards in-
gardless of the type of steering system used, as dicated below. Members of IEC and IS0 maintain
defined in IS0 6165: registers of currently valid International Standards.
- crawler loaders, wheel loaders and backhoe IS0 146:1983, Steel - Charpy impact test (V-notch).
loaders;
IS0 898-1:1988, Mechanical properties of fasteners
- crawler tractors and wheel tractors; - Part 1: Bolts, screws and studs.
- graders; IS0 898-2:-l’, Mechanical properties of fasteners -
Part 2: Nuts with specified proof load values -
- tractor-scrapers. Coarse thread.
1) To be published. (Revision of IS0 898-2:1980)
1IS 13769 : 1993
IS0 3449 : 1992
IS0 3164:1979, Earth-moving machinery - Lab- 4.3 This evaluation procedure is generally de-
oratory evaluations of roll-over and fallingobject structive of the FOPS assembly, as permanent de-
protective structures - Specifications for the formation is apt to occur.
deflection-limiting volume.
.ISO 3411:1962, Earth-moving machinery - Human 4.4 Two acceptance levels are defined:
physical dimensions of operators and minimum op-
erator space envelope. a) level I acceptance is intended for protection from
falling bricks, small concrete blocks and hand
IS0 3471-1:1906, Earth-moving machinery - Roll- tools encountered in operations such as highway
over protective structures - Laboratory tests and -maintenance, landscaping and other con-
performance requirements - Part 1: Crawler, wheel struction site services;
loaders and tractors, backhoe loaders, graders,
tractor scrapers, articulated steer dumpers. b) level II, acceptance is intended for protection
from falling trees or rocks for machines involved
IS0 6165:1987, Earth-moving machinery - Basic In site clearing, overhead demolition or forestry.
types - Vocabulary.
Although ~FOPS meeting these criteria do not give
crush protection under all circumstances in which
3 Definitions and abbreviations the machine could be struck from above, it is ex-
pected that penetration protection will be ensured
For the purposes of this International Standard, the under at least the following conditions: a round ob-
following definitions and abbreviations apply. ject dropped from a height sufficient to develop an
energy of 1 365 J (level I) or a blunt object (see fig-
ure 1) dropped from a height suffkzient to develop an
3.1 falling-object protective structure (FOPS): A
energy of 11 600 J (level II).
system of structural members arranged in such a
way as to provide operators with .reasonable pro-
NOTE 2 Drop height of a standard object is defined as
tection from falling objects (for example, trees,
a function of its mass. See figure3.
rocks, small concrete blocks, hand tools, etc.).
3.2 roll-over protective structure (ROPS): System
of structural members arranged on a machine in
4.5 The material temperature requirement of 6.3 is
such a way as to accomplish its primary purpose of
intended to be a base-line of measurement.for test-
reducing the possibility of an operator, when wear-
ing, to ensure that the FOPS will have meaningful
ing a seat belt, being crushed should his machine
reiistance to brittle fracture; it does not necessarily
roll over. Structural members include any subframe,
relate to operating conditions.
bracket, mounting, socket, ~bolt, pins, suspension or
flexible shock absorber used to secure the system
to the machine frame but exctudes mounting pro-
4.6 Because, in an actual situation involving a fall-
visions which are integral with the machine fratie.
ing object, loading will be dynamic (possibly im-
pact), the use of conventional “safety factors” based
3.3 deflection-limltlng volume (DLV): That volume, on static force loading should be treated with cau-
related to the operator, which selves to set limits tion. The “safety factor” of a FOPS is related more
and deflections permissible when performing lab- to energy absorption capability and details of weld
oratory evaluations of FOPS and ROPS. The volume, design and welding procedure than it is to static
an approximation, is based on the seated dimen- force resistance.
sions of a large operator.
5 Laboratory tests
4 General
The following points are stated to aid in under- 5.1 Apparatus
standing the underlying principles, intention and
application of this International Standard.
5.1.1 Solid steel or ductile iron or &her sphere,
having a mass of 45 kg (level I), with the sphere di-
4.1 The FOPS can be integrated in the cab of the ameter not exceeding 250 mm or a standard lab-
operator. oratory drop test object, made of steel as shown in
figure 1 (level II).
4.2 This evaluation procedure will not necessarily An optional drop test object is a sphere or ball with
duplicate structural deformations due to a given ac- a maximum diameter of 400 mm and with the capa-
tual impact of falling objects. ability of developing an energy of 11 600 J for level II.IS 13769 : 1993
IS0 3449 : 1992
51.5 Means of determining whether the FOPS en-
ters the deflection-limiting volume during the drop
i_Dimensions in m illimetres test. This may be either of the following:
0 a) a DLV, placed upright, made of a material which
will indicate any penetration by the FOPS; grease
may be put on the lower surface of the FOPS
cover to indicate such penetration;
b) a dynamic instrumentation system of sufficient
frequency response to indicate the relevant de-
flection with respect to the DLV.
0d”
I
5.2 DLV requirements
The DLV and its location &all be in accordance with
I$0 3164. The DLV shall be fixed firmly to the same
part of the machine as the operator’s seat, and shall
remain there during the entire formal test period.
For skid-steer loaders where front access is re-
quired and it is necessary to provide protection for
the feet separate from other parts of the FOPS, it is
permissible that guards invade the DLV in the area
above the foot and at the front of the area repres-
enting legs and knees. The guards shall not extend
into the area that will be occupied by the legs and
knees as defined in IS0 3411.
5.3 Test conditions
5.3.1 Measurement accuracy
1) Dlmenslons d and 1 are optIonal, dependlng on the mass of the
test obJcct required to match the helght of drop that WILL The measurement accuracy of the deflection of the
provlde the energy speclfled In 4.4. FOPS shall be + 5 % of the maximum deflection
measured.
For example. fern drop test object mass of 227 kgr
d - 255 to 260
1 = 583 to 585 5.3.2 Machine or test bed condition
To dktermlne drop height, see figure 3. 5.3.2.1 The FOPS to be evaluated shall be attached
to the machine structure as it would be in actual
2) May be drilled and tapped for a llftlng eye. machine use. A complete machine is not required;
however, the portion on which the FOPS is mounted
Figure 1 - Standard laboratory drop test object shall be identical to the actual structure, and the
vertical-stiffness of a test bed shall be not less than
that of an actual machine as described in 5.3.2.2.
5.3.2.2 If the FOPS is mounted on a machine, the
5.1.2 Means of raising the standard object to the following stipulations apply:
required height.
- ,there are no limitations on customary attach-
ments and/or payload;
5.1.3 Means of releasing the standard object so that
- all ground-engaging tools shall be in the normal
it drops without restraint.
carry position;
- all suspension systems, including pneumatic
5.1.4 Surface of such firmness that it is not pen- tyres, shall be set at operating levels. Variable
etrated by the machine or test bed under the loading suspensions shall be in the “maximum
of the drop test. stiffness” range;IS 13769 : 1993
IS0 3449 : 1992
- all cab elements, such as windows, normally re-
movable panels or non-structural fittings, shall
be removed so that they do not contribute to the
strength of the FOPS.
5.4 Procedure
The test procedure shall consist of the following op-
erations, in the order listed.
54.1 Place the standard laboratory drop test object
(5.1.1), on top of the FOPS’(small end down - level
II) at the location designated in 5.4.2.
L DLVt op plane
0 I I
5.4.2 The small end of the object shall be entirely Case1
within the vertical projection of the DLV, in that vol-
ume’s upright position, on the FOPS top. It is in-
tended that the drop location include at least a
portion of the vertical projection of the top plane
area of the DLV.
Case 1:
Where major, upper, horizontal members of FOPS
do not enter the vertical projection of the DLV on the
FOPS top.
The drop test object shall be placed such that it is
as close as possible ~to the centre of gravity of the
upper FOPS structure (see figure 2).
A
Case 2:
NOTE- I has a greater area than II.
Where major, upper, horizontal members of the
FOPS do enter the vertical projection of the DLV on Case2
the FOPS top.
Figure 2 - Drop test impact points
Where the covering material of all the surface areas
above the DLV is of uniform thickness, the centre of
the drop test object shall be in the surface of great-
est area. This area is the vertical projected area of
the DLV without major, upper, horizontal members. 5.4.3 Raise the drop test object vertically to a
The centre of the drop test object shall be at that height above the position indicated in 5.4.1 and 5.4 2
point, within the surface of greatest area, which has to develop energy as specified in 4.4 depending on
the least possible distance from the centroid of the the type of FOPS.
FOPS top (see figure 2).
54.4 Release the drop test object so that it falls
Where other materials or a different thickness are
without restraint onto the FOPS.
used in different areas abovethe DLV, each area in
turn shall be subjected to a drop test. If design fea-
tures such as cutouts for windows or equipment, or 5.4.5 As it is unlikely that the free fall will result in
the drop test object hitting at the location and/or in
variations in cover material or thickness indicate a
the attitude of 5.4.1 and 5.4.2, the following limits are
more vulnerable location could obviously be se-
placed on deviations.
lected within the vertical projection of the DLV, the
drop location should be adjusted to that location. In
addition, if cutouts i-n the FOPS cover are intended 5.4.5.1 For a level II FOPS, the initial impact of the
to be tilled with devices or equipment to provide small end of the drop test obiect shall be entirely
adequate protection, those devices or equipment within a circle of 200 rnnl radius (Ihe cctntt-e of this
shall be in place during the drop test. circle is to coincide? with Ihc? vc?rlic:nl cxrifre line of
416 13769-: 1993
IS0 3449 : 1992
the drop test object as positioned according to 5.4.1 6.3.2 If the evaluations are not performed at this
and 54.2). temperature, the following minimum material re-
quirements shall be met.
5.4.5.2 For a level I FOPS, the impact of the drop
test sphere shall be entirely within a circle of 6.3.2.1 Bolts and nuts used to attach the FOPS (or
FOPS cover and its supporting structure) to the ma-
100 mm radius (the centre of this circle shall co-
chine frame and to connect structural parts to the
incide with the vertical centre-line of the drop test
FOPS cover shall be property class 8.8 or 10.9 bolts
object as positioned according to 5.4.1 and 5.4.2).
(see IS0 898-l) and 8 or 10 property class nuts
(IS0 898-2).
5.4.5.3 For level II FOPS test, the first contact be-
tween the test object and the FOPS shall only be
6.3.2.2 Structural members of the FOPS and ROPS
along the small end and/or the radius contiguous to
(or FOPS cover) and the mounts which attach them
that end (see figure 1).
to the machine frame when made from steel shall
have one of the following Charpy V-notch impact
5.4.5.4 There is no limitation on location or attitude strengths (see IS0 148):
of subsequent impacts due to rebound.
IO mm x 10 mm specimen: 10,8 J at - 30 “C
10 mm x 7,5 mm specimen: 9,5 J at - 30 “C
6 Performance requirements
10 mm x 5 mm specimen: 7,5 J at - 30 “C
6.1 Requirement for FOPS alone IO mm x 2,s mm specimen: 5,5 J at -~30 “C
The protective properties of the FOPS system shall Structural members made from materials other than
be estimated by the ability of the cab or proteciive steel shall have equivalent low temperature impact
structure to resist the impact. The DLV (see resistance.
IS0 3164) shall not be entered by any part of the
Specimens are to be “longitudinal” and taken from
protective structure under the first or subsequent
flat stock, tubular, or Structural sections before
impact of the drop test object. Should the drop test
object penetrate the FOPS. it shall be considered to forming or welding for use in FOPS. Specimens from
tubular or structural sections are to be taken from
have failed the test.
the middle of the side of greatest dimension and
shall not include welds.
6.2 Requirement for both ROPS and FOPS
NOTE 4 The requirements of 6.3.2.2 are given until such
Where the structure provides for both ROPS and time as IS0 develops an International Standard.
FOPS, the FOPS shall also meet the performance
requirements for the appropriate ROPS as given in 7 Labelling
IS0 3471. Where ROPS is not involved, a different
structure may be used to support the~FOPS as long
7.1 A label shall be applied to every FOPS. When
as the DLV is not violated in the test.
the structure meets the performance requirements
The FOPS shall completely cover and overlap the for both FOPS and ROPS, the labelling shall be as
vertical projection of the DLV. described in IS0 3471.
Should the same structure be used for both evalu- 7.1 .I Label specification
ations, the drop test procedure shall precede the
ROPS loading; the removal of impact dents or re-
7.1.1.1 The label shall be of a permanent type and
placement of the FOPS cover is permitted.
permanently attached to the structure.
NOTE 3 It is not required that the included volume of a
ROPS or FOPS having four or more vertical members en- 7.1.1.2 The label shall Abe located on the structure
tirely enclose the positioned DLV. Nor is it intended that so that it can be easily read and is protected from
a simple (two-post) frame be excluded as either a FOPS defacing by weather.
or ROPS.
7.1.2 Label content
6.3 Material temperature requirements
The label shall provide the following minimum in-
formation:
6.3.1 The laboratory evaluations shall be per-
formed with FOPS and machine frame members a) name and address of the manufacturer or
soaked to - 18 “C or below. constructor of the FOPS;
5IS 13769 : 1993
IS0 3449 : 1992
b) FOPS identification number, if any; NOTE 5 The manufacturer may include such other in-
formation as deemed appropriate (for example, instal-
c) machine make, model(s), or serial number(s) the lation, repair or replacement information).
structure is designed to fit;
8 Reporting of test results
d) the International Standard number(s) for which
the structure meets all of the performance re- The test report shall include the results of the test
quirements and the level being met. National and be presented in a typical test report according
regulations may be included. to annex A. Additional information presented in an-
nex 6 shall be reported only to fhe originator of the
test reques?.
5.2
5.1
5
3,6 328.6
Mass, kg
-Figure 3 - Height and mass for drop test object with capability of developing energy of 11 600 J
6IS 13769 : 1933
IS0 3449 : 1992
Annex A
(normative)
Standard test report
(See clause 8)
A.1 Identification A.2 Information supplied by
manufacturer(s)
A.1 .l Machine(s)
Location of DLV: . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Type: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Manufacturer: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
A.3 Conclusion
Model: . . . . . . . . . . . . . . _. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Serial number (if any): . . . . . . . . . . .._..............................
Confirm the test results by the following:
Machine frame part number: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
1) The minimum performance requirements of
IS0 3449 were met (not met) in this test.
A.l.2 FOPS
2) Date of test.
Manufacturer: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
3) Name and address of’the test facility.
Model: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Serial number (if any): . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4) Tested by (signature).
FOPS (may include ROPS) part number: . . . . . . . . . . . . . 5) Date of report.IS 13769 : 1993
lSO3449:1992
Annex 6
(normative)
Test report - Additional infgrmation for originator of test request
(See clause 8)
6.1 Drop test object 8.2.2 Photographs as necessary to show top and
bottom of FOPS structure atter application of drop
8.1.1 Standard: test(s).
- diameter: . . . . . . mm 8.3 Test results
- length: . . . . . . mm
8.3.1 Drop tcrst
- mass: . . . . . . kg
Energy imparted to the drop test object without
causing penetration of any part of the FOPS struc-
8.1.2 Ball: ture into the DLV nor penetration of the FOPS by the
drop test object: . . . . . . J
- diameter: . . . . . . mm
8.3.2 Material temperature
- mass: . . . . . . kg
a) The test was performed with FOPS and machine
8.1.3 Height of fall for the test: . . . . . . m frame members soaked to . . . . . “C or verification
of the Charpy V-notch impact strength require-
ments for FOPS and ROPS (or FOPS cover)
6.2 Photographs structural metallic members.
8.2.1 One photograph of drop test object and test b) Verification of the property class requirements
arrangement before application of drop-test(s). for bolts and nuts (see 6.3.2.1).
8Standard 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
produceres 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 harmoious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), BIS.
Revision of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision: Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Addition’. Comments on this Indian Standard may be sent to BIS giving the following
reference:
Dot : No. HXlD 07 ( 0205 )
Ameodmeuts Issued Since Publication
Amend No. Date of Issue Text Affected
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|
228_24.pdf
|
IS 228( Part 24 ) :2003
WITT243Tf%J +RH%ZFrmTnHE$@i=a=rmTi%&DT –
aTa4mmFKrl W’fa ( W&&Id 0.001 * 0.25Tfam )
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 24 DETERMINATION OF NITROGEN IN STEEL BY INERT GAS FUSION —
THERMAL CONDUCTIVITY METHOD ( NITROGEN 0.001 TO 0.2 PERCENT)
ICS 77.080.20
0BIS2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEWDELHI 110002
May2003 Price Group 1Method ofChemical Analysis ofFerrous Metals Sectional Committee, MTD 2
FOREWORD
This Indian Standard ( Part 24 ) 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 wasfirst published in 1952andsubsequently revised in 1959,covered the chemical analysis ofplain
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 ofnitrogen insteel bysteamdistiIlation,hasbeencovered inIS228 (Part 19) and Determination of
nitrogen insteel byoptical emission spectrometer isunder preparation and will becovered inaseparate standard
which will form apart ofthe above series.
This part covers the method for determination ofnitrogen (0.001-0.2 percent) insteel by inert gasfusion thermal
conductivity method. 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 byalkali-metric method (third revision)
(Part 4): 1987 Determination oftotal carbon bygravimetric method (for carbon greater than or equal
to 0.1 percent )(third revision )
(Part 5): 1987 Determination ofnickel bydimethyl glyoxime (gravimetric )method (fornickel greater
than or equal to 0.1 percent )( third revision )
(Part 6): 1987 Determination ofchromium bypersulphate oxidation method (forchromium greater than
or equal to 0.1 percent )(third revision )
(Part 7):1990 Determination ofmolybdenum byalphabenzoinoxime method (for molybdenum greater
than I percent )(third revision )
(Part 8):1989 Determination ofsilicon bygravimetric method (for silicon 0.05 to0.50 percent )(third
revision )
(Part 9): 1989 Determination of sulphur inplain carbon steels byevolution method (for sulphur 0.01
to 0.25 percent )(third revision )
(Part 10): 1989 Determination ofmolybdenum bythiocyanate (photometric )method in low and high
alloy steels (for molybdenum 0.01 to 1.5percent )(third revision )
(Part n): 1990 Determination of total silicon byreduced molybdosilicate spectrophotometric method
incarbon steels and lowalloy steels (for silicon 0.01 to 0.05 percent) (third revision )
(Part 12):1988 Determination of manganese byperiodate spectrophotometric method in low and high
alloy steels (for manganese 0.01 to 2.0 percent )(third revision )
(Part 13):1982 Determination ofarsenic
(Part 14):1988 Determination of carbon by thermal conductivity method ( for carbon 0.005
to2.000 percent)
(Part 15):1992 Determination ofcopper bythiosulphate iodide method (for copper 0.05 to 5percent )
( Continued on third cover)IS 228( Part 24 ): 2003
Indian Standard
METHODS OF CHEMICAL ANALYSIS OF STEELS
PART 24 DETERMINATION OF NITROGEN IN STEEL BY INERT GAS FUSION —
THERMAL CONDUCTIVITY METHOD ( NITROGEN 0.001 TO 0.2 PERCENT)
1 SCOPE recommended by the equipment manufacturer for
stabilization before use.
This standard (Part 24 )covers the determination of
nitrogen insteel inthe range 0.001 to 0.2 percent. 6.2 Purge the gas line and the thermal conductivity
cellforsometime forthetimeperiod asrecommended
2 SAMPLE PREPARATION
by the manufacturer before starting the analysis.
The sample may be inthe form of chips, drillings or
6.3 Settheanalyzertooperate inautomatic ormanual
solid pin. The size ofthe solid pin should be suchto
mode depending upon the nature of the sample.
permit free introduction through the loading device
oftheequipment ordirectly intothegraphite crucible. NOTE—Ifthestandard orsample isinpinform,calibrate
The sample may be cut for nitrogen analysis insuch with pin standard by automatic mode and subsequently
away that excess heat is not generated. Ahacksaw analyze the sample also in automatic mode. However,
ifthesample/standard isintheformofdrillings, calibrate
may be used for cutting. Ifdrillings sodesired, they
bymanualmodeandalsosubsequently analyze thesample
should be taken under argon atmosphere avoiding
inmanual mode.
excess heat. The sample tobeanalyzed mayberinsed
in acetone, air-dried and used. 6.4 Weighthe standard sample and enter the weight.
3 PRINCIPLE OF THE METHOD 6.5 Placetheweighed standard sample inpin form in
the loading device for automatic analysis.
The sample, contained inasmallgraphite crucible, is
fused under aflowing helium atmosphere. Nitrogen 6.6 Place anempty graphite crucible onthe furnace
present inthe steel isreleased asmolecular nitrogen lower electrode assembly and close the furnace. In
into the flowing helium stream. The nitrogen is automatic mode,theanalysisbegins automatically and
separated fromother liberated gasessuchashydrogen at the end displays the percentage nitrogen on the
andcarbon monoxide andfinallymeasured bythermal control console andalsoprints onthepaper. However,
conductivity. inmanual mode, after closing the furnace, press the
analyzer switch. Thepurging anddegassing willstart.
4 APPARATUS
Then lower the piston, keep weighed standard inthe
4.1 Any commercial analyzer equipped to carry out graphite crucible and again close the furnace. Now
press again the analyzer switch. Atler the analysis
the above operations automatically may be used.
cycle, the percentage of nitrogen will get displayed
4.2 Graphite Crucible onthe control console and alsowill give a print out.
Highpuritygraphite crucible ofthesizerecommended 6.7 Lowertheposition, remove the used crucible and
bythe manufacturer of the instrument. follow instructions ofthe manufacturer for cleaning
the furnace before starting the next analysis.
4.3 Crucible Tongs
6.8 Repeat the analysis of the standard three times
Capable ofhandling recommended crucibles.
andtakethemeanvalue asthepercentage ofnitrogen.
5 REAGENTS
6.9 Calibrate theinstrument asgiven inthe instrument
5.1 Helium (99.99 Percent and Above Purity) manual. Untilthecertifiedvalueofnitrogen isobtained
with desired reproducibility.
5.2 Magnesium Perchlorate (Commonly known as
Anhydrone ) 6.10 Verifytheresponseoftheinstrumentbyanalyzing
astandard sample, atler calibration. Thevalue should
5.3 Sodium Hydroxide on Asbestos ( Commonly
bewithin theallowable limits ofthecertified value of
known as Ascarite )
the standard. If not, repeat the calibration and
5.4 Rare Earth Copper Oxide verification.
6 CALIBRATION BY STANDARD NOTE — Repeat the calibration when a different lot
ofcrucible isused orthe system has not been used for a
6.1 Switch on the instrument and allow the time long time or when the carrier gas has been changed.IS 228( Part 24 ) :2003
6.11 Some instruments haveprovision forcalibration theweightandcarryouttheanalysisofthe sample
by nitrogen gas dosing. Then carry on calibration for nitrogen content by automatic/manual mode as
by gas dosing as suggested by the manufacturer of given in6.5 to 6.7.
the instrument and finally verify the validity of
calibration byanalyzing acertified reference standard NOTE — Ensure that the calibration standards are of
sameor similar composition asthesampletobeanalyzed.
sample.
7 ANALYSIS OF SA”MPLE 8 PRECISION
Weigh around 1 g of the unknown sample enter Theprecisionofanalysisshouldbewithin+10percent.( Continuedjrom second cover)
(Part 16):1992 Determination of tungsten by spectrophotometric method ( for tungsten 0.1
to 2 percent )
(Part 17):1998 Determination of nitrogen bythermal conductivity method
(Part 18):1998 Determination of oxygen by instrumental method
(Part 19):1998 Determination ofnitrogen bysteam distillation
(Part 20):1987 Determination of carbon and sulphurby infra-red absorption method
(Part 21):1987 Determination of copper by spectrometric method ( for copper 0.02 to 0.5 percent )
( third revision)
(Part22): 2003 Determination of total hydrogen in steel by thermal conductivity method
(hydrogen 0.1 ppmto 50ppm )
(Part23): 2003 Determination oftotal nitrogen insteelbyoptical emission spectrometer (nitrogen 0.002
to 1.0percent)
in reporting the result of atest or analysis made inaccordance with this standard, ifthe final value, observed or
calculated, istobe rounded off, itshall bedone inaccordance with IS2: 1960 ‘Rules for rounding off numerical
values (revised )’.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
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 onthe basis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when such review indicates that no changes are
needed: ifthe review indicates that changes are needed, itistaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments oredition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from Doc :No. MTD2(4272 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9Bahadur ShahZafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 23230131,23233375,2323 9402 (Common to all offices)
~egional offices : Telephone
Central: Manak Bhavan, 9 Bahadur Shah Zafar Marg 23237617
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Printed at New India Printing Press, Khurja, [ndia
|
3025_48.pdf
|
IS 3025 (Part 48) : 1994
(Reaffirmed1999)
Edition2.1
(2000-10)
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 48 MERCURY
( First Revision )
(Incorporating Amendment No. 1)
UDC 628.1.032 : 628.3 : 543.3 [546.49]
© 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 3Environmental Protection Sectional Committee, CHD 012
FOREWORD
This Indian Standard (Part 48) (First Revision) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Environmental Protection Sectional Committee had been approved
by the Chemical Division Council.
Organic and inorganic mercury salts are very toxic and their presence in the environment,
especially in water, should be monitored. Therefore, it is desirable to ascertain the limit of
mercurypresent in water and wastewater. In the preparation of this standard, considerable
assistance has been derived from Standard Methods for Examination of Water and Wastewater,
16th Edition, 1985.
The technical committee responsible for formulation of IS 2488 and IS 3025 : 1964 decided to
revise all the parts covered under them and publish as separate parts.
This standard supersedes 13 of IS 2488 (Part 2) : 1968 Methods of sampling and test for industrial
effluents Part 2.
The composition of the technical committee responsible for the formulation of this Indian Standard
is given in Annex A.
This edition 2.1 incorporates Amendment No. 1 (October 2000). Side bar indicates modification of
the text as the result of incorporation of the amendment.
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 3025 (Part 48) : 1994
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 48 MERCURY
( First Revision )
1 SCOPE 5 COLD VAPOUR ATOMIC ABSORPTION
SPECTROMETRY
This standard prescribes two methods for the
determination of mercury in water and 5.1 Principle
wastewater.
The flameless atomic absorption procedure is a
a)Cold vapour atomic absorption spectro-
physical method based on the absorption of
photometric method, and
radiation at 253.7 nm by mercury vapour. The
b) Calorimetric dithizone method. mercury is reduced to the elemental state and
aerated from solution in a closed system. The
2 REFERENCES
mercury vapour passes through a cell
positioned in the light path of mercury hallow
The following Indian Standards are necessary
cathode lamp of an atomic absorption
adjuncts to this standard:
spectrophotometer. Absorbance (peak height) is
IS No. Title measured as a function of mercury
concentration and recorded.
7022 (Part 1) : Glossary of terms relating to
1973 water, sewage and industrial The cold vapour atomic absorption
effluents, Part 1 spectrophotometric method is suitable for all
types of samples such as natural waters,
7022 (Part 2) : Glossary of terms relating to
potable waters, domestic and industrial
1979 water, sewage and industrial
wastewaters. Lower detection limit of 0.2 µg/l
effluents, Part 2
may be achieved.
3 TERMINOLOGY 5.2 Apparatus
For the purpose of this standard, definitions
5.2.1Atomic Absorption Spectrometer (AAS)
given in IS 7022 (Part 1) : 1973 and IS 7022
and Associated Equipment
(Part 2) : 1979 shall apply.
Instrument settings recommended by the
4 SAMPLE PRESERVATION manufacturer shall be followed. Instruments
designed specifically for the measurement of
The sampling bottles should be cleaned
mercury using the cold vapour technique may
thoroughly with dilute nitric acid (6 N) prior to
be substituted for the AAS.
final rinsing with water. The water samples
should be collected and stored preferably in 5.2.2 Mercury Vapour Generation Assembly
polypropylene or chemically resistant glass
containers. For preservation, the sample should Consists of an absorption cell, peristaltic pump,
be acidified with concentrated nitric acid (2 ml flow meter, aeration tubing and a drying tube
of AR grade nitric acid in one litre of the sample containing magnesium perchlorate.
just to bring down the pH below 2). For
5.2.3 Mercury Hollow Cathode Lamp
dissolved mercury, filter the sample in the field
and acidify the filtrate with nitric acid to a pH 5.2.4 Recorder / Printer / Display Meter
of 2 or lower.
Any multi-range variable recorder that is
NOTE — Avoid excess nitric acid. Add 5 ml of 0.1 N
compatible with the UV detection system is
iodine solution to avoid losses of volatile organo mercury
components during handling and digestion of samples. suitable.
1IS 3025 (Part 48) : 1994
5.3 Reagents containing 10 ml of concentrated nitric acid per
litre. Prepare standards daily.
5.3.1 Sulphuric Acid — Concentrated.
NOTE — Use mercury free distilled water for the
5.3.2 Nitric Acid — Concentrated. preparation of reagents and standards.
5.3.3 Stannous Chloride Solution 5.4 Procedure
Dissolve 25 g of stannous chloride (SnCl ) in 5.4.1 Instrument Operation
2
water containing 50 ml of concentrated Follow the procedure of the manufacturer’s
hydrochloric acid and dilute to 250 ml. If a operating manual. Connect the mercury vapour
suspension forms, stir reagent continuously generating assembly as shown in Fig. 1.
during use.
5.4.2 Standardization
5.3.4Sodium Chloride — Hydroxylamine
Transfer 100 ml of each of the 1.0, 2.0 and 5.0
sulphate solution.
µg/l standard mercury solution and a blank of
Dissolve 12 g of sodium chloride and 12 g of
100 ml water to 300 ml BOD bottles. Add 5 ml
hydroxylaminesulphate (NH 2OH) 2.H 2SO 4 in of concentrated sulphuric acid and 2.5 ml of
distilled water and dilute to 100 ml. concentrated nitric acid to each bottle. Add
5.3.5 Potassium Permanganate Solution 15ml of potassium permanganate solution to
each bottle and let stand for at least 15
Dissolve 5 g of potassium permanganate in
minutes. Add 8 ml of potassium persulphate
distilled water and dilute to 100 ml.
(K S O ) solution to each bottle and heat for 2
2 2 8
5.3.6 Potassium Persulphate Solution hours in a water bath at 95°C. Cool and add 6
ml of sodium chloride-hydroxylamine sulphate
Dissolve 5 g of potassium persulphate in
solution to reduce the excess permanganate.
distilled water and dilute to 100 ml.
After decolourization add 5 ml of stannous
5.3.7 Stock Mercury Solution chloride solution and attach the bottle
Dissolve 1.354 g of mercuric chloride in about immediately to the aeration apparatus forming
700 ml of distilled water. Add 10 ml of a closed system. As mercury is volatilised and
concentrated nitric acid and make up to 1000 carried into the absorption cell, absorbance will
ml (1 ml = 1 mg Hg). increase to a maximum within a few seconds.
As soon as recorder returns approximately to
5.3.8 Standard Mercury Solution
the base line, remove stopper holding the
Prepare a series of standard mercury solutions aeration frit from the reaction bottle and
containing 0 to 5 µg/l by appropriate dilution of replace with a bottle containing distilled water.
stock mercury solution (5.3.7) with water Flush the system for a few seconds and run the
FIG. 1 SCHEMATIC ARRANGEMENT OF EQUIPMENT FOR MEASUREMENT OF MERCURY BY
COLD VAPOUR ATOMIC ABSORPTION TECHNIQUE
2IS 3025 (Part 48) : 1994
next standard in the same manner. Construct a 6.4.2 Stock Mercury Solution
standard calibration curve by plotting
Dissolve 135.4 mg of mercuric chloride (HgCl )
absorbance (peak height) versus mercury 2
in about 700 ml of distilled water, add 1.5 ml
concentration in µg.
concentrated nitric acid and make up to 1000
5.4.3 Analysis of Sample
ml with distilled water (1.0 ml = 100 µg Hg).
Transfer 100 ml of sample or portion diluted to
6.4.3 Standard Mercury Solution
100 ml containing not more than 5.0 µg/l
mercury to a 300 ml BOD bottle. Treat as
Dilute 10.0 ml of stock solution to 1000 ml with
in5.4.2 samples containing high (sea waters,
distilled water. Prepare freshly before use
brines and effluents high in chloride) chlorides
(1.00ml = 1.00 µg Hg).
require as much as an additional 25 ml
potassium permanganate solution. During this 6.4.4 Potassium Permanganate Solution
step, chloride is converted into free chlorine
Dissolve 5 g of potassium permanganate in
which is absorbed at 253.7 nm. Hence remove
100ml of distilled water.
all free chlorine before the mercury is reduced
and swept into the cell by using an excess (25
6.4.5 Potassium Persulphate Solution
ml) of hydroxylamine sulphate solution.
Dissolve 5 g of potassium persulphate (K S O )
5.5 Calculation 2 2 8
in 100 ml distilled water.
Determine peak height of sample from recorder
chart and read mercury value from standard 6.4.6 Hydroxylamine Hydrochloride Solution
curve.
Dissolve 50 g of hydroxylamine hydrochloride
6 COLORIMETRIC DITHIZONE METHOD (NH 2OH.HCl) in 100 ml water.
6.1 Principle 6.4.7 Dithizone Solution
Mercury ions react with dithizone solution in Dithizone is often contaminated with the
chloroform to form an orange colour which is oxidation product diphenyl thiocarbodizone or
measured at 490 nm using a with metals. To purify dithizone dissolve
spectrophotometer. The colorimetric dithizone 100mg of dithizone in 50 ml of chloroform in a
method is suitable for estimating higher levels beaker and filter under slight vacuum using
of mercury in potable waters (more than 2 µg/l) Whatman No. 42 or equivalent filter paper.
and has a minimum detection limit of 2 µg/l. Wash beaker and filter paper with 5 ml
portions of chloroform. Transfer the filtrate to
6.2 Interference
500 ml separatory funnel. Add 100 ml of 1
Copper, gold, palladium, divalent platinum and percent ammonium hydroxide and shake
silver react with dithizone in acid solution. moderately for 1 minute only. Transfer
Copper in the dithizone extract remains in the chloroform layer to 250 ml separatory funnel
organic phase while the mercury dissolves in retaining orange-red aqueous layer in a 500 ml
the aqueous phase. The other contaminants funnel. Repeat extraction process keeping each
usually are not present. The mercury time chloroform layers separately in 250 ml
dithizonate being photosensitive should be separatory funnels and using 1 percent a
measured quickly. minimum hydroxide. After three extractions,
transfer aqueous layer to 500 ml funnel.
6.3 Apparatus
Discard chloroform layer.
6.3.1 Spectrophotometer
Combine all the extracts in a 500 ml separatory
For use at 492 nm, providing a light path of
funnel. Add 1 : 1 hydrochloric acid in 2 ml
1cm or longer.
portions, mixing each time till dithizone
6.3.2 Separating Funnels precipitates completely. Add 25 ml of
chloroform, shake well and orange-red colour
250 and 1 000 ml with PTFE stopcocks.
appears with three 25 ml portions chloroform.
6.3.3 Glassware
Dilute the combined extract to 1000 ml with
Clean all glassware with potassium chloroform; 1000 ml = 100 µg dithizone. Dilute
dichromate-sulphuric acid cleaning solution. 60 ml of this solution with chloroform to 1000
ml, (1 ml = 6 µg dithizone).
6.4 Reagents
6.4.8 Sulphuric Acid — 0.25 N.
6.4.1 Mercury Free Distilled Water
Use redistilled or deionised distilled water for Dilute 25 ml of 1 N sulphuric acid to 100 ml
preparing all reagents and dilutions. with distilled water.
3IS 3025 (Part 48) : 1994
6.4.9 Potassium Bromide Solution in the last dithizone extract is an intense blue
as that of the original dithizone solution. Wash
Dissolve 40 g of potassium bromide in 100 ml
accumulated dithizone extracts in the 250 ml
distilled water.
separating funnel by shaking with 50 ml of 0.25
6.4.10 Chloroform N sulphuric acid. Transfer washed dithizonate
6.4.11Phosphate-Carbonate Buffer Solution — extract to another 250 ml separating funnel.
Dissolve 150 g of Na HPO .12H O and 38 g of Add 50 ml of 0.25 N sulphuric acid and 10 ml of
2 4 2
anhydrous potassium carbonate (K CO ) in potassium bromide solution and shake
2 3
1litre of distilled water. Extract with 10 ml vigorously to transfer mercury dithizonate from
portions of dithizone until the last portion organic layer to aqueous layer. Discard
remains blue. Wash with chloroform to remove dithizone layer. Wash aqueous layer with a
excess dithizone. small volume of chloroform and discard the
chloroform. Transfer 20 ml of phosphate
6.4.12 Sodium Sulphate — Anhydrous.
carbonate buffer solution to each separating
6.5 Procedure funnel and 10 ml standard dithizone solution.
6.5.1 Preparation of Calibration Curve Shake vigorously and after separation, transfer
the mercury dithizone chloroform layer to
Pipette 0 (blank), 2.0, 4.0, 6.0, 8.0 and 10.0 ml
beakers. Dry contents with anhydrous sodium
of mercury standard solutions into separate
sulphate. Transfer mercury dithizonate
beakers. To each beaker, add 500 ml of distilled
solution to a cuvette and record absorbance at
water or that volume chosen for sample, 1 ml of
492 nm. Plot absorbance versus mercury
potassium permanganate solution and 10 ml of
concentration in µg.
concentrated sulphuric acid solution. Stir and
boil if necessary, add more potassium 6.5.2 Analysis of Samples
permanganate until a pink colour persists.
Use 500 ml of sample and prepare an
After boiling has ceased continuously add 5 ml
absorbance blank consisting of all reagents.
of potassium persulphate (K S O ) solution
2 2 8 When necessary, filter sample through glass
and let cool for 30 minutes. Add a few drops of
wool into the separating funnel after oxidation
hydroxylamine hydrochloride (NH OH.HCl)
2 step. Complete procedure as described in 6.5.1.
solution to discharge the pink colour. Cool and
transfer each solution to individual 1 litre 6.6 Calculation
separating funnels. Add 25 ml of dithizone
6.6.1 Read mercury from calibration curve.
solution. Shake the separating funnel
vigorously and transfer each organic layer to 6.6.2After obtaining the above value,
250 ml separating funnel. Repeat this depending upon the volume chosen for analysis,
extraction with 10 ml chloroform solution calculate for 1 000 ml and report result in
atleast three times making sure that the colour µg/lHg.
4IS 3025 (Part 48) : 1994
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Environmental Protection Sectional Committee, CHD 012
Chairman Representing
PROF D. K. BISWAS Central Pollution Control Board, Delhi
Members
DR K. R. RANGANATHAN (Alternate to
Prof D. K. Biswas)
ADVISER (PHE) Ministry of Rural Development
ADDL ADVISER (PHE) (Alternate)
SHRI S. B. C. AGARWALA Bharat Heavy Electricals Ltd, Hyderabad
SHRI S. BALAGURUNATHAN (AlternateI)
SHRI A. K. GUPTA (AlternateII)
DR A. L. AGGARWAL National environmental Engineering Research Institute (CSIR),
Nagpur
DR T. CHAKRABARTI (Alternate)
DR A. ALAM Indian Council of Agricultural Research, New Delhi
SHRI S. C. AHLUWALIA National Council for Cement & Building Materials, New Delhi
SHRI A. D. AGNIHOTRI (Alternate)
SHRI R. K. BANERJEE Shriram Institute for Industrial Research, Delhi
SHRI P. K. MAIR (Alternate)
SHRI B. BASU National Thermal Power Corporation Ltd, New Delhi
DR S. MUKHERJEE (Alternate)
SHRI V. S. BHATNAGAR Central Scientific Instruments Organization (CSIR), Chandigarh
DR M. S. N. SRINIVAS (Alternate)
SHRI S. CHAKRAVORTI Directorate General Factory Advice Service & Labour Institutes,
Bombay
DR M. H. FULEKAR (Alternate)
SHRI S. DAS Indian Petrochemicals Corporation Ltd, Vadodara
SHRI M. K. PRABHUDESAI (Alternate)
DR V. S. GUPTA National Test House, Calcutta
SHRI D. N. P. SINGH (Alternate)
DR HARISH CHANDRA Industrial Toxicology Research Centre (CSIR), Lucknow
SHRI B. K. JAIN The Fertilizer Association of India, New Delhi
DR (MS) B. SWAMINATHAN (Alternate)
SHRI G. K. GUREJA Thermax Ltd, Pune
DR A. K. WAGLE (Alternate)
SHRI A. LAHIRI Hindustan Lever Ltd, Bombay
SHRI B. B. DAVE (Alternate)
DR W. MADHAVAKRISHNA Central Leather Research Institute (CSIR), Madras
SHRI S. RAJAMANI (Alternate)
SHRI S. K. MAIRA Flakt India Ltd, Calcutta
SHRI A. SAHA (Alternate)
SHRI R. K. MALHOTRA Indian Oil Corporation Ltd (R & D Centre), Faridabad
SHRI S. K. JAIN (Alternate)
SHRI A. N. KALE Municipal Corporation of Greater Bombay
SHRI V. S. MAHAJAN (Alternate)
DR P. K. MATHUR Bhabha Atomic Research Centre (IGCAR), Kalpakkam (TN)
DR P. M. MODAK Indian Institute of Technology, Bombay
PROF H. VEERAMANI (Alternate)
SHRI K. P. NYATI National Productivity Council, New Delhi
SHRI L. PANEERSELVAM (Alternate)
PROF B. PADMANABHAMURTHY Jawaharlal Nehru University, New Delhi
DR T. S. PATEL National Institute of Occupational Health (ICMR), Ahmadabad
SHRI C. V. RAIYANI (Alternate)
DR V. V. RAO Dharmsi Morarji Chemical Co Ltd, Bombay
DR M. ATCHAYYA (Alternate)
(Continued on page 6)
5IS 3025 (Part 48) : 1994
(Continued from page 5)
Members Representing
SHRI P. S. RAMANATHAN Pesticides Association of India, New Delhi
SHRI D. N. V. RAO Tata Chemicals Ltd, Bombay
SHRI R. J. BUCH (Alternate)
DR S. ROUTH National Test House, Calcutta
DR J. C. NIJHAWAN (Alternate)
SHRI P. R. SAMADDAR Central Mechanical Engg Research Institute (CSIR), Durgapur
SHRI P. K. SEN (Alternate)
SHRI S. C. SHARMA India Meteorological Department, New Delhi
SHRI R. N. GUPTA (Alternate)
SHRI M. P. SINGH Directorate General of Technical Development, New Delhi
SHRI N. C. TIWARI (Alternate)
SHRI M. SUBBA RAO Ministry of Environment & Forests
DR T. CHANDINI (Alternate)
SHRI R. M. SUNDARAM National Malaria Eradication Programme (DGHS), Delhi
SHRI C. KRISHNA RAO (Alternate)
SHRI SURENDER KUMAR Indian Chemical Manufacturers Association, New Delhi
SHRI R. PARTHASARTHY (Alternate)
SUPERINTENDING ENGINEER Panchayat Raj Department, Government of Andhra Pradesh,
EXECUTIVE ENGINEER (Alternate) Hyderabad
SHRI J. M. TULI Engineers India Ltd, New Delhi
SHRI S. N. CHAKRABARTI (Alternate)
DR R. K. SINGH, Director General, BIS (Ex-officio Member)
Director (Chem)
Member Secretary
SHRI T. RANGASAMY
Joint Director (Chem), BIS
Water Environment Subcommittee, CHD 012 : 01
Convener
DR Y. P. KAKAR Ministry of Environment & Forests
Members
SHRI S. B. C. AGARWALA Bharat Heavy Electricals Ltd, Hyderabad
SHRI A. K. GUPTA (Alternate)
SHRI A. BASU Thermax Ltd, Pune
SHRI A. K. JINDAL (Alternate)
SHRI M. S. DHINGRA Shriram Institute for Industrial Research, Delhi
SHRI V. G. K. NAIR (Alternate)
DR E. K. JAYANARAYANAN Mohan Meakin Ltd, Mohan Nagar
SHRI K. K. MITTU (Alternate)
SHRI S. ISLAM Central Pulp and Paper Research Institute, Saharanpur
SHRI F. LAL KANSAL Punjab Pollution Control Board, Patiala
SHRI S. S. SANGHA (Alternate)
SHRI D. D. KUMTA Tata Chemicals Ltd, Bombay
DR K. C. PATHAK (Alternate)
PROF K. J. NATH All India Institute of Hygiene & Public Health, Calcutta
PROF A. K. ADHYA (Alternate)
DR R. NATH Banaras Hindu University, Varanasi
DR S. RATAN (Alternate)
DR S. R. PANDE National environment Engineering Research Institute (CSIR),
Nagpur
DR M. V. NANOTI (Alternate)
DR P. M. PHIRKE National environment Engineering Research Institute (CSIR),
Nagpur
DR S. R. JOSHI (Alternate)
SHRI S. PRAKASH Delhi Water Supply & Sewage Disposal Undertaking, New Delhi
SHRI S. S. RAMRAKHYANI (Alternate)
SHRI R. V. RAO Central Water Commission, New Delhi
SHRI D. K. KAUSHIK (Alternate)
REPRESENTATIVE Ministry of Rural Development
REPRESENTATIVE U. P. Jal Nigam, Lucknow
DR B. SENGUPTA Central Pollution Control Board, Delhi
DR R. C. TRIVEDI (Alternate)
SUPERINTENDING ENGINEER Panchayat Raj Department, Government of Andhra Pradesh,
Hyderabad
EXECUTIVE ENGINEER (Alternate)
SHRI S. R. TAMTA Central Ground Water Board, New Delhi
SHRI K. RAJAGOPALAN (Alternate)
DR P. N. VISWANATHAN Industrial Toxicology Research Centre (CSIR), Lucknow
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 from Doc:No. CHD 012 (0171).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 October 2000
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.
|
5409_1.pdf
|
IS : 5409 ( Part 1) - 1985
Indian Standard
SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS
AS SOIL AMENDMENTS
PART 1 HYDRATED LIME AND BURNT LIME
( First Revision )
Soil Amendments and Reclamation of Problem Soils Set:tional
Committee, AFDC 45
Chairman Ke‘bresenting
DR J. S. P. Y.+~.kv Indian Council of Agricultural Research, New Delhi
Members
Dn M. S. B~JWA Punjab Agricultural University, Ludhiana
Dn BHAJAN SI~GH ( Alternate )
SEI~I M. S. B~L Department of Agriculture, Government of Punjab,
Chandigarh
SHRI D. N. BHARCAVA Indian Bureau of Mines, Ministry of Steel & Mints,
Nagpur
SI~RI A. S. GOPALACHAM ( Alternate )
Da’P. C. BHATIA Indian Council of Agricultural Research, New Delhi
SHRI D. C. DAS Joint Commissioner ( Soil Conservation ), Ministry
of Agriculture 8r Rural Development, New Delhi
DR G. P. GUPT,~ ( Alternate )
Ilp. N. C. DEBNATH Ridhan Chandra Krishi Viswa Vidyala)a, Kalyani
DR M. G. DESHPANDE Department of Agriculture, Government of
Karnataka, Bangalore
SH~I P. G. Drv>s Hindustan Copper Ltd, Calcutta
Smt1 P. GHOUl)RUW ( Altcrnnte )
Dn C. P. GRONSIK~R Matathwada Agricultural University, Prrbani
DIL G. U. MALEWAR ( Alternate )
DR R. N. GUPTA Department of Agriculture, Governmrnt of Uttar
Pradesh, Lucknow
DR K. L. JADAV Directorate of Agriculture, Government of Gujarat,
Ahmadabad
SHRI J. V. Ka~o~rm Directorate of Agriculture. Maharashtra State,
Bombay
SHRI A. Pi. MA~\JAN ( Alternate )
( Continued on pqe 2 )
@ Copyr<cht 1986
INDIAN STANDARDS INS’I‘I’I‘UTION
This publication is protected under the Indian Copyripht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
I publisher shall he deemed to be an infringement of copyright under the sa.id Act.IS : 5409 ( Part 1 ) - 1985
( Continuel from page 1 )
Members Representing
SHRI M. A. KHAYYAM Department of Agriculture, Government of Andhra
Pradesh, Hyderabnd
SIIRI P. V. KRISHNA RAO ( Alternate j
SHRI K. L. LUTHRA Pyrites, Phosphates & Chemicals Ltd, New Delhi
SHRI P. K. AWASTHI ( Altcrnate )
DR K. T. MAHAJAN Rashtriya Chemicals & Fertilizers Ltd, Bombay
DR MAHENDRA SIN~R College of Agriculture, Haryana Agricultural
Universit v , Hissar
DR S. C. MAHESWAILI The Fertiliaer’Association of India, New Delhi
DR A. K. NATR Assam Agricultural University, Jorhat
DR M. M. PATEL Khar Land Development Board, Ahmadabad
DR N. D. PATIL Mahatma Phule Agricultural University, Rahuri
DR K. P. RAJARAM Kerala Agricultural University, Trichur
SHRI P. JAYANTHA RAO Ministry of Petroleum & Chemicals
SHRI ,B. B. ROHATGI The Fertilizer Corporation of India, New Delhi
SHRI A. K. BINDAL ( Alternate )
SHRI M. N. ROY Rajasthan State Mines & Minerals Ltd, Udaipur
DR M. B. SIN GUPTA Indian Agricultural Research Institute, New Delhi
DR D. N. SHARMA Chander Shekher Azad University of Agriculture &
Technology, Kanpur
SHRI Y. K. SHARMA Rajasthan State Industrial Development & Invest-
ment Corporation Ltd, Jaipur
DR T. A. SIN~H College of Agriculture, G. B. Pant University of
Agriculture & Technology! Pantnagar
DR M. K. SINHA Rajendra Agricultural Universrty, Patna
DR B. P. SAHI ( Alternate )
DR S. B. SINHA Jawaharlal Nehru Krishi Vishwa Vidyalaya,
Jabalpur
DR B. R. TRIPATHI Himachal Pradesh Agricultural University, Solan
DR K. VENKATA RAJU A. P. Agricultural University, Hvderabad
SHRI T. PURNANANDAM, Directo; General, IS1 ( Ex-o&o hmber )
Director ( Agri & Food )
Secretary
SHRI N. K. GROVER
Deputy Director ( Agri & Food ), IS1
Soil Amendments for Acid Soils Panel, AFDC 45 : Pl
Convener
DR B. R. TRIPATRI Himachal Pradesh Agricultural University, Simla
Members
SERI P. K. AWASTHI Pyrites, Phosphates & Chemicals Ltd, New Delhi
DR S. K. SAHA ( Afternate )
DR N. C. DEBNATH Bidhan Chandra Krishi Viswa Vidvalava. Kalvani
DR P. B. DESHPANDE University of Agricultural Sciences; Hebbal,
Bangalore
SHRI A. S. GOPALACRARI Indian Bureau of Mines, Nagpur
DR M. M. KOSRY Kerala Agricultural University, Mannuthy
2IS : 5409 ( Part 1 ) - 1985
Indian Standard
SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS
AS SOIL AMENDMENTS
PART 1 HYDRATED LIME AND BURNT LIME
( First Revision )
0 . F O R E W O R D
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 August 1985, after the draft finalized by the
Soil Amendments and Reclamation of Problem Soils Sectional Com-
mittee had been approved by the Agricultural and Food Products
Division Council.
0.2 Hydrated lime and burnt lime, apart from being important raw
materials for various chemical industries, are also used for correcting
soil acidity to create optimal plant growth conditions in acidic soils.
These amendments are among the few liming materials known for their
high Calcium Carbonate Equivalent (CCE) percent and usually have
rapid neutralizing effect on acidic soils.
0.3 This standard was first published in 1969. The liming materials
such as limestone, dolomite, basic slag, sea shells, pressmud, by-product,
calcium carbonate and by-product hydrated lime have been included.
Since the neutralizing value and physical characteristics of liming
materials vary to a great extent, it was considered desirable to prepare
separate specifications for different liming materials used as soil amend-
ments. Hence, a series of Indian Standards covering different liming
materials used as soil amendments is being prepared. Limestone and
dolomite have been covered under Part 2. It is hoped that adoption of
these standards would enable both consumers and producers for procu-
ring and supplying quality materials.
0.4 The requirements for quick lime and hydrated lime for chemical
industries, have been covered in IS : 1540 ( Part 1 )-1980* and IS : 1540
( Part 2 )-19787 respectively.
-
*Specification for quick lime and hydrated lime for chemical industries: Part 1 Quick
lime ( second reuision ).
TSpecification for quick lime and hydrated lime for chemical industries: Part 2
Hydrated lime ( second revision ).
3IS : 5409 ( Part 1 ) - 1985
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. SCBPE
1.1 This standard ( Part 1 ) prescribes the requirements and methods of
sampling and test for hydrated lime and burnt lime used as soil
amendments.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Agricultural Liming Material -- A product containing calcium
and magnesium compounds capable of neutralizing soil acidity.
2.2 Calcium Carbonate Equivalent ( CCE ) Percent - It is the
acid neutralizing capacity of the agricultural liming material and is
defined as the number of parts by mass of pure calcium carbonate which
has the same acid neutralizing capacity as 100 parts by mass of the
agricultural liming material.
2.3 Hydrated Lime - A powder obtained by treating quick lime with
water enough to satisfy its chemical affinity for water under the condi-
tions of’hydration.
2.4 Burnt Lime or Quick Lime - A calcined material the major
part of which is CaO or CaO in natural association with lesser amount
of MgO, capable of slaking with water.
2.5 Active Lime ( Available ) - The proportion of the liming
material which enters into a desired reaction under the conditions of a
specified method.
2.6 Dead, Burnt or Over-Burnt Lime - Lime which is not made
available in any chemical reaction.
3. GRADES
3.1 There shall be two grades of liming materials, namely, Grade I and
Grade II.
*Rules for rounding off numerical values ( revised ).
4IS : 5409 ( Part 1) - 1985
4. REQUIREMENTS
4.1 Fineness - When tested by the method prescribed in 15 of
IS : 151+1959*, 90 percent of the material shall pass through 2-mm sieve
and 25 percent shall pass through 0’15-mm sieve.
4.2 The material shall also comply with the requirements specified in
Table 1.
TABLE 1 REQUIREMENTS FOR HYDRATED LIME AND
BURNT LIME AS SOIL AMENDMENTS
SL CZARACTERISTIC REQUIREMENTS METHOD OF TEST,
No. REF TO
~___-h___~ r-_ _ - - A - - - _ - _
Grade I Grade II Appendix Cl No. of
of This IS: 1514-
Standard 1959+
(1) (2) (3) (4) (5) (6)
i) Neutralizing value expressed 100 80 A -
as calcium carbonate equi-
valent ( CCE ), percent,
Min
ii) Active lime ( available ) ( as 80 70 - a
CaO ). percent by mass,
Min
iii) Magnesium ( as MgO ), per- 2’0 3.0 - 12
cent by mass, Max
iv) Moisture content, percent b) 10 12 B -
mass, Max
“) Dead burnt lime ( as CaO ), 3.0 4.0 14
percent by mass, Max
*Methods of sampling and test for quick lime and hydrated lime.
5. PACKING AND MARKING
5.1 Packing - The material shall be supplied in bulk or in packages as
agreed to between the purchaser and the supplier.
5.2 Marking - When supplied in packages, each package shall
securely be closed and marked with the followmg information:
a) Name and grade of the material;
b) Mass of the material in the package;
c) Neutralizing value and active CaO content of the material;
*Methods of sampling test for quick lime and hydrated lime.
5IS : 5409 ( Part 1) - 1985
d) Supplier’s name and recognized trade-mark, if any; and
e) Lot number to enable the consignment to be traced back to the
record.
5.2.1 When supplied in bulk, a good sized metallic label bearing the
above information shall be conspicuously displayed on the bulk carrier
and also placed inside.
5.2.2 The material 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 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
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
6. SAMPLING
6.1 The procedure for drawing representative samples of the material
and the criteria for finding out the conformity of the material to the
requirements of this specification shall be as prescribed in 3 of IS : 1514-
1959*.
7. TESTS
7.1 Tests shall be carried out by the appropriate methods referred to in
co1 5 and 6 of Table 1.
7.2 Quality of Reagents - Unless specified otherwise, pure chemicals
and distilled water ( see IS : 1070-1977t ) shall be employed in tests.
NOTE - ‘Pure chemicals’ shall mean chemicals that do not contain impurities
which affect the result of analysis.
*Methods of sampling and test for quick lime and hydrated lime.
tSpecification for water for general laboratory use ( stcond rtvision ).
6IS : 5409 ( Part 1 ) - 1985
A P P E N D I X A
[ Tubla 1, SZ .No. (i) J
DETERMINATION OF NEUTRALIZING VALUE
A-O. PRINCIPLE - The ground sample is heated with an excess of
standard acid and the excess acid is back-titrated.
A-l. REAGENTS
A-l.1 Standard Hydrochloric Acid - 0.5 N.
A-l.2 Standard Sodium Hydroxide Solution - 0.5 N.
A-l.3 Phenolphthalein Indicator Solution - Dissolve 0.1 g of
phenolphthalein in 60 ml of rectified spirit ( conforming to IS : 323-
1959* ) and dilute with water to 100 ml.
A-2. PROCEDURE
A-2.1 Weigh accurately about 0.5 g of the previously ground
sample to pass through 250 pm IS sieve, in a 250-ml stoppered
conical flask. Add 40 ml of standard hydrochloric acid, with swirling.
Heat to gentle boiling, agitating continuously. Boil for 5 minutes and
then cool to room temperature. Titrate against standard sodium
hydroxide solution using 2 to 3 drops of phenolphthalein indicator.
A-2.1.1 Carry out a blank test using the same quantities of all reagents
but without adding the sample.
A-2.2 Calculation
Netitralizing value ( as CaC03 ),
_ 5(B--A)fl
percent by mass
M
where
B = volume in ml of standard sodium hydroxide solution
used in the blank determination,
A = volume in ml of standard sodium hydroxide solution
used with the sample,
.N = normality of standard sodium hydroxide solution, and
M = mass in g of the sample taken for the test.
*Specification for rectified spirit ( mid ).
7IS : 5409 ( Part 1 ) - 1985
A P P E N D I X B
[ Tuble 1, SZ .7Vo. (iv) ]
DETERMINATION OF MOISTURE CONTENT
B-l. PROCEDURE
B-l.1 Weigh accurately 2 g of the powdered sample in a platinum or
silica dish. Place it in an oven maintained at 105” f 2”C, until on
cooling in a desiccator and weighing, constant mass ( 5 2 mg ) is
obtained. Calculate the percent moisture in the sample.
B-2. CALCULATION
100 ( n/r, - MS )
B-2.1 Moisture, percent by mass = ---
Ml - M
where
A41 = mass in g of the moisture dish with the material before
drying,
Mz : mass in g of the moisture dish with the material after
drying, and
&I = mass in g of the empty moisture dish.
8AMENDMENT NO. 1 MARCH 1996
TO
IS 5409 ( Part 1) : 1985 SPECIFICATION FOR
AGRICULTURAL LIMING MATERIALS AS SOIL
AMENDMENTS
PART 1 HYDRATED LIME AND BURNT LJME
(First Reviskna)
( Page 3, &use 0.4 ) - Substitute ‘IS 1540 ( Part 2 ) : 1990t’ for ‘IS : 1540
( Part 2 ) -1978t’.
( Page 3, foot-note marked ‘t’ ) - Substitute ‘( third revision )’ for ‘( second
revision)’ at the end of text.
( Page 5, clause 4.1 ) - Substitute ‘IS 1514 : 199O*“for ‘IS : 1514 -
1959*‘.
( Page 5, Tubk 1, column 6 ) - Substitute ‘IS 1514 : 1990*’ for ‘IS : 1514 _
1959*‘.
(Page 5, foot-note mnrked ‘*’ ) -Add ‘(first revision )’ at the end of text.
( Page 6, clause 6.1 ) - Substitute ‘IS 1514 : 1990*’ for ‘IS : 1514 _
1959*‘.
( Page 6, foot-note marked ‘*’ ) - Add ‘(first revision)’ at the end of text.
( Page 6, &use 7.2 ) - Substitute ‘(see IS 1070 : 1992f’ )’ for ‘(see
1s : 1070 - 1977f)‘.
( Page 6, foot-tote marked ‘t’ ) - Substitute ‘Reagent grade water ( third
revision)’ for the existing title.
(FAD27)
Reprography Unit,, New Delhi, India
|
1626_3.pdf
|
Indian Standard
ASBESTOS CEMENTBUILDING TYPESANDPIPE
FITTINGS,G UTTER AND GUTTER FITTINGS
AND ROOFING FITTINGS-SPECIFICATION
PART 3 ROOFING FITTINGS
(Second RevisionJ
First Reprint NOVEMBER 1996
UDC 692.4 : 666.961 : 696,121
0 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Spptember 1994 Price Group 6Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Part 3 ) ( Second Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
Asbestos cement roofing fittings are used extensively in conjunction with asbestos cement corrugated,
and semi-corrugated sheet conforming to IS 459 : 1992 ‘Specification for unreinforced corrugated and
semi-corrugated asbestos cement sheets ( third revision )‘.
This standard was first published in 1960 and subsequently revised in 1981. In the first revision the
standard was split into three parts for ease in the use of the standard. Part 1 of this standard covers
building pipes and pipe fittings, Part 2 covers gutters and gutter fittings and Part 3 covers roofing
fittings.
This part ( Part 3 ) has been prepared to provide guidelines in the manufacture and use of standard
asbestos cement roofing fittings used in conjunction with asbestos cement sheets conforming to
IS 459 : 1992. Methods ,of fixing of these fittings are dealt with in IS 3007 ( Part 1 ) : 1964 ‘Code of
practice for laying of asbestos cement sheets: Part 1 Corrugated sheets’ and IS 3007 ) Part 2 ) : 1965
s&de of practice for laying of asbestos cement sheets: Part 2 Semi-corrugated’ ( both under revision ).
‘The present revision has been taken up in ihe light of experience gained in its use and also with a view
to bringing it in line with current practices in the manufacture of asbestos cement roofing fittings. In
this revision water absorption test and acid resistance test have been deleted. In this revision tolerances
on dimensions and sampling clause have also been modified and some new fittings have been incorpo-
rated.
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
nnal.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 1’. The number of
significant places retained in the rounded off value should be the same as that of the specified value in
this standard.IS 1626 ( Part 3 ) : 1994
Indian Standard
ASBESTOS CEMENT BUILDING PIPES AND PIPE
FITTINGS, GUTTERS AND GUTTER FITTINGS
AND ROOFING FITTINGS - SPECIFICATION
PART 3 ROOFING FITTINGS
Second Revision )
(
together by ordinary Portland cement conform-
1 SCOPE
ing to IS 269 : 1989 or IS 8112 : 1989 or
1.1 This standard ( Part 3 ) covers the require- IS 12269 : 1987 or Portland slag cement con-
ments of asbestos cement roofing fittings, to be forming to IS 455 : 1989 or Portland pozzolana
used in conjunction with corrugated and semi- cement conforming to IS 1489 ( Part 1 ) : 1991
corrugated asbestos cement sheets conforming or IS 1489 ( Part 2 ) : 1991 or rapid hardening
to IS 459 : 1992. Portland cement conforming to IS 8041 : 1990.
Pozzolanic material fillers and pigments which
1.2 The following roofing fittings are covered in
are compatible with asbestos cement may be
this standard:
added.
a) Ridges: NOTE - In case of Portland pozzolana cement and
Portland slag cement, addition of pozzolanic mate-
1) Serrated adjustable ridges, rials shall not be permitted.
2) Plain wing adjustable ridges, 4 COLOURING MATTER
3) One piece plain angular ridges,
The roofing fittings may be left in their natural
4) Unserrated adjustable ridges for hips, colour or colouring matter may be added in the
composition. They may receive coloured or un-
5) Close fitting adjustable ridges, and
coloured coatings on their surface. Pigments
6) Northlight adjustable ridges. which are embodied in asbestos cement for
b) Eaves filler pieces, colouring purposes shall be of permanent colour
and shall conform to the relevant Indian
c) Ridge finials,
Standards. For guidance in ascertaining the
d) Apron pieces,
colour and staining power of the pigments
e) Barge boards or corner pieces, curved IS 5913 : 1989 may be referred to.
barge boards,
5 SHAPE, DIMENSIONS AND TOLERANCES
f ) Rooflights,
g) North light curves or ventilator curves, 5.1 Shapes
h) Cowl type ventilators, The shapes of the various fittings shall be as
j) Expansion joints for semi-corrugated detailed in Table 1 read with appropriate figures.
sheets and fittings like ridges and north-
5.2 Dimensions
light curve,
Dimensions of various fittings shall be declared
k) Louvre% S type,
by the manufacturer.
m) Radial exhaust, and
n) Curved sheets. 5.3 Tolerances
5.3.1 Tolerance on Length and Thickness
2 REFERENCES
bThe linear dimensions of fittings shall not vary
The Indian Standards listed in Annex A are
by more than f 10 mm.
necessary adjuncts to this standard.
5.3.2 Tolerance on Thickness
3 COMPOSITION
Thickness of fittings shall not vary by more than
The material used in the manufacture of asbes- + free, - I.0 mm.
tos cement roofing fittings shall be composed of
NOTE - For the purpose of measuring thickness, a
an inert aggregate consisting of clean asbestos
thickness gauge having an anvil of not less than
fibre including suitable other fibres cemented 9 mm diameter may be used.
1IS 1626 ( Part 3 ) : 1994
Table 1 Details of Figures for Asbestos Cement Roofing Fittings
( Clauses 5.1 and 10.1 )
SI No. Name of Fitting Code No. Figure No.
a) For Use wirh Fully Corrugated Sheets
1. Corrugated serrated adjustable ridges Cl’) 1
2. Plain wing adjustable ridge’) c2s) 2
3. One piece plain angular ridge’) C3l) 3
4. Unserrated adjustable ridge for hips’) C4s) 4
5. Corrugated eaves filler piece CS 5
6. Corrugated apron piece C6 6
7. Barge board or corner piece’) c7 7
8. Corrugated roof light C8 8
9. Corrugated north light curve c9 9
10. ‘S’ type louvre’) Cl0 10
11. Corrugated cowl type ventilator Cl1 11
12. Corrugated close fitting adjustable ridge C122’ 12
13. North light adjustable ridge Cl 3%) 13
14. Curved barge board’) Cl4 14
15. Radial exhaust Cl5 15
16. Curved sheet Cl6 16
b) For Use with Semi-Corrugated Sheets
17. Semi-corrugated serrated adjustable SCI’) 17
ridge
18. Semi-corrugated eaves filler piece SC2 18
19. Semi-corrugated ridge finials SC3 19
20. Semi-corrugated apron piece SC4 20
21. Semi-corrugated roof light SC5 21
22. Semi-corrugated north light curve SC6 22
23. Expansion joint for semi-corrugated sheets SC7 23
24. Semi-corrugated cowl type ventilator SC8 24
25. Expansion joint for semi-corrugated SC9 25
north light or ventilator curve
26. Expansion joint for semi-corrugated serrated SC10 26
ridge
27. Semi-corrugated ventilator curve SC1 1 27
28. Ridge finials SC12 28
+
‘)These items are also used with semi-corrugated sheets.
‘)These items are generally supplied in pairs ( inner and outer ).
A
I
OUTER INNER
END VIEW
NOTE - Serrations to suit corrugated sheets conforming to IS 459 : 1992.
FIG. 1 CORRUGATED SBRRATBD ADJUSTABLE RIDGES
2IS 1626 ( Part 3 ) : 1994
INNER
OUTER
END VIEW
FIG. 2 PLAIN WING ADJUSTABLE RIDGB
FIG. 3 ONB PIBCE PLAIN ANGULAR RIDGE
OUTER iNNER
END VIEW
NOTE - Serrations, as desired, should be cut at site to fit corrugations at hip slopes.
FIG. 4 UNSBRRATED ADJUSTABLE RIDGE FOR HIPS
NOTE - Profile to suit corrugated sheets as per IS 459 : 1992.
FIG. 5 CORRUGATED EAVES FILLER PIECB
3IS 1626 ( Part 3 ) : l!M4
FIG. 6 CORRUGATED APRON PIECE
FIG. 7 BARGB BOARD OR CORNER PIECE
OPENING TO SUIT WIRED GLASS OF SIZES
66OxLOOx6 mm OR 800x 560x 6 mm
FIG. 8 SEMI-CORRUGATED ROOF LIGHT
END VIEW
FIG. 9 CORRUGATED NORTH LIGHT CURVBS
4IS 1626 ( Part 3 ) : 1994
FIG. 10 ‘S’ TYPE LOUVRE
FIG. 11 CORRUGATEDC OWL TYPE VENTILATOR
OUTER INNER
END VIEW
FIG. 12 CORRUGATEDC LOSEF ITTING ADJUSTABLER IDGE
INNER WING
yOUTER WING f
FIG. 13 TYPICALN ORTH LIGHT TWO-PIBCBA DJUSTABLER IDGB
5IS 1626 ( Part 3 ) : 1994
CURVED BARGE BOARDS
FOR NORTHLIGHT CURVES
LEFT HAND
RIGHT HAND
FIG. 14 CURVED BARGE BOARD FIG. 15 RADIAL EXHAUST
FIG. 16 CURVED SHBBT
:.:,
NOTE - Serrations to suit semi-corrugated sheets conforming to IS 459: 1992.
FIG. 17 SEMI-C• RRUGATBD SBRRATEDA DJUSTABLB RIDGB
A
I .
.I
.:‘.:.;. ,
: I ... . a.$
.._;:
‘I.
I .’ . .. .
FIG. 18 SBMI-CORRUGATBD EAVBS FILLBR PIBCB FIO. 19 SBMI-CORRUGATED RIDGB FINIALS
6IS 1626 ( Part 3 ) : 1994
OPENING TO SUIT WIRED GLASS OF SIZES:
660xLOOx6mk OR 60Ox560x6mm 7
NOTE--The word ‘Top’ may be engraved to point
FIG. 20 SEMI-CORRUGATED APRON towards the ridge.
PIECES
FIG. 21 CORRUGATED ROOF LIGHT
END VIEW
FIG. 22 &MI-CORRUGATED NORTH LIGHT CURVB
FIG. 23 EXPANSION JOINT FOR SEMI-CORRUGATED SHEBTSIS 1626 ( Part 3 ) : 1994
FIG. 24 SBMI-CORRUGATBDC OWL TYPE VBNTILATOR
FIG. 25 EXPANSIONJ OINTF OR SBMI-
CORRUGATEDN ORTH LIGHT CURVE OR FIG. 26 EXPANSIONJ OINTF ORS BMI-
VENTILATORC URVE CORRUGATEDS ERRATEDR IDGB
FIG. 27 SBMI-CORRUGATBDVB NTJLATORC URVE
6.2 When tested for jmpermeability as per the
Method l’described in IS 5913 : 1989, the speci-
mens shall not show during 24 hours of test any
formation of drops of water, except traces of
moisture on the lower surface. This test on roof-
ing fittings may be done at any suitable place on
the fittings without cutting any separate test
piece.
6.3 The manufacturer shall ensure that the
roofing fittings reasonably match with the
roofing sheets Intended to be fitted.
FIG. 28 RIDGE FINIAL
7 GENERAL APPEARANCE AND FINISH
6 PHYSICAL REQUIREMENTS The surface of fittings intended to be exposed
6.1 All the finished products shall be inspected to the weather shall be generally of smooth
for freedom from visual defects. finish and the finish should permit any minor.
8IS.1626 ( Part 3 ) : 1994
variation of the surface appearance due to the 9 MANUFACTURER’S CERTIFICATE
method of manufacture, which does not impair
The manufacturer shall satisfy himself that his
the performance of the fittings.
asbestos cement roofing fittings conform to the
The fittings shall be clean with straight and requirements of this standard, and if required,
regular edges. shall furnish a certificate to this effect to the
purchaser or his representative.
8 SAMPLING AND NUMBER OF TESTS
10 MARKING
8.1 Scale of Sampling
8.1.1 Lot 10.1 Each item shall be stamped or marked by
any suitable method with the following inform-
In any consignment, all the fittings of the same ation:
type and of the same thickness and manufactu-
red under similar conditions of production shall a) Indication of the source of manufacture,
be grouped together to constitute a lot. b) Code No. according to Table 1,
8.1.1.T1h e conformity of a lot to the require- c) Date of manufacture, and
ments of thiq specification shall be ascertained
d) Pictorial warning signs as given in
on the basis of tests on the fittings selected
IS 12081 ( Part 2 ) : 1987.
from it.
10.2 BIS Certification Marking
8.1.1.2 The number of fitting to be selected at
random from the lot shall be in accordance with Bach fitting may also be marked with the
Table 2. Standard Mark.
Table 2 Sample Siie 10.2.1 The use of the Standard Mark is gover-
ned by the provisions of the Bureau of Indian
Lot sire Sample Size Standards Act, 1986 and the Rules and Regula-
(1) (2) tions made thereunder. The details of conditions
up to 500 3 under which the licence for the use of Standard
Mark may be granted to manufacturers or
501 to 1 000 5
producers may be obtained from the Bureau of
1001 to 1500 7
Indian Standards.
1 501 and above 10
11 SAFETY RULES SHEET
8.2 Nomber of Tests
All delivery of asbestos cement roofing fittings
All the fittings selected as in 8.1.1.2 shall be shall be accompanied by a safety rules sheets as
examined for visual defects and impermeability. given in IS 11769 ( Part 1 ) :1987.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 33 Grade ordinary Portland 8041 : 1990 Rapid hardening Portland
cement (fourth revision ) cement ( second revision )
455 : 1989 Portland slag cement (fourth 8112: 1989 43 Grade ordinary Portland
revision ) cement (first revision )
459 : 1992 Corrugated and semi-co’rru- 11769 Guidelines for safe use of
gated asbestos cement sheets ( Part 1 ) : 1987 products containing asbestos:
( third revision )
Part 1 Asbestos cement
1489 Portland pozzolana cement: products
( Part 1 ) : 1991 Part 1 Fly ash based ( third 12081 Recommendations for picto-
revision )
( Part 2 ) : 1987 rial warning signs and precau-
1489 Portland pozzolana cement : tionary notices for asbestos
( Part 2 ) : 1991 Part 2 Calcined clay based and products containing
( third revision ) asbestos : Part 2 Asbestos and
5913 : 1989 Methods of tests for asbestos its products
cement products (first 12269: 1987 53 Grade ordinary Portland
revision ) cement
9IS 1626 ( Part 3 ) : 1994
ANNEX B
( Foreword)
COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman
DE H. C. VISVE~VARAYA
University of Roorkee, Roorkee 247 667
MImbrrr Refvcsctrlitrg
SRRI H. BUATTAC~ARYA Orissa Cement Limited, New Delhi
SERI G. R. BHARTIRAR B. G. Shirke and Co, Punr
SHHI U. N. RATE ( Allarnofe )
Dir A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHIU S. H. SWBRAMANIAN ( AUcmala 1
CEIEF ENOINEER ( DESIGN 1 Central Public Works Department, New Delhi
SUPERINTENDINCJE NOINEEX ( SW ) ( Allernale )
CEIJZBE NOINEEII, NAVA~AM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERIWTFZWIKOE NDINEEK, QCG ( Allmale 1
CHIEF EXGINEEI~ ( RE~EAHCH-CUM-DIRICT~H ) Irrigation and Power Research Institute, Amritsar
RE~EAI~~H OFFIC.ER ( CONCRETE TECHNOLOOY ) ( Aknale )
I~CPUTY DtIcEcTon ( I ) National Buildings Organization, New Delhi
ASSISTANT DIREVTOR ( EH ) ( Aknale )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Allernafr )
DIRECTOR ( CMDD ) ( N&W 1 Central Water Commission, New Delhi
DR~ITTY DII~ECTOR ( CMDD ) ( NW&S ) ( Alt~rnafe )
SEBI K. H. GAN~WAL Hyderabad Industrirs Ltd, Hyderabad
SE&I V. PATTABHI ( Alfcrnaf8)
SRI~I V. K. GHANE~AR Structural Engineering Research Centre ( CSIR ), Ghaziabad
SHRI S. GOPINATH The India Cements Ltd, Madras
SHHI R. TAMILAKARAN ( Alfcrnalc )
SHRI S. K. GUHA THAKUI~TA Cannon Dunkerley and Co Ltd, Bombay
SHUI S. P. SANKARANARAYANAN ( Alfcrnat~ )
DH IRSHAI~ MASOOD Central Building Research Institute ( CSIR ), Roorkee
DR MOHAMYAD KHALID ( Alfcrnale )
SRBI N.C. .jarN Cement Corporation of India, New Delhi
DR S. P. GHOSH ( Alfcrnafc )
JOINT DIRIX’IOH STANDARDS (B&S ) ( CB-I ) Research, Designs and Standards Organization ( h&n&try of
Railways ), Lucknow
IOINT DIIWCTOR STANDAXDS (B&S) ((X-11)
- 1 Alferaatc )
SARI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. K;ELKAX ( Alfcrnafe )
San1 D. K. K~~ch.00 National Test House, Calcutta
SHRI 1). R. MEENA ( Alfcrnala )
SERI P. KRISHNAMURTHY Larsen and Toubro Limited, Bombay
SHI~I S. CHAKRAVARTHY ( Alfcrnole I )
SFIRI C. REDDY ( Alfcrnafti 11 )
DIG A. G. MAUHA\~.~ RAO Structural Engineering Research Centre ( CSIR ), Madras
SFIRI K. MANI ( Alfernatc 1
SHI~I G. K. MAJUM~.~R Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
SHBI S. 0. RAN~ARI ( Alternate )
SHRI M. K. MIJKHERJEE Ministry of Transport, Department of Surface Transport ( Roads
Wing ), New Delhi
SHBI M. K. GHOSH ( Alfernale )
MEMBER SECRETAI:Y Central Board of Irrigation and Power, New Delhi
DIRECTOI~( CIVIL ) ( Altcrnole )
SHRI NIRMAL SINOH Development Commissioner for Cement Industry Ministry of
Industry ), New Delhi
SHRI S. S. MIGLANI ( Allerm~fc )
SHICI R. C. PARATE Engil.eer-in-Chief’s Branch, Army Headquarters, New Delhi
COL R. K. Srso~ ( Allernafc )
SHRI Y. R. PHULL Central Road Rrsearch Institute ( CSIR ), New Delhi
SHRI S. S. SEERRA ( Alternate )
SHRI Y. R. PHULL Indian Roads Congrc ss, New Delhi
SHRI N. K. SINHA ( Alfcrnal~ )
DR C. RAJEUMAB National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alfernol~ )
SARI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI R. C. SHARVA ( A[tcrnals )
( Conlinued on jugc 1 I )
10IS 1626 ( Part 3 ) : 1994
lConrinu6dfromb ag6 10 )
Mcmbns tbjw666nting
SHBI S. A. REDDI Gemmon India Ltd, Bombay
Sam N. PICABHAXAR ( Alhmafc )
REPBEBBNTATIOE Builder’r Associetion of India, Bombay
SER~J.S.SANC+ANERIA Geological Survey of Indie, Celcutta
SHRI L. N. AQARWAL ( Alternate )
SRRI S. B. SURI Central Soil and Materiels Research Station, New Delhi
SHBI N. CHANDRABEKARAN ( Aftarnafs )
SUPEUIN~ENDINQ ENGINEER ( DESIO~ ) Public Works Department, Government of Temil Nadu. Medru
EXECUTIVE ENQINEER ( S. MR. DIVISION )
I Alternate )
SRRI TAEW~EE SINOH Hindustan Prefab Ltd, New Delhi
SEBI ALOK AQOAEWAL ( Al&mat6 )
Da H. C. VISVESVAEAYA The Institution of Engineers ( India ), Calcutta
SHUI D. C. CEATTUBVEDI ( Alfsrnatc )
SEBI Y. R. TAXX~JA, Director General, BIS ( Ex-o&o M6mbrr )
Director ( Civ Engg
Sam J. K. PEASAD
Joint Director ( Civ Engg ), BIS
Pibre Reinforced Cement Products Subcommittee, CED 2 : 3
Cono6aer
DR C. RAJKUYA~ Netionel Council for Cement and Building Msterial~, New Delhi
Membrrs
SH~I S. K. BENERJEE Netional Test House, Celcutte
SHBI N. G. BASAK Directorate General of Technical Development, New Delhi
SEBI P. K. JAIN ( Aftrrnafe )
SHRI S. N. BASU Directorate General of Supplier end Diapouls, New Delhi
SH~I T. N. UBOVEJA ( Alfarnatr )
SHBI S. GANAPAT~Y Remco Industries Limited, Madras
SHEI K. P. GOENKA Sarbemengela Industries, Celcutte
SERI 1. P. GOENKA ( Afternate )
SEBI MOTWANI GURBUX All India Smell Scele A. C. Pressure Pipe Manufacturer’s Anot
tion. Hv.d erabad
SHBI H. R. &A ( Alternuts )
SHBI SRINIVA~AN N. IYE~ Eternit Everest Limited, Bombey
DR V. G. UPAD~YAYA ( Alternote )
JOINT DIBECTOB STANDARDS ( B&S ) Research Design end Standerd~ Organization, Lucknow
JOINT DIRECTOB STANDARDS ( B&S ) ( Albrnatr )
DE KALYAN DAM Central Buildion Research Institute I CSIR ), Roorkee
Sear P. S. KALANI Kalani Asbertoa-Cement Pvt Ltd, I&ore
SERI T. S. Suv~r ( Alternate )
LT-COL KAMLESH PRAKASM Engineer-in-Chief’s Branch, Army Headquerters
LT-COL A. K., BANOIA ( Alternate )
SURI A. K. LAL National Buildings Organization, New Delhi
SBRI A. G. DIIONQADE ( Altrrrnlr )
SHRI P. N. MEETA Geological Survey of India, Calcutte
SERI V.K. KAEILIWAL( Alternate)
SBRI V. PATTABEI The Hyderabad Industries Limited, Hyderabad
Sea1 A. K. GUPTA ( Alternate 1
SHRI S. PRAKASH Municipal Corporation, Delhi
DR N. RAQHAVENDBA National Council for Cement and Building Materials, New Delhi
SERI RAJ KUYAR Development Commissioner, Smell Scale Industrier, New Delhi
SHEI S. C. KUMAB ( Altnnafe )
RE~I-WSENTATIVE Indian Institute of Science, Bangalore
SHBI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHEI N. CEANDRABEKABAN ( Allsrnute)
SUPERINTEI~DINOS UBVEYOB OF WOSKS ( CZ ) Central Public Works Department, New Delhi
SURVEYOROP WORKI3(Ak6rMtC)
Sanr U. N. VE~KATE~E Shree Digvijay Cement Company Limited, Bombay
SEEI K. S. RAYAKBISHNAN ( Alfcrnatr )Ih~reau of Indian Standards
BIS is a statutory institution established under the Butza~~ ofhdim Stnndards Act, 1986 to promote
harmonious dcvelopmcnt 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 standaid along with amendments is reaffirmed when such review indicates that
no changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 2 ( 4925 ).
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 53 75,323 94 02 (Common to all offices)
Regional Offices : Tclephonc
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{ 6600 2308 4235
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Printed at Dee Kay Printers, New Delhi-l 10015, India.
|
2096.pdf
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IS 2096 : 1992
(Reaffirmed 1997)
Edition 2.1
(1997-08)
Indian Standard
ASBESTOS CEMENT FLAT SHEETS —
SPECIFICATION
( First Revision )
(Incorporating Amendment No. 1)
UDC 691.328.5-415
© 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 3Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
For the past several years asbestos cement flat sheets are being manufactured and used in India.
These sheets are either water cured or humid cured.
These sheets are mainly used for external wall claddings, partitions, false ceilings, panelling,
furniture and dado work.
Asbestos cement flat sheets are different from asbestos cement building boards which are more
porous and flexible and are intended mainly for internal use. Asbestos building boards are covered
separately in IS 2098:1964 ‘Specification for asbestos cement building boards’.
This standard was originally published in 1966. The present revision has been taken up in the
light of experience gained during its use. In this revision frost cracking test, test for resistance to
acidified waters, and test for water absorption and impermeability have been deleted, since it has
been found that sheets fulfilling requirements for density and bending strength are weather-proof.
Classification and strength of sheets have also been modified in this revision.
In 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. Assistance has been derived from BS 690 (Part 2):1981
‘Asbestos cement slates and sheets, Part 2 Specification for asbestos cement and cellulose asbestos
cement flat sheets’.
The composition of the Committee responsible for the formulation of this standard is given in
Annex B.
This edition 2.1 incorporates Amendment No. 1 (August1997). 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 2096 : 1992
Indian Standard
ASBESTOS CEMENT FLAT SHEETS —
SPECIFICATION
( First Revision )
1 SCOPE appearance or serviceability. The surface of the
sheets shall be flat rectangular and shall have
This standard lays down the requirements
neatly trimmed straight and regular edges and
regarding composition, dimensions and tests of
shall be square at the corners.
asbestos cement flat sheets (semi-compressed
and fully-compressed). These sheets are Table1 Classification of Asbestos
different from autoclaved silica asbestos Cement Flat Sheets
cement flat sheets which are covered in ( Clause 5 )
IS13000:1990.
Class Description of Minimum Bending Minimum
2 REFERENCES of Sheet Strength in N/mm2 Density
Sheet
The Indian Standards listed in Annex A are
necessary adjuncts to this standard. Loading Loading at
Parallel to Right
3 COMPOSITION the Fibre Angles to
of Sheet the Fibre of
Asbestos cement flat sheets shall be made from
Sheet g/cc
a thorough and homogeneous mixture of
(1) (2) (3) (4) (5)
ordinary Portland cement, conforming to
1 Semi-compressed 13 16 1.2
IS269:1989 or IS8112:1989 or
IS12269:1987 or rapid hardening Portland 2 Fully compressed 20 28 1.6
cement conforming to IS8041:1990 or NOTE — In case where the direction of the fibre is difficult
Portland slag cement conforming to to identify, the lower value obtained shall be more than the
value of the third column and the higher value shall be not
IS455:1989 or Portland pozzolana cement
less than the corresponding value of the fourth column.
conforming to IS1489(Parts 1 and 2):1991
and asbestos fibre to which other suitable fibres
7 DlMENSIONS AND TOLERANCES
may be added. Pozzolanic materials, pigments
and fillers which are compatible with asbestos 7.1The nominal thickness of asbestos cement
cement may be added. flat sheets shall conform to those value
specified below:
NOTE — In case of Portland pozzolana cement and
Portland slag cement, addition of pozzolanic materials 3, 4, 5, 6, 8, 10, 12 and 15 mm.
shall not be permitted.
7.2The nominal lengths and widths of asbestos
4 COLOURING MATTER
cement flat sheets shall conform to the values
The sheets may be left in their natural colour or
specified in Table 2.
colouring matter may be added in the
Table2 Nominal Dimensions of Asbestos
composition. They may receive coloured or
Cement Sheets
uncoloured coating on their surface. Pigments
which are embodied in asbestos cement for Length Width
colouring purpose shall be of permanent colour
and shall conform to the relevant Indian 1200 1220
Standards. For guidance in ascertaining the 600 ×
colour and staining power of the pigments 610 ×
IS5913:1989 may be referred to. 1200 ×
1220 ×
5 CLASSIFICATION
1800 ×
Asbestos cement flat sheets shall be classified 1830 ×
in two types according to the value of minimum 2400 ×
bending strength and density as given in 2440 ×
Table1. 3000 ×
3050 ×
6 GENERAL APPEARANCE AND FINISH
NOTE — By mutual agreement between the purchaser
The finished product when delivered, shall be and the manufacturer the sheets may be supplied in
free from visible defects that impair its dimensions other than specified in 7.1 and 7.2.
1
IS 2096 : 1992
7.3 Tolerances means of a steel rule, the greatest separation
between the edge of the sheet and the arm of
7.3.1Tolerance on Thickness
the square. This shall not be more than the
From 3mm to 5 mm — ± 0.5 mm value specified in 7.3.3.1.
From 6mm and above — ± 0.1 e mm 8.5 Squareness of Edges
where ‘e’ is nominal thickness of sheet. Place each of the four corners of the sheet in
The maximum difference between extreme succession between the arms of the square
values of the thickness measurements within a keeping on the one hand the large side against
sheet shall not exceed 10 percent of the the large arm and on the other hand the small
maximum measured value. side in contact with the small arm. In this
position, measure the distance of the apex of
7.3.2Tolerance on Length and Width
the corner from the small arm of the square.
Asbestos cement flat sheets shall not vary from This shall not be more than the value specified
the nominal dimensions for length and width in 7.3.3.2.
specified in 7.2 by more than ± 5 mm.
8.6 Density
7.3.3Tolerance on Shape
The density of the sheets shall be not less than
7.3.3.1Straightness of edges the values specified in Table 1, when tested in
The tolerance on the straightness of edges shall accordance with 13 of IS 5913:1989.
be not more than 2 mm/m for the relevant
9 SAMPLING
dimension (length or width).
The sampling, inspection and acceptance shall
7.3.3.2Squareness of edges
be in accordance with IS7639:1975. Unless
The tolerance on squareness of the edge shall otherwise agreed to between the manufacturer
be not more than 3 mm/m. and the purchaser, the maximum and
minimum inspection lots shall be 3 000 and 400
8 TESTS
sheets respectively.
8.1The samples of sheets taken as described
10 MANUFACTURER’S CERTIFICATE
in9 and tested for the various characteristics
shall conform to the requirements specified The manufacturer shall satisfy himself that the
in8.2 to 8.4. sheets conform to the requirements of this
8.2 Bending Strength Test standard and, if required, shall furnish a
certificate to this effect to the purchaser or his
The values of bending stress which determine
representative clearly stating class of the sheet.
Class of sheet shall be not less than the values
given in Table 1, when tested in accordance 11 MARKING
with 7.2 of IS5913:1989. 11.1Each sheet shall be stamped or marked by
8.3 Thickness any suitable method on the surface not exposed
to the weather with the following information:
Carry out three measurements at one end cover
width at approximately 20mm from the edge a)Class of sheet,
by means of a gauge having a flat anvil of not b)Indication of the source of manufacture,
less than 9mm diameter accurate to measure
c)Nominal thickness of sheet,
0.1mm as shown in Fig. 1. The average of the
d)Pictorial warning sign as given in
three measurements shall correspond to the
IS12081(Part 2):1987, and
nominal thickness and the tolerance specified
in 7.1 and 7.3 respectively. e)Year and date of manufacture.
The maximum difference between extreme 11.2Each sheet may also be marked with the
values of the measurement shall be inside the Standard Mark.
tolerance given in 7.3.1.
12 SAFETY RULES SHEET
8.4 Straightness and Squareness of Edges
All deliveries of asbestos cement flat sheets
Apply the edge to the relevant arm of the shall be accompanied by a safety rules sheet as
square. Measure to the nearest 0.5mm, by given in IS11769(Part 1):1987.
2IS 2096 : 1992
FIG.1 LOCATION FOR MEASURING THICKNESS
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 Ordinary Portland cement, 8112 : 1989 Ordinary Portland cement,
Grade 33 ( fourth revision ) Grade 43 ( first revision )
455 : 1976 Portland slag cement (fourth 11769 Guidelines for safe use of
revision ) (Part 1) : 1987 products containing asbestos:
1489 Portland pozzolana cement: Part 1 Asbestos cement
(Part 1) : 1991Flyash based (third revision) products
(Part 2) : 1991Calcined clay based (third
12082 Recommendations for
revision)
(Part 2) : 1987 pictorial warning signs and
5913 : 1989 Method of tests for asbestos precautionary notices for
cement products (first revision) asbestos and products
containing asbestos: Part 2
7639 : 1975 Methods of sampling of asbestos
Asbestos and its products
cement products
8041 : 1978 Rapid hardening Portland 13000 : 1991 Silica asbestos cement flat
cement (second revision) sheets
3IS 2096 : 1992
ANNEX B
( Foreword )
CEMENT AND CONCRETE SECTIONAL COMMITTEE, CED 2
Chairman Representing
DR H. C. VISVESVARAYA In personal capacity (University of Roorkee, Roorkee 247 667)
Members
SHRI H. BHATTACHARYA Orissa Cement Limited, New Delhi
SHRI G. R. BHARTIKAR B. G. Shirke & Co, Pune
SHRI U. N. RATH ( Alternate )
DR A. K. CHATTERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAMANIAN ( Alternate )
CHIEF ENGINEER (DESIGN) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER (S & S) ( Alternate )
CHIEF ENGINEER, NAVAGAM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERINTENDING ENGINEER, QCC (Alternate)
CHIEF ENGINEER (RESEARCH-CUM-DIRECTOR) Irrigation and Power Research Institute, Amritsar
RESEARCH OFFICER (CONCRETE TECHNOLOGY (Alternate)
DEPUTY DIRECTOR (I) National Buildings Organization, New Delhi
ASSISTANT DIRECTOR (EH) ( Alternate )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternate )
DIRECTOR (CMDD) (N & W) Central Water Commission, New Delhi
DEPUTY DIRECTOR (CMDD) (NW & S) (Alternate)
SHRI K . H. GANGWAL Hyderabad Industries Limited, Hyderabad
SHRI V. PATTABHI ( Alternate )
SHRI V. K. GHANEKAR Structural Engineering Research Centre (CSIR), Ghaziabad
SHRI S. GOPINATH The India Cements Ltd, Madras
SHRI R. TAMILAKARAN ( Alternate )
SHRI S. K. GUHA THAKURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. P. SANKARANARAYANAN ( Alternate )
DR IRSHAD MASOOD Central Building Research Institute (CSIR), Roorkee
DR MOHAMMED KHALID ( Alternate )
SHRI N. C. JAIN Cement Corporation of India, New Delhi
DR S. P. GHOSH ( Alternate )
JOINT DIRECTOR, STANDARDS (B & S) (CB-I) Research, Designs & Standards Organization (Ministry of Railways),
Lucknow
JOINT DIRECTOR STANDARDS (B & S) (CB-II) ( Alternate )
SHRI N. G. JOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P. D. KELKAR ( Alternate )
SHRI D. K. KANUNGO National Test House, Calcutta
SHRI B. R. MEENA ( Alternate )
SHRI P. KRISHNAMURTHY Larsen & Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY ( Alternate )
SHRI C. REDDY ( Alternate )
DR A. G. MADHAVA RAO Structural Engineering Research Centre (CSIR), Madras
SHRI K. MANI ( Alternate )
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation (India) Ltd, New Delhi
SHRI S. O. RANGARI ( Alternate )
SHRI M. K. MUKHERJEE Ministry of Transport, Department of Surface Transport (Roads Wing),
SHRI M. K. GHOSH ( Alternate ) New Delhi
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR (CIVIL) ( Alternate )
SHRI NIRMAL SINGH Development Commissioner for Cement Industry (Ministry of
SHRI S. S. MIGLANI ( Alternate ) Industry), New Delhi
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
COL R. K. SINGH ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute (CSIR), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SHRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI N. K. SINHA ( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals, New Delhi
SHRI R. C. SHARMA ( Alternate )
SHRI S. A. REDDI Gammon Indian Ltd, Bombay
SHRI N. PRABHAKAR ( Alternate )
4IS 2096 : 1992
Members Representing
REPRESENTATIVE Builders Association of India, Bombay
SHRI J. S. SANGANERIA Geological Survey of India, Calcutta
SHRI L. N. AGARWAL ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN (Alternate)
SUPERINTENDING ENGINEER (DESIGN) Public Works Department, Government of Tamilnadu, Madras
EXECUTIVE ENGINEER (S. M. R. DIVISION) ( Alternate )
SHRI TARWINDER SINGH Hindustan Prefab Limited, New Delhi
SHRI ALOK AGARWAL ( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers (India), Calcutta
SHRI D. C. CHATTURVEDI ( Alternate )
SHRI Y. R. TANEJA, Director General, BIS ( Ex-officio Member )
Director (Civ Engg)
Secretary
SHRI J. K. PRASAD
Joint Director (Civ Engg), BIS
Fibre Reinforced Cement Products Subcommittee, CED 2 : 3
Convener
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
Members
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
SHRI P. K. JAIN ( Alternate )
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delhi
SHRI T. N. UBOVEJA ( Alternate )
DEPUTY DIRECTOR (I) National Buildings Organization, New Delhi
SHRI A. G. DHONGADE ( Alternate )
SHRI S. GANAPATHY Ramco Industries Limited, Madras
SHRI K. P. GOENKA Sarbamangala Industries, Calcutta
SHRI I. P. GOENKA ( Alternate )
JOINT DIRECTOR STANDARDS (B & S)/CB-I Research, Designs and Standards Organization, Lucknow
JOINT DIRECTOR (STANDARDS) (B & S)/CB-II ( Alternate )
DR KALYAN DAS Central Building Research Institute (CSIR), Roorkee
SHRI K. D. DHARIYAL ( Alternate )
SHRI P. S. KALANI Kalani Asbestos Cement Pvt Ltd, Indore
SHRI T. S. SUMMI ( Alternate )
LT-COL KAMLESH PRAKASH Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
LT-COL A. K. BANGIA ( Alternate )
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI V. K. KASLIWAL ( Alternate )
SHRI MOTWANI GURBUX All India Small Scale A. C. Pressure Pipe Manufacturer’s Association,
SHRI H. R. OZA ( Alternate ) Hyderabad
SHRI V. PATTABHI The Hyderabad Industries Limited, Hyderabad
SHRI A. K. GUPTA ( Alternate )
SHRI S. PRAKASH Municipal Corporation, Delhi
DR N. RAGHAVENDRA National Council for Cement and Building Materials, New Delhi
SHRI RAJ KUMAR Development Commissioner, Small Scale Industries, New Delhi
SHRI S. C. KUMAR ( Alternate )
REPRESENTATIVE Indian Institute of Science, Bangalore
SHRI SRINIVASAN N. IYER Eternit Everest Limited, Bombay
DR V. G. UPADHYAYA ( Alternate )
SUPERINTENDING SURVEYOR OF WORKS (CZ) Central Public Works Department, New Delhi
SURVEYOR OF WORKS (CZ) ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SHRI N. CHANDRASEKARAN ( Alternate )
SHRI U. N. VENKATESH Shri Digvijay Cement Company Limited, Bombay
SHRI K. S. RAMAKRISHNAN ( Alternate )
5Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
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the Standard Mark may be granted to manufacturers or producers may be obtained from the
Bureau of Indian Standards.Bureau 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.
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 2 (4916)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 August 1997
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2720_3_2.pdf
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IS : 2720 ( Part III/See 2 ) - 1980
hdinn Standard
METHODS OF TEST FOR SOILS
PART III DETERMINATION OF SPEClFlC GRAVITY
Section 2 Fine, Medium and Coarse Grained Soils
First Revision )
(
_-_ ..._...
,._ ..__-
SCCOIKI .Rcprint XlARCH 1’)Y.f
UDC 624.131.431.5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gt 2IS : 2720 ( Part III/Set 2 ) - 1980
Indian Standard
METHODS OF TEST FOR SOILS
PART III MTERM!NATION OF SPEClFlC GRAVITY
Section 2 Fine, Medium and Coarse Grained Soils
Revision )
( I%st
~~ ~_ ~~~
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DK JAOD~RIIN AI~~IN University of Roorkec, Roorkrc
ADVITIONAL DIRECTOI~,IRI Irrigation Department, Government of Bihar, Patna
ADIXTIONM. DIRECTOR RE~~AI:~H Ministry of Railways
IPE).RDSO
Dx&*rv DlRIfCTvZ R~SEARCII
DIc. Ar~~Nfy ), RDSO ( Alfcrnof~ )
University of .Jodhpur, Jodhpur
COI. ALTAR SIXGH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL V. K. KANIT~A~ ( Alternate )
DIG \. BANICRJEE Ccmindia Co Ltd, Bombay
SHRI S. GUPTA ( Alternate )
DnR.K. BEAN~AHI Central Building Research Institute ( CSIR ,)..
Roorkee -
&I :EF ENGINEER ( B & R ) Irrigation Department, Government of Punjab,
Chandigarh
Du G. S. DHILLOS ( Alternafs )
S~rrrrM .C. DANDAVATE The Concrete Association of India, Bombay
SHRI N. C. DUG~UL ( AItsrnarc )
SBRI A. G. DASTIDAK In personal capacity ( 5 Hungerford S&at,
12/l Hungerford Court Calcutta - 700017 )
DR G. S. DHILLON Indian Gcotcchnical Society, New Delhi
DIBE~TOR, IRI Irrigation Department, Government of
Uttar Pradesh, Roorkee
SHXI A. H. DIVANJI AsiaBfzb;lations and Construction ( P ) Ltd,
SHRI A. N. JANQLE ( Altrraafs )
Da GOPAL RAJAN University of Roorkce, Roorkee
DE GOPAL RAJAN Institution of Engineers ( India ), Calcutta
Da SRASHI K. GULRATI Indian Institute of Technology, New Delhi
DR G. B. RAO ( Alternate )
( Continued on pags 2 )
@ Cobvripht 1981
BUREAU Oi; IijDiAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2720 ( Part III/&c 2 ) - 1980
( Continued from page 1 )
Members Representing
Sam 0. P. MALUOTRA Public Works Department, Union Territory of
Chandigarh, Chandigarh
SH~I T. K. NATRAJAN Central Road Research Institute ( CSIR ), New Ddhi
PXESID~NT ( AIIMDA ) All India Instrument Manufacturers and Dealers
Association, Bombay
DEPUTY S~CRETARP I AIIMDA 1 ( Alternate )
SERI R. V. R~NT~~D~vAN C&tral Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
RESEARCH OBBICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SHRI K. R. SAXENA Public Works Department, Government of
Andhra Pradesh. Hvderabad
SECRETARV Fentral Board of Irrigation & Power, New Delhi
DEPUTY SIXRETAIZY ( AIk.aate )
SRRI N. SIVAGURIJ Roads Wing ( Ministry of Shipping and Transport )
SHRI D. V. SIKKA ( Alternate )
SHRI K. S SIIINIVASAN National buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
SUPERINTENDINO ENQ~NEXR Public Works Department, Government of
(P&DC) Tamil Nadu, Madras
EXECIJTI~X E N Q I N E E R
( SMKD ) ( Allmale )
SHRI~S. D. VIDYARTRI Public Works Department, Government of
Uttar Pradesh, Lucknow
DR B. L. DKAWAN ( Altern& )
SHRI G. RA-MAN, Director General, BIS ( Ex-o#icioM ember )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), BIS
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Conucncr
DR ALAU SINGH University of Jodhpur, Jodhpur
Members
SERI AVAR SIN~H Central Building Research Institute ( CSIR),
Roorkee
COL AVTAR SINOH Engineer-in-chief’s Branch, Army Headquarters
LT-COL V. K. KAINTKAR ( Alfernote )
DEPUTY DIRECTOR RESEARCH Ministry of Railways
I FE-II 1. RDSO
’ Dttpo& DIRECTOR RESEARCH
( SM-III ), RDSO ( Altcrna#e )
DIRECTOF i CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
DR GOPAL RAXJAN University of Roorkee, Roorkce
DR S.-C. HANDA ( Akcrnata )
( Continued on pags 8 )
2IS : 2720 ( Part III/Set 2 ) - 1980
Indian Standard
METHODS OF TEST FOR SOILS
PART III DETERMINATION OF SPEClFlC GRAVITY
Section 2 Fine, Medium and Coarse Grained Soils
( First Revision)
0. FOKEWOKD
0.1 This Indian Standard ( P::rt IlI/Sec 2 ) ( First Revision ) was
adopted by the Ixdian Standards Institutinn on 10 November 1980, after
the draft finalized by the Soil Engineering artd Rock Mc,chanics
Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 With a view to establishing uniform procedures for the
determination of different characteristics of soils and also for facilitating
a comparative study of the results, the Indian Standards Institution is
bringing out a series of standards on methods of test for soils
( IS : 2720 ). This part deals with the method of test for determi-
nation of specific gravity of the soils which is used in finding out
the degree of saturation and unit weight of moist soils. The unit
weights are needed in pressure, settlement and stability problems in soil
engineering. This standard was published in the gear 1964. In view
of the further work done in this field in this country and overseas, the
revision has been prepared so as to give the latest method of test. The
revision is being prepared in two sections: Section I, dealing with fine
grained soil which is basically a laboratory method; and Section 2
dealing with the method for fine, medium and coarse-grained soils
which is basically a field method.
0.3 Tn reporting the result of a test made in accordance with this
standard, if the final value, observed or caluculated, is to be rounded off,
it shall be done in accordance with IS : T-1960*.
1. SCOPE
1.1 This standard ( Part III/Set 2 ) lays down the method of test for the
determination of the specific gravity of soil particle of fine, medium and
*Rules for rounding off numerical values ( mired ) .*
3IS : 2720 ( Part III/Sec~P ) - 1980
coarse-grained soils. It is not suitable for soils containing more than
10 percent of stones retained on a 40-mm IS sieve and such stones
should be broken down to less than this size.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
2.1 Specific Gravity (G) - The ratio of the weight in air of a given
volume of soil solids at a stated temperature to the weight in air of an
equal volume of distilled water at that temperature.
3. APPARATUS
3.1 The f&owing apparatus is required:
4 A gas jar of 1 litre capacity, fitted with a rubber bung ( see
Note 1 ) ( see Fig. 1 );
b) A ground-glass plate or a plastic slip cover for closing the gas jar
( see Fig. 1 );
c>
A mechanical shaking apparatus capable of rotating the gas jar,
end-over-end, at about 50 rev/min ( see Note 2 );
4 A balance readable and accurate to O-2 g; and
4 A thermometer to cover the temperature range 0°C to 5O’C,
readable and accurate to 1°C.
4. PROCEDURE
4.1 A sample weighing 200 g in the case of fine-grained soil and 400’ g
in the case of medium and coarse-grained soils, shall be obtained in
accordance with the procedure for the preparation of disturbed soil
samples for testing. This sample shall have been oven dried ( see Note 3 )
and then stored in an airtight container until required.
4.2 The gas jar and ground glass plate/plastic slip cover shall be dried
and weighed to the nearest O-2 g ( ml ).
4.3 Approximately 200 g of fine-grained soil or 400 g of medium or
coarse-grained soil shall be introduced into the gas jar directly from the
container in which it has been cooled. The g& jar, ground-glass plate/
plastic slip cover and contents shall be weighed to the nearest 0’2. g (ma).
4.4 Approximately 500 ml of water at a temperature within f 2% of
the average room temperature during the test ( see Note 4 ) shall be
added to the soil. The rubber stopper shall then be inserted into the
gas jar and in the case of medium and coarse-gained soils the gas jar
and contents shall be set aside for at least 4 hours. At the end of this
4IS:2720( PartIII/Sc2c) . 1980
period, or immediately after the addition of water in the case of fine-
grained soils, the gas jar shall be shaken by hand until the particles .Lre
in suspension and then placed in the shaking apparatus and shaken for
a period of 20 to 30 minutes.
-
1B RUBBER
STOPPER
tC GLASS
1A GAS JAR
PLATE
Fro. 1 GAS JAR, PLATE AND STOPPERF OR THE DETERMINATION OF
SPECIFIC GRAVITY OF SOIL PARTICALESIS : 2720 ( Part III/Set 2 ) - 1980
4.4.1 The stopper shall then be removed carefully and any soil
adhrring to the stopper or the top of the gas jar shall be washed care-
fully into the jar; any froth that has formed shall be dispersed with a
fine spray of water. Water shall then be added to the gas jar to
within 2 mm of the top. The soil shall be allowed to settle for a few
minutes and the gas jar then filled to the brim with more water The
ground-glass plate plastic slip cover shall then be placed on the top of
the jar taking care not to trap any air undert the plate. The gas jai
and plate shall then be carefully dried on the outside and the whole
weighed to the nearest 0.2 g (ma).
4.5 The gas jar shall be emptied, washed out thoroughly, and fillea
completely to the brim with water. The glass plate shall be placed in
position taking care not to trap any air under the plate. The gas jar
and plate shall then be dried carefully on the outside and the whole
weighed to the nearest 0.2 g (mc).
4.6 The procedure outlined in 4.1 to 4.4 shall be repeated c.n a second
sample of the same soil so that two values for specific gravity are
obtained.
5. CALCULATIONS
5.1 The specific gravity, G, of the soil particles shall be calculated from
the equation:
- ml
C=(m,-m~;-(m3-mi&j-
where
ml = the mass bf gas jar and ground glass plate;
m2 = the mass of gas jar, plate and sail;
ms = the mass of gas jar, plate, soil and water;
mr = the mass of gas jar, plate and water.
5.2 The specific gravity shall be calculated at 27°C. If the room
temperature is different then 27”C, the following corrections shall be
done:
G’ = KG
where
G’ = corrected specific gravity at 27’C, and
R _ Relative density of w@-r at room temperature
Relative dens’ity of water at 27°C
6IS : 2720 ( Part III+ 2 ) - 1980
6. REPORTING OF RESULTS
6.1 The specific gravity of the soil particles shall be reported to the
nearest 0.0 1.
6.2 Three determinations of the specific gravity of the same soil sample
shall be made. The average of the values obtained shall be taken as the
specific gravity of the soil particles and shall be reported to the nearest
0.01. If the results differ by more than 0.03 from the average value,
the tests shall be repeated.
NOTE 1 - A gas jar ha: been found to make a very effective pycnometcr but any
container of similar capacity can be usrd provided that it can be shaken in a
mechanical shaking apparatus, vd provided that the mouth can be scaled in such a
way that its volume is constant.
NOTE 2 - An end-over-end shaker has been specified but shaking machines giving
a vibrating motion would also be suitable. The choice of shaking machine depends
on the type of pycnometcr uacd.
NOTE 3 - Oven drying of the sotI has been spcdified for convenience. If there is
any reason to believe that this will change the specific gravity due to loss of water of
hydration, the soil should be dried at not more than 80%. This fact should be
reported.
NOTE 4 - If there is a large difference the air temperature sufficient water should
be drawn for the required number of tests and allowed to stand in the room in
which the tests are being done until the temperature is within the given range.
7IS : 2720 (Part IIIjStc 2 ) - 1990
( Continufemdn pogc2 )
Members Rsprasmt:ng
DR SHABBI K. GULEATI Indian Institute of Technology, New Delhi
SHRI H. K. GUHA Geologista Syndicate Pvt Ltd, Calcutta
SHBI N. N. BHATTACHARAYA ( Alternate )
SHRI 0. P. MALEOTRA Public Works Department, Union Territory of
Chandigarh, Chandigarh
SHRI M. D. NAIR Associated Instruments Manufacrurers ( I ) Pvt
Ltd, New Delhi
EROF T. S. NA~ARAJ ( Alrrrnura)
SH~I N. M. PATEL Delhi College of Engineering, Delhi
SHRI P. JAQANATBA RAO Central Road Research Institute ( CSIR ),
New Delhi
SERI S. D. VI~YABTHI Public Works Department, Government of
Uttar Pradesh, Lucknow
DB B. L. DHAWAN ( Altrrnatr )
aBU-REAU OF IND-IAN STA-NDARDS
fleedquerters :
Manak Bhavan, 9 Bahadur Shah ZafatNlatg, NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansths
331 13 75 (Common to all~Offices)
Region01 Offices : Telephone
Central : Mattak Bhavan. 9, Bahadut Shah Zafat Matg. 331 0131
NEW DELHI 110002 1
8 Eastern : li14 C.I.T. Scheme VII M. 333: :: ::
V.I.P. Road,.Maniktola, CALCUTTA 700054
Northern * SC0 445-446, Sector 35-C, CHANDIGARH 160036 21843
Southern I C.I.T. Campus, IVC ross Road, MADRAS 600113 41 2916
t Western : Manakalava. E9 MIDC. Matol, Andheti (East). 6 32 92 95
BOMBAY .400093
Brench Offices :
‘Pushpak’, Nutmohamed Shaikh Matg, Khanput, AHMADABAD 380001 26349
t Peenva Industrial Area, 1st Staae, Bangalore-Tumkut Road, 39 49 sp
BAtiGALORE 560058 -
Gangotti Complex, 5th Fioot, Bhadbhada Road, T.T. Nagat. 55 40 21
BHOPAL 462003
Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathit Building, 6/#-A Avanasi Road, COIMBATORE 641037 2 67 05
Quality Marking Centte, N.H. IV, N.1.T.. FARIDABAD 121001
Savitti Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 98
5315 Ward No. 29, R.G. Batua Road. 5th By-lane. 33177
GUWAHATI 781003
5-8-56C L. N. Gupta Matg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhistet Matg, C Scheme, JAIPUR 302005 83471
1171418 B Satvodaya Nagat, KANPUR 208005 21 68 76
Plot No. A-9, House No. 561183. Sindhu Nagat. Kanput Rosa. 55507
LUCKNOW 226005
Patliputta Industrial Estate. PATNA 800013 6 23 05
District dustries Centte Complex, Bagh-e-Ali Maidan.
SRI N-A” GAR 190011
T. C. No. 14/142-l, University P. O., Palayam. 621 04
THIRUVANANTHAPURAM 695034
inspection Offices (With Sale Point) ‘:
Pushpanjali. First Floor. 206-A West High Coun Road. 52 51 71
Shankat Nagat Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagat. 5 24 35
PUNE 411005
-
*Sales Office Calcutta is at 5 Chowtinghee Approach. 27 68 00
P. 0. Ptincep Street, CALCUTTA
t Sales Office is at Novelty Chambers. Grant Road, BOMBAY 89 65 28
$ Sales Office is at Unity Building, Natasimhataja Square. 22 39 71
BANGALORE
ReprographyU nit, BIS, New Delhi, India
c
|
1280.pdf
|
1
w_ v-. --
IS:1280-1975
(Reaffirmed 1993)
Indian Standard
SPECIFICATION FOR
FOUNDRY MOULDING BOXES OF
STEEL CONSTRUCTION
( Second Revision )
First Reprint OCTOBER 1998
( Incorporating Amendment No. 1)
UDC 621.744.33
0 Copyright 1998
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 April 19761s : 1280- 1975
Indian Standard
SPECIFICATION FOR
FOUNDRY MOULDING BOXES OF
STEEL CONSTRUCTION
( Second Revision )
Foundry Sectional Committee, SMDC 17
SHRI N. G. CHAKBAUARTI
3/D Nandi Street, Calcutta 709029
Membns Reprcsenfing
SHRI M. C. AICB Directorate General of Supplies & Disposals
( Inspection Wing )
SEBI M. ANJANEYULU Mining ((r Allied Machinery Corporation Ltd.
Durgapur
SEW S. R. SENQUPT~ ( Alternate )
Srrax P. D. BAJORIA J. D. Jones & Co Ltd, Calcutta
Sam H. N. SEN ( Altnnale )
SIIBI S. N. BAJPAI Hindustan Steel Ltd, Ranchi
SHRI V. L. POTNIS ( Alternate )
SIIBI B. N. BATJQA Cooper Engineering Ltd, Satara Road,
Maharashtra
SHBI S. D. BIIAQ,WAT( Alfernate )
SHEI D. N. BANERJEE Hindustan Machine Tools Ltd, Bangalore
SHRI K. Nac;~esun RAO ( Allernafe )
Sam R. K. Brrownmx Bhartia Electric Steel Co Ltd, Calcutta
SHRI A. K. &IAl”l%iW~.:lr. Indian Non-ferrous Metals Manufacturers’ Associa-
tion, Calcutta
SHRI D. P. JAIN ( Alfernafc )
D E P u T Y D~urnc*~o~r ( MZT-I ), Ministry of Railways
KEBEABCE, DESIQNS mu
STANDILBDB~BQANIZATION,
LUCKNOW
CHEMIST & METALLURQIST
(SF), CHITTA~ANJAN
LOOOMOTIVlP WOBKS,
CII~TA~AI~JAN ( Alter&s I )
DEPUTY CIIIEP MEOUANIOAL
EIPOINEEB, CEITTABANJAN
LOOOMOTIVB WOnKS,
&Il’l’LBAI6JAN ( Ait6trUIt6 11)
( Continuedm pogr2 )
0 Copyright 1998
BUREAU OF iNDiAN STANDARDS
This publication is orotcctcd under the Indian Copyright AC! ( XIV of 1957 ) and
reproduction in whole or in part by any meana except with written permission of the
puhlisber shall be deemed to be an infringement of copyright under the said Act.IS : 1280- 1975
Members Representing
%RI M. S. DlXXtll'ANI)E New Precision ( India ) Pvt Ltd, Dewas
SHRI M. S. DUA In personal capacity ( 167, Sector II-A, Chandigarh )
SIIBI M. K. GOSWAMY Association of Indian Engineering Industry,
Calcutta
SJIRI B. N. GANQULY ( Alternate 1
SI~RI G. C. GUPTA ’ Arch Industries Corporation, Calcutta
SI~RI K. V. GURRAM Delhi Cloth & General Mills Co Ltd, New Delhi
SHRI B. K. SARKAR ( Alternate )
SIIRI B. N. HANDA Uttar Pradesh Steels Ltd, Muzaffarnagar
SHRI S. C. JAIN Jay Engineering Works Ltd, Calcutta
SHRI F. S. KATPI~~IA Jyoti Ltd, Vadodara
SHRI M. R. Sn~rr (Alternate)
SIIRI Y. N. KAUS~AL Indian Foundry Association, Calcutta
SHRI J. S. K~ATTAU Godrej & Boyce Mfg Co Pvt Ltd, Bombay
SIIRI S. BICAHDWAJA( Alternate)
SHHI Ii. C. KOTI~AI~I Pioneer Equipment Co Private Ltd, Vadodara
SHRI R. M. KRISHNAN Iron & Steel Control, Calcutta
Suar B. W. KULKAIINI Directorate General of Technical Development,
New Delhi
SIIRI C. L. PANDEY ( &tern&e )
SIIRI D. G. KULKARNI , In. .s titute of Indian Foundrymen, Calcutta
SHRI V. T. BALASUBBABIANIAN( Alternate )
&RI K. N. MEIIRA Heavy Engineering Corporation Ltd, Ranchi
SHRI J. N. SINCE ( Alternate )
LT CDR K. B. MEHTA Naval Headquarters, Ministry of Defence
SHRI P. C. MULLIOK Electrosteel Castings Ltd, Calcutta
Snn~ S. N. A~RAWAL ( Alternate )
SHRI P. C. NEWLY Indian Iron & Steel Co Ltd, Kulti
Srrur J. V. GAD~IL (Alternate )
SHRI N. V. PANDIT M. M. Suri & Associates ( P) Ltd, New Delhi
SHRI H. S. PAUL Machinery Manufacturers Corporation Ltd,
Calcutta
SHRI S. N. RAO Laxmi Starch Ltd, Calcutta
SHRI J. N. B~RA ( Alternate)
REPRESENTATIVE Hindustan Steel Ltd ( R & D ), Ranchi
SHltI D. SANYAL Coal Controller ( Ministry of Energy ), Calcutta
SHRI n. I,. SEN Indian Oxygen Ltd, Calcutta
SHRI R. K. SltIVAa’rAVA Mukand Iron & Steel Works Ltd, Bombay
SHRI 2. M. BEATE ( Altemute)
SHRI V. N. SUNDERRAJAN M. N. Dastur & Co Pvt Ltd, Calcutta
SERI U. C. ROY CHOWDHURY ( Alternate )
SHRI S. THIYA~ARAJAN Southern Alloy Foundries Private Ltd, Madras
SHRI J. N. VARMA Tata Engineering & Locomotive Co Ltd,
Jamshedpur
DR V. P. GUPTA ( Alternate )
DR P. VASUDEVAN Indian Institute of Metals, Calcutta
SHRI C. R. RAMA RAO, Director General, IS1 ( Ex-o&cio Member )
Director ( Strut & Met )
Secretary
SERI SEANTI SWARUP
Assistant Director ( Metals ), IS1
( Continuedo n @ge 11)
2SPECIFICATION FOR
FOTJNDRY MOULDING BOXES OF
STEEL CONSTRUCTION
(Second Revision )
0. FOREWORD
0.1T hisI ndian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 30 December 1975, after the draft finalized by the
Foundry Sectional Committee had been approved by the Structural and
Metals Division Council.
0.2 Moulding boxes constitute an important item of expense for foundries
which may be reduced by standardizing the essential dimensions of moulding
boxes and their components.
0.3 This standard covering a majority of moulding boxes most commonly
used by foundries, was first issued in 1958 and subsequently revised in 1967
restricting to moulding boxes of steel construction only.
0.3.1 This standard has now been revised with a view to making it more
practicable in the foundry industry.
0.3.2 No attempt is, however, made to cover bigger and special purpose
boxes, which may be required by jobbing foundries. Nowcver, in these
cases, use could be made of components, such as bushes specified in this
standard.
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 : 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
1.1T hiss tandard covers dimensions of foundry moulding boxes fabricated
from steel and their main components. The range of sizes covered is from
315 x 315 x 80 mm to 2 000 X 2 000 X 500 mm.
*Rules for rounding off numerical values ( revised )_
3IS : 1280- 1975
1.1.1 The sizes of moulding boxes higher than those specified in this stan-
dard shall be as agreed to between the manufacturer and the purchaser.
1.2 This standard applies only to the box parts with pin holes on the
longitudinal side and fitted with round bushes on one end and elongated on
the other end.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definition shall apply.
2.1 Box Part Size - The minimum inside dimensions of the box part.
Usually the box part size is specified in the order of length, breadth and
depth (see l,, b and h inTable 1).
3. MANUFACTURE
3.1 Moulding boxes shall be fabricated from standard plates and sections
or pressed steel plate sections or special rolled steel sections and shall either
have sand retaining ribs or flanges continuously welded on the top and
bottom faces, as agreed to between the purchaser and the manufacturer. The
boxes shall be suitably reinforced so as to be strong and rigid as to eliminate
completely the possibility of distortion under ramming pressure and with-
stand the rough handling use in the foundries.
3.2 Sharp corners on the box part shall be avoided.
4. BOX PART SIZES
4.1 The size of the box part shall be in accordance with Table 1.
4.2 The following tolerances shall apply to the inside dimensions of the box
part:
Dimension Sire, mm Tokrance
t mm
From To -
Length, lr 315 450
.
500 710 2 f-9
Breadth, b 800 1000 f 2’0
1 120 1400 f 2’5
1600 zoo0 f 3.0
Height, h 125 f 1’5
1:: 300 f 2’0
350 500 f 3.0
5. CLAMPING AND LIFTING ARRANGEMENT
5.1 Mouldihg boxes may be supplied with clamping arrangement as agreed
to between the purchaser and the manufacturer.
4TABLE 1 DIMENSIONS OF MOULDING BOXES
(CW.ur2.1,4.lord8.1)
All dimenaio? in millimttrer.
ROUND
BUSH 7
.._. -- - _-- ._.. .__ .-. _
x
w- . -Pm- ,, I-c----
.dte d rf
ALTERNATE LUG WITH
ELONGPTED BUSH
--_ _- __.___. ..-_- ___ --.-- - --.. _-__ ___ _-. ^. --- -
: 1. 1 _ _. . b i h dl 4 . b
I 2 I --‘_3_ .- - -.-. - 4 5 6
I
315 315 1: j 395
/
_...... _ _ _...-.. _1_2 5 ._; _-_ ---.__-
80 ’
315
355 435
355 1’E
._._ . ._ ____-_ ._ 1 .5 --0 _ -
315 19 24
1: )
400 , 480
z ;
::
-- --. _._.. _.. __j .-._ --
80 )
315
355 : g a
450 530
400
-__-_-__ .4 ._5 .0 .- -... I ._. ..; _g . ..-_- I _ ..__ _ ___. _ _L -_._-_ _._ __.. _-
LCode of practice for gmeral engineriqg dnwiqp (wad r&m).
(cauilafe~)
5IS:1280-1975
TABLE 1 DIMENSIONS OF MOULDING BOXES - Cmld
11 b _.__ h 4 dz 12
__- 1 2 _- 3 4 5 6
315 100
355 125
500 400 150 580
450 175
500 200
355 1- 100
400 125
560 450 150 19 24 640
175
zz 200
_-
355 125
400 150
630 450 175 710
500 200
630 250 -
--
400 125
450 150
710 500 175 820
630 200
710 250
-- -_
400 125
450 150
800 500 175 910
630 200
710 250
800
.__
450 150 22 27
500 175
630 200
900 1010
710 250
800 300
-_ 900
_-
500 150
630 175
710 200
1000 1110
800 250
900 300
-- 1 000 _- -_ - - --.
630 150
710 175
800 200
1 120 1230
900 250
1000
1 120 i:
_ 25 30
710 150
800 175
900 200
1250 1 360
1000 250
1 120 300
1250 350
( CO&I?
6TABLE 1 DIMENSIONS OF MOULDING BOXES - (=uttfJ
4 b 6 --
1 --- 2 ___- 3 -
au0 175
900 200
1 000 250
1400 1120 300 25 30 1510
1 250 350
1400 400
--- . __--__
900 175
1 000 200
1 120 250
1600 1 250 300 1 760
1 400 350
1 600 400
900 200
1 eon 250
1 120 360
1800 1250 350 1960
30 36
1400 400
1600 450
1800 500
1 000 200
1 120 250
1 250 300
1400 350 2 160
1 600 400
1800 450
2000 500 - -._____
5.2 Moulding, boxes may be supplied with handles for manual lifting and
trunnions for crane lifting; .the design and their method of fixing shall be as
agreed to between the purchaser and the manufacturer.
5.3 Moulding boxes may be supplied with bars welded or loose as agreed
to between the purchaser and the manufacturer.
6. JOINT FACES
6.1 Joint faces shall be level and true within the following permissible error
in straightness:
Box Size, mm Tolerance
l--v mm
From To
500 710 .
315 450 S-2
800 1000
1 120 1400 2 E”.
1600 ? 000 * l-5
7fS:1280-w7S
7. LUGS
7.1 Jags shall be single or double on each side of the box as agreed to
between the purchaser and the manufacturer.
3.2 The lugs shall be suitably reinforced.
7.3 The dimensions of the lugs shall be as specified in Table 2.
TABLE 2 DIMENSIONS OF LUGS IN MOULDING BOXRS
A11 dimensions in millimetres.
xx 1
SECTION
DIEEB E S T V
(9 (2) (31 (4) (5) (61
19 3o~gg . 26 50 20 10
22 32ttE . 30 56 20 10
25 36 “xQ.2 32 65 22 12
30 42 + WI39
-@ooo 36 73 25 15
lS C#I S : 919-1963 ‘ Recommendations for Yimita and fitaf or engineering ( revisal ) ‘.
r
818:1280.1!375
7.4 The holes in the lugs shall be at right angles to the joint face.
8. HOLES FOR BUSHES
8.1 The tolerance on centre distance 1, between the guide holes for bushes,
as shown in Table 1, shall be f0’5 mm.
8.2 The centre line, that is, the axis of the guide holes centre, shall not
shift on either side by more than f2 mm.
9. BUSHES
9.1 The bushes shall be manufactured from case hardening steel, case
carborized and hardened to 54 to 62 HRC.
9.2 The bushes shall be ground on inside and outside diameter in case of
round and on outside diameter in case of elongated. The dimensions of the
bushes shall be maintained as shown in Table 3.
TABLE 3 DIMENSIONS OF BUSHES FOR MOULDING BOXES
All dimensions in millimetres.
c I
(49)
(1) (3) (4)
19 + 0.052 30 + 0’081 24 22
- o*ooo + ‘0’048
22 + X:&2 32 + 0,093 27 22
+ 0.068
25 + “o:$$ 36 + 0.093 30 25
+ 0.063
30 + ;:;; 42 + &lo6 36 30
+ 0.081
*See IS : 919-1963 ‘ Recommendations for limits and fits for engineering( revised).’
9IS t 1280 1975
l
9.3 The bushes shall be press fit in the holes of the lugs and may also be
tat welded.
10.M ARKING
10.1 Each moulding box shall be marked with the manufacturer’s name or
trade-mark and the size of the box.
10.13T he product may also be marked with Standard mark.
lo.12 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
Ihereunder. The details of conditions under which the licence for the use of
Standard Mark may he granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
10I!s:1280-1975
( Continued from page 2 )
Foundry Moulding Boxes and Patterns Subcommittee, SMDC 17 : 4
Convener Re/wesenling
SHRI G. C. GUPTA Arch Industries Corporation, Calcutta
Members
SHRI S. BIIARDWAJA Godrej & Boyce Mfg Co Pvt Ltd, Bombay
SHRI G. B. DALVI Kiran Pattern Works, Bombay
SHIU K. S. SIIAH ( Alternute )
SHRI C. R. DEY Indo-Japanese Prototype Development & Training
Centre, Howrah
SHRI S. R. BEADRA (Alternate )
SHRI J. B. INQLE Delhi Cloth & Generai Mills Co Ltd, New Delhi
SHRI P. C. NEO~Y Indian Iron & Steel Co Ltd, Kulti
SJXRI N. P. SINEA Tata Engineering &Locomotive Co Ltd, Jamshedpur
SHRI NAND LAL VARMA International Steel Fabricators, BombayBUREAU OF INDIAN STANDARDS
nmdqlufl~
Mamk Bhavan, 9 Sahadw Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234082,Sl 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(common to;;=)
Chml Laboratq :
plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-776032
Regional of+s:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 11 OtIO2 323 78 17
‘Eastem : l/l 4 CfT scheme VII M, V.I.P. Road, Mar&to&, CALCUTTA 7001354 3378682
Northern : SC0 335-336, Seotor 34-A, CHANDIGARH 180022 803843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2352315
tWestern : Manakalaya. E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch OiYIcea::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
SPeenya lndustriil Area, 1 st Stage, Bangafore-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
5856C, L.N. Gupta Marg, Narnpaliy Station Road, HYDEFIABAD 500001 201083
E-52, Chitaranjan Marg, C’Soheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 206005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 2389 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, UniversityP . 0. F%layq MIRUVANANTHAPURAM 695034 821 17
*Sales Cffioe is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700672
tSales Cffioe is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Cffice is at ‘F’ Blook, Unity Buikling, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, India
|
15109_1.pdf
|
IS 15109 ( Part 1 ) :2002
ISO 11269-1:1993
Indian Standard
DETERMINATION OF THE EFFECTS OF
POLLUTANTS ON SOIL FLORA
PART 1 METHOD FOR THE MEASUREMENT OF INHIBITION OF ROOT GROWTH
ICS 13.080
.,
43BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 2002 Price Group 5Soil Quality and Improvement Sectional Committee, FAD 27
NATIONAL FOREWORD
This Indian Standard ( Part 1)which is identical with ISO 11269-1:1993 ‘Soil quality — Determination
of the effects of pollutants on soil flora — Part 1 : Method for the measurement of inhibition of root
growth’ issued by the International Organization for Standardization ( ISO )was adopted by the Bureau
of Indian Standards on the recommendation of the Soil Quality and Improvement Sectional Committee
and approval of the Food and Agriculture Division Council.
In the adopted standard, certain terminology and conventions are not identical to those used in Indian
Standards. Attention is par., ~ularly 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 Standards, the current practice
is to use a point ( . ) as the decimal marker.
CROSS REFERENCES
lnternationa/ Standard Corresponding Indian Standard Degree of Equivalence
ISO 11274:2001 Soil quality — Doc: FAD 27 ( 1318) 1Soil quality — Identical
Determination of the water retention Determination of the water retention
characteristic — Laboratory methods characteristic — Laboratory method
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 15109 (Partl ):2002
ISO 11269-1:1993
hciian Standard
DETERMINATION OF THE EFFECTS OF
POLLUTANTS ON SOIL FLORA
PART 1 METHOD FOR THE MEASUREMENT OF INHIBITION OF ROOT GROWTH
1 Scope 3 Principle
This part of ISO 11269 describes a preliminary test for Growth of pregerminated seeds under controlled
the rapid estimation of soil quality by comparing the conditions for a set period depending on the test plant
(ate of growth of roots of a specified plant under being used. The two control media are sand and soil.
standard conditions with that in a test soil. After the growth period, measurement of the root
lengths from both of the controls and the unknown
The method is applicable to all soils, soil forming ma- soil or substance under test. Statistically significant
terials, waste residues or chemicals which may be differences in the root lengths of seedlings grown in
applied to soil, except where the contaminant is highly any test medium compared to the controls is indica- ----
volatile or only affects photosynthesis. tive of an effect.
It is applicable to the measurement of the effects of NOTE 1 Shoot length isalso auseful parameter, andthis ,,
substances deliberately added to the soil and to the can be measured in conjunction with root length to provide
comparison of soils of known and unknown quality. additional or corroborative data.
The method is not intended for use as a measure of
the ability of the soil to support sustained plant
growth.
4 Test plants and materials
2 Normative reference
4.1 Planta
The following standard contains provisions which,
through reference in this text, constitute provisions The test plant shall be grown from undressed seeds.
of this part of ISO 11269. At the time of publication,
the edition indicated was valid. All standards are sub NOTES
ject to revision, and parties to agreements based on
2 Barley (Hordeum vulgare L.) of the variety “CV
this part of ISO 11269 are encouraged to investigate
Triumph” has bean used for several years and is currently
the possibility of applying the most recent edition of
recommended. However, other barley varieties (undressed)
the standard indicated below, Members of IEC and
will suffice, providing they have similar quqlities of
ISO maintain registers of currently valid International
germination and root elongation.
Standards.
3 the methodology of this test canalsobe adaptedfor use
ISO 11274:— 11,Soi/ qua/ity — Determination of the with dicotyledenous species with straight roots which are
water retention characteristic — Laboratory methods. easily measurable.
1) To be published.IS 15109 ( Part 1 ) :2002
ISO 11269-1 :1993
4.2 Pots
The pots shall be cylindrical, approximately 8 cm in Fill three weighed pots with industrial sand, ensuring
*
diameter and 11 cm in height, and shall have parallel that the material is not compacted in any way. 1
sides to ensure that the roots of seedlings are not
restricted and do not encounter tapering side walls. 5.2.3 Soil containing test substances (if appro-
The base of the pots shall be perforated and covered priate)
with filter paper if necessary.
Dry and sieve the control soil into weighed pots, tak-
NOTE4 When filled to a height of 10cm, the pots will ing care to avoid compaction. Prepare sufficient pots
contain approximately 500 g of air-drysoil. for the three replicates of the soil control and all
treatments. Select the inclusion rates for a preliminary
or final test according to annex A. Incorporate the test
4.3 Growth media substance using one of the methods described in an-
nex B.
The growth media are the test soil, a control soil that
is known to be of good quality and a sand control. 5.2.4 Unknown soil pots (if appropriate)
The sand control medium is washed industrial sand
Dry and sieve the unknown soil. Fill three weighed
or other similar pure sand of the following particle size
pots, taking care to avoid compaction. Fill additional
distribution: 10 YO >0,6 mm, 80 ‘%. between 0,2 mm sets of three pots with mixtures of the unknown soil
and 0,6 mm, 10 ?4. <0,2 mm. and either control soil which has been dried and
sieved or industrial sand, to prepare diluted samples
NOTE5 The control soil and test soil should be of the
containing various concentrations of substances in the
same textural class, and be as similar as practicable in all
unknown soil.
respects other than the presence of the chemical or con-
taminant being investigated. 1
5.3 Preparation for sowing
During this test, ensure that the soil is at 70 ‘Yo water
5 Methods
holding capacity (whc) by either of the following two
methods:
5.1 Experimental design a) Stand the three pots of each soil type in a close
fitting trough with a water depth maintained be-
Growth in three growth media (4.3), a sand control, a tween 5 cm and 10 cm.
known good quality soil preferably of the same tex-
tural class as the soil under test and the unknown soil, When the surface of the soil is wet, remove the
are each replicated three times. The sand control is pot, cover it with a watch glass and allow it to
used to confirm the reproducibility of the test carried stand on a rack overnight to drain. The soil is then
out on different occasions, whilst the extents of considered to be at approximately 100 YO whc ca-
growth in two soils are compared statistically. pacity. Reweigh the pots and allow to dry by
evaporation to 70 ‘%. whc and maintain at this
The method may also be used to determine the mass for the entire test period.
possible toxic effects of solid or liquid chemicals in-
corporated into the soil (see annex A). b) Determine the mass of water required for 70 %
whc in accordance with ISO 11274 on a separate
NOTE6 If the test is conducted to determine the effect soil sample. Add that mass of water to the pots
of added substances, and the type of soil used is not an (via either the top or the bottom), taking care to
essential requisite, the soil should bechosen sothat it does
minimize the compaction of the soil surface, and
not mask or reduce the effect of added substances.
maintain at this mass for the entire test period.
NOTES
5.2 Preparation of pots (4.2)
7 It is preferable to use deionized water.
5.2.1 General 8 Method b) is particularly useful when studying water-
soluble chemicals.
Dry the industrial sand, test soil or soil to which test
substances will be added at (30 + 2) “C for 16 h, and 5.4 Preparationofthe seeds
then pass it through a 4 mm sieve. Prepare material
for the control pots (5,2,2) and either soil containing Germinate the seeds in a Petri dish, evenly distributed
the test substance (5.2.3) or unknown soil (5.2.4), as on a bed of filter paper moistened with distilled water,
appropriate. until the radicle has just emerged, e.g. normally 36 h
2IS 15109 (Partl ):2002
A
ISO 11269-1:1993
~$1
to 48 h for barley at 20 “C in the absence of light. each growth medium or treatment level tested.
When the radicle has emerged but is less than Compare the mean root lengths of the treatments to
2 mm in length, plant six seeds, radicle down, ap- those from the control pots. Evaluate the results using
proximately 10 mm beneath the surface of the test a suitable statistical test.
medium.
NOTE 12 Student’s r-test or Dunnett’s r-test are ex-
amples of suitable methods (seeannex C).
5.5 Growing conditions
A soil of poor quality induces a significant reduction in
Place the pots in agrowth cabinet with preset day and
root length compared to good soil or the control sand.
night conditions. Weigh the pots daily and add
deionized water to maintain the soil at 70 % whc,
taking care to avoid compaction, and replace them in 6.2 Precision
a randomized design.
In an interlaboratory test involving six laboratories, all
NOTE9 The following conditions are recommended and were able to determine at the 95 ‘%0 confidence level
havebeen found suitable for barley. that a 10 mm difference in mean root length (ap-
proximately 10 %) was significant. (See annex E.)
Condition Day Night
Duration (h) 12to16 8to12 7 Test report
Lighting 25000 lm/m2 Tungsten
45 w The test report shall include the following information:
Temperature (’C) 20*2 16*2 4
a) a reference to this part of ISO 11269; }1
Humidity (%) 60*5 60&5
Moisture (%whc) 70*5 70*5 b) a method of uniquely identifying the soil and its
source;
If harl~’ is used as the test olant (4.1), use a growth
tirrie of 5 d“.If barley is not the test plant, first grow c) variety of seed, or details of other plant species
the chosen test plant in sand to determine the maxi- used;
mum root length obtainable from seed resewes. En-
sure that the root length does not exceed 80 YO of the d) growing conditions;
----””
depth of the soil in the test pots by a suitable choice
of pots and growth time. Select a growth time that is e) length of the longest root of each plant within the
known to produce roots no longer than 80 YO of the pots containing .“
depth of the soil in the pot.
1) sand,
NOTE 10 If the method is being used to investigate the
growth of plants other than barley, growth times longer or
2) soil,
shorter than 5d may be necessa~.
3) test sample;
After the appropriate growth period, lay each pot on
its side in a trough of water 5 cm deep, and wash the
f) a description of the visual appearance of the soil
soil gently out of the pots. Wash each plant and
and site, if available;
measure the longest root to the nearest 0,5 mm.
g) any other effects observed;
NOTE11 The shoot can also be measured if desired.
h) the results of the test (in the form of a table) in-
6 Expressionof results(seeannex D) cluding treatment, replicate number and length of >,
the longest root on each plant, and whether or not
6.1 Data any growth inhibition is statistically significant or
the level of significance of any growth inhibition
Measure the length of the longest root of each plant observed.
and determine the mean length of the longest root forIS 15109 ( Part 1 ) :2002
ISO 11269-1 :1993
Annex A
(informative)
Adaptation of the method for added substances
A.1 Preliminarytest mate of the lowest concentration that induces growth
reduction (LOEC). Substances need not be tested at
A preliminary test is used to find the range of con- concentrations greater than 1 000 mg/kg of oven-
centrations affecting soil quality. The chemical is in- dried soil.
corporated into the soil according to annex B at
Replicate pots containing control soil and each con-
concentrations of Omg/kg (control), 1 mg/kg,
centration of chetiical three times.
10 mg/kg, 100 mg/kg and 1000 mg/kg of ovendried
soil.
NOTE 13 A geometric series is a series of quantities in
which each term is obtained by multiplying the preceding
A.2 Finaltest term by aconstant factor termed the common ratio, e.g. 1,
3, 9, 27, 81 ....
Select the concentrations in a geometric series with
a factor preferably not exceeding 2, to give an esti-IS 15109 (Partl ):2002
ISO 11269-1 :1993
Annex B
(informative)
Recommended methods for incorporation of chemicals into soils
B.1 Chemicalssoiubie in water with soil. If large quantities of water are required, the
sand can be dried in the rotating drum, with a current
Dissolve the chemical in water and mix directly with of air, before mixing with the soil.
the soil. Ensure that the same quantity of water is
used for each batch of soil and for each concentration 6.3 Chemicaissoiuble in a solvent
of chemical.
Dissolve the chemical in a suitable volatile solvent and
B.2 Chemicaiswith iow water soiubility mix with sand. Dry the sand in a stream of air while
continuing mixing (e.g. while rotating the drum as
Dissolve the chemical in water and mix with sand. A above). Mix the treated sand with soil. Ensure that the
rotating drum is useful for this. Mix the treated sand same quantity of solvent and the same quantity of
sand are used for all treatments, including the control.
5IS 15109 (Partl ):2002
ISO 11269-1 :1993
Annex C
(informative)
Examples of statistical treatment of results
C.1 Student’s t-test Pot B: 25,2; 29,9; 26,4; 28,7; 27,3 Mean 27,5
Pot C: 28,3; 33,5; 27,2; 31,1; 29,9 Mean 30,0
Root lengths measured
Pot A: 27,6; 23,8; 22,9; 28,2; 22,5 Mean 25,0 Degrees of freedom (v)
Pot B: 28,3; 33,5; 27,2; 31,1; 29,9 Mean 30,0 v = Treatments x (Measurements –1 )
To attach confidence limits to the means, tabulated =3x(5-1)=12
values of r at four degrees of freedom are used (i.e.
2,776).
Upper limit = Mean +tx~
&
= 11473,29-11406,25 67,04 s 58
= 28,3 (for pot A) 12 ‘T= ‘
= 32,3 (for pot B) S= 45,58 = 2,362
Lower limit = Mean -tx~ where
6
~f is the sum of measurements squared;
= 21,7 (for pot A)
n ~# k the number of measurements in each
= 27,7 (for pot B)
pot x Sum of squares of the mean.
where
Standard error (SE)
s is the standard deviation; 4“”-
SE=SX ~
n is the number of measurements.
4
To assess significant differences between the pots, = 2,362 X ~
use the equation
= 1,494
~= TA– TB
where
s; s;
—+—
nA ~
T is the number of treatments;
= 3,215
N is the number of measurements per treat-
ment.
In this example, the value of texceeds the tabulated
value of t at 0,02 with eight degrees of freedom.
Significant difference = t x SE
Therefore, the samples are significantly different at
the 98 Y. confidence level. Where t(taken from Dunnett’s table 22! = 2,50
C.2 Dunnett’s t-test? Significant difference = 2,5 x 1,494 = 3,735
Pot A is therefore significantly different from Pot C
Root lengths measured (the control) at the 95 ‘Yo confidence level. However
pot B is not significantly different from the control.
(’et A: 27,6; 23,8; 22,9; 28,2; 22,5 Mean 25,0
2) Dunnett, C.W. Multiple comparison procedure for several treatments, Journa/ of American Statistic/ Association, Vol. 50
(1955), pp. 1096-1121.
6IS 15109 (Partl ):2002
ISO 11269-1 :1993
Annex D
(informative)
Example of test results
Nickel
Root lengths Mean length
concentration
mg/kg mm mm
98 99 105 100 100 101
0 102 103 97 101 104 102 101
97 100 99 96 102 105
96 104 99 101 102 97
50 102 100 97 98 98 100 99
99 97 96 100 103 98
85 91 93 92 88 84
100 90 84 89 90 87 93 88
88 87 85 86 82 84
17 9 8 11 16 13
500 11 12 9 15 15 7 12
8 15 17 10 12 9
9341137
1000 758745 6
569768
I
7J&_
IS 15109 ( Part 1 ) :2002
ISO 11269-1 :1993
Annex E
(informative)
Results of interlaboratory test of root elongation
The methodology for the test to validate the proposed The results of root lengths for each set of results have
standard method was circulated to all standards or- been tabulated in a standard format from which
ganizations of participating member countries or the means, standard errors and significant differences
member of the working group representing a member according to Dunnett’s test have been calculated.
country,
Standard errors, calculated as shown in C.2 and sig-
Results were obtained from only three countries: UK, nificant differences, expressed as root length in milli-
Germany and France who completed four, three and metres, have been tabulated for each set of results in
one test(s) respectively. Not all eight of the labora- table E.1.
tories conducted the test correctly or supplied suf-
The significant differences in themselves are only an
ficient raw data. However six laboratories completed
indication of the accuracy of the test, but when com-
all aspects of the test as envisaged.
pared to the main root length of the control the sig-
nificant difference usually equates to 10 ‘%0of the root
Table E.1 — Statistical data length. Thus, any chemical in the soil producing a
15 ‘Y. reduction in root length almost certainly has a
Standard errors Significant differences
significant effect on root growth. Therefore, this sim-
mm ple root test can be used to rapidly assess the pres-
ence of factors in the soil which inhibit maximum crop
16,5 8,3 growth.
18,3 9,8
6,4 37,51)
----
3,1 2,9
7,2 6,7
:
6,3 5,9
10,3 9,6
10,8 8,7
1) No raw data; only means were provided.
8J%_
IS 15109 ( Part 1 ) :2002
ISO 11269-1 :1993
Annex F
(informative)
Protocol for ring test
I
This protocol is designed to establish the precision of e) Prepare solutions of analytical grade nickel sulfate
I the root elongation test when carried out inter- containing 50 ppm, 100 ppm, 500 ppm and
nationally. 1 000 ppm of Ni.
! a) This part of ISO 11269 shall be followed. f) Prepare sample pots of sand containing a water
control and four levels of nickel sulfate, by adding
b) Use the barley seeds provided. a sufficient volume of either water or one of the
four solutions with different levels of nickel sulfate
c) The only test substrate is sand (as specified in this to each of three pots to attain 70 ‘Y. whc.
part of ISO 11269).
g) Continue as described in 5.4 of this part of
d) The water holding capacity shall be determined ISO 11269. Maintain 70 ‘Y. whc with deionized
initially on a separate sample of sand. From this, water in all cases.
the quantity of water required for each pot is cal-
culated.
,.-4-
,!
.x
9.. —*
k++
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-,
lS1S878(Part V)=1976
.—
... .— hdhn StandW
CODE OF PRACTICE FOR CONSTRUCTION OF
TUNNELS CONVEYING WATER
PART V CONCRETE LINING
(First Revision)
y..’
\ J
‘\\
...
Third Reprint SEPTEMBER 1994
UDC 624.191.2:69.034.92
I
IF
@ Co@ri#t 1976
BUREAU OF INDIAN STANDARDS
M%NAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELII1 110002
Gr 3 November 1976
1
/,’
,
~IS:5878(PartV)-1976
Indian Standard
CODE OF PRACTICE FOR CONSTRUCTION OF
TUNNELS CONVEYING WATER
PART V CONCRETE LlNlNG
(First Revision)
Water Conductor Systems Sectiona Committee, BDC 58
Chairman
Sam P. M. MANE
Ramalayam, Peddar Road, Bombay 400026
Bmbm Re@.wnting
Sxm S. P. BEAT Public Works and Electricity Department,
Government of Kamataka, Bangalore
SHBI K. R. NABAYANAR AO ( Alternate )
Garm EN~XNEEB( CIVIL ) Andhra Pradesh State Electricity Board,
Hyderabad
SI~PEBIRT~ZX~DX~I~ ENOINEER
( DESIGN AND PLANNING)
( Alternate)
CBIEBE NQINEEB( CIVIL ) Kerala State Electricity Board, Trivandrum
SEBI K. RAXABHADRANN A~R ( Alttrnatc)
CEIE~ ENQINEEB( IIUUQATION) Public Works Department, Government of Tamil
Nadu, Madras
SUPEBINTENDWQ EN~~NEEB
( DEaIQNa) ( Al&r&c )
CEIEF ENCUNEEH( PROJECITA ND Tamil Nadu Electricity Board, Madras
CONSTXUJOTI)O N
SWPERU~Z~NDINQE NCUNEER
EOHNXOAL/CIV)I L( Alternate )
SHBIh TP DATTA J3eas Designs Organization, Nangal Township
Dntm;l~‘( HCD-I ) Central Water Commission, New Delhi
D~IXCY DIBECTOR( PH-I ) ( AlrcrMfe)
XREGTOBI, PRI Irrigation Department, Government of Punjab,
Chandigarh
SEXI H. L. SEA~~A ( Altematc )
~HBI R. G. GANDHI Hindustan Construction Co Ltd, Bombay
SH~I R. K. JOSHI( Altemutr)
( C0atiaa6to#n @uge2 )
,
@ CoPyrgkf 1976
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 : 5878 ( Part V ) - 1976
( Continued from page 1 )
Members Representing
DR S. P. Gdno Irrigation Department, Government of fltt
Pradesh, Lucknow
SHRI M. S. JAIN Geological Survey of India, Calcutta
SHRI N. K. MANDWAL ( Allernatc )
JOINT DIREIZTOBS TANDARDS ( SM ) Ministry of Railways, New Delhi
DEPUTY DIRECTOR STANDABDS
( B&S )- 1 ( Afternate )
SEBI B. S. KAPRE Irrigation Department, Government of Ma1
rashtra, Bombay
SERI S. M. B~ALE~AO ( dllernafe)
Sam D. N. KOCHHAR National Projects Construction Corporation L
New Delhi
SERI G.’ P~BTHASARTHY ( Alternate )
SEEI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay
SHRI C. K. CHOKBHX ( Alternate )
SERI S. N. PHUKAN Assam State Electricity Board, Shillong
SERI S C. SEN ( Alternate )
Saw A. R. RAICHUR R. J. Shah ((r Co Ltd, Bombay
SHW S. R. S. SABTRY Mysore Power Corporation Ltd, Government
Karnataka, Bangalore
SHBI G. N. TANDON Irrigation Department; Government of U
Pradesh, Lucknow
SEBI B. T. UNWALLA Concrete Association of India, Bombay
SHRI E. T. ANTIA (Alternate)
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SARI K. K. SEARMA
Assistant Director (Civ Engg), IS1
Panel For Construction of Tunnels, BDC 58 : P2
Convener
Saw B. S. KAPRE Irrigation Department, Government of M;
rashtra, Bombay
Members
SHRI C. K. CEOKSHI Pate1 Engineering Co Ltd, Bombay
DEPUTY DIRECTOR ( HCD-I ) Central Water Commission, New Delhi
D ;SP;)T,Y DIRECTUR RESEARCH Ministry of Railways, New Delhi
DEPUTY DIRECTOB STANDARDS
( B&S ) -1 ( AllernoU )
SHE&I R. K. JOSEI Hindustan Construction Co Ltd, Bombay
SHBI R. M. V~DWAN~ ( Alfcrnfe )‘
SERX K. RaMhnHaDRAN NA~R Kerala State Electricity Board, Trivandrum
SHRI JOHN M. JOHN ( Alternate)
SHRI A. R. RAICHUR R. J. Shah & Co Ltd, Bombay
SHRI G. L RAMABWAMIAH Indian Hume Pipe Co Ltd. Bombay
Snar S. A. VXJAYAKEEILTY ( Alternate )
SHRI G. N. TANDON Irrigation Drpartment, Government of 1
Pradesh, Lucknow
2IS : 5878 ( Part V ) - 1976
Mian Standard
CODE OF PRACTXCE FOR CONSTRUCT1ION OF
TUNNELS CONVEYING WATER
P’ART V CONCRETE LINING
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part V ) was adopted by the Indian Standards
Institution on 31 August 1976, after the draft finalized by the Water
Conductor Systems Sectional Committee had been approved by the Civil
Engineering Division Council,
I).2 This Indian Standard was Rrst published in 1971 and is being revised
with a view to keeping abreast with the technological developments that
have taken place in the iic!d of tunnel design and construction.
0.3 The construction of tunnels involves a large number of problems.
Because of the great extent of variations in the nature of the work many
different kinds of conditions are encountered which for maximum economy,
consistent with technical requirements should be treated differently. This
standard covers recommendations which would be generally applicable to
construction of tunnels for the assistance of engineers engaged on such
projects. This standard should, however, be used with caution since due
to the very nature of the subject it is not possible to lay down detailed
of
specifications to cover each and every possible case and the discretion the
engineer-in-charge would be required in some cases.
0.4 Lining in tunnels is technically an important component and generally
constitutes 30 to 40 percent of the total cost of the tunnel. Therefore
lining operation requires considerable study and carefu! planning. Tunnels
forming part of ‘water conductor system have to be invariably lined with
cement concrete from structural and hydraulic considerations with some
exceptions when the rock is extremely hard, sound and massive like granite
and/or where the tunnel may be in operation for short periods in a year,IS:!5878(PartV)-1976
0.5 This standard has been published in parts. Other parts of this standard
are as follows:
Part I Precision survey and setting out
Part\ II Underground excavation in rock
Section 1 Drilling and blasting
Section 2 Ventilation, lighting, mucking and dewatering
Section 3 Tunnelling method for steeply inclined tunnels, shafts
and underground power houses
Part III Underground excavation in soft strata
Part IV Tunnel supports
Part VI Steel linings
Part VII Grouting
1. SCOPE
1.1 This standard ( Part V ) lays down specifications and procedures for
placing concrete lining for tunnels conveying water,
2. _R EQUIREMENTS
2.1 The requirements for concrete lining of tunnels shall be carefully drafted
as the conditions for lining tunnels are quite different from those of other
cement concrete works. Requirements of lining of tunnels are special on
account of curvature, thin sections and difficulties in placement and
compaction in restricted spaces.
2.1.1 All the requirements for coarse and fine aggregates, cement, water,
and concrete grading and corresponding strength in accordance with
IS : 456.1964* shall apply. On account of curvature, irregularities in rock
profile, thin sections and placing of concrete generally required to be done
either through a concrete pump or pneumatic placer, the concrete neces-
sarily requires to be flowy to avoid seggregation and to ensure proper filling
in. The slump of concrete should not be less than 10 cm and the sand
content shall be more than that specified in IS : 456-1964*. The cement
content shall also be more than what is indicated by laboratory tests alone
( see Note below ). Where concrete is placed directly, as in inverts and
kerbs, the slump should be reduced to 5 cm. Use of natural aggregates,
especially sand, either wholly or partly, improves the pumpability of concrete
and is recommended commensurate with practicability and economy. The
maximum size of aggregate shall not exceed 40 mm. This should, however,
be reduced suitably for specific locations and conditions.
NOTE- The cement content in concrete may vary from 350 to 400 kg/ma.
However, in particular locations where experience indicates, the minimum cement
content may be reduced to 325 kg/m3 where natural aggregates are used and there
*Code of practice for plair! and reinforced concrete ( second rcoi&n ).
4IS:5878(PartV)-D76
is no hindrance of supports or reinforcement. Where crushed aggregates are used
and where supports or reinforcement come in the way, the minimum cement content
may be suitably increased to ensure adequate workability. All the above mentioned
cement contents are applicable to concrete placed through a concrete pump or by
pneumaticp lacer.
2.1.2 It is advisable to use air entraining agent, to entrain up to 4
percent of air for improving workability of concrete.
3. CONTROL OF SEEPAGE WATER
3.1 Seepage water shall be suitably controlled and prevented from getting
mixed with green concrete in the lining.
4. APPROPRIATE TIME FOR PLACING CONCRETE LINING
4.1 The appropriate time for placing concrete lining will be governed by
the conditions of rock tunnelled through. In cases where due to tectonic
forces rock dilates, it is advisable to allow sufficient time for such dilations
to reduce to reasonable limits to ensure that concrete lining will not fail by
cracking due to heavy and unequal external forces. In cases where rock
may not dilate much but may deteriorate in structure causing spalling,
placing of a thin layer of concrete between steel ribs to support full surface
of the rock and transfer the forces to the steel supports would be desirable
( in certain conditions, shot-Crete may be resorted to in place of such block-
ing concrete, taking care to ensure that the gap between external flange of
the support and rock is fully filled up ). Blocking concrete or shot-Crete
has to be placed with minimum possible time lag after excavation. Shot-
Crete can be applied more quickly than blocking concrete. In cases where
rock is of better type than referred to above, concrete lining may come
at any time convenient to suit the construction programme and practical
considerations.
5. SEQJTENCES OF LINING
5.1 The sequence of concrete placement for tunnel lining depends on the
shape of the tunnel, its size, the nature of the rock strata and the type of
form work and other plant and equipment used and has to be selected
taking into account the construction schedule and progress scheduled to be
achieved for the particular work. The sequences generally adopted for
lining in tunnels are:
a) placing concrete to form the kerbs first, followed by side walls and
arch and finally the invert;
b) placing concrete to form the invert first followed by sides and arch;
and
e) placing concrete for the invert, side walls and arch all at one GRW, .*
4
5
:IS : 5878( Part V ) - 1976
5.1.1 The sequence given at 5.1 (a) is suited for horse-shoe, D-shaped
and other flat bottomed and wide tunnels. The kerb shall be built up to
a section of sufficient width to serve as a base for the errection of forms for
sides and shall be properly anchored and made stable to withstand the
loads of concrete lining and form work. After the kerb is constructed, the
lining of the sides and arch follows. The sides of the kerb against which
the sides and the invert concrete will be laid later should preferably be
radial to their respective curvatures. This sequence has the advantage that
all operations of concreting kerb, placing of shutters and forms and lining
of sides and arches can be done with minimum disturbance to the track
lines on the floor and for movement of other traffic. Then the track lines
and other service lines are removed and invert concreting is done last. By
this method the bottom concrete surface does not get damaged. An
additional advantage in this is that it permits of concreting the sides and
arch simultaneously with excavation with a suitable gap.
5.1.2 The sequence described at 5.1 (b) is suitable when the bottom of
the tunnel is narrow or when the section is circular. The invert concreting
is done first and a regular base for the erection of the form work
for sides and. arches is obtained making further vjork easier. But this
procedure entails the removal of trolley tracks and other service lines laid
on the floor and again laying them over the concreted invert for lining of
sides and arch. It has also the disadvantage that the concrete surface of the
invert is likely to get damaged during the operations for laying the overt.
These practical difficuhies increase if transport is by trucks.
5.1.2.1 In tunnels through weak strata, where the tunnel floor tends to
wear out fast or heave up, the above sequence is required to be adopted.
In cases where Iarge horizontal thrusts are encountered, the placing of
invert concrete in advance of lining of sides, serves as strutting between the
sides. The concrete surface can be protected suitably.
5.1.3 The sequence described at 5.1 (c) is possible only in small and
circular tunnels. It is difficult to be adopted in ordinary course and may
be resorted to only where concrete pumping facilities are available and
construction programme demands it. It has some advantages in steeply
inclined tunnels. These present problems in proper alignment along the
tunnel axes.
5.1.4 In case of tunnels through soft rock, when it is found that the rock
strata is likely to collapse, it may become necessary to provide a primary
lining over and between the steel supports ( if provided ) at the time of
driving the tunnel, or by shot-creting immediately. ( see 4 ).
NOTE - Different types and methods of primary and main lining are described
in IS : 5878 ( Part III )-1972’.
*Code of practice for construction of tunnels conveying watqr; Part III Underground
excavation in soft strata.
6IS:5878(PartV)-l976
6. FORM WORK
6.1 General - Generally for tunnel lining steel forms are used in the
interest of speed and economy due to their multiple use. There are various
types of form work used for tunnel lining, such as rib and plates, rib and
laggings, travelling shutters with or without telescoping. Timber formwork
has to be resorted to in sharp bends, transitions and junctions. The use of
a particular type for a job depends on the size, shape and the length
of tunnel.
6.1.1 In a rock tunnel where the concrete is placed mechanically, forms
may be removed after 16 to 24 hours from the placing of last batch of
concrete. The form surface shall be oiled before concreting to avoid
concrete sticking to it.
6.2 Rib and Plate or Rib and Lagging - This type of form work may
be used for tunnels of medium size, that is, up to 5 m diameter. When
concrete is to be hand placed on short tunnels, this type of form work
is convenient.
6.2.1. Ribs made of either channels or T-sections placed at intervals of
about 1 m according to the thickness of the concrete lining shall be erected
firmly over the invert and either adequately stiffened steel plates or timber
lagging shall be fixed from the bottom upwards as the concrete rises,
6.3 Travelling Non-telescoping Form Work - In this ‘case the whole
form work is preassembled and mounted on a travelling frame fixed with
wheels running on a track and screw jacks are provided for collapsing -the
form work, when required. In all types or travelling forms the sections are
hinged to permit collapsing. J ac k s are required for bracing and aligning
the forms.
6.3.1 This type is easy and economical to move. For this type of forms
concrete for the sides and arch may be placed in one continuous operation.
The traveller which carries the form structurally forms a part of the form
work. The forms arc made in units 6 to 12 m long and can be struck and
reassembled quickly depending on the requirements of construction traffic
and matching concreting equipment.
6.4 Travelling Telescoping Form Work - This is so designed that the
back unit can be collapsed and moved forward through the front unit
without disturbing it. The side plates are hinged to the arch plate so that
it is pctSsiblc to collapse them. The traveller is equipped with jacks and
other accessories for this purpose. The form work shall be self-supporting
while travclling in the collapsed condition also.
76.5 MomolitMc Foxrn Work — This is practically a dip firm work for
continuous use. ‘l%h type of form work is only suitable for a circular or
near circular tunnel when the lining of full section isdone in one operation.
This type of form woi:k may be suitable in steeply inclined tunnelslshafts,
6.6 Gesseral lkequ~remdsst of Forms — AH form work should have
inspection windows about 50 x 30 cm in size and not more than Bm apart.
Horizontal and ver$~calintervals of spacings will depend on the size and
shape of tunnel, thi!.knessof lining, method of placement and workability
of concrete. The aim shall be to eusure dense compact concrete. These
windows are used to place and \“ibratethe concrete. The shuttersto these
should be strungand easily operable and fittingwell asnot to permit cement
slurry to flow out or to leave projections in the finished concrete surface.
Flexible shaft intern d type vibrators may be used through these windows.
jil
6.6.1 All forms, ;:xcept where continuous non-stop concreting isadopted,
require provision of a bulk head shattering at the other end where use of
timber isgenerally (onvenient. The bulk head is necessary to make a neat
construction joint.
7. BATCHING AND MIXING PLANT
7.1 In large tunnel lining jobs, it is necessary to use batching and mixing
plants to manufacture concrete for lining. Depending on the size of tunnel
and equipment ava;lable, the concrete may be mixed in a standard batching
and mixing plant outside the tunnel and the mixed concrete taken to site of
placement or the aggregates batched and mixed dry outside and taken to
siteof placement inside the tunnel and mixed with water inside the tunnel.
It isadvisible to add cement also inside to avoid itssetting asthe aggregates
are aften wet or m3ist. Except in small or very short tunnels, the concrete
placer or concrete pump shall be inside the tunnel, near the site of lining.
In large tunnels especially long ones, wherever it ispossible and convenient,
taking the mixing and batching plants also inside the tunnel isadvisable.
8. TRANSPORTING CONCRETE OR DRY MIXED AGGREGATES
8.1 For tunnels of short length and where comparatively large volumes of
concrete are requi:ed, concrete isgenerally mixed in abatching plant located
at a suitable site outside the tunnel, and the mixed concrete conveyed as
quickly aspossib!c to the siteof placement by means of shortbelt conveyow,
agitator cars, truck mounted mixers, etc, and poured into the hopper of the
concrete pump or placer kept close to the location of concreting. This has
a disadvantage that as the ,time of transportation increases, the quality of
concrete tends to get affected through over-mixing in the case of agitator
cars and truck mounted mixers and a certain amount of initial setmay take
place before actwd placement.
8
. .
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“‘‘--’y-!
5$
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.
,
. -.,
.,
{.’18:5878 (E%sI%V)-1976
8.2 For tunnels of comparatively longer len~hs, it is advantageous to batch
and mix the concrete in dry Condition outside the tunnel and then convey
the same inside the tunnels to locations of placement by means of tipping
wagons or dumpers. The dry mixed aggregates arethen-remixed atsiteadding
therequired quantity of cement and water toobtain the specified slump and
.
water cement ratio. The aggregates should beasdry aspossible when mixed
outside. The mixer for mixing at siteof placement hasto be so located that
the dry mixed aggregates ean be easily dumped into the hopper of the
mixer and the mixed concrete pouring out of it can fall into the hopper of
the placer or pump. Suitable retarders may be used where ready mixed
concrete is transported in transit cars. In case of vertical shafts used as
construction adit, mixed concrete can be conveyed through ‘elephant
trunks ‘. These ‘ trunks‘ should be made up of short tapered pieces linked
to each other. The drop from the bottom of the ‘ trunk’ to the concrete
heap below shall not be more than 1m.
90PLACING CONCRETE
9.1 If the invert concreting or kerb concreting is done first, the surface of
old concrete shall be covered by 25 mm thick layer of mortar (of the same
mix asthe concrete, without coarse aggregate ) to get a proper bond with
the new concrete. During concreting by a pump or a placer behind form
work for sides and arch, if the placing is interrupted ftw a period of more
than one hour, a batch (sufficient to cover the area by a 15 mm layer) of
mortar asabove shall be pumped to cover the cold joints.
9.1.1 Care shall be taken while pouring through side doors in forms so
thatno hollow pockets remain. In the case of monolithic forms, as the
concrete will fill the invert first, there may be a tendency for the form to
float, and therefore the form shall be strutted down rigidly from the sides
and the roof of the tunnel aswell.
9.1.2 The concrete may be placed either by a concrete pump or
pneumatic placer. Concrete in the invert may be placed direct. The
discharge end of the concrete delivery pipe may be ke tmried a few
centimetrex inside the freshly placed concrete, as far as practicable, to avoid
segregation. Pumps and especially placers are sensitive to the pressure of
the compressed air supply. In case of long compressed air supply lines, air
chambers of adequate capacity shall be provided on the pipe line near the
discharge end to reduce pressure drop.
10. REINFORCEMENT
10.1 It isgenerally not necessary to provide my reinforcement in the lining
in good rock [seeIS :4880 (Part Iv ) - 1971*]. Whenever it becomes
*Codeofpracticefordesignoftunnelsconveyingwater: PartIV Structuraldesignof
concretelininginrock.
.4 9
,.
.9
. ,,
,-
., ~.
..
..
f.@3:5878(PartV)-1976
necessary to provide reinforcement, sufficient cover shall be provided. The
spacing of reinforcement shall be adequate to permit flow of concrete around
it without any hollows anywhere.
11. CONSTRUCTION JOINT
11.1 Two types of construction joints generally become necessary namely,
(a) bulk head and (b) longitudinal.
11.1.1B ulk head joints are required to be provided at the end of each
shutter.
11.1.2 Longitudinal joints become necessary at the junction of the sides
and the invert where the kerb becomes an integral part of either the invert
or the sides. Where the kerbs are laid separately, there will be two such
joints at each kerb. When the sides and arch are laid separately similar
joints become necessary at sides and arch. No special treatment is
necessary for such construction joints except general cleaning and, where
applicable, a layer of cement sand mortar as specified in 9.1 may be laid on
the joint.
12. CONSOLIDATION
12.1 As far as possible, flexible shaft immersion type vibrators having a
vibrating needle of 50 mm dia and 8 000 vibrationslmin frequency should
be used for vibration of concrete ( See IS : 2505-1968* ). In addition the
concrete shall be vibrated by external form vibrators of minimum 0’5 kW
capacity. The spacing of form vibrators depends on the size of vibrator,
mass of form work, thickness of concrete, etc. The spacing shall be adequate
to ensure satisfactory compaction. The vibrator spacing shall be closer at
the crown portion.
13. CURING
13.1 Curing may be generally done by spraying water at short intervals to
maintain a wet surface. Strong draft of. wind shall be avoided through the
tunnel to reduce chances of sudden drying and %onsequent cracking,
X4. GROUTING
14.1 Concrete lining of underground works shall be grouted to pack the
hollow space (gaps ) between rock and concrete lining. Grouting shall be
done under flow pressure not exceeding 5 kg/cm’ or as required depending
on the circumstances. The pattern and spacing of the holes shall be decided
in accordance with IS : 5878 (Part VII)-1972t. Where grout intake
indicates gap of more than 10 mm, very fine sand or rock dust should be
added to the grout to fill the gap. In certain locations addition of bentonite
may be helpful to hold cement in suspension for satisfactory grouting. The
grout pressure should be reduced adequately when contact grouting in
crown portion is done before invert is laid.
*Specification for concrete vibrators, immersion type (&st r&s&m ).
tCode ofp ractice for construction of tunnels conveying water: Part VII Grouting.
.*‘.
;
10
?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 331 01 31
NEW DELHI II 0002 331 1375
*Eastern : I/l 4 C. I. T. Scheme VII M, V. I. P: Road, ’ 36 24 94
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 1 3 I6 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 I9
1 41 29 I6
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
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AHMADABAD 380001 I 2 63 49
S,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
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
HY DERABAD 5OOOOI
6 34 71
R14 Yudhister Marg, C Scheme, JAIPUR 302005
i 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. 14/1421. University P.O.. Palayam 16 2 I 64
TRIVANDRUM 695035 16 21 17
/nspection Offices ( With Sale Point ):
Pushpanjali, First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhee Approach, P. 0. Princep 27 66 00
Street, Calcutta 700072
tSales Office in Bombay is at Novelty Chimbers, Grant Road, 89 66 26
Bombay 400007
$Sales Office’ih Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
228_4.pdf
|
IS:228(Part4)-1987
( ReaIhncd 1997 )
Indian Standard
METHOD FOR
CHEMICAL ANALYSIS OF STEELS
PART 4 DETERMINATION OF TOTAL CARBON
BY GRAVIMETRIC METHOD
( FOR CARBON r 0.1 PERCENT)
( Third Revision )
I;wflh Reprint NOVEMBER 1998
UDC 669.14 + 669.15-194.2/.3 : 543.21 [546.26]
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 Aqirst 1987IS:228(Part4)-1987
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 4 DETERMINATION OF TOTAL CARBON
BY GRAVIMETRIC METHOD
(FOR CARBON > O-1 PERCENT)
( Third Revision )
Methods of Chemical Analysis of Ferrous Metals
Sectional Committee, SlMDC 2
Chuiman Rqmsmting
DR C. S. P. IYLR Bhabha Atomic Research Centre, Bombay
Mcmbnr
SHKI G. M. APPAUAO Steel Authority of India Ltd ( Bhilai Steel Plant ),
Bhilai
SIIBX R. D. AOAIIWAL ( AllmW)
SHEI S. V. BHAOW~Y Khandelwnl Ferro Alloy1 Ltd, Nagpur
Sanr D. N. GUPTA ( Aflernnlc )
SEttIP. CHAKRA Indian Metals & Ferro Alloys Ltd, Koraput
CREYWT& METALLVIWUST Ministry of Transport ( Department of Railways)
AINXVTANT RESEARCHO IFIC~~R
(MET-2) RDSO, Luclixow
( Allrmdr )
CHIEW CIIEM~ST Tata Iron 8; Steel Co Ltd, Jamshedpur
AWXSTANT CHIEF CHRMMT ( Allnnat~ )
SIiItIM . K. CEAtiRAVARTY Ministry of Defence (DGI)
Snug P. K. SEN ( Altrrnotr )
DR M. M. CEAKRABO~TY Indian Iron & Steel Co Ltd, Burnpur
SERB M. S. CEATTERJEE ( Altrrnotr )
SERI C. K. D~KOH~T Ordnance Factory Board ( Ministry of Defence ),
Calcutta
SARI S. N. MOITRA ( Abn~tr )
SaRI V.B. KIXANXA Directorate General of Supplies & Disposals,
New Delhi
SHR~ J. N. MUIWERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ). Durgapur
( Cen8inurd 8n porr 2 )
0 whr 1987
BUREAU OF INDIAN STANDARDS
This publication is protected -under the Itin clrprighl Act ( XIV of 1957 ) and
rrproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:228(Part4)-1987
Mcmbm Rtpcmting
SHRI P. NABAIN Mabindra Ugine Steel Co Ltd. Bombay
SHRI G. R. Saalar ( Altnncfc)
SHBI N. P. PANDA Steel Autbority of India Ltd (Rourkela Steel
Plant ), Rourkela
SIIIU B. MAIIAPATRA ( Aftn~h )
Da L. P. PANDEY National Metallurgical Laboratory ( CSIR ),
p;h-J~r -
DR D. C. PRASHAR N a Pbvsical Laboratorv , (.C SIR )I..
New Delhi’
SHBI J. RAI ( Al~rraa~ )
Saat G. RAJARAO Ferro Alloys Cornoration Ltd. Shreeramaagar
SHRI K. RAMAKBIIHIAN Eurn & Co, Batgalore .
Da J. RAJARAY ( Allma& )
SBRI A. P. !hNEA Steel Authority of India Ltd ( Bokaro Steel
Plant ), Bokaro
SHRI N. V. SUEIBAIIA~APPA ’ Vivervnraya Iron 8t Steel Ltd. Bbadravati
DB P. S~JBBAHYANIAY Dcfence Metallurgical Rewarcb Laboratory,
Hv,d erabad
SHBI T. H. RAO (Al&m& )
DE CR. VENKATLBWARLU Bhabha Atomic Research Centre, Bombay
SABI K. RAOHAVENDBAN, Director General, BIS ( Ex-oficio Member)
Director ( Strut St Met )
Slcrrlary
SFIBI M. L. SHARJ~A
Assirtant Director ( Metalr ), BIS
Ferrpus Metals Analysis Subcommittee, SMDC 2 : 3
cono#mr
Ds C. 9. P. IYBR Bhabha Atomic Research Centre, Bombay
hitathrr
SHRI S. BASKABAN Bharat Heavy Electricalr Ltd, Hjderahad
SHBI MATA SARAN ( A&m& I )
SHRI B. RAEA (Alternate II )
!&RI U.P.bJB Steel Authority of India Ltd ( Bhilai Steel Plant ),
Bbilai
SIiRI E. M. VERQHEtlE ( Altmatr )
CHlElP CEEMIRT Tata Iron & Steel Co Ltd. Iamrhednur
AIWSTANT CIIIBP CEBYIST ( A&m& ) .
DB M. M. CHAKBABORTT Indian Iron & Steel Co Ltd. Burnpur
SHRI L. N. Dbs ( Altmmtr )
SEBI H. K. DAE Steel Authority of India Ltd ( hourkela Steel
Plant ), Rourkela
SHRI K. Bmaror ( Aitrrnats )
SHBI A. K. GIJPTA National Physical Labor&y ( C8IR ),
New Delhi
( Cetttirurd on pap 8 )
2IS : ‘228( Part 4 ) - 1987
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 4 DETERYlNATlON OF TOTAL CARBON
BY GARVIMETRIC METHOD
(FOR CARBON > O-1 PERCENT )
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 4 ) (Third R cvision ) was adopted I)y
the Indian Standards Institution on 16 January 1987, afirr the draft
finalized by the Methods of Chemical Analysis of Pcrrous Metals
Sectional Committre had been approved by the Structural and Mct;~ls
Division Council.
0.2 IS : 228, which was issued as a tentative standard in 1952 and
revised in 1959, covered the chemical analysis of pig iron, cast iron and
plain carbon and low alloy steels. For the convenience it was decidctl
to publish a comprehensive series on chemical analysis of steels
including high alloy steels. Accordingly, revision of IS : 228 was
taken-up again and new series on method of chemical analysis of
steels including high alloy steels was published in various parts as
IS : 228 ( Parts 1 to 13 ) ( see Appendix A ) covering separate method
of analysis for each constituent in steels. However, IS : 228-195!)*
version has been rctainc tl for the analysis of pig iron and cast iron till
a separate standard for analysis of pig iron and cast iron is phlishctl.
0.2.1 This revision of IS : 228 (Part 4)-19747 has been undcrtnkcn
on the basis of experience gained during the implementation of \he
standard by the manufacturers and testing laboratories.
0.3 In this revision, method has been updated.
*Methods of chemical analysis of pig iron, cast won and plain carb’on and low
alloy 1teela [ rruiud )*
tMethod1 for chemical analysis of steels: Part 4 Determination of carbon by
gravimetric method ( for carbon > 0.1 percent ) (rend rmi~ion ).
3IS : 228 ( Part 4 ) - 1987
8.4 In rr,porting 111~ reslllt of a test or analysis made in accordance
r\.itIl tItis 51; ~ntlartl, if the final value, ohservcd or calculated, is to be
I r)~~trcIt~tI0 11; it >11;11I1w clone in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard (Part 4) covers the method for determination of
total carljon content of plain carbon, low alloy and high alloy steels
nfO.1 pcrccnt and above by the grnvimctric method.
2. OUTLINE OF THE METHOD
2.1 The sample is burnt in a stream of purified oxygen and the
carhnn dioxide formctl is al~wrlwtl, after purihation, in suitable
ahorhant and tlc~tcrminc~cl.
3. REAGENTS
3.1 Oxygen (On) - 90’5 percent minimum.
3.2 Accarite or Soda Lime -- 0’80 to 2’00 mm.
3.3 Magnesium Perchlorate - Mg (CIO( )2, 0.80 to 2’00 mm.
3.4 Boat/Crucible - Boat/crucible of precise dimension for
accommodating in the r&stance and induction furnace.
3.4.1 Preignitc the boats/crucibles in air or oxygen in a furnace for
an hour at 1 100°C and stnrc in a desiccator and check for consistancy
of the blank values.
3.5 Flux,‘Accelerator - Low carbon copper, red lead ( preignited
at 550’(Z), tin and iron of low carbon content.
4. APPARATUS
4.1 The apparatus recommended in IS : 6226 (Part l)-1971t may be
11setl
4.2 Instead 01‘ the resistance furnace, an induction furnace may also
be used.
---
*Rules for rounding ofl’ numerical valuer ( mid).
tRecommcndation for apparatus for chemical analysis of metals: Put I
Determination of carbon by direct combustion.
4IS:228(Part4)-1987
5. SAMPLING
5.1 The sample shall be drawn as prescribed in the relevant Indian
Standards.
5.2 The sample is to be cleaned with analar grade ether and acetone,
dried in an air oven at 100 f 5°C.
6. PROCEDURE
6.1 Assemble the apparatus. Switch on the furnace, if it is a resistance
furnace, and allow it to attain a temperature of 1 05O’C (see Note ), all
the while passing oxygen through the apparatus so that it bubbles
freely at the exit end of the train. Disconnect the absorption bulb, .
keep in a desiccator till it attains room temperature and take the
initial weight. Repeat the operation till a constant weight is
obtained.
NOTB- For high chromium and high nickel rteelr, the temperature of 1 250°C
in recommended for complete comburtion.
6.2 Weigh to the nearest 0’001 g, 2’0 to 3’0 g of the test sample.
Transfer to the preignited combustion boat covered at the bottom
with a thin layer of calcined alumina. Spread the sample evenly over
the top of the alumina and cover it with 2’0 to 3’0 g of the flux.
Introduce the boat slowly In the hot zone of the combustion tube.
6.3 In the case of induction heating, weigh to the nearest 0’001 g, 0’9
to 1’1 g of the sample and transfer to a preignited crucible. Add an
equal quantity of the flux. Place the crucible in Position on the
pedestal post of the furnace, raise to the combustion position and
lock the system. Pass oxygen through the system and ignite the sample.
6.4 Maintain a rapid flow of oxygen ( 800 to 1 000 ml/min) throughout
the combustion, then reduce to 400 to 500 ml per min and maintain
it for another 6 co 8 min in order to sweep out the carbon dioxide.
6.5 Remove the absorption bulb and weigh it after keeping it in
desiccator till it attains room temperature. The increase in weight of
the bulb represents the carbon dioxide.
6.6 Remove the boat or crucible and examine for any incomplete
combustion. If the sample is not thoroughly fused, repeat the
determination with a fresh sample.
6.7 Blank - Charge a prei nited boat or crucible, as the case may be,
with the same amount of Bu x used in the determination and follow
the procedure as in 6.2 to 6.5.
5IS:228(Part4)-1981
7. CALCULATION
7.1 Calculate the total carbon content of the sample as follows:
A-B
Carbon, percent = --x 27’29
c
where
A = increase in mass in g of the absorption bulb due to
carbon dioxide from the sample,
B = increase in mass in g of the absorption bulb due to
carbon dioxide from the blank determination, and
C= mass in g of the sample taken.
8. ACCURACY
8.1 The accuracy of the method is & 0’01 percent for carbon in the
range of 0’1 to 0’75 percent and f 0’02 percent for carbon
above 0’75 percent.
APPENDIX A
( Clause 0.2 )
INDIAN STANDARDS ON METHODS FOR CHEMICAL
ANALYSIS OF STEELS
IS : 228 Methods for chemical analysis of steels:
( Part 1 )-I972 Determination of carbon by volumetric method
( for carbon > 0’1 percent ) ( second revision )
( Part 2)-1972 Determination of manganese in plain carbon and
low alloy steels by arsenite method ( second revision )
( Part 3 )-1972 Determination of phosphorus by alkalimetric method
( second rcvisiorr )
( Part 4 )-1987 Determination of total carbon by gravimetric method
( for carbon ) 0’1 percent ) ( third revision )
( Part 5 )-I974 Determination of nickel by dimethyl lyoxime
ravimetric ) method ( for nickel > 0’5 percent s ( second
?!Xon )
GIS : 228 ( Part 4 ) - 1987
(Part S)-1974 Determination of chromium hy persi!ipha?e
oxidation method ( for chromium > 0‘5 percent : I serond
rcuision )
( Part 7 )-1974 Determination of molybdenum by a-bcnzoinoxirne
method ( for molybdenum > 1 pwccnt ) ( ~vtond rFi/iJiott )
( Part 8)-1975 Determination of silicon by the_ ~ravimetric method
( for silicon > 0’ 1 percent ) ( second reutszon )
(Part 9)-1975 Determination of sulphur in plain CW~J(JII steels by
evolution met hod (second revirion )
( Parr 10 )-1976 Determination of molybdenum by thiocyannte
(photometric) method ( for molybdenum up to 1 perwnt )
in low and high alloy steels ( second reviJir,tl )
( Part 11 )-1976 Determination of silicon by photometric method in
carbon steels and low alloy steels ( for silicon 0’01 to 0’05
percent ) ( second relision )
( Part 12 )-I976 Determination Of manganese hy periodate
(photometric) method in low and high i\lloy steels ( for
manganese up to 2 percent ) ( second revision )
( Part 13 )-1982 Determination of arsenic
7IS : 228 ( Part 4 ) - 1987
RaprcsraIing
Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
SJIRI P. K. BANEHJEE ( Altrrnafr )
SMHI P. NAI~AIN hahindra Ugine Steel CO Ltd, Bombay
SHXI G. 11. SIRMA ( Altrrndr )
SJIRI R. S. NATH Steel Authority of India Ltd (Bokaro Steel
Plant ), Rokaro
8n1u N. GUNL)APPA ( Altarnatr )
1)~ L. P. PANDEY National Metallurgical Laboratory ( CSIR ),
Jamrhedpur _
Sun1 G. Rnnlons Visvervarava Iron & Steel Ltd. Bbadravati
SIIHI R. D. VANDRIWALLA ltalab Pvt ‘Ltd. Bombay
SJIRI J. C. DEY ( Afterme )
8BUREAU 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 : Manaksansths
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/l 4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 2315
tWestem : Manakafaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
$Peenya 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. 6263, 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 1996
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampafly Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 362001 37 29 25
117/418 8, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 2389 23
LUCKNOW 226001
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patfiputra 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, Unhsity P. 0. Palayam, THlRUVANANTH4PURAM 695034 621 17
*Sales office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales Dfffce is at Novelty Chambers, Grant Road, MUMBAI 400067 3096528
$Sales Dffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, India
|
814.pdf
|
IS 814 : 1991
( fhwsedingIS 815 : 1974 )
( Reaffirmed 1997 )
m
ma ‘$i-qtS- fGf%Tfk
tiatig mmr
( )
Indian Standard
COVERED ELECTRODES FOR
MANUAL METAL ARC WELDING OF
CARBON AND CARBON MANGANESE
STEEL-SPECIFICATION
(F ifth Revision )
Second Reprint OCTOBER 1997
UDC 621’791*753’042’4
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
October 1991
Price Group 9Welding General Sectional Committee, MTD 11
FOREWORD
This Indian Standard ( Fifth Revision) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Welding General Sectional Committee had been approved by the
Metallurgical Engineering Division Council.
Requirements of covered electrodes for metal arc welding of structural steel were covered in
Part 1 and Part 11 of IS 814 for welding products other than sheets and for welding sheets
respectively. 1s 814 was first published in 1957 and subsequently revised in 1963, 1967; 1970 and
1974. In the fourth revision, IS 814, was split in two parts.
The classification and coding of the covered electrodes was covered in IS 815. IS 815 was first
issued in 1956 and subsequently revised in 1966 and 1974.
While revising these two standards the committee thought it appropriate to cover the classifica-
tion and coding along with the specified requirements of electrodes by merging both the parts
of IS 814 and 1s 815. Important modifications affected in this revision are as under:
4 The classifiation system has been simplified to a code consisting of a alphabets to indi-
cate the type of coating and four digits to indicate the basic properties of the electrode;
b) The tests for deep penetration electrodes have been eliminated as these were considered
to be of little significance;
C) In the butt weld assembly the transverse tensile and charpy impact tests have been elimi-
nated and only bend test has been specified. Provisions for ‘hydrogen removal heat-
treatment’ for the bend specimen have also been included;
4 For the determination of the quantity of dXusible hydrogen a reference has been made
to IS 11802 : 1986 &Methods for determination of diffusible hydrogen content of deposited
weld metals from covered electrodes in welding mild and low alloy steels’;
e) Use of non-rimming steel for core wire has been permitted by giving reference to the
amended IS 2879 : 1975 ‘Mild steel for metal arc welding electrode core wires ( second
rel>ision )‘;
f, Assessment of all weld impact test has been made on the lines of ANSI/AWSA 5.1-81,
‘Specification for covered carbon steel arc welding electrodes’; and
g) Under the initial tests, radiographic test has been included.
This standard keeps in view the manufacturing and trade practic _e s being __.f ollow
.
ed in the
country in this field. Assistance has also been derived from the following publications:
a) IS0 2560-1973, Covered electrodes for manual metal arc welding of mild steel and low
alloy steel - Code of symbols for identification’ issued by the International Organization
for Standardization ( IS0 ).
b) BS 639 : 1986 <Specification for covered carbon and carbon manganese steel electrodes
for manual metal arc welding’ issued by British Standards Institution ( BSI ).
c) ANSI/AWSA. 5.1-1981 <Specification for covered carbon steel arc welding electrodes’
issued by American National Standards Institute ( USA ).
Por 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.I!3 814 : 1991
Indian Standard
COVERED ELECTRODES FOR
MANUAL METAL ARC WELDING OF
CARBON AND CARBON MANGANESE
STEEL - SPECIFlCATION
( Fifth Revision )
1 SCOPE 3.3 Welding Position
This standard specifies the requirements for The welding position 1s given by the combina-
covered carbon and carbon manganese steel tion of weld slope and weld rotation ( see
electrodes for carbon and carbon manganese 5.4.1 ).
steel, including hydrogen controlled electrodes
for manua1 metal arc welding of mild and 4 SUPPLY OF MATERIALS
medium tensile steels including structural steels,
Genera1 requirements relating to supply of
depositing weld metal having a tensile strength
covered eIectrodes for metal arc welding shall
not more than 610 N/mm%.
be as laid down in IS 1387 : 1967.
NOTES
5 CLASSIFICATION
1 For weld metal with tensile strength higher
than 610 N/mm*, a reference may be made to 5.0 General
IS 1395 : 1982, ‘Low and medium alloy steel covered
electrodes for manual metal arc welding ( third Classification of electrodes shall be indicated
revision )’
by the following coding system of letters and
2 As this standard is primarily concerned with numerals to indicate the specified properties or
the mechanical properties of the weld metal, no
limits have been specified on the chemical co nposi- characteristics of the electrode.
tion of the weld metal.
5.0.1 Main Coding
2 REFERENCES
It consists of the following letters and numerals
The Indian Standards listed in Annex A are and shall be followed in the order stated:
necessary adjuncts to this standard.
a) a prefix letter ‘E’ shal1 indicate a cover-
3 TERMINOLOGY ed electrode for manual metal arc
welding,.manufactured by extrusion pro-
3.0 For the purpose of this standard definitions
cess;
given in IS 812 : 1957 shall apply except for the
following: b) a letter indicating the type of covering
( see 5.1 );
3.1 Weld Slope
cl first digit indicating ultimate tensile
It is the angle formed between the lines of the
strength in cqmbination with the yield
weld root and a horizontal reference plane.
stress of the weld metal deposit (see 5.2);
SIope may be measured either clockwise or anti-
clockwise and either above or below the hori- d) second digit indicating the percentage
zontal between 0 degree and 90 degree. elongation in combination with the
impact values of the weld metal deposited
3.2 Weld Rotation
( see 5.3 );
The rotation of a weld is the angle formed be-
e) third digit indicating welding position(s)
tween upper portion of a vertical reference
in which the electrode may be used ( see
plane passing through the weld root and a point
5.4 ); and
on the face of weld equidistant from both the
edges of the weld. Rotation may be measured f 1 fourth digit indicating the current condi-
either clockwise or anticlockwise between tion in which the electrode is to be used
0 degree and 180 degree. ( see 5.5 )Is 814 : 1991
5.0.2 Additional Coding Table 2 Combination of Percentage Elongation
and Impact Strength
The following letters indicating the additional
properties of the electrodes may be used, if ( Clause 5.3 )
required:
Designation Percentage Elongation Impact Strength
a) letters H,, H,, H, indicating hydrogen Digit ( Min ) on 5*65/So in Joules
controIIed electrodes ( see 5.6 ). ( Min )/at “C
b) letters J, K and L indicating increased (‘1 (2) (3)
metal recovery as &Effective Electrode For Tensile Range 410.510 N/mm%
-Efficiency’ as per IS 13043 : 1991. Speci- 0 No elongation and impact requirements
fication in the followings range (see 5.7) : 1 20 4lJ/+2P C
J = 110 - 129 percent; 2 22 47J/+Oo C
K = 130 - 149 percent; and 3 24 47J/-20” C
4 24 2751-300 C
L = 150 percent and above.
For Tensile Range 510-610 N/mm2
c) letter ‘X’ indicating the radiographic
0 No elongation and impact requirements
quahty ( see 5.8 ).
1 18 415/+21” C
NOTE - Examples i!lustrating for establishing eiec- 2 18 47J/+O” C
trodes coding from the initial test results have been 3 20 47J/-20” C
given in Annex B.
4 20 27J/-30” C
5.1 .Type of Covering 5 20 27J/-400 C
6 20 27J/-46” C
Type of covering shah be indicated by the -
following letters:
5.4 Welding Position
A - Acid
The welding position or positions in which
B - Basic the electrode can be used as recommended by
C - Cellulosic the mariufacturer shall be indicated by the
appropriate designating digits as follows:
R - Rutile
RR - RutiIe, heavy coated 1 -- All positions
S - Any other type not mentioned above. 2 - All positions except vertical down
3 - Flat butt weld, flat fillet weld and
NOTE - For guidance only the charactertisics of
each of the covering and coating ratio are described horizontal/vertical fillet weld
in Annex C. 4 - Plat butt weld and flat fiIIet weld
5.2 Strength Characteristics 5 - Vertical down, flat butt, flat fillet and
horizontal and vertical fillet weld
The combination of ultimate tensile strength
6 - Any other position or kombination of
and yield strength of the weId metal deposited
positions not classified above.
shall be indicated by the digits 4 and 5 ( see
Table 1 ). 5.4.1 Welding position in detail have been
described in Annex D.
Table 1 Designation of Strength Characteristics
5.4.2 Where an electrode is coded as suitable
( Clauses 5.2 and 5.3 )
for vertical and overhead positions it may be
considered that sizes larger than 4 mm are not
Designating Ultimate Tea& Yield Strength,
normally used for welding in these positions.
Digit Strength Min
N/mm’ NpW
5.4.3 An electrode shall not be coded as
(1) (21 (3) suitable for a particular welding position unless
4 41Q-510 330
it is possible to use it satisfactorily in the
5 510-610 360
position to comply with test requirements of
this code.
5.3 Elongation and Impact Properties
5.5 Welding Current and Voltage Conditions
The combination of percentage elongation and
impact properties of all weld metal deposited The welding current and open circuit voltage
for the two tensile ranges ( see TabIe 1 ) shall conditions on which the electrodes can be
be as given in Table 2. operated as recommended by the manufacturer
2IS 814 : 1991
shall be indicated by the appropriate designat- wire melted, in accordance to the range given
ing digits as given in Table 3. in 5.0.2 (b).
5.7.1 The Metal Recovery shall be determined
5.5.1 For the purpose of coding an electrode
as ‘Effective Electrode Efficiency (EE) as per
for any of the current conditions under 5.5,
the method given in IS 13043 : 1991.
shall be of size 4 mm or 5 mm and shall be
capable of being operated at that condition 5.8 Radiographic Quality Electrodes
satisfac’torily within the current range recom-
The letter ‘X’ shall be included in the classi-
mended by the manufacturer.
fication as a suffix for those electrodes which
5.6 Hydrogen Controlled Electrodes deposit radiographic quality welds ( see 9.6 ).
The letters H,, H, and H, shall be included in 6 CORE WIRE FOR ELECTRODES
the classification as a suffix for those electrodes
The core wire used for the manufacture of
which will give diffusible hydrogen per 100 gm
electrodes shall conform to IS 2879 : 1975
when determined in accordance with reference
method given in IS 11802 : 1986 as given below: 7 DlMENSIONS AND TOLERANCES
H, = Up to 15 ml diffusible hydrogen 7.1 Size and Leugth
H, = Up to 10 ml diffusible hydrogen
The size of an electrode shall b: designated by
H, == Up to 5 ml diffusible hydrogen the nominal diameter of the core wire
expressed in mm. Sizes of electrodes and
Table 3 Welding Current and Voltage Conditions corresponding lengths of electrodes shall be as
given in Table 4.
( Clause 5.5 )
The tolerance on the specified diameter of the
Digit Direct Current Recommended Alternating Current core wire shall be f 0.05 mm.
Electrode Polarity*) Open Circuit Voltage,
The tolerance on the specified length shall be
V, Min
f3mm.
(1) (2) (3)
0’1 + Not recommended 7.1.1 Sizes ‘and lengths of electrodes other
1 + or - 50 than those mentioned in Table 4 may be
supplied subject to agreement between the
2 - 50
manufacturer and the purchaser. The tolerance
3 + 50 in such cases shall be agreed to between the
4 + or - IO manufacturer and the purchaser.
5 - 70
6 .i. 70 Table 4 Sizes and Lengths of Electrodes
I + or - 90 ( Clause 7.1 )
8 - 90
Size, mm Length, mm
9 + 90
(‘1 (2)
1) Symbol 0 reserved for electrodes used exclusively
1.6 150or2OOor250
on direct current,
2.0 200 or 250 or 300 or 350
2) Positive polarity +. Negative polarity -.
2.5 250or3OOor350
NOTES 3.15 350 or 450
1 The frequency of the alternating current is 4.0 350 or 450
assumed to be 50 or 60 HZ. The open circuit 5.0 350 or 450
voltage necessary when electrode are used on direct
curret t is closely relaied to the dynamic characte- 6.3 350 or 450
ristics of the welding power source. Consequently 8.0 350 or 450
no indication of the minimum open circuit voltage
for dirccl current is given. 7.2 Bare Length ( Contact End )
2 Welding current and voltage conditions have been
The contact end of the electrode shall be
described in detail in Annex E.
clean and free from covering far enabling it
to be gripped by the electrodes holder as
5.7 Increased Metal Recovery
specified below:
The lPt-i:rs J, K and L shall be included in the Bare Length, mm
classification as a suffix for those electrodes r‘--- -_h-__--~
which have appreciable quantities of metal Electrode Size, mm Minimum Maximum
powder in their coating and give increased 1.6 to 3.15 15 30
metal recovery with respect to that of core 4-O to 8.0 20 40
3IS 814: 1991
7.3 Bare Length ( Arc Striking End ) of an electrode for a particular weIding
position:
The arc striking end of the electrode shall be
bare and permit easy striking of arc. The a) InitiaI tests,
distance from the arc end to the first point b) Periodic check tests, and
where the full cross section of the covering
c) Quality control test.%
prevails shall not exceed the foIIowing limits:
(i) Classification l/2 core wire dia-
EBXXXXHI: EBXXXXHZ, meter or 2.0 mm
EBXXXXH3 and any other whichever is less
hydrogen controlled type
(ii) Other types 213 core wire dia- FLUX COVER’NG
meter of 2.5 mm
whichever is less
7.4 Concentricity of Flux Covering with Core
Wire - Tolerance
The flux covering on the electrode shall be
uniform and concentric with the core wire.
The tolerance for concentricity of the cover-
ing (see Pig. 1 ) shall be such that the PIG. 1 PERMISSIBLET OLERANCESF OR FLUX
maximum core plus one covering dimension COVERING
shall not exceed the minimum core plus one
covering dimension by more than: 8.0.1 An electrode suitable for operation on
a.c. or d.c. shall be tested on a.c.
a) 5 percent of the mean of two dimensions for
EBXXXX and ESXXXX class electrodes, 8.0.2 When an electrode of a particular
b) 4 percent of the mean of two dimensions nominal size is manufactured in more than
for ERXXXX, ERRXXXX and EAXXXX one lengths, the electrodes used for the tests
class electrode, and shaII be longest manufactured.
c) 3 percent of the mean of two dimensions for 8.0.3 The parent metal used for test plates
ECXXXX class electrode. shall conform to the requirements specified
in Annex F.
A_B <L(A-tB) for EBXXXX and
100 2
8.1 Initial Tests
ESXXXX class eIectrodes.
These are qualifying or proving tests for each
A-B </-(A+B) for ERXXXX, type or modified type of electrodes and shall
100 2
comprise the following:
ERRXXXX and EAXXXX cIass eIectrodes.
a) AI1 weld metal mechanical tests for
A-B (&(A2+B) for ECXXXX cIass tensile and impact ( see 9.1 );
electrodes. b) Butt weld bend tests ( see 9.2 );
c) Running performance test ( see 9.3 );
where
4 Increased metal recovery tests for
A= maximum core plus one covering
electrodes claiming recovery 110 percent
dimension, and
and above ( see 9.4 );
B= minimum core pIus one covering
dimension. e) Diffusible hydrogen estimation test for
hydrogen controlled electrode ( see 9.5 );
7.5 Core wire and coverings shall be free of and
defects which would interfere with the uniform f > Radiographic quality test ( see 9.6 ).
welding performance of the electrode.
8.2 Periodic Check Tests
8 TESTS FOR ELECTRODE PROPERTIES
These comprise of the following tests selected
8.0 General from among the initial tests and are meant to
Electrode shall be subjected to the following be repeated at intervals to provide evidence
tests for assessing the mechanical properties that the electrodes currently produced possess
of the deposited weId metal and the usabiIity the properties proved in the initia1 tests. Such
4IS 814:1991
tests shall be conducted at Ieast once in a year. are similar to those electrodes subjected to
These check tests shah not apply to the elec- initia1 and periodic check tests.
trodes not manufactured during that period.
When production of a type of electrode after 8.4 Additional Tests
stoppage of production for more than six Subject to agreement with the manufacturer,
months is restored, the following periodic check the purchaser may request for additional tests
test shall be conducted: to be made or certificates to ‘be provided for
each batch of electrodes supplied. If so, the
a) AI1 weld meta mechanical tests for ten-
tests and batch definition shall be agreed
sile and impact ( see 9.1 );
between the manufacturer and the purchaser.
b) Running performance test ( see 9.3 ).
9 DETAIL OF TESTS
8.3 Quality Control Tests
9.1 All Weld Metal Mechanical Tests for Tensile
By means of a suitabIe system of control, the and Impact
manufacturer shall satisfy himself that the
9.1.1 Weld Assembly
composition and quality of all the electrodes
currently produced are similar to those of elec- Two all weld test assemblies shall be prepared
trodes subjected to initial tests. He shaI1 ensure one using 4-O mm and the highest size manu-
that the result of quahty controI tests and date factured the other using in accordance with
of manufacture of electrodes is traced from the the method described in Annex G. If the
batch number of the relevant details, or both. highest size produced by any manufacturer is
4-O mm, then two all weld test assemblies using
NOTES 4-O mm and 3.15 mm respectiveIy shall be
1 For the purpose of this standard, a batch is prepared.
defined as a lot of covered electrodes not exceeding
1000 kg in weight, of any one size and classifi- 9.1.2 All Weld Tensile Tests
cation produced from coating identified by a dry
mix or more than one drv mix of controlled chemical Two all weId tensile test specimens one from
composition ard core -wire identified by a heat each of the assemblies as given in 9.1.1 shall
number~f controlled chemical composition.
be prepared and tested in accordance with
2 Identification of electrode core wire: the method described in Annex G. The ulti-
i) Solid core wire for manufacture of electrodes mate tensile strength and the minimum yield
identified by heat no shall consist of material
stress shall compIy with the values given in
from a single heat of metal.
Table 5. When particuIar ductiIe properties
ii) Solid electrode core wire identified by controlled
are claimed or specified, the minimum percent-
chemical composition, rather than by heat, shall
consist of mill coils of one or more heat from age eIongation shall compIy with the appro-
which samples have been taken for chemical priate vaIue given in TabIe 5.
analysis. The results of the analysis of each
sample must be within the composition limits as NOTE - The all weld tensile test is for quality
specified in IS 2879 : 1975. control purpose only. It is not intended to imply
that values obtained in all weld tests should be
3 Identification of covering mix:
used for design purposes.
i) A dry mix is the quantity of dry coating ingre-
dients mixed at one time in one mixing vessel. 9.1.3 All Weld Impact Tests
A dry mix may be divided into smaller -quantity
for production of wet mixes in using a liquid Five charpy V-notch impact test specimens
binder. shall be machined from the same test assembly
ii) Covering identified by a dry mix shall consist of and tested in accordance with the method
electrode produced from a single dry mix of
described in Annex G at the temperature speci-
coating ingredients.
fied in Table 5 and shall comply with the vaIues
iii) Coverine identified by controlled composition
given in Table 5 at specified temperature. The
’ ( rather?han by dry mix) shall consist-of one
or nore dry mixes and shall be subjected to results of the impact test from five test speci-
sufficient tests to assure that all dry mixes within mens shalI be assessed as specified in 9.1.3.1,
the lot are equivalent. These tests shall 9.1.3.a2n d 9.1.3.3.
include chemical analysis, the results of which
must fall within the manufacturers acceptance
9.1.3.W1h en computing the average values of
limits. The identification of the test procedure
and the results of the tests shall be recorded. the impact properties from the set of five
specimens, the lowest value and the highest
8.3.1 Th . e manufacturer on request shall .m - a .k e value obtained shall be disregarded.
available to the approving and certifying
authorities the records maintained for quality 9.1.3.2 For classification EXXlXX EXX2XX
control, for ensuring that the composition and and EXX3XX, two of the three remaining values
quality of a11 the electrodes currently produced shall be greater than the specified 47 joules;
5IS 814 : 1991
Table 5 Mechanical Properties of Weld Metal
( Clauses 9.1.2 and 9.1.3 )
C hssification Ultimate Tensile Yield Strength, Percentage Elongation Temperature Impact Min
Strength Min on 5_65/So for Impact “C in joules
N/mmr N/mm*
(1) (2) (3) (4) (5) (6)
EX40XX 410.510 330 - - -
EX4IXX 410.510 330 20 +21 47
EX42XX 410-510 330 22 0 41
EX43XX 410-510 330 24 -20 41
EX44XX 410-510 330 24 -30 27
EXSOXX 510-610 360 - - -
EXSIXX 510.610 360 18 $27 41
IJX52XX 510-610 360 18 0 47
EX53XX 510-610 360 20 -20 41
EX54XX 510.610 360 20 -30 27
EX55XX 510.610 360 20 -40 27
EX%XX 510.610 360 20 -46 ‘21
TdC)TE - 111 view of the possible scatter in welding and tcsling the upper limit of ultimate tensile
slrcngths that is 510 N/mm’ and 610 N/mm* in the two ranges may be exceeded by 40 N/mm*.
one of the three may be lower but shall not be 9.3 Running Performance Test
less than 41 joules. The computed average value
This test is to be carried out for electrodes of
of the three values shall be equal to or greater
2.5 mm size and below to assess the welding
than 47 joules.
performance. The tests shaI1 be conducted
9.1.3.3 For classification EXX4XX, EXXSXX using three electrodes as per details given in
and EXX6XX, two of the three remaining Annex H. The bead should be visually inspe-
values shall be greater than the specified 27 cted and should be free from porosities, sIag
joules; one of the three may be lower but shall inclusions, cracks etc in the main portion of
not be less than 23 joules. The computed ave- the bead as given in Annex J. The bead shall
rage value of the three values shaI1 be equal to be reasonably straight and evenly rippled. The
or greater than 27 joules. sIag should be removed with IittIe effort.
9.2 Butt Weld Bend Test 9.4 Increased Metal Recovery Test
Butt weld assemblies shall be prepared in diffe- The metal recovery shall be determined for
rent weIding positions for the various electrode the electrodes classified under EXXXXXJ,
classification as per the recommendations EXXXXXK and EXXXXXL or EXXXXXHJ,
given in Table 6 and the procedure given in EXXXXXHK and EXXXXXHL on the largest
Annex H. size eleroctrode manufactured but not lower
than 4 mm in accordance with the method
9.2.1 From each butt weld assembIy two bend
given in IS 13043 : 1991. The value obtained by
tests, one with face and one with root in ten-
the method shall be rounded off to the nearest
sion shall be carried out. The test specimens
multiple of 5.
shall be bent through an angle of 180 degree
over a mandrel having a diameter equal to
The rounded recovery figure shaI1 conform to
three times the thickness of the specimen in
the requirements of 5.0.2 ( b ) for the respec-
accordance with IS 1599 : 1985. The electrodes
tive classification.
shall be deemed to be satisfactory, if on com-
pletion of the test no crack or defect at the
9.5 Diffusible Hydrogen Evaluation Test
outer surface of the test specimen is greater
than 3 mm measured across the test specimen This test shall be. carried out for al1 electrodes
or l-5 mm measured along the length of the cIassiSed under EXXXXXH and EXXXXXHL
test specimen. Premature failure at corners of preferably using 3-15 mm or 4.0 mm size. The
the test specimen shall not be considered as a iests shall be conducted as per procedure given
case for rejection. in IS 11802 : 1986.
6Is814:1991
Table 6 Welding Procedure for Preparation of Bend Test Pieces
( Ch.4se 9.2 )
Positional No. of Butt-Weld Position Welding Procedure
Classification Assemblies
(1) (2) (3) (4)
EXXXIX 2 Flat a) First run with 3.15 or 4-O mm
( Weld-slope 0” b) Subsequent runs ( except last two layers ) with 4 or
weld-rotation 0” ) 5 mm according to normal practice of the electrode
Cl Runs of last two layers with largest size submitted
for approval
1 Vertical-up a) First run with 2.5 or 3.15 mm
( Weld-slope 0” ) b) Subsequent runs with one of the following:
b.1) with 4.0 mm or if recommended by the manu -
facturer with 5.0 mm
b.2) when the increased metal recovery exceeds
110 percent, with 3.15 mm
Vertical-down a>F irst run with 2.5 or 3.15 mm
( Weld-slope 0” ) ‘3 Subsequent runs with one of the following:
b.1) with 4,Omm or if recommended by the manu-
facturer with 5.0 mm
b.2) when the increased metal recovery exceeds
110 percent, with 3.15 mm
Overhead a) First run with 2.5 or 3.15 mm
( Weld-slope 0” 8 Subsequent runs with one of the following :
weld-rotation 180” ) b.1) with 4.0 mm or if recommended by the manu-
facturer with 5.0 mm
b.2) when the increased metal recovery exceeds
110 percent, with 3.15 mm
EXXX2X Flat Same as EXXXlX
Vertical-up Same as EXXXlX
Overhead Same as EXXXlX
EXXX3X Flat Same as EXXXlX
Horizontal-Vertical a) First run with 3.15 mm or 4-O mm
( Weld-slope O” b) Subsequent runs with 5.0 mm
Weld-rotation 900 )
EXXX4X 2 Flat Same as EXXXlX
EXXXSX 2 Flat Same as EXXXlX
1 Vertical-down Same as EXXXlX
EXXX9X As required In all the positions a) If the position comes nearer to ‘Flat’ position -
specified by the al) First run with 3.15 or 4.0 mm
manufacturers a.2) Subsequent runs ( except last two layers ) with
4.0 mm or 5-O mm
a-3) Last two layers with largest size submitted for
approval
b) For other position(s) -
b.1) First run with 2.5 or 3.15 mm
b.2) Subsequent runs with 4-O mm or if recommended
by the manufacturer with 5.0 mm
7IS 814 : 1991
9.6 Both the all weld meta assemblies after manufacturer has performed tests at intervaIs
the removal of backing strips and before heat- in accordance with the requirements of this
treatment shaII be subjected to X-ray radio- specification.
graphic tests. The radiographs should con-
12 TEW RESULTS
form to the standards as agreed to between
the manufacturer and the purchaser. 12.1 On request, as evidence that the eIectro-
des supplied compIy with the requirements of
10 RETESTS this specification, the manufacturer shall pro-
duce the rest&s of the most recent periodic
Where any test specimen fails to fulfill the test
check test on electrodes representative of the
requirements, twice the number of the test
electrodes suppIied.
specimens made for that test for the initial or
periodic test shall be prepared by using elec- 12.2 If required by the purchaser, the manu-
trode from the same batch wherever possible facturer shaII furnish a test certificate by
and submitted onIy for the tests in which fail- mutual agreement for each batch of electrode
ure occured. The eIectrodes shall not be supplied.
accepted as having passed that test unless the
tests on the additiona specimen. are satis- 13 MARKING
factory.
13.1 As agreed between the manufacturer and
11 PACKING AND STORAGE the purchaser brand name/classification shall
be printed on all the electrode.
11.1 The net mass of an individual bundle or
carton of eIectrodes for manua1 operation shalI 13.2 Each bundIe or carton of eIectrode shall
not exceed 7 kg. be clearly marked with the following informa-
tion :
11.2 Electrodes shah be suitably packed to
guard against damage during transportation. i) Classification ( see 5 ) ;
The packing shall be suitable to ensure that
ii) Indicating the source of the manufac-
under normal store room conditions, the elec-
ture;
trodes shaI1, for a period of 6 months after the
despatch from the manufacturer’s stores, be iii) Trade name and brief description of
capable of giving results in accordance with the electrode ;
provisions of this standard and that if the flux iv) Size and quantity of electrode;
covering is of a type requiring special protec-
v) Batch number;
tion during storage, the details of such special
protection shall be furnished by the manufac- vi) Recommended current range, polarity
turer and reference to this should be included and open circuit voItage;
in the marking of the bundle or carton of
vii) Date of manufacture;
electrodes. The electrodes shall be stored in a
dry store room. viii) Recommendation for special storage con-
ditions and redrying temperature; and
11.3 The batch of electrodes represented by
ix) A cautionary note on safety during
the electrodes tested shall not be certified as
weIding should be printed.
complying with the specification unless the
test results obtained satisfy the requirements 13.2.1 The bundle or carton of electrodes may
specified in the Qualily Control Tests and the also be markeed with the Standard Mark.
ANNEX A
( Clause 2 )
IS No. Title IS No. Title
226 : 1975 Structural steel ( standard 1387 : 1967 General requirements for the
quality ) supply of metallurgical mate-
rials
812 : 1957 Glossary or terms relating to 13g5 . 1”52
welding and cutting of metals Low and medium alloy steel
covered electrodes for manual
961 : 1975 StructuraI steels ( high ten- metal arc welding ( third
sile )
revision )
8IS 814 : 1991
IS No. Title IS No. Title
1599 : 1985 Method for bend test core wire ( Amendment 1, 2
1608 : 1972 Method for tensile testing of and 3 )
steel products 3039 : 1980 Structural steels for construc-
1757 : 1973 Method for beam impact test tion hulls of ships
( V-notch ) on steel 8500 : 1977 WeldabIe structural steel (me-
1977 : 1975 Structural steel ( ordinary dium and high strength quality)
quality ) 11802 : 1986 Methods for determination of
diffusibIe hydrogen content of
2002 : 1982 Steel plates for pressure vessels
deposited weld metal from
for intermediate and high
covered electrodes in weIding
temperature service including
miid and low alloy steels.
boilers
13043 : 1991 Determination of efficiency
2062 : 1984 Weldable structural steel
metal recovery and deposition
2879 . 1975 Specification for mild steel for coefficient of covered manual
metal arc welding electrodes meta arc weIding electrodes.
ANNEX B
( Claue 5.1 )
EXAMPLES OF ELECTRODE CLASSIFICATION
B-l The example given in B-2 and B-3 illustrate The electrodes are not designed to give
the way in which the coding is expressed and hydrogen controlled weld metal. The eIectrode
the use of compIete classification. is not meant for radiograph application.
The electrode desposits weld metal with the
B-2 EXAMPLE 1 properties ‘given in Table 7. When tested in
accordance with this standard and when the
The electrode is a covered electrode having
manufacturer submits 8 mm eIectrode as the
a Iight rutile type coating.
maximum size to be classified. The table of
The electrode may be used for welding in all result shows that the manufacturer carried
positions and it welds satisfactorily on a.c. with out sets of impact tests at + 27”C, 0°C and
a minimum open circuit voltage of 50 V and on -20°C in order to determine the appropriate
d.c. with both positive and negative poIarity. classification.
Table 7 Test Result for Example 1
( Clause B-2 )
Property with With Requirement for Class Remarks
4 mm Size 8 mm Size -d_--7
%xXX EXSXXX
(1) (2) (3) (4) (5) (6)
Ultimate tensile 480 465 410-510 510-610 Satisfactory for EX4XXX but un-
strength, N/mm- satisfactory for EXSXXX class
Yield strength, 365 350 330 Min 360 Min Satisfactory for both EX4XXX and
N/mm* EXSXXX classes
Impact in joules 80, 78 Av ;;, ;54A6v 47 Min 47 Min Satisfactory for both EX4XXX and
at +27”C 70 69 EXSXXX classes
55, 62 55, 60’
Impact ia 65$8 $; 62, 58 Av 47 Min 47 Min Satisfactory for both EX4XXX and
joules at 0% 43 50 EXSXXX classes
49,53 40,49
Impact in 46,40 Av 40, 37 Av 47 Min 47 Min Unsatisfactory for both EX4XXX
joules at -20°C 45 40 32 33 and EXSXXX classes
30,35 25, 30
Elongation 26 25 22 Mine 18 Min. Satisfactory for both EX4XXX and
percent EXSXXX classes
*Elongation incorporated here from Table 2 after establishment o{ impact property at specified
temuerature.
9IS 814 : 1991
The classification for the electrode is therefore
E F\ c 2 1 1
I 1
COVERED ELECTRODE 1
TVPE OF COVERING-(RUTILE)
STRENGTH CHARACTERISTICS-(UTS=LlO-510 N/mm*
AND YS=330 N/mm2 min.)
ELONCA’IION AN0 IMPACT PROPERTIES~~ELONGATION=
22 % min. AND lMPACT=L7Jmin. AT O’C ) 1
WELDING POSITION-(ALL POSITIONS)
WELOING CURRENT AND VOLTAGE CONDITIONS-
(D +, AND A 50)
Complete classification is therefore ER 4211. CCV of 70 volts and on d.L. with positive
polarity. The deposit gives radiographic
B-3 EXAMPLE 2 quality weIds.
A covered electrode having a basic covering The electrode deposits weld meta with the
with an increased meta recovery of 120 percent properties given in TabIe 8 in accordance with
and depositing weld metal containing 7 miIIi- this standard and when the manufacturer
litres of diffusible hydrogen per 100 g of submits 6.3 mm as the maximum size to be
desposited weld metal. The electrode can be classified. The resuIts show that the manu-
used for welding in all positions except vertical- facturer carried out sets of impact tests at
down and operates on a.c. with a minimum - 30°C and - 40°C.
Table 8 Test Result of Example 2
( Clause B-3 )
Property With With Requirement for Class Remarks
4 mm Size 6.3 mm Size ,__-_h_--. __
Electrode Electrode EX4Xxx EXSXXi
(1) (2) (3) (4) (5) (6)
Ultimate tensile 570 550 410.510 510.610 Unsatisfactory for EX4XXX clas
strength, N/mm2 but satisfactory for EX5XXX class
Yield stress, N/mm’ 420 400 330 Min 360 A4in Satisfactory both for EX4XXX and
EXSXXX classes
Impact in joules 65, 62 Av 5sj246 2; 27 Min 27 Mb Satisfactory for both EX4XXX and
at -3OoC 50 56.6 EXSXXX classes
45, 58 37, 40
Impact in joules 30, 24 22, 16 No require- 27 Min Unsatisfactory for EXSXXX class
at -40°C 20 Av 20 Av menr
16, 19 21 14, 17 17.6
Elongation, 26 25 24 Min* 20 Min* Satisfactory for both EX4XXX and
percent EXSXXX classes
*Elongation irxorporated here from Table 2 after establishment of impact property at specified
temperature.
10IS 814 : 1991
The classification of the electrode is therefore
EB5426 4 J X
COVERED ELECTROOE
4
TYPE OF COVERING -(BASIC 1
STRENGTH CHARACtE~ST#5_(UTS=510-610 N/mmzAND
YSd60 N/mm* min.) -
ELONGATION AND HPACT PROPERTIE S-(ELONGATION =
20 *A min. AND IMPACT= 27 J min. AT -30. C 1
WELDING POSITION -(ALL POSITIONS EXCEPT VERTICAL DOWN)- *
WELDING CURRENT AND VOLTAGE CONDITION - (O+AND A 70 I-
HYDROGEN CONTROLLED ELECTROOE5(15 ml man.)
INCREASED METAL RECOVERY -(HO-129%)
RADIOGRAPHIC QUALITY ELECTRODE-
Hence complete classification is EB-5426H2JX.
ANNEX C
( CZause 5.1 )
CHARACTERISTICS OF COVERING AND COATING RATIO
There is a medium quantity of dense slag, which
C-l ACID ( A )
often has a brown to dark-brown colour and a
Electrode of acid type have a medium or thick glossy appearance. It is easily detached, and
covering and produce an iron oxide, mang- as it rises fo the surface of the weld very
anese oxide, silica rich slag (with some titania quickly, slag inclusions are not likely to occur.
in some cases ), the metallurgical characteri- This type of electrode given an arc of average
stics of which is acidic. The covering contains, penetration, and is suitable for welding in all
besides oxides, of iron/or manganese ( with positions. This type of electrode is used both
some titania in some cases ), a fairly high on a.c. and d.c. where d.c. positive polarity is
percentage of ferro-manganese and/or other generally preferred for crrical applications.
deoxidisers. The slag generally solidifies in a
charcteristics honeycomb structure and is As the weld metal is higty!y resistant to hot
easiIy detached. and cold cracking, these rlectrodes are parti-
cularly suitable for weIdi:rg heavy sections and
This type of electrode usually has a high very rigid mild steel structures. They are also
fusion rate and may be used with high current recommended for welding low alloy steels and
intensities. Penetration can be good, parti- steels., carbon and sulphur content of which
cularly if the covering is thick. These electrodes are hrgher than those of mild steel of good
are most suitable for welding in flat position weldable quality.
but can be used in other positions and can be
These electrodes must be stored in a reas-
operated both on a.c. and d.c.
onabIy dry place and shouId be dried before
use, according to the recommendation of the
C-2 BASIC ( B )
manufacturer. This ensures that the weId
Electrode of basic type usuahy have a covering metal will have a Iow hydrogen content and
containing appreciable quantities of calcium there is a less risk of underbead cracking when
or other basic carbonates and fluorspar so that weIding steel likely to show a marked harden-
metallurgically they are basic in character. ing in the heat af!ected zone.
11IS 814: 199s
C-3 CELLULOSIC ( C ) type but having a higher coating ratio ( above
1.5 ). Application wise it is us_taIIy preferred
The coverings of the cellulosic type contains
for flat and horizontal vertical position though
a large quantity of combustible organic
welding in other positions can also be
substances, so that the decomposition of the
possible.
latter in arc produces a voluminous gas shieId.
The amount of slag produced is small and the
C-6 OTHER TYPES ( S )
slag is easily detached.
This type of electrode is characterised by a Electrodes with other type of coverings may
highly penetrating arc and fairiy high fusion range from rarely used types such as oxide or
rate. Spatter losses arc fairly high and the acid fluxes, to newly developed flux systems.
weld bead is some what coarse, with unevenly No general guidance on special covering
spaced ripples. These electrodes are usually electrode characteristics is possible, so potenia1
suitable for welding in all positions. Generally users shouId seek the manufacturers advise.
this type of electrodes are suitable for use on
d.c. with electrode positive, but some electro- C-7 COATING RATIO
des are also available which are suitable for
use on a.c. The coating ratio of an eIectrode is the ratio
of the standard outer diameter of the covering
C-4 RUTILE ( R ) and the nornina diameter of the core wire
both expressed in millimetres.
These eIectrodes have a covering containing
a large quantity of rutile or components
For guidance, coating ratio for various types
derived from titanium oxide. The electrodes
of coating is given below:
have smooth arc characteristics and normally
produces very little spatter and are comparati-
vely easy to use. This type of electrode can be Type of Coating Coating Ratio
generally used in all positions and can be
operated both on a.c. and d.c. The slag Light coating up to 1.3
detachability is generally good. Medium coating Above 1.3 up to and
including 1.5
C-5 RUTJLE, HEAVY COATED ( RR )
Generally simiIar in characteristics to RutiIe Heavy coating Above 1.5
ANNEX D
( Clause 5.4.: )
WELDING POSITION
D-1 WELDING POSITION
The welding position of a weld is defined by its slope and rotation as indicated in Table 9.
Table 9 Welding Positions
( Clause D-l )
Position Slope Rotation Illustration
( I%v ) (Degree) ( Reference to: )
(1) 0) (3) (4)
Flat O-5 0 - 10 Fig. 2
Horizontal/ Vertical o-5 30 - 90 Fig. 3
Vertical-up 80 - 90 0 - 180 Fig. 4
Vertical-down 80 - 90 0 - 180 Fig. 5
Overhead o- 15 115 - 180 Fig. 6
NOTE - Any intermediate position not specified above is undefined, but the general term 6 inclined’ is
sometimes used.
12IS 814 : 1991
lo”d
10"
SLOPE
c!!3
180”
ROTATION
FIG. 2 FLAT PosITIoN
SLOPE
ROTATION
PIG. 3 HORIZONTAL/VERTICAPLO SITION
0’ O’- 0”
SLOPE
ROTATION 0 TO 180” ROiATlON 0 TO 960
FIG. 4 VERTICAL-UPP OSITION FIG. 5 VERTICAL-DOWNP OSITION
PIG. 6 OVERHEADP OSITION
13IS 814 : 1991
ANNEX E
( Clause 5.6 )
STANDARD WELDING CURRENT AND VOLTAGE CONDITION
E-I STANDARD WELDING AND VOLTAGE NOTES
CONDITION
1 The electrode may not function satisfactorily
Specific welding current and open circuit at a lower voltage than that for which it is classified
but a higher voltage may be used in service with
voltage conditions are denoted by symbols
advantage.
given in Table 10. When an eIectrode is meant
for use with either direct or alternating 2 The open-circuit voltage necessary for striking
current, combination of the symbols given in the arc varies according to size of the eiectrodc.
Table 10 shal1 be used. Table 10 applies to the sizes 2.5 mm and above. The
reference size for coding of welding current and
voltage condition’ should be 4 mm or 5 n-m. If ele-
Table 10 Welding Current and Open Circuit ctrodes of size less than 2.5 n;m are ‘used’ a higher
Voltage voltage may be necessary. Within the range of
sizes 2.5 mm to 8 mm, the open circuit voltage nece-
( Clause E-l ) ssary may be expected to vary approximately as
____.-_._ follows:
Description Symbol
d.c. c ilh cl~cirotic positive D+ Code Voltage ( volts ) Variation in Voltage ( volts )
d.c. v, ith eltctrodc negative D- 90 100 to 80
&c. ivith electrode positiv’d and negative Df
70 80 to 60
a.~. with an open circuit voltage not less than A 90
90 volts 50 60 to 40
a.c. with an open circuit voltage not less than A 70
70 volts
Hcrc, the higher voltages are associated with 2.5 mm
a,c. with an open circuit voltage not less than A 50
electrodes and the lower voltages are with 8 mm
50 volts electrodes1
ANNEX F
( Clause 8.0.3 )
PARENT METAL FOR TEST PIECES
F-l The parent metal and its mechanical the test pieces are prepared. The chemical
properties, to be used for preparing different composition shalI also be verified from plates
test pieces from all weld assembly and butt before the test.
weId assembIy for different.cIass of electrodes
is given in Table 11. The mechanical properties F-2 The plate may be in ‘as rolIed’ or
shall be verified from tests on the plate before CnormaIized’ condition.
Table 11 Parent Metal for ‘All Weld’ Assembly
( Cluuse F-l )
class of Tests for Parent Metal
Electrode Electrode r-. -- --_h- -_ --7
Indian Standard Range of Pcrcen t
Tensile Stre- Elongation
na- th. . N/mma (Min)
(1) (2) (3) (4)’ . (5) .
EX4XXX All weld IS 226, IS 1977, IS 2002, 22 on gauge lengths
and IS 2062, IS 3039 or my other 410 - 530 of 5.65/So (deter-
Butt weld steel considered equivalent mined per
EXSXXX All weld :o any of these standards IS 1608 : las;2)
EXSXXX Butt weld IS 961 Grade HTW-52 510 - 660 19 on gauge lengths
IS 8500 Grade Fe 54OHT of 5.65iSo ( deter-
or any other steel mined as. per
considered equivalent to IS 1608 : 1972 )
any of these standard.
14IS 814 : 1991
ANNEX G
( Clame 9.1.2 )
ALL WELD TESTS FOR TENSILE AND IMPACT
G-1 PREPARATION OF TEST PIECES G-l.5 In order to counteract shrinkage
. _
deformation the test assembly should be
G-l.1 The parent metal for plates used in preset as shown in Fig. 8 in such a way that
preparing test pieces shall be in accordance after completion of welding a level joint is
with Annex P. The test specimens shall not obtained.
be subjected to any mechanical or thermal
treatment other than that required under this G-2 WELDING PROCEDURE
Annex.
G-2.1 The assembly shall be welded in flat
position unless the electrode is not recommend-
G-l.2 All weld metal test pieces shall be
ed in the flat position in which case welding
prepared as shown in Fig. 7 by depositing
position shall be one that is recommended by
weld metal between the chamfered edges of
the manufacturer.
the two plates placed on a backing strip. The
backing strip shall be tack welded to the test G-2.2 The test assembly shall be preheated to
assembly. ( 110’ C f 15” C )” C. Welding shall be conti-
nued with an interpass temperature of not less
The backing strip material shall also be made
than 110” C and not more than 180” C as
from a steel used for all weld metal assemblies
measured by temperature indicating crayons
described in .4nnex F.
or surface thermometers at the area specified
in Fig. 7.
G-l.3 The dimensions of test assembly are
shown in Fig. 7 and given in Table 12. The
G-2.3 The Pass Sequence
length of the plate shall be enough to
accommodate a tensile test specimen and at The weld metal shall be deposited in layers
Icast six charpy V-notch test specimen as made up of two passes as shown in Fig. 9.
shown in Pig. 7. The welding speed shall be adopted to obtain
the number of layer given in Table 13. The
G-l.4 The plate edges shall be beveled by direction of welding to complete a pass and a
machining or machine gas cutting. In the layer shall be same. The direction of depo-
latter case, any remaining scale should be sition of each layer shaII alternate from each
removed from beveled edges. The surface of end of the plate.
the backing strip should be free from rust or NOTE-The test specimens to be located on the
scale. center line A-A.
Table 12 Dimensions of Test Assembly
( Clause G-l.3 )
All dimensions in millimetres.
Electrode Size, Plate Width, C Plate Thickness, T Width of Backing Strip
Welding Gap, A ~~_-~--~-A-~____~
Width, B, Min Thickness, S, Min
(1) (2) (3) (4) (5) (6)
3.15 90 f 10 14 * 2 12 & 1 A + 10 6.5
4.0 90+ 10 20 f 1 16f 1 A +- 10 10
5.0 120 f 10 20* 1 185 1 A -+ 10 10
6.3 120 f 10 20 -+ 1 20& 1 A + 10 10
8.0 150 f 10 25 f 1 20 f. 1 A + 10 12.5
15._-- __
IS 814 : 1991
_-
l- w
I
II
___
t
--r-- -_i
1
T I
__ _ .-_I--l--i
LOCATION OF
TEMPERATURE t
MEASUREMEfdT k
min
min
DISCARD
25min
T
All dimensions an millimetres.
FIG. 7 DIMENSIONS OF TEST ASSEMBLY AND POSITION OF CUTTING OF TEST PIECES
PIG. 8 PRESETTINGO F TEST ASSEMBLY
16IS 814 : 1991
A
FIG. 9 WELD GEOMETRY
Table 13 Welding Details lines as - - - - - ) of the parts to be machined
into impact test pieces cutting shouId be done
( Clause G-2.3 ) by mechanical methods only.
-- .-
G-6 HEAT TREATMENT OF ALL WELD
Electrode Split Weave, Passes for Number of
Size Layer No. Layer Layers TENSILE TEST PIECE
(‘1 (2) (3) (4) G-6.1 The aI1 weld test pieces shaI1 be heat-
3.15 mm I to top 2 6 to 9 treated in a furnace at a temperature of 250°C
4.0 mm 1 to top 2 7 to 10 for a period of not Iess than 6 hours and not
5.0 mm 1 to top 2 6 to 9 more than 16 hours. After the soaking period,
the specimen shall be withdrawn from the
6.3 IIIIII 1 to top 2 6 to 9
furnace and aIIowed to cool slowly, protected
8.0 !nm I to top 2 8to 12
--- from drought and chilIing.
~-2.4 Each c!ectrode shaII be consumed G-6.2 The purpose of heat treatment is tn
remove hydrogen from weId metal.
completely ( up to a stub end of not more
than 50 mm ). G-6.3 The impact test pieces shaI1 not be
heat treated.
G-3 The welding current used shaII always be
less than the maximum value and within the G-7 ALL WELD TENSILE TEST
recommended by the. manufacturer.
G-7.1 The tensile test specimen shall be
!$%pcn circrlit voltage shall not be less than
machined from the weId metal test pieces in
that specified by the manufacturer.
accordance with IC, 1608 : 1972, care being
taken that the Iongitudinal axis of the test
The welding current shall be a.c., if the
specimen coincides with the central line of the
electrode can be used with both a.c. or d.c.
weld and the mid thickness of the plate ( see
The welding current shall be d.c. electrode
Fig. 10 ). The dimensions of the specimen
positive ]JOlarity, if the clcctrode can be used
shaI1 be as shown in Fig. 11 and Fig. 12. The
with d.c. ncgativc or positive polarity.
specimen shall be testeld in accordvance with
G-4 If it is necessary to interrupt the weIding IS 1608 : 1972.
procedure prescribed in G-2, the assembly
G-8 ALL WELD IMPACT TEST
shaII be aHowed to coo1 in stiI1 air to room
temperature. When welding is resumed, the G-8.1 The impact test specimen shaI1 be
assembly shall be preheated to a temperature machined from the weld meta test pieces to
of 110” C * 15” c. the dimensions given in Table 14 in accor-
dance with IS 1757 : 1979. Care being taken
G-5 When the assembly has been weIded that the logituditlal axis of the specimens are
completely, it shaI1 be allowed to cool in still perpendicular to the held axis and upper
air to room temperature. The portion incIuding surface of the pIate. The notch shall be positi-
the weld ahall then be removed by cutting oned in the center of the weId and is to be
swab the L’ACCSS plate at the places indicated cut on the face of the test piece perpendi-
in Fig. 7. Cutting along the chainlines cular to the surface of the plate ( see Fig. 13).
( shown by- - - - 2 - - ) may be done mechani- The tests are to be conducted at the tc’sl
caIIy or by machine gas cutting. AIong the temperature ( see Table 5 ) on an app~ovcd
IongitudinaI boundaries ( shown by broken impact machine.
171s 814 : 1991
/Omin _
I I I
vi
‘/i
’ \-+lOmm(FOR 4mm AND ABOVE:
AND #6*4mm(FOR 315mm)
FIG. 10 CUT’IING OF TENSILE TLST PIKE
PARALLEL LENGTH 60mm
I
70 mm min
-I
FIG. 11 TENSILE TEST PIECE FOR SIZE 4 mm AND ABOVE
,-TO SUIT THE GRIP,
, 99.5 mm min p+6*4 *- 0,075 mm
GAUGE LENGTH 32mm
* -
RALLEL LENGTH 38.9 m
44.8mm min
FIG. 12 TENSILE TEST PIECE FOR SIZE 3.15 mm
Table 14 Dimensions of Impact Test Specimen
( Clause G-8.1 )
All dimensions in millimetres.
Length Width Thickness Angle of Notch Root Radius Depth Between Distance of lVotch
of Notch Notch ( Measured from Either End of
at the Both End ) Test Piece
(1) (2) (3) (4) (5) (6) (7)
55 f 0.6 10 f 0.11 10 f 0.11 45” f 2” 0.25 f 0,025 8 f 0.11 21.5 f 0.42
18IS 814 : 1991
13A Position of Test Assembly
138 Dimensions of Test Piece
13C Dimensions of V-Notch
All dimensions in millimetres.
FIG. 13 IMPACT TEST PIECES/ASSEMBLY
ANNEX H
( Clause 5.2 )
BlJTT WELD BEND TEST -METHOD OF PREPARATION AND TESTING
H-l PREPARATION OF TEST PIECE mens of specified size. The dimensions of the
assembly are given in Table 15.
H-l.1 Parent Metal
H-l.3 Plates may be preset to allow for slight
distortion after welding.
The parent metal for plates used for making
test pieces shal1 be in accordance with Annex H-l.4 The welding procedure foIlowed in
F. The specimens shall not be subjected to making the test pieces shouId be as set out in
any mechanical or thermal treatment other Table 6 according to the position of welding.
than that required under this Annex. In all cases the backing runs shall be made
with 4-O mm electrodes in the weld position
H-1.2 Test pieces shall be as shown in Pig. 14 appIicabIe to each test piece after cutting out
by welding together two plates of suitable a groove to a depth of 3 mm if such groove is
length to allcw the cutting out of test speci- considered necessary ( see Pig. 15 ).
Table 15 Dimensions for Bend Test Assembly
( Clause H-l.2 )
All dimensions in millimetres.
Length Width, W Angle Root Face, F Root Gap, G Thickness, d
(1) (2) (3) (4) (5) (6)
180 Max 100 Min 60” -70” 3 Max 3 MaxIS 814 : 1991
H-l.5 The welding current used shall be the weld shall be filed ground or machined
within the appropriate range recommended level with the respective original surface of
by the manufacturers. The open circuit voltage the plates. Where the surface of the plates are
shall not be Iess than that specified by the not level with each level, provided that the
manufacturer. The welding current shall be thickness of the plate is not reduced by more
a. c. if the electrode can be used with positive than a total of 1 mm. Too1 marks should be
polarity, bvhen the electrode can be used with avoided as they lead to localisation of stresses
both d.c. negative and positive polarity. and may cause premature failure. For this
reason, direction of machining of surfaces
H-l.6 After welding the test piece shall be
should be along the specimen and transverse
cut by sawing or machining to form one face
to the weld. The sharp corners of the test
bend and one root bend test specimen as
specimens shall be rounded to a radius not
indicated in Fig. 14. The specimen shall then
exceeding 10 percent of the specimen
be subjected to a temperature of 250” C for a
thickness.
period of not less than 6 hours and not more
than 16 hours for hydrogen removal prior to
testing. After the soaking period, the speci- H-2.2 The test specimen shall be bent
men shall be withdrawn from the furnace and through an angle of 1800 in accordance with
allowed to cool slowly, protected from IS 1599 : 1985. Method for bend test over a
droughts and chilling. mandrel having a diameter equal to three
time the thickness of the specimen. One test
H-2 BEND TEST specimen should be tested with face of the
H-2.1 Each bend test specimen shall be 30 weld in tension and one with the root of the
mm in width. .The upper and lower surface of weld in tension. The electrodes should be
c
DISCARD 60max
------w-B-. _-________
DISCARD 60max.
FIG. 14 PREPARATIONO F BEND TEST PIECE
FIG. 15 GROOVE PREPARATIONF OR DEPOSITIONO F SEALING RUN
20IS 814 : 1991
deemed to be satisfactory, if on completion of measured along the length of the test
the test no crack or defect at the outer surface specimen. Premature failure at corners of the
of the test specimen is greater than 3 mm specimen shall not be considered a cause for
measured across the test specimen or I.5 mm rejection.
.
ANNEX J
( Clause 9.3 )
RUNNING PERFORMANCE TEST
J-1 PREPARATION OF PARENT METAL should be burnt over the parent metal by
using a suitable current within the currect
The parent material should be chosen from range prescribed by the manufacturer. When
any of the steels prescribed in Annex F. The the electrode can be used both on d.c. and
length of the parent material for this test a.c., a.c. should be used with OCV not less
should be such that at least one full straight than that prescribed by the manufacturer.
run of the electrode can easily be accommo- When the electrode can be used in d.c. only,
dated on it. The thickness of the plate/sheet the d.c. positive polarity should be adopted.
should be within 2 to 3 times the diameter of If all the three beads are made on the same
the core wire of the electrode. If sheet of plate/sheet, care should be taken that rLo
suitable thickness is not available, plates can portion of any bead overlaps with any portion
be shaped to desired thickness. The plate/ of other beads. The electrodes may be redried
sheet should be free from any rust, dirt, before welding as directed by the
moisture, oil, grease or any other contamina- manufacturer.
tion before welding.
J-3 The- beads shall be visually inspected
J-2 Welding should be done in downhand and shall be free from porosities, slag inclus-
position by stringer bead or, light weaving ions, cracks etc, in the main portion of the
technique either by touch welding or by keep- beads given in Fig. 16. The beads should be
ing the arc slightly open. The weaving should fairly straight and evenly rippled. The slag
be restricted to 1.5 times the diameter of the should be removed with little effort. A length
electrode ( the final diameter including coat- of 15 mm from the start and from finish of the
ing ) Three full electrodes of the particular bead should not be considered for visual
size keeping not more than 50 mm stub end inspection.
STARTS HOULD
FIG. 16 RUNNING PERFORMANCET EST
21Bureau 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
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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 hasbeen developed from Dot: No. MTD 11 ( 3337 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Printed at Dee Kay Printers, New Delhi, India.4RIEND!‘vIENT NO. I JANUARY 1994
TO
IS 814: 1991 COVERED ELECTRODES FOR hl.-‘ISUAL
METAL .4RC WELDING OF CARBON ASD
CARBON hZ4NGANESE STEEL
( Fijth Revision)
[ Puge 4, clulrsr &l(f) ) -Substitute the existing by tbe following:
*f) Radiographic quatity rest for radiographic quality electrodes (SW Y.6 ).’
( Puge 5. clause 8.3, Note 1 ) - Delete the following from lines 2 and 3:
‘no1e xceeding 1 000 kg in weight’.
[ Puge 5, clmrse 8.3, Nore 3 (iii) J - .I\dd ‘of the weld meul’ allcr Ihe words
‘include chemical analysis’ in the sixth line.
(Pflgc 5, c/alr.re Y.l.l ) - Substitute the tint scnteucc by the following:
‘Two all \\~lJ test asscrnblics shall be prepared one using 4 mm and the other
using the hi@cst size manufactured in accordance with the method dcscribcd in
Annex G.’
( Purge 5, clause Y.l.l ) -Add [he following note at ihe end of the clause:
‘SXE - In case 3.15 mm is rhe largest sizr manufactured, only one ail weld WSI
assembly shall be prepared with this size.’
( Purge 6, clnrtsc 93 ) - Add new clauses as given below and renumber the
subsequent clauses:
i9.3 Transverse Bend Test (For Sizes Up to and Including 2.5 mm)
Two shccrj of thickness 3.15 mm shall k welded as shown in .FI;:. 4. The
dimensions of the test pieces are also sh0iA.ni n Fig.4. In order thaf the kst plates
when complctcly welded shall lx constrained, the test pieces may bc given a
reverse camber before depositing the weld.
93.1 Welding shall be made using electrodes of size 2.5 mm in flat position. The
temperature of the parent metal immediately before depositing the weld metal
shall bc 27~ 2’C. After coruplcting the u.eld on OIICs ide of the test piccc it shall
bc cooled down to an about 100°C More dcpositins weld on the other side. Thr
specimen shall not bc subjcctcd to any mechanical or thermal treatment after the
welding is completed. ,9.32 Fro; the tkst ‘piece So pkpark two guide bend test specimens shall be
machine cut as shown in Fig. 5. If the gas cutting is adopted the cu@y
_,
allowance of not less than 3 mm shall be given.
93.3 Two bend t&ts, one with rhe face and the othrr’order with the root in
tension, shall be carried out in accordance with IS 3600 : 1973. The test piece
shall develop no crack beyond 15 mm or longer or no other harmful defects in
any direction on the other surface of the bend shall be visible.’
(Page 6, clause 93, line 5 ) - Substiture ‘Amex H’ by ‘Annex I’.
(Page 8, clause 9.6 ) -Substitute the existing clause by the following:
‘9.6 All welded test assembly ( Fig. 7 ) after removal’of backing strip, shall
be machined or ground smooth so as 10 avoid. difficulty’ in interpretation -
of radiograph of the weld. It shall then bc subjected to radiographic test as per
IS 1182 : 1983. The radiograph shall not show’crack or incomplete fusion. The
radiogrpahic acceptance standard in respect of porosity and slag inclusions is
indicated in Table 6. (Renumber the subsequent Tables).
In making the evaluation for radiographic acceptance standard, a length of
25 mm from each end of the welded assembly shall be excluded.
Table 6 Radiographic -Acceptance Standard in Respect of
Porosit?_ and Slag Inclusion
,
Acceplance
1SC lassi- ILdiograpbic Type of t Reswiclioos. if
IiCdOD aoxpuncr porosity Size in mm Ory in Nos.’ any
of Eleurodc Slandard and /or (dia or length) (in 150 mm)
i) Maximum No. of
- large size iodica-
tions(l.2to 1.6
mm)=3
ii) hbximum No. of
zkisolud 0.4 IO 1.6 10 Nor medium size
iodicalions (0.3
10 1.2 mm) = 5
iii) hiaximum NO. of
small ske india.
tions( 0.4 IO 0.8
mm)= 10
2Aoccprance
IS Classi- Kadiopphic Type ol Restrictions. if
ftcalion Acceptance Porosily . Size in mm 01y 10 Nos. any
of Eleclrode Standard and /or (Dia or Length) (io 150 mm)
Large 1.2 IO 1.6 6 Nos. Nil
Medium 0.8 to I.2 15 Nos. Nil
Fi oe 0.4 Io 0,s 20 Nos.. Nil
i) hbximurn No. of
EX 4X16-X lnrgc size indica-
lions (1.16 lo LO
mm)=3
ER SXXX-JX Grade 1 Assor: :d O.-lIO 2.0 27 Nos. ii) MAximum No. of
ERR SX);x-JX y&urn size
ERR SXXX-KX Indicarions(1.1
EB SXXX-LX IO 1.6 mm) =S
EB SXXX-HKX iii) Maximum No. of
EBSXXX-HLX J small she indlca-
tiw~. (0.4 10 1.2
mm) = I6
1.6 IO 1 14 N,JS NII
1.2~) 1.6 ‘2 No; Nil
0.4 IO 1.2 44 Nos. Nil
ER 4IXX 1
ER 42XY NOI required -
ES 4lXX
( Page 8, clause 11-Z ) - Substitute ‘dcspatch’ by ‘date of manufacture’ in
the sixth line.
(Page 8, Annex A ) - Substitute the following by the existing:
IS No. Ti:le
812: 1957 Glossary of terms relating to welding and Cutting of
meuils
1387 : 1967 General requirements forthe supply cf metallurgical
lllilk!rials
1395 : 1982 Lxw and medium alloy steel covered elecfrodcs for
mnual metal arc welding ( fhirri revision )
1599 : 1985 Method for bend test
1608 : 1972 Method for tcnsilt testing of steel products
3IS No Tide ’
1?57 : 1973 Method for beam impact test iL’-notch) on steel ‘.
1977 : 1975 Structural steel (ordinary quality)
2002 : P9S2 Steel plates for pressure vessels for intcrmediatc and high
temperature service including toilers
2062 : 1992 Steel for general strucruraJ purposes (/o~rrlr revisiotl )
2879 : 1975 Specification for mild steel fo: metal arc welding
electrodes core wire (Amendments 1.2 and 3 )
3039 : 1958s tructutal steels for construction hulls of ships
8500 : 1991 Weldable structural steel (medium and high strength
quality)
11802 : 19S6 Methods for determination ofdiUusihlc hydrogen
content of deposited weld mcbl from cotxred
electrodes in welding mild and low’a lloy steels
13043: 1991 Determination of efficiency metal recovery and
deposition coefficient of covered manual metal
arc weTding elecrrodes
(Page 9, Table 7, coJ 3, TON2’ ) - Substitute ‘350’ by ‘350’.
(Page 10, clause B-3) - Substitute ‘OCV’ by ‘OC\” in eighth line.
( Page 11, clause B-3 ) - In the last line substitute ‘EB 5.116H2JX by
‘EB 5426HIJX’.
(Pugq 14, Table 11, co1 3 ) :
a) Delete ‘IS 1ti6’ in line one.
b) Delete ‘1s 961 ~ndc ~7W.52 in line five.
(Page 21, clause J-Z ) - Substitute ‘OCV’ by ‘00” in the thirteenth line.
(M-r-D111
Reprography Chin I.% h’ew Delhi, India
4AMENDMENT NO. 2 OCTOBER 1995
TO
IS 814: 1991 COVERED ELECTRODES FOR MANUAL METAL ARC
WELDING OF CARBON AND CARBON MANGANESE STEEL -
SPECIFICATION
/ Fifth Revision )
[ Page 4, clause 8.1(f) ] - Substitute the following for the existing matter:
rf ) Radiographic quality test for radiographic quality electrodes ( see 9.6 ).’
( page 4, &use 8.1 ) - Insert ‘g) Transverse bend test [ for sizes up to and including 2.5 mm
( see 9.3 ) 1’ at the end of para.
( Page 4, clause 8.2 ) - Substitute the following for the existing clause:
‘8.2 periodic Check Tests
These &mp& of the following tests selected from among the initial tests and are meant to be
repeated at intervals to provide evidence that the electrodes currently produced possess the
properties proved in the initial tests:
a) All weld metal mechanical tests for tensile and impact ( see 9.1);
b) Transverse bend test ( for sizes up to and including 2.5 mm ) ( see 9.3 ); and
c) Running performance test ( see 9.4 ).
Such tests shall be conducted atleast once in a year. These fests shall not apply to the electrodes
not manufactured during that period. When production of a type of electrode after stoppage of
production for more than six months is restored the initial tests ( see 8.1) shall be conducted.’
( Page 5, ChUSt? 8.3, No@ 1, h?s 2 ad 3 ) - Delete ‘not exceeding 1 Ooo kg in weight’.
[ Page 5, clause 8.3, Noie 3 (iii), line 6 ] - Hart ‘of the weld metal’ after ‘include chemical
analysis’.
( Page 5, clause 9.1.1 ) - Substitute the following for the existing first sentence:
‘Two all weld test assemblies shall be prepared one using 4 mm and the other using the highest
size manufactured in accordance with the method described in Annex C.*
( Page 5, clause 9.1.1 ) - Insert the following note at the end of the clause:
‘NOTE - In case 3’15 mm is the largest size manufactured, only one all weld test assem,bly shall be pre_
pared with this size.’
( Page 5, clause 9.1.3.1, line 4 ) - Substitute the word ‘discarded’for ‘disregarded’.
( Page 6, clause 9.3) - Insert the following new clauses and figures after clause 9.2.1 and
renumber the subsequent clauses and figures:
69.3 Transverse Bend Test ( For Sizes Up to and Including 2.5 mm )
Two sheets of thickness 3.15 mm shall be welded as shown in Fig. 2. The dimensions of the test
pieces are also shown in Fig. 2. In order that the test plates when completely welded shall be
constrained, the test pieces may be given a reverse camber before depositing the weld.
9.3.1 Welding shall be made using electrodes,of size 2.5 mm in flat position. The temperature of
the parent metal immediately before depositing the weld metal shall be 27 f 2°C. After complet-
ing the weld on one side of the test piece it shall be cooled down to about 1OO’Cb efore
depositing weld on the other side. The specimen shall not be subjected to any mechanical or
thermal treatment after the welding is completed.
9.3.2 From the test piece so prepared two guide bend test specimens shall be machine cut as
shown in Fig. 3. If the gas cutting is adopted the cutting allowance of not less than 3 mm shall
be given.
9.3.3 Two bend tests, one with the face and the other with the root in tension, shall be carried
out in accordance with IS 3600 ( Part 5 ) : 1983. The test piece shall develop no crack
beyond 1.5 mm or longer or no other harmful defects in any direction on the outer surface of the
bend shall be visible.’
( Page 6, clause 9.3, line 5 ) - Substitute ‘Annex J’for ‘Annex H’.
Group 1
‘I*Approximate
All dimensions in millimetres.
FIG. 2 METHOD OF MAKING FACE AND ROOT TRANSVERSEB END TEST SPECIMEN
REINFORCEMENT TO BE FINISHED
_1-3;5 7, THE THICKNES,S OF SHEET
-f-
*Approximate
All dimensions in millimetres.
FIG. 3 TRANSVBRWB END TEST SPECIMEN
( Page 8, clause 9.6 ) -L Substitute the following for the existing clause:
‘9.6 All welded test assembly [ see Fig. 7 ( renumbered as Fig. 9 ) ] after removal of packing strip,
shall be machined or ground smooth so as to avoid difficulty in interpretation of radiograph of
the weld. It shall then be subjected to radiographic test as per IS 1182 : 1983. The radiograph
shall not show crack or incomplete fusion. The radiographic acceptance standard in respect of
porosity and slag inclusions is indicated in Table 7 on page 3 of this Amendment. ( Renumber the
subsequent Tables. )
In making the evaluation for radiographic acceptance standard, a length of 25 mm from each end
of the welded assembly shall be excluded.’
( Page 8, clause 11.2 ):
a) Substitute ‘date of manufacture’for ‘despatch’ in line 6.
b) Insert ‘( see also IS 13851 : 1993 )’ at the end of para.
( Page 8, Annex A ) - Substitute the following for the existing,entries:
IS No. Title
812 : 1957 Glossary of terms relating to welding and cutting of metals
1182 : 1983 Recommended practice for radiographic examination of fusion welded butt
joints in steel plates ( second revision )
1387: 1993 General requirements for the supply of metallurgical materials ( second
revision )
1395 : 1982 Low and medium alloy steel covered electrodes for manual metal arc welding,
( third revision )
1599 : 1985 Method for bend test ( second revision’)
1608 : 1972 Method for tensile testing of steel products ( second revision ),
1757 : 1988 Method for charpy impact test ( V-notch ) for metallic material
21977 : j1975 Structural steel ( ordinary quality ) ( second revision )
2002 : 1992 Steel plates for pressure vessels for intermediate and high temperature service
including boilers ( second revision )
2062 : 1992 Steel for general structural purposes (fourth revision j
2879 : 1975 Specification for mild steel for metal arc welding electrodes core wire ( second
revision )
3039 : 1988 Structural steels for construction hulls of ships ( second revision )
3600 Methods of testing fusion welded joints and weld metal in steel : Part 5 Trans-
( Part 5 ) : 1983 verse root and face bend test on butt welds ( second revision )
8500 : 1991 Structural steel-micro alloyed ( medium and high strength quality ) ( second
revision )
11802: 1986 Methods for determination of diffusible hydrogen content of deposited weld
metal from covered electrodes in welding mild and low alloy steels
13043 : 1991 Detcrmlnation of efficiency metal recovery and deposition coefficient of cover-
ed manual metal arc welding electrodes
13851 : 1993 Storage and redrying of covered electrodes before use - Recommendations’
( Page 9, Table 7, co1 3, row 2 ) - Substitute ‘36o’for ‘350’.
( Page 10, clause B-3, line 8 ) - Substitute ‘OCV’for ‘OCV’.
( Page 11, clause B-3 ) - Substitute ‘EB 5426HlJX’for ‘EB 5426J2JX’ in the last line.
( Page 14, Table 11, co/ 3 ) - Delete ‘1s 226’ and ‘1s 961 Grade HTW-52’.
( Page 21, clause J-2, line 13 ) - Substitute ‘OCV’ for ‘OCV’.
( Amendment No. 1, January 1994 ) --- Withdrawn.
Table 7 Radiographic Acceptance Standard in Respect of PorositY
and Slag Inclusion
( Clause 9.6 )
IS Classification Radiographic Type of Porosity Acceptance Restrictions, if any
of Electrode Acceptance and/or ----- *-_----7
Standard Size in mm Quantity in No.
( dia or ( in 150 mm 1
length 1
i) Maximum No. of
large size indica-
tions ( 1’2 to
1’6 mm) - 3
EA 42Xx-X
ii) Maximum No. of
EB 542X-HX 1 medium size indica-
EB 542-HJX
tions ( 0’8 to
EB 562X-HX ) Grade 1 Assorted 0’4 to 1’6 18 No.
1’2mmJ = 5
EB 562X-HJX I
EB 541X-HJX
iii) Maximum No. of
EB 552X-HJX J small size indica-
tions ( 0’4 to
0’8 mm ) = 10
Large 1’2 to 1’6 8 No. Nil
Medium 0’8 to 1’2 15 No. Nil
Fine 0’4 to 0’8 30 No. Nil
1 i) Maximum No. of
large size indica _
EC 4X10-X I tions ( 1’16 to
EC 4X16-X 2’0 mm 1 = 3
ER. 4XxX-X I
ERR 4XxX-X ii) Maximum No. of
ER 5XxX-JX \ Grade 2 Assorted 0’4 to 2’0 21 No. medium size indica-
ERR 5XxX-JX I tions 1’2 to
ERR SXXX-KX 1.6mm)(= 8
ERR SXXX-LX 1
EB SXXX-HXX t, iii) Maximum No. of
small size indicai
EB 5XXX-HLX I tions ( 0’4 to
J 1’2 mm 1 = 16
Large 1’6 to 2’0 I4 No. Nil
Medium 1’2 to 1’6 22 No. Nil
Fine 0’4 to 1’2 44 No. Nil
ER41XX 1
ER42XX > Not required
ES 41XX I
(MTDll)
-
Printed at New India i’rinting Press Khurja. India
3AMENDMENT NO. 3 OCTOBER 1997 .
TO
IS 814 : 1991 COVERED ELECTRODES FOR MANUAL
MGTAL ARC WELDING OF CARBON AND CARBON
MANGANESE STEEL - SPECIFICATION
(FiJlfh Revision)
( Amendned No. 2, October 1995,P age 3, Table 7, co1 3, Tide ) -
!%bstitute ‘Type OlPadty ad/a Stag India’ /or ‘Type OIPavity udor’.
(-11)
Rcpmgnphy WI, BIS, New Delhi, India
|
785.pdf
|
IS 785:1998
Indian Standard
REINFORCED CONCRETE POLES FOR OVERHEAD
POWER AND TELECOMMUNICATION LINES -
SPECIFICATION
( Second Revision )
ICS 91.100.30
0 BIS 1998
BUREAU OF INDIAN STANDARDS
MANAKBHAVAN,9 BAHADURSHAHZAFARMARG
NEW DELHI llOiJO2
March 1998 Price Group 4Cement Matrix Products Sectional Committee, CED 53
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Cement Matrix Products Sectional Committee had been approved by the Civil Engineering Division Council.
This specification has been prepared with a view to clarifying and defining design requirements for different
types of reinforced cement concrete poles used in overhead electric power transmission, telephone and
telegraphs circuits. The specification relates to concrete poles in the manufacture of which mechanical compacting
methods, such as vibration, shocking, spinning, etc, have been adopted, and does not relate to hand compacted
poles.
This standard was first published in 1957 and subsequently revised in 1964. The present revision has been taken
up with a view to incorporating the modification found necessary in the light of experience gained with the use
of this standard and due to revision of various referred standards, This revision incorporates significant modifications
in respect of materials, design, depth of planting, testing, sampling and inspection.
The composition of the technical committee responsible for the formulation of this standard is given in
Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with IS 2:
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 785:1998
Indian Standard
REINFORCED CONCRETE POLES FOR OVERHEAD
POWER AND TELECOMMUNICATION LINES -
SPECIFICATION
( Second Revision )
1 SCOPE 3.5 Working Load
This standard covers reinforced concrete poles suitable The maximum load in the transverse direction, that is,
for use in overhead power, traction and tele- ever likely to occur, including the wind pressure on
communication lines. This standard does not cover the pole. This load is assumed to get at a point
prestressed concrete poles or prestressed concrete 600 mm below the top with the butt, end of the pole
poles using untensioned reinforcement. planted to the required depth as intended in the design.
2 REFERJENCES 4 OVERALL LENGTH OF POLES
The Indian Standards listed in Annex A contain
4.1 The minimum overall length of poles shall be 6 m
provisions which, through reference in this text,
and the maximum overall length shall not exceed 9 m.
constitute provision of this standard. At the time of
Further, the lengths shall be in steps of 0.5 m.
publication, the editions indicated were valid. All
standards are subject to revision, and parties to 4.2 Tolerances
agreements based on this standard are encouraged to
investigate the possibility of applying the most recent The tolerances for reinforced concrete poles shall be
editions of the standards listed in Annex A. as under:
3TllBMlNoL4JGY a) Overall length of poles il5mm
+5mm
3.0 For the purpose of this standard, the following b) Cross-sectional dimension
-3mm
definitions shall apply.
c) Uprightness or straightness 0.5 percent
3.1 Ultimate Failure
5 MATERIALS
The conditions existing when the pole ceases’to sustain
a load increment owing to either crushing of concrete, 5.1 Cement
snapping or permanent stretching of the reinforcing
The cement used in the manufacture of reinforced
steel in any part of the pole.
concrete poles shall be any of the following:
.3.2 Load Factor
a) 33 grade ordinary Portland cement conforming
The ratio of ultimate transverse load to the transverse to IS 269,
load at first crack. For design the transverse load at
first crack shaIl be taken as not less than the value of W 43gradeordinaryPortlandcement~ormning
the working load. to IS 8112,
3.3 Transverse cl 53 grade ordinary Portland cement conforming
to IS 12269,
The direction of the line bisecting the angle contained
by the conductor at the pole. In the case of straight 4 Portland slag cement conforming to IS 455,
runthiswillbenormaltotherunofthepole.
e) Portlandpozzolanacement:Part1Plyashbased
3.4 UIthnate Transverse Load
conforming to IS 1489 (Part l),
The load at which failure occurs, when it is applied at
4 Portland pozzolana cement : Part 2 Calcined
a point 600 mmbelow the top and perpendicular to the
clayb ased conforming to IS 1489 (Part 2) and
axis of the pole along the transverse direction with
the butt end of the pole planted to the required depth s) Rapid hardening Portland cement conforming
as intended in the design. to IS 8041.
1IS 785 : 1998
5.2 Aggregates Table 1 Minimum Depth of Planting of
Reinforced Concrete Poles in the Ground
Aggregates used for the manufacture of reinforced
(Clause 6.3 )
concretepolesshallconformtoIS383.Wherespecilied,
a sample of the aggregate shall be submitted by the Length of Pole Minimum Depth of Planting
in Ground
manufacturer to the purchaser for approval.
5.3 Reinforcement c:j &
6.0 to 7.0 1.20
Reinforcing bars and wires used for the manufactnre 7.5 to 9.0 1.50
of reinforced concrete poles shall conform to the
following:
6.4 Transverse Strength at Failure
a) Mild steel and medium tensile steel bars and
The poles shall be so designed that its strength in
hard-drawn steel wires conforming to
transverse direction shall be sufficient to take the load
IS 432 (Part 1) and IS 432 (Part 2), and
due to wind on wires and poles, multiplied by load
b) High strength deformed bars and wires factor. Where specifically- stated, snow load shall
conforming to IS 1786. also be taken into consideration. The design shall also
ensnre that, at design working load, the stresses and
5.3.1 The surface of all reinforcement shall be free strains are such as not to cause any harmful cracking
from loose scale, loose rust, oil, grease, clay or other in the pole.
material that may have deteriorating effect on the bond
6.4.1 The strength of the pole in the direction of the
between the reinforcement and the concrete.
line shall not be less than one-quarter of the strength
5.4 Admixture required in the transverse direction.
6.4.2 The load factor on transverse strength for
Admixtures if used shall conform to IS 9 103.
reinforced concrete poles shall not be less than 2.
5.5 Concrete
6.4.3 Poies intended to be fitted with stays or struts
Minimum grade of concrete used for the mamrfacture shall be designed accordingly, and if required by the
of reinforced concrete poles shall be M 25. purchaser, they shall be appropriately tested.
6.5 Method of selection of reinforced concrete pole
5.6 Water
in any given situation shall be as specified in
The requirement of water used for mixing and curing IS7321.
shall conform to the requirements given in IS 456.
7MANUpACI’URE
Sea water shall not be used.
7.1 All reinforcement shall be accurately placed and
6 DESIGN maintained in position during manufacture. All
buttons or chairs or other devices used to obtain the
6.1 The poles shall be so designed that they do not
necessary cover shall be of corrosion-resistant material.
fail owing to failure initiated by compression in
concrete. 7.2 Cover
6.2 Loading The cover of concrete overall reinforcement shall be
atleast equal to the maximum size of aggregate plus
The maximum wind pressure to be assumed for 2 mm but in no case less than 20 mm.
compuringthe&signworkingloadshallbeasspecified
7.3 Welding and Lapping of Reinfomement
by the State Governments, who are empowered in this
behalf under the Indian Electricity Rules, 1956. Wind Welding and lapping of reinforcement shall be as given
pressure may also be determined as specified in in IS 456.
IS 875 (Part 3).
7.4 Forms
6.3 Depth of Planting
7.4.1 Forms shall be of the shape required and shall
Themi m.m um depth ofplanting of a pole below ground be so constructed as to maintain their shape during
level shall be in accordance with Table 1, the actual the placing and compaction of the concrete. They shall
depth being determined on the basis of ground be sufliciently tight to prevent loss of liquid from the
conditions. concrete.
2IS 785 : 19Y8
7.42 Removal of Forms dia galvanized iron wire embedded in concrete
during manufacture and the ends of the strip
Forms shall not be removed until the concrete has
or cable left projecting from the pole to a length
hardened sufficiently so that the surface is not marred
of 50 mm at 2 15 mm from top and 1%)1 111b1e11 011
by the removal of the forms. Poles shall not be moved
ground level (see Fig. 1).
until the concrete has attained sufficient strength to
withstand the stresses introduced during demoulding. b) By providing two holes of suitable dimensions
2 15 mm from top and 1 SO mm belou ground
7.5 Placing, Compaction and Curing of Concrete
level (see Fig. 1) to enable 25 mm x 3 mm copper
7.5.1 The concrete shall be used as soon as possible strip or equivalent bare copper cable to be
after being mixed and no material which has developed taken from the top hole to the bottom through
an initial set shall be used in the work. After the concrete the central hole.
has been placed in the moulds and compacted, it shall
7.8.2 The purchaser shall specify the type of earthing
not be disturbed during the period of setting. For
to be provided.
depositing concrete in hot weather, IS 786 1 (Part 1)
may be referred.
7.9 Holes
7.5.2 Compacting
During manufacture, sufficient holes shall be provided
Concrete shall be compacted by spinning, vibrating, in the poles for the attachment of cross arms and other
shocking or other suitable mechanical means. Hand equipment. A typical arrangement of holes shown in
compaction shall not be permitted. Fig. 1 permits the use of reinforced concrete poles in
conjunction with wood or steel cross arms. but other
7.5.3 Curing arrangements may be specified by the user. Holes for
kicking block may be provided. if necessary.
After placing, the concrete shall be adequately protected,
during setting and in the first stages of hardening,
7.10 Eye Hook
from shocks, running or surface water and the harmful
effects of sunshine, drying winds and cold. The To facilitate handling of poles during transport and
concrete shall be cured for at least 28 days unless erection, an eyehook may be provided suitably in every
special curing methods are adopted, in such cases it pole below ground level on the face of the poles so
shall be cured till the required strength is achieved. as to utilize the maximum flexural strength of the section
Steam curing of concrete may be adopted if so desired during handling.
by the manufacturer provided the requirements of
8 TESTS
pressure or non-pressure steam curing are fulfilled.
8.1 Transverse Strength Test
7.6 Finish
The concrete when removed from the mould shall be The transverse strength test of reinforced concrete
of good finish and free from honeycombing. All arrises poles shall be conducted in accordance with IS 2905.
shall be clean and true and shall present a neat A reinforced concrete pole shall be deemed not
appearance. to have passed the test if the observed ultimate
transverse load is less than the design ultimate
7.7 Tests on Concrete transverse load.
During manufacture, test on concrete shall be carried 9 SAMPLING AND INSPECTION
out as specified in IS 456. The manufacturer shall
supply when required by the purchaser of his 9.1 Scale of Sampling
representative, results of compressive test on concrete
9.1.1 Lot
cylinders or cubes made from the concrete used for
the poles. If the purchaser so desires, the manufacturer In a consignment of 500 poles or a part thereof the
shall supply cylinders or cubes for test purposes and same mounting height, same dimensions and belonging
to the same batch of manufacture shall be grouped
such cylinders or cubes shall be tested in accordance
together to constitute a lot.
with IS 5 16 .
9.1.2 For ascertaining the conformity of the materials
7.8 Earthing
in the lot to the requirements of this specification,
7.8.1 Earthing shall be provided by one of the following samples shall be tested from each lot separately.
means:
9.1.3 The number of poles to be selected from the lot
a) By having a length of 25 mm x 3 mm copper shall depend on the size of the lot and shall be according
strip or equivalent bare copper cable or 4 mm to Table 2.
3IS 785 : 1998
TOP HOLE FOR
EARTHING OR END
OF EARTHING
ENLARGED DETAIL
OF TOP PORTION
KICKING BLOCK:
ENLARGED
SECTION XX
NOTES
1 All holes except where otherwise specified shall be of 20 mm dia.
2 This figure gives information on holes and marking only and should not be used as a basis for design
All dimensions in millimetres.
FIG. 1 TYPICALD ETAILOS FP OLEI ND IRECIYOONFL INE
9.2 Number of Tests and Criteria for Conformity Table 2 Scale of Sampling and Permissible
Number of Defectives
9.2.1 All the poles selected according to 9.1.3 shall
be tested for overall length, cross-section and (Clauses9.1.3,9.2.1und9.2.2)
uprightness (see 4.2). A pole failing to satisfjr one or
No. of Poles Sample Dimensional Transverse
more of these requirements shall be considered
in the Lot Size Requirements Strength
defective. All the poles in the lot shall be considered
Acceptance Test
as conforming to these requirements if the number of Number
defective poles found in the sample is less than or (1) (2) (3) (4)
equal to the corresponding acceptance number given
up to 100 10 1 2
in co1 3 of Table 2.
101 ” 200 15 1 3
9.2.2 The lot having been found satisfactory according 201 ” 300 20 2 4
to 9.2.1 shall be further tested for transverse strength 301 U 500 30 3 5
(see 8.1) of the poles. For this purpose, the number NOTE -- The number of poles to be tested shall be
of poles given in co1 4 of Table 2 shall be tested, these subject to agreement between the purchaser and the supplier.
poles may be se\ecterI from those already tested.IS 785 : 1998
according to 9.2.1 and found satisfactory. All these W Month and year of manufacture,
poles tested for transverse strength shall satisfy the c) Serial number of the poles, and
corresponding specification requirements. If one or 4 Position of centre of gravity of the poles with
more poles fail, twice the number of poles orginally the words ‘C.G’.
tested shall be selected from those already selected
and subjected to this test. If there is no failure among 10.2 BIS Certification Marking
poles, the lot shall be considered to have satisfied the
requirements of this test. The poles may also be marked with the Standard Mark.
10 MARKING 10.2.1 The use of the Standard Mark is governed by
the provisions of the Bureau of Indian Standards
10.1 The poles shall be clearly and indelibly marked
Act, 1986 and the Rules and Regulations made
with the following particulars either curing or after the
thereunder. The details of conditions under which the
manufacture, but before testing, at a position so as to
licence for the use of Standard Mark may be granted
be clearly read after erection in position:
to manufacturers or producers may be obtained from
a) Indication of the source of manufacture, the Bureau of Indian Standards.
ANNEX A
( Clause 2 >
LIST OF REFERRED INDIAN STANDARDS
IS No. lWe IS No. iWe
269 : 1989 Specification for 3 3 grade ordinary (Part 1): 1991 Flyash based (third revision)
Portland cement (fourth revision)
(Part 2) : 1991 Calcined clay based (third revision)
383 : 1970 Specification for coarse and fine
1786 : 1985 Specification for high strength
aggregates from natural sources for
def~steelbarswimsforconcmte
concrete (second revision)
reinforcement (third revision)
432 Specification for mild steel and
2905 : 1989 Method of test for concrete poles
medium tensile steel bars and hard-
for overhead power and
drawn steel wire for concrete
telecommunication lines (first
reinforcement
revision)
(Part 1) : 1982 Mild steel and medium tensile steel
bars (third revision) 7321: 1974 Code of practice for selection,
handling and erection of concrete
(Part2) : 1982 Hard drawn steel wire (third
poles for overhead power and
revision)
telecommunication lines
455 : 1989 Specification for Portland slag
7861 Code ofpractice for extreme weather
cement (fbrth revision)
(Part 1) : 1975 concreting : Part 1 Recommended
456 : 1978 Code of practice for plain and practice for hot weather concreting
reinforced concrete (third revision)
8041: 1990 Specification for rapid hardening
516 : 1959 Method of test for strength of
Portland cement (j?rst revision)
concrete
8112 : 1989 Specification for 43 grade ordinary
875 Code of practice for design loads
Portland cement yirst revision)
(Part 3) : 1987 (other than earthquake) for buildings
and structures : Part 3 Wind loads 9103 : 1979 Specification for admixture for
(second revision) concrete
1489 Speciflcation for Portland pozzolana 12269 : 1987 Specification for 53 grade ordinary
cement: Portland cementIS 785 : 1998
ANNEX B
COlVMWIEE COMPOSITION
Cement Matrix Products Sectional Committee, CED 53
Chairman Representing
SHRI S. A. REDOI Gammon India Ltd. Mumbai
Members
SHRI 0. P. AGARWAL Municipal Corporation of Delhi, Delhi
SHRI J. L. DHINGRA ( Alternate )
SHRI M. A. Area Rural Electrification Corporation Ltd, New Delhi
SHRI F? D. GAIKAWAD( Alternate )
SHRI G. R. BHARRKAR B. G. Shirke Construction Technology Pvt Ltd, Pune
COL (RETD) D. V. PADSAL,GIKAR( Alternate )
SHRI A. K. CHADHA Hindustan Prefab Ltd, New Delhi
SHRI J. R. SIL (Alternate )
CHIEP ENGINEER Municipal Corporation of Greater Mumbai. Mumbai
DEPUTYC HIEP ENGINFZR( Alternate )
SHRI K. H. GANGWAL Hyderabad Industries Ltd, Sanatnagar
SHRIV . PATTABHI ( Alternate )
SHRI S. HARIRAMASAMY Tamil Nadu Water Supply and Drainage Board, Chennai
JOINTD IRECTORS TANDARDS( B&S) CB-II Research, Designs and Standards Organization, Lucknow
ASSISTANTD ESIGN ENGINFXR( CS-I) (Alternate )
SHRI P. S. KALANI All India Small Scale A. C. Pressure Pipes Manufacturers
Association, Hyderabad
SHRI N. KISHAN REDDY (Alternate )
SHRI D. K. KANUNG~ NationalTest House, Calcutta
SHRI T CHOUDHURY( Alternate )
SHRI P. D. KFLKAR Indian Hume Pipe Co Ltd, Mumbar
SHRI P. R C. NAIR (Alternate )
SHRI A. K. MANI Structural Engineering Research Centre, Chennai
DR IRSAD MASSED Central Building Research Institute, Roorkee
SHRI S. F? TF,HRI( Alternate )
SHRI B. V. B. PAI Associated Cement Companies Ltd, Thane
SHRI M. G. DAN~WATE( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
SHRI H. K. JULKA ( Alternate )
SHRI S. P. RA~TOGI Federation of UP Pipe Manufacturers, Lucknow
SHRI P. S. ROY Engineer-in-Chiefs Branch, Army Headquarters, New Delhi
DR A. S. GOYAL (Alternate )
SHRI G. S. SHIRLKAR Spun Pipes Manufacturers Association of Maharashtra (SSI).
Pune
SHRI A.V. GOGTE (Alternate )
SHRI K. SRIVASTAVA Eternit Everest Ltd, Mumbai
SHRI R. SUBRAMANIAM Central Public Works Department, New Delhi
SHRI K. P. ABRAHAM (Alternate )
SHRI C. H. SUBRAMANIAN SmalI Scale Industries, New Delhi
SHRI A. DWTA ( Alternate )
SHRI VINOD KUMAR, Director General, BIS (Ex-officio Member)
Director ( Civ Engg )
Member-Secretary
SHRI J. K. PRASAD
Additional Director ( Civ Engg ), BIS
( Continued on page 7 )
6IS 783 : 1998
( Continued from page 6 )
Concrete Poles Subcommittee, CED 53 : 4
Convener Representing
DR N. RACHVENDRA National Council for Cement and Building Materials, New Delhr
Members
SHRI J. L BANDYOPADHYAY Indian Posts and Telegraphs Department. Jabalpur
SHRI V. V. SURYA RAO ( Alternate )
SHRI S. N. BASU Directorate General of Supplies and Disposals, New Delht
SHRI S. M. MUNIAL ( Alternate )
SHRI P C. CHA?TERIEE Orissa Cement Ltd, Rajgangpur
DIRECTOR Central Electricity Authority, Rural Electrification Directorate.
DEPUTYD IRECTOR( Alternate ) New Delhi
SHRI G. L. DUA Rural Electrification Corporation Ltd, New Delhi
SHRI P D. GAIKWAD (Alternate )
JOINT DIRECTORS TANDARDS Research, Designs and Standards Organization, Lucknow
DWUTY DIRECTORA DE (B&S) (Alternate )
SHRIN . G. JOSHI Indian Hume Pipe Co Ltd, Mumbai
SHRIS . K. MAITHANI Engineer-in Chiefs Branch, Army Headquarters, New Delhi
SHRI SUBHASHG ARG (Alternate )
GENERAL MANAGER Hindustan Prefab Ltd, New Delhi
SHRIA . K. CHADHA ( AItCrnate )
SHRI RAMFSH CHANDFX Delhi Vidyut Board Undertaking, New Delhi
SHRI PRITAMS INGH ( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials. New Delhi
SHRI H. K. JULKA ( Alternate )
SHRI C. B. RANWAL Maharashtra State Electricity Board, Mumbai
SHRI R. B. JOSHI( Alternate )
SHRI SHRIKANTS HARMA Punjab State Electricity Board, Patiala
SHRI S. K. SHARMA (Alternate )
SHRI A. V. TAUTI Steel Pipe and Fabrication Works, Vadodara
SHRI H. C. SHAH (Alternate )
SHRI S. ‘I~ENAGRAJAN Tamilnadu State Electricity Board, Chennai
SHRI LAKSHMINARASIMHAN( Alternate )
PROPP . C. VARGHFSE Concrete Products and Construction Compay, Chennai
SHRI K. GEORGE( Alternate )
DR S. VFZNKAT~~WARLU Structural Engineering Research Centre, ChennaiBureau of Indian Standards
BIS is a statutory institution established under the Buren11 ofIndian StandardsAct, 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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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 53 ( 485 1 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Pnnted at New Indm Prmting Press, Khur~aIn.d ia
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1237.pdf
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IS : 1237 - 1980
( Reaffirme1d9 96)
Indian Standard
SPECIFICATION FOR
CEMENT CONCRETE FLOORING TILES
( First Revision )
Sixth Reprint JULY 1997
( Incorporating Amendment No. 1)
UDC 69.025.331.3
0 Copyright1 986
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 June 1980IS : 1237- 1980
(Reaffirmed19 90)
Indian Standard
SPECIFICATION FOR
CEMENT CONCRETE FLOORING TILE8
( First Revision)
Flooring and Plastering Sectional Committee, BDC 5
Chairman
SHRI 0. P. MITTAL
C4/56 Safdarjung Development Area
New Delhi 110016
MU&CrnS RcpIcrcnting
SARI E. T. ANTIA Conc’rkte Association of India, Bombay
SHRI M. G. DA~DAVATE( Alrcrnata)
Bara P. M. BRATIA Institution of Engineers ( India ), Calcutta
P &I DINESIXA . Caoxsar Arcoy Industries, Ahmadabad
SB~I RASIKLALA . CHOKSHI( Aftmute )
DIRECTORS T A N D AS D s Railivay Board ( Ministry of Railways)
J)EF+UTY
( B, & S ), RDSO, LUOKNOW
DEPUTY DIRECTOR ( ARCH) ,
RDSO, LUCKNOW( Al&sate)
D~ECTOR Maharashtra Engineering Research Institute,
Nasik
RESEARCHO BFICER,M ATERIEL
TESTINGD IVISION( Akmut~ )
DB V. S. GUPTA The Fertilizer ( Planning & Development ) lndia
Ltd, Sindri
SERI K. V. G~JRTJSWAXY Indian Oil Corporation Ltd, New Delhi
SERI G. V. P~NWI~KERI . Al&~r~t)e
SEBI S. C. KAPOO~ l&dern Tiles & Marble, New Delhi
SRRI A. C. KAPOOB( Alfcmutc)
SHRI 0. K. KAPANI Builders’ Association of India, Bombny
SERI K. E. S. M~I Bhor Industries Ltd. Bombay
SHBI RAMESHD . PATEL (A&mute)
Ds MOH~ Rar Central Building Research Institute ( CSIR ),
Roorkee
SaBLrR . K. Jlux ( Afkrnatc)
@ Coplrighr 1996
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Co/p&h 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:1237- 1989
( Conlinudfrom page 1 )
Members Rcpesmling
SHRI M. V. MURUGAPPAN Coromandal Prodorite Pvt Ltd, Madras
Srrn~ R. SIUNIVASAN ( Alfcrnafc )
LT-COL N. P. K. NAMUIAR Engineer-in-Chief’s Branch, Army Headquarters
SI~I~IA . P. JAIN (Affernafe)
SHRI 0. P. RATI~A National Buildings Organization, New Delhi
SHRI D. B. SEN Indian Institute of’ Architects, Bombay
Suttt S. B. S~IIROMANY ( Ahrnafe )
SUPIHIINTENDINC~ ENGINEER Public Works Department, Government of Tamil
( P L!A N N IN 0 AND DESIONS Nadu, Madras
CtRCLE)
EXWLITIVE ENGINEER ( BUILD-
INO CENTRE DIVISION ) ( Alfernnfe )
SUPF,RINTENI)INO SURVEYOR OF Central Public Works Department, New Delhi
WOltKS ( Cz )
SunvP.Polr OF WORKS I (, cz ),
( Affernafc )
SUBI D. AJITHA SIMIIA, Director General, ISI ( Ex-o@cio Member)
Director ( Civ Engg ) ,
Seerefary
SHRI S. SENCWPTA
Assistant Director (Civ Engg ), IS1
Cement Concrete Flooring Subcommittee, BDC 5 : 7
Convener
SHBI 0. P. MITTAL
C4/56 Safdarjung Development Area
New Delhi 110016
Members
LT-COL M. G. ATHAVALE Engineer-in-Chief’s Branch, Army *Headquarters
MAJT.K. ACHARYA(AIMIU~#)
SHRI 0. K. KAPANI Builders’ Association of India, Bombay
SHRI S. C. KAPOOR Modern Tiles & Marble,. New Delhi
SHRI A. C. KAPOO~ ( A~fcraaf~)
Ds MOHAN RAI Cen~o~r~r~ding Research Institute ( CSIR ),
SRRI B. S. GIJPTA ( Altavutr )
SHRI G. C. SHARMA Indian Institute of Architects, Bombay
SHRI NARESH KOCEAB ( Afternote)
SUP~RINTEND~NQ SURVEYOR OB Central Public Works Department, New Delhi
WORKS( AVN)
SURVEYOR op WORKS ( AVN )
( Alfehatc )
SHRI P. N. TAL~AB Northern India Tiles Corporation, New Delhi
SIIRI W. N. TALWAR ( Alternate )
2IS I 1237 - 1980
Indian Standard
SPECIFICATION FOR
CEMENT CONCRETE FLOORING TILES
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 24 January 1980, after the draft finalized by the
Flooring and Plastering Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 This standard was first published in 1959. The present revision has
been taken up with a view to keeping abreast with the experience gained
while applying the provisions of the earlier version and also to bringing in
further additions and modifications in the light of comments received from
manufacturers and users.
0.2.1 The sizes specified in the standard are the existing metric sizes
which form the bulk of current production in the country. The concept of
adopting dimensionally co-ordinated sizes is being excluded from this
revision, however it is intended to incorporate them if the opportunity
occurs dur’ng future revisions of the standard. The permissible wear of tiles
have been 1‘ ncreased based on actual observations and consequently a larger
thickness ofwearing layer has been permitted. A method to measure the
thickness of the wearing layer has also been introduced. The method of
test for abrasion resistance has been modified by which the tiles may be
abraded in all possible directions. Additional physical tests like flatness,
perpendicularity and straightness hasbeen specified which might help in
improving the quality. The requirements of abrasion powder has been
modified to suit the indigenous manufacturers. Fresh sampling plan has
been introduced from which plans can be selected for inspection by
attributes and for inspection by count of defects.
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.
3IS : 1237 - 1980
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 : Z- 1960*. The number of significant placeq 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 cement concrete flooring tiles of plain cement,
plain coloured and terrazo types.
NOTE - The provision of this standard do not apply to chequered tiles.
.2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Plain Cement Tiles - Tiles in the manufacture of which no
pigments and stone chips are used in the wearing surface.
2.2 Plain Coloured Tiles -Tiles having a plain wearing surface where-
in pigments al’e used but no stone chips.
2.3 Terrazo Tiles - Tiles at least 25 percent of whose wearing surface
is composed of stone chips in a matrix of ordinary or coloured portland
cement mixed with or without pigments and mechanically ground and
filled.
3. CLASSIFICATION
3.1 Cement concrete flooring tiles shall be of two classes as given below
depending on the duty they perform:
a) General Purpose Tiles - Used for flooring in such places where
normally light loads are taken up by the floors; such as office
buildings, schools, colleges, hospitals and residential buildings.
b) Heavy Duty Floor Tiles - . d for heavy traffic conditions; such as
foot paths, entrances and staircases of public buildings, passages
of auditoriums and storage godowns.
4. MATERIAiS
4.1 Cement - Cement used in the manufacture of tiles sha!l be
ordinary portland cement conforming to IS : 269-1976t or rapid
*Rules for rounding off numerical values (rcoiscd).
tSpecification for ordinary and low heat portland cement ( thirdr cuision).
41s : 1237 - 1980
hardening portland cement conforming to IS : 8041-1978* or white
portland cement conforming to IS : 8042-1978t or portland pozzolana
cement conforming to IS : 1489-1976:.
4.2 Aggregates - Aggregates used in the backing layer of tiles shall
conform to the requirements of IS : 383-1970s. For the wearing layer,
unless otherwise specified aggregates shall consist of marble chips or any
other natural stone chips of similar characteristics and hardness, marble
powder or dolomite powder, or a mixture of the two.
4.3 Pigments - Pigments, synthetic or otherwise, used for colouring tiles
shall have durable colour. It shall not contain matters detrimental to
concrete and shall according to the colour required be one of the follow-
ing or their combination:
Pigmerits Relevant Indian Standard
a) Black or red or brown pigment IS : 44-196911
b) Green pigments IS : 54-19757
c) Blue pigments IS : 55-1970**
or IS : 56-1975tf
or IS : 3574 ( Part II )-1966$$
d) White pigments IS : 411-196845
e) Yellow pigments IS : 50-19791111
or IS : 3574 ( Part I )-196517
4.3.1 Colours other than mentioned above may also be used.
4.3.2 The pigments shall not contain zinc compounds or organic dyes.
4.3.3 Lead pigments shall not be used unless otherwise specified by the
purchaser.
*Specific?ttion for rapid hardening portland cement (jirsf revision) .
tSpecification for white portland cement (jirrf revision) .
JSpecification for Portland-pozzolana cement (~ccvndrevi_Gn ).
gspecification for coarse and fine aggregates from natural sources for concrete
( secondr evision) . C’.
[(Specification for iron oxide pigments for paints (jirs~ revision ).
BSpccification for green oxide of chromium for paints (first revision ).
**Specification for ultramarine blue for paints (jrst revision ).
ttSpecikation for prussian blue ( iron blue ) for paints (jrsl revision ).
$$Specification for organic pigments for paints: Part II Phthalocyanines.
@Specification for titanium dioxide for paints (first revision ).
llllSpecification for lead and scarlet chromes ( third m&ion ).
IfiSpecification for organic pigments for paints: Part ,I AZO pigments ( toluidine red;
chlorinated p-nitroaniline red; arylamide yellow; and para red).
5ISllz37-1980
0. MANUFACTURE
5.1 Cement concrete flooring tiles shall be manufactured from a mixtuxr
of cement, natural aggregates, and colouring material where required, by
pressure process. During manufacture? the tiles shall be subjected to a
pressure of not less than 14 N/mm” ( 140 kg/cm” ).
5.2 The proportion of cement to aggregate in the backing of the tiles shall
be not leaner than 1 : 3 by mass.
5.3 Where colouring material is used in the wearing layer, it shall not
exceed 10 percent by mass of cement used in the mix.
5.4 On removal from the mould, the tiles shall be kept in moist condition
continuously for such a period that would ensure their conformity to the
requirements of this standard. Tiles shall be stored under cover.
6. DIMENSIONS
6.1 The size of cement concrete flooring tiles shall be as follows:
Length Breadth Thickness
mm mm
ET 200 20
250 250 22
300 300 25
NOTE- The thickness shall be measured at two points situated approximately
50 mm from the ends on the fracture line of the tile that was tested for wet trans-
verse strength according to 11.5. The total thickness is the arithmetic mean of these
two measurements.
6.1.1 Half tiles rectangular in shape shall also be available. Half tiles
for use with full tiles in the floor shall have dimensions which shall be
such as ‘to make two half tiles when joined together, match with the
dimensions of the one full tile.
7. TOLERANCES
7.1 Tolerances on length or breadth of tiles shall be f 1 mm. In addition,
the difference in length of side between the longest side and the shorter
side in the sample shall not exceed 1 mm.
7.2 Tolerance on thickness shall be +5 mm. In addition the difference
in thickness between the thickest and the thinnest tile in the sample shall
not exceed 3 mm.
7.3 Thickness of Wearing Layer - The minimum thickness of wearing
layer for the various classes of cement concrete flooring tiles shall be as
i$ecified in Table 1.
6IS : 1237 - 1980
7.3.1 The thickness of the wearing layer shall be measured at several
points along the fracture line of the tile that was tested for wet transverse
strength in accordance with 11.5. The arithmetic mean of the two
measurements which yielded the lowest value shall be the minimum thick-
ness of the wearing layer.
TABLE 1 THICKNESS OF WEARlNG LAYER
( Cfause 7.3 )
SL CLASS OF TILE MINIMUM THICKNESS
No. or WEARINQ LAYER
(1) (2) (3)
mm
i) Plain cement and plain coloured tiles for 5
general purpose
ii) Terrazo tiles with chips of riie varying from the 5
smallest up to 6 mm, for general purpose
iii) Terrazo tiles with chips of size varying from the 5
smallest up to 12 mm, for general purpose
iv) Terrazo tiles with chips of size varying from the 6
smallest up to 20 mm, for general purpose
v) Plain cement and plain coloured tiles, for 6
heavy duty
8. SPECIAL SHAPE AND SIZE c
8.1 Shapes and sizes of tiles other than those specified in 6.1 may be
manufactured when agreed upon between the supplier and the purchaser,
provided that the tiles meet all the requirements of the standard,
NOTE - In rectangular tiles, the requirements for the difference in the length
of sides as specified in 7.1 shall be applicable both to the length and width of the
tiles.
9. GENERAL QUALITY
9.1 Unless otherwise specified, the tiles shall be supplied with initial
grinding and grouting of the wearing layer. The wearing layer of the
tiles shall be free from projections, depressions, cracks ( hair cracks not
included ), holes, cavities and other blemishes. The edges of the wearing
layer may be rounded.
7IS : 1237 - 1980
10. FINISH
10.1 The colour and texture of the wearing layer shall be uniform through-
out its thickness. No appreciable difference in the appearance of the
tiles, from the point of view of colour of aggregate, its type and its distri-
bution on the surface of the wearing layer shall be present.
NOTE 1 -When indenting for plain cement and plain coloured tiles, the
purchaser should specify the colour by the code number of the appropriate or
nearest matching colour given in IS : 1650-1973’. It should be noted that due to the
nature of the product, the range of colours for flooring tiles is limited and the tiles
may not be produced to match all the colours specified in IS : 1650-1973*. Pur-
chasers are recommended to consult the manufacturers while selecting the colours of
tiles which they wish to procure.
NOTE 2 -Exact matching of the shade of the colour may not be always possible
in actual manufacture. There may be some variations in colour in different _b atches
due to variations in the basic colour of raw materialsr
10.2 When indenting for terrazo tile, the purchaser shall state the size of
chips to be used in the wearing layer.
NOTE -^ Iwis recommended that the purchaser should consult the design cards
of the mar&facturers while specifying the size of chips. It is hardly possible to cover
the colour for terrazo tiles in a comprehensive chart since numerous colour composi-
tions are possible. ‘Ihe colour patterns will not only vary with the colour used but
also with the sizes of chips and their distribution, and its choice is left to the mutual
agreement between the purchaser and the supplier.
11. PHYSICAL REQUIREMENTS
11.0 The tests on tile shall not be carried out earlier than 28 days from
the c te of manufacture.
11.1 Flsitness of the Tile Surface - The tiles when tested according to
the procedure laid down in Appendix A, the amount of concavity and
convexity shall not exceed 1 mm.
11.2 Perpendicularity - When tested in accordance with the procedure
laid down in Appendix B, the longest gap between the arm of the
c square ’ and the edge of the tile shall not exceed 2 percent of the length
of the edge.
11.3 Straightness - When tested according to the procedure given in
Appendix C, the gap between the thread and the plane of the tile shall
not exceed 1 percent of the length of the edge.
11.4 Water Absorption - When tested according to the procedure laid
down in Appendix D, the average percentage of water absorption shall
not exceed 10.
--..___
*Specification for standard colours for building and decorative finishes (fiist
rcoision ) .
8IS : 1237 - 1980
11.5 Wet Transverse Strength - When tested according to the proce-
dure laid clown in Appendix E, the average wet transverse strength
shall not be less than 3 N/mm2 ( 30 kgf/cm2 ).
11.6 Resistance to Wear -When tested in the manner specified in
Api’cndix IT, the wear shill not exceed the following value:
a) For general purpose tiles
1) Average wear 3.5 mm
2) Wear on individual specimen 4mm
b) For heavy duty floor tiles
1) Average wear 2 mm
2) Wear on individual specimen 2.5 mm
12. MARKIN
12.1 Tiles shall be legibly marked on the back with the name of the
manufacturer or his trade-mark. Heavy duty tiles shall ;b e marked ‘ H ‘.
12.1.1 Each tile may also be marked with the ISI Certification Mark.
NOTIC-T he use of the IS1 Ccrtifcation Mark is governed by the provision? 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 stnndard under a well-defined system of inspection, testing and
quality control which is devised and supervised by ISI and operated by the pro-
ducer. 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 rhe ISI-Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution. :
13. PACKING
13.1 The tiles shall be packed according to the usual trade practice and
adequately protected.
14. SAMPLING AND CRITERION FOR CONFORMITY<
14.1 The consignment of cement concrete flooring tiles shall be divided
into a number of lots in accordance with 14.1.1. Each lot shall be inspect-
ed separately for ascertaining its conformity to the requirements of this
specification.
14.1.1 Lot - All the cement concrete flooring tiles in a consignmenr
which are of same type, class, shape and size and have been manufactured
by a single manufacturer from identical raw material, under identical
conditions of manufacture shall be grouped together to constitute a single
lot.
9IS : 1237 - 1980
14.2 The sample tiles for inspection and testing shall be chosen from a lot
at random. For guidance in procedure of random selection IS : 4905-
1968* may be referred.
14.3 Number of Samples and Criterion for Conformity -- For each
characteristic the number of sample tiles to be selected from a lot and
the criterion for determining the conformity of the lot on the basis of the
test results on those samples, shall be in accordance with inspection
level I in Table 1 and AQL 6.5 percent in Table 3 of IS : 2500 ( Part I )-
1973t.
14.4 If the samples drawn for testing one characteristic can be utilized
for testing any other characteristic, without introducing any prejudice in
the test results of the latter, it would not be necessary to take fresh samples
for the latter characteristics.
APPENDIX A
( Clause 11.1 )
METHOD OF DETERMINATION OF FLATNESS
OF TILE SURFACE
h-l. Six full size tiles selected in accordance with 14 shall be tested in
the manner specified in A-2 to A-4.
A-2. The flatness of the tile surface is tested by means of a metal ruler,
whose length is not less than the tile diagonal,
A-3. For testing surfaces that are concave, the ruler is placed on the
surface of the tile along one of the diagonals so that the ruler touches the
tile at not less than two points. The largest gap is measured and the test
is repeated along the second diagonal. The larger gap is the amount of
concavity.
A-4. For testing surfaces that are convex, the ruler is placed on the surface
of the tile along one of the diagonals so that the distances between the
ruler and the tile, at the ends of the diagonal, are equal. The largest
*Methods for random sampling.
tSampling irspection tables: Part I Inspection by attributes and by count of defect!
( jkJ# rruirion ) .
10IS:1237-1980
gap is measured between the roller and the tile and the test is repeated
aiong the second diny~nnl. ‘l’he larger gap is the amount of convexity.
APPENDIX B
(Chuse 11.2 )
METHOD OF THE DETERMINATION OF
PERPENDICULARITY
B-l. Six full size tiles selected in accordance with 14 shall be tested in the
manner specified in B-2.
B-2. One arm of a ’ square ‘> the arms of which are longer than the sides
of the tile, is placed alon,g one of the edges of the tile, so that the corner
of the ‘ square ’ touches the corner of the tile. The distance between the
other arm of the c square ’ and the other edge is measured at the end of
the tile. The test is repeated such that two opposite edges shall be tested.
B-3. The largest gap between the arm of the ‘ square ’ and the edge of
the- tile shall be reported.
APPENDIX C
( Chuse 11.3 )
METHOD FOR DETERMINATION OF STRAIGHTNESS
C-l. Six full size tiles selected in accordance with 14 shall be tested in the
manner specified in C-2.
C-2. Two corners of the tile surface shall be connected with a fine thread
alongside one of the tile edges and the largest gap between the thread and
the plane is recorded. The test is repeated alongside each of the other
edges. The gap between the thread and the plane of the tile shall not
exceed 1 percent of the edge length.
11IS:1237-1980
APPENDIX D
( Chse 11.4 )
METHOD FOR DETERMINATION OF WATER ABSORPTION
D-l. Six full size tiles selected in accordance with 14 shall be used for the
test. They shall be immersed in water for 24 hours, then taken out and
wiped dry.
D-2. Each tile shall be weighed immediately after saturation and wiping
as in D-l. The tile shall then be oven-dried at a temperature of
65 f 1°C for a p,eriod of 24 hours -cooled to room temperature and
reweighed.
D-3. The water absorption for each tile shall be determined as follows:
Water absorption,
percent by mass =: M1 - M2 x 100
his
where
MI = mass in g of the saturated specimen, and
MB = mass in g of the oven-dried specimen.
D-4. The average value shall be reported.
APPENDIX E
( Clause 11.5 )
METHOD FOR DETERMINATION OF WET
TRANSVERSE STRENGTH
E-l. Six full size tiles selected in accordance with 14 shall be tested wet
after soaking in water for 24 hours.
E-2. The specimen shall be placed horizontally on two parallel steel
supports, with wearing Surface upwards and its sides parallel to the
supports. At least one of the supports shall be self-adjusting.
The load shall be applied by means of a steel rod parallel 'tot he
r$upports and midway between them. The length of the supports &d of
12Id : 1237- 1980, _
the loading rod shall be longer than the tile. Their diameter shall be
12 mm. The surface of the rod and supports in contact with the tile shall
be rounded. The span between the supports shall be as follows:
Size of Tile Span
-mm mm
200 x 200 150
250 x 250 200
3co x 300 250
A plywood padding about 3 mm thick .and 20 mm wide, shall be
placed between the tile and each of the supports and between the tile and
the steel rod. The length of the padding shall be at least as long as the tile.
The load shall be applied gradually and at a uniform rate not
exceeding 2 000 N ( 200 kgf ) per minute, until the tile breaks.
E-3. The load P which caused the breaking of the tile shall be recorded.
The thickness t shall be determined as the average of two measurements
at the location of the fracture, 50 mm from each edge ( see 7.3 ). The
wet transverse strength f shall be calculated as follows:
f=$g N/mm*
where
p = breaking load in N,
I= span between supports in mm,
b = tile width in mm, and
t = tile thickness in mm.
E4. The average wet transverse strength shall be reported.
APPENDIX F
(Chse 11.6 )
METHOD FOR DETERMINATION OF RESISTANCE TO WEAR
F-t. METHOD
F-1.1 Six full size tiles selected in accordance tiith 14 shall be tested in
the manner specified in F-1.2 to F-1.5.
13__
IS : 1237 - 1980
R1.2 Preparation of Test Specimens - The test specimens shall be
Nuare in shape and of size 7.06 x 7.06 cm ( that is, 50 cm2 in area ).
They shall be sawn off one only from each tile, preferably from the
central part of the tile. The deviation in the length of the specimen shall
be within f2 percent. The surface to be tested shall be ground smooth
and filling removed.
F-l.3 Apparatus and Accessories
F-1.3.1 Abrasion Testing Machine - The abrasion of specimens shall be
carried out in a machine conforming essentially to the requirements
described in F-2.
F-1.3.2 The abrasive powder used for the test shall conform to the
requirements given in F-3.
F-1.3.3 Measuring Instrument-A suitable instrument capable of mea-
surements to an accuracy of 0.01 mm shall be used for determining the
change in the thickness of the specimen after abrasion.
NOTE 1 -The arrangement for measurement of thickness with the instrument
may be as given in Fig. 1. Shoulders A and B are at right angles and the base C is
machined at top to an accuracy of 0.01 mm. The test specimen shall be placed on
the base with Its wearing surface upwards and sides in contact with the shoulders.
The measuring instrument ( or dial gauge) shall be set up firmly so that the con-
tractor slightly presses on the surface of the specimen and the reading of the instru-
ment taken. The position of the dial gauge and the sitting of the contractor shall
be the same ,during the subsequent measurement after abrasion.
NOTE 2 - The measurement for thickness both before and after the test shall be
taken at five points ( one at the centre and four at the corners ) as shown in Fig. 2.
F-l.4 Procedure of Test - The specimens shall be dried at 110” f 5°C
for 24 hours and then weighed to the nearest 0.1 g. The specimen after
initial drying and weighing shall be placed in the thickness-measuring
apparatus ( see Note 1 below F-1.3.3 ) with its wearing surface upwards
and the reading of the measuring instrument taken.
14IS : 1237- 1980
~&ASURINC WSfRUM~Nt
(DIAL GnucE) 7
WEARING SURFACE
UPPER MOST
FIG. 1 ARRANGEMENTF OR MEAWREMENT OF THICKNESS
A11d imensions in millimetres.
FIG. 2 POINTS SHOWING MEASUREMENTO F THICKNESS
15 1IS : 1237 - 1980
F-1.4.1 The grinding path of the disc of the abrasion testing machine
( see F-2 ) shall be evenly strewn with 20 g.of the abrasive powder. The
specimen shall then be fixed in the holdin, u device with the surface to be
ground facing the disc, and loaded at the centre with 300 N ( 30 kgf).
The grinding disc shall then be put in motion at a speed of 30 rev/min and
the abrasive powder is continuously fed back on to the grinding path so
that it remains uniformly distributed in a track corresponding to the width
of the test piece. After every 22 revolutions, the disc shall be stopped,
the abraded tile powder and the remainder of the abrasive powder shall
be removed from the disc, and fresh abrasive powder in quantities of 20 g
applied each time. After every 22 revolutions the specimen shall be
turned about the vertical axis through an angle of 90’ in the clockwise
direction and it should be repeated 9 times thereby giving total number
of revolutions of 220. The disc, the abrasive powder and the specimen
shall be kept dry throughout the duration of the test. After the abrasion
is over, the specimen shall be reweighed to the nearest 0.1 g. It shall
then be placed in the thickness measuring apparatus once again in an
identical manner and the reading taken with the same position an.d setting
of the dial gauge as for the measurement before abrasion.
NOTE -If, after the specimen has been subjected to the abrasion test, it is found
that the tile has chipped off at any of the points of measurement, that measurement
should be discarded in calculating the average. However, a minimum of three
residual measurements on a specimen should he ensured.
F-1.5 Determination of Wear - The wear shall be determined from the
difference in readings obtained by the measuring instrument before and
after the abrasion of the specimen. The value shall be checked up with
the average loss in thickness of the specimen obtained by the following
formula:
t= (W,-W,) Vl
Wl XA
where
t = average loss in thickness in mm,
IV1 = initial mass of the specimen in g,
W e = final mass of the abraded specimen in g,
V, = initial volume of the specimen in mms, and
A = surface area of the specimen in mm”.
F-1.6 The average wear and the wear on individual specimens shall I,!:
@peated.
16IS : 1237 - 1980
F-2. ESSENTIAL REQUIREMENTS OF THE ABRASION TESTING
MACHINE
F-2.1 General -The testing apparatus shall be a grinding device con-
sisting essentially of a horizontally fixed smooth grinding disc of about ’
750 mm diameter rotating about a vertical axis and furnished with a
replaceable grinding path. The essential features are shown in Fig. 3.
F-2.2 Grinding Path
F-2.2.1 Cast iron shall be used as the material for grinding .path. Its
scaleroscope hardness shall lie between 3\Qa nd 50. l’his hardness shall
be ascertained at least 10 times on the rim and at several points in the
grinding path by means of a Shore’s scaleroscope with diamond hammer.
F-2.2.2 The grinding path shall ‘be a 200-&n wide annular space on
the grinding disc between distances of 120 and 32Q mm from the centre.
The grinding path shall be repaired and restored when it has worn out by
more than 0.5 mm after use or when the furrows formed in it exceed
0.2 mm in depth, When the grinding path is restored, its hardness shall
be determined afresh. When irreparable it shall be changed.
F-2.3 Rotation Disc -The disc shall be driven at 30 revolutions per
minute. The speed of rotation shall not deviate by more than one revoiu-
tion per minute. There shall be automatic mechanisms for counting,
indicating the revolutions of the disc and for stopping the disc after every
22 revolutions. Such mechanisms shall be checked for reliability prior
to the test.
F-2.4 Holding Device for Test Specimen - The holding device shall
consist of a square frame, open on one side and made of cast iron or steel;
it shall be of about 40 mm height, with its lower edge about 5 mm above
the surface of the grinding disc and so positioned that its centre is at a
distance of 220 mm from the centre of the disc. It shall necessarily, but
loosely, hold the specimen.
F-2.5 Loading Device
F-2.5.1 The loading device shall consist of a steel lever. A short arm
of the lever shall be provided with a counter weight just to balance the
weight of the long arm and of the weighing disc, so that the pressure
stamp just touches the specimen prior to the loading.
F-2.5.2 The lever shall move freely about the fulcrum without appreci-
able friction. During test, the lever shall remain nearly ,parallel to the
upper surface of the disc. The connection of the pressure stamp to the
lever shall be through a self-aligning joint permitting free relative move-
ment but at the same time ensuring a central load on the specimen being
tested.
17STEkL LEVER
SOUARE FRAME
FOR CLAMPING
THE SPECIMEN
All dimensions in millimetres.
Fm. 3 GENERALFEATURES OFABRASION TESTING MACHINEIS t 1237 - 1380 I
F&s.3 Suitable loading weight shah be applied at the end of the long
arm ef the lever so that, as magnified by the leverage, a net load of 300 N
( 31) kgf) is applied through the pressure stamp on to the specimen. The
load shall be applied with a permissible deviation of one percent. The
accuracy of the load shall be verified both by calculation and by measure-
ment with suitable instruments.
F-3. REQUIREMENT FOR ABRASlVE POWDER TO BE USED IN
THE ABRASION TEST
F-3.1 Chemical Composition
F-3.1.1 The abrasive powder shall have an aluminium oxide content
of not less than 95 percent by mass.
F-3.2 Shape and Size - The grains shall be. of rounded shape. The
size shall conform to the requirements given in Table 2.
TABLE 2 REQUIREMENTS OF SIZE
SL SIZE PEECENTAGE BY hea
No.
(1) (2) (3)
i) Retamed on 355 micron IS Sieve Nil
ii) Retained on 250 micron IS Sieve o-15
iii) Retained on 212 micron IS Sieve . 45 Min
iv) Retained on 212 and 180 micron IS Sieve 70 Min
v) Passing 150 micron IS Sieve 3 Max
F-3.3 Specific Gravity -The specific gravity of the grains shall be
between 3.9 to 4.1.
F-3.4 Hardness -The grains shall generally have a hardness of 9 in
Moh’s scale.
19BUREAU 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 323 76 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
fWestern : Manakalaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501346
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560066
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
5315 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-656C, 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 Leela 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. Palayam, THIRWANANTHAPURAM 695034 621 17
*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 Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Printograph, New Delhi (INDIA).AMENDMENT NO. 2 SEPTEMBER 1997
TO
IS 1237 : 1980 SPECIFICATION FOR CEMENT
CONCRETE FLOORING TILES
(First Revision)
(Page 7, Table 1) -At the end, insert Sl No. (vi) as follows:
vi) Terrazzo tiles with chips of size varying from the 6
smallest up to 20 mm, for heavy duty
(CEDS)
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 3 MAY 2002
TO r
IS 1237:1980 SPECIFICATION FOR CEMENT
CONCRETE FLOORING TILES
(First Reviswn )
( Pages 4 and 5, clause 4.1 ) — Substitute the following for the existing
clause:
‘4.1 Cement — Cement used in the manufacture of tiles shall be ordinary
Portland cement conforming to IS 269: 19891’or rapid hardening Portland
cement conforming to IS 8041 : 1990*or white Portland cement conforming to
IS 8042: 1989t or Portland pozzolana cement (fly ash based) conforming to
IS 1489 (Part 1) : 1991* or Portland pozzolana cement (calcined clay based)
conforming to IS 1489(Part 2 ) : 19911)or 43 grade ordinary Portland cement
conforming to IS 8112 : 19892) or 53 grade ordinary Portland cement
conforming to IS 12269: 19873)andPortlandslagcementconforming toIS459:
19924).‘
[Page 4,footnote with (~) mark] — Substitute thefollowing fortheexisting
footnote:
‘tSpecificationforordkraryPortlandcement(fourth revision).’
( Page 5jimtnotes ) — Substitute the following for the existing first 3
footnotes:
tSpecificatiorrfor33gradeordinaryPorttmrdcement(f?our?hreririorr).
*SpecificationforrapidhardeningPorttandcement(secondrewi$iem).
tWhite Portlandcement —Specification.
$SpccifimtionforPortlandpozzolanacement: Part1Plyashbased(lhirdrevi.rior)i. ~
(Pqe 5,footno/[’s )— Inseq the following footnotes attheend:
I)Spccili~lti{mI(II-PcrrtlaIIlI-pozzolanacement: Part2Calcined claybased(fhird revision).
2)SpcciticatiImfor43grad,,ordina~ Portlandcement(first revision).
3)Specificationfor53gradeordinaryPortlandcement.
4)Corrugatedandsemi-cmrugatedasbestoscementsheets—Specification(third revision).
(CED 5)
ReprographyUnit+BIS,NewDelhi,India
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8408.pdf
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IS 8408 : 1994
PLANNING AND DESIGNOFGROYNES
JNALLUVIALRIVER-GUIDELINES
(F irst Revision /
UDC 627.421~1 : 624.04
JJ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHT I 10002
April 1994 Price Group 4River Training and Control Works Sectional Committee, RVD 22
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the River Training and Control Works Sectional Committee had been approved by
the River Valley Division Council.
Groynes ( spurs ) are structures constructed transverse to the river flow and extend from the bank into
the river. These are widely used for river training and bank protection.
This standard was first published in 1976 under the title ‘Criteria for river traming works for barrages
and weirs in alluvium’. Now, since different river training works are being covered in detail in dlffe-
rent standards, in this revision only provision relating to groynes ( spurs ) are covered incorporating
the latest practices being followed in the field of plannmg and design of both permeable and
impermeable groynes. Other types of training works such as guide banks, approach and aflux embank-
ments are covered in separate standards. The provisions in respect of construction and maintenance
ot groynes are being covered in a separate Indian Standard.
For highly capital intensive protective works or groynes located on the upstream cf important struc-
tures such as bridges, barrages, water intakes, etc, it is desirable to carry out model studies.IS 8408 : 1994
Indian Standard
PLANNINGAND'DESIGNOFGROYNES
I:NALLUVIALRIVER-GUIDELINES
(F irst Revision )
1 SCOPE d) Improving the depths for navigation pur-
pose.
This standard covers the planning and design of
groynes ( spurs ) in alluvial river. 4.3 Classification of Groynes
2 REFERENCES These can be classified as follows, according to:
The following Indian Standards are necessary a) The methods and materials of construction,
adjuncts to this standard: namely permeable, impermeable and slot-
IS No. Title ted;
4410 Glossary of terms relating to h) Height of groyne with respect to water
( Part 3 ) : 1988 river valley projects: Part 3 level, namely submerged, non-submerged
River and river training (jrst and sloping ( partially submerged );
revision ) c) Action, namely deflecting, attracting and
8237 : 1985 Code of practice for protection raeselling ( see Fig. 1 ) ( see 4.1.1 also );
of slope for reservoir embank-
ment (jirst revision ) d) Special shapes, namely T-headed, hockey
type or Burma type, kinked type, etc ( see
3 TERMINOLOGY Fig. 1 ).
For the purpose of this standard, the terms
4.3.1 Impermeable or solid groynes are construc-
defined in IS 4410 ( Part 3 ) : 1988 shall apply. ted with earth or rockfill. Nose and adjacent
shank portion are protected by heavy materials
4 GENERAL DESIGN FEATURES
like stones, stones or boulders in crates or cement
4.1 Alignment concrete blocks. The groynes may be designed to
attract or deflect the flow and guide it along :r
Groynes may be aligned either normal to the desired course.
dominant flow direction or at an angle pointing
upstream or downstream. 4.3.2 In case of deep and narrow rivers or rivclq
carrying considerable suspended sediment, per -
4.1.1 A groyne pointing upstream repells the river meable groynes are preferred. These groynes offer
flow away from it and is known as repelling flexibility in construction and maintenance and
groyne. When a groyne of short length changes any alternation, if required, at a later stage is
only direction of flow without repelling, it is possible. These groynes cause partial obstruction
known as deflecting groyne. A groyne pointing to flow and promote deposition of sediment as the
downstream attracts the river flow towards it and flow is retarded. Common construction material
is known as attracting groyne. for parmeable groynes are ballies, trees, bamboos,
4.2 Functions of Groynes etc. Following types of permeable groyncs are
generally in use ( see Fig. 2 ):
4.2.1 Groynes serve one or more of the following
a) Pile groyncs,
functions:
b) Tree groynes, and
Training the river along the desired course
c) Porcupine groynes.
to reduce the concentration of ilow at the
point of attack, 4.4 Groynes can be used singly or in series. ‘I’h~y
can be used in combination with other training
Protecting the bank by keeping the flow
measures also. If the reach to be protected is
away from it,
long, single groyncs may not be enough. In that
Creating a slack flow with the object of case a number of groynes may be required. The
silting up the area in the vicinity of the spacing, orientation and length of groynes is
river bank, and usually decided by model experiments.
1IS 8408 t 1994
FLOW_ /SCOUR HOLE
1A ATTRACTING 1 B DEFLECTING
GROYNE GROY NE
/SCOUR HOLE
1 C REPELLING
GROY NE
- -
1v0 T- HEADED 1E “A BURMA
GROY NE
GROYNE
1F KINKED GROYNE
Fro. 1 TYPES OF GROYNES
5 DESIGN OF GROYNE Normally the effective length of groyne should not
exceed 1/5th of width of the flow in the case of
5.1 The design discharge for the groyne should single channel. In case of wide, shallow and
be equal to that for which any structure in close braided rivers, the protrusion of the groyne in the
proximity is designed or 50 year flood whichever deep channel should not exceed 115th of the
is higher. width of the channel on which the groyne is
proposed excluding the length over the bank. The
5.2 Length of Groyne spacing of the groyne is normally 2 to 2.5 times
its effective length. For site specific cases model
Length of groyne should be decided on the basis
studies may be conducted.
of availability of land on the bank. Length should
not be less than that required to keep the scour 5.3 Top Level of Groyne
hole formed at the nose away from the bank.
Thus assuming angle of repose of sand to be 2.5 The top level of groyne will depend on the type
I-I : 1V and anticipated maximum depth of scour namely, submerged, partially submerged or non.
below bed be ‘ds’, the length should be more submerged and will be best decided by model
than 2.5 ds. Short length may lead to bank experiments. In case of non-submerged groynes
erosion on upstream and downstream of the the top level should be above design flood level
groyne due to eddies formed at the nose. On the with adequate free board.
other hand too long a groyne may constrict the
river and may not withstand the attack on 5.4 Top Width
account of heavy discharge concentration at the
nose and too high a differential head across the The top width of groyne should be 3 to 6 m as
groyne. per requirements.
2IS 8408 : 1994
w FLOW
3 PILE
PLAN CLUMP
DIKE PROPER
QUARRY RUN STONE
STONE FILL PILE SPUf?
PERMEABLE TYPE ELEVATION
-
(a) P I L E GROYNE
STAKES 20 Cm DIA.
PATTI ES I5 Cm To 20 Cm
STRUTS 1Scm TOZOcm
ORIVEN l.T’m BELO
.Sm
13m------+
-‘I+---
‘-TREES TIED TO PEGS
(b) T R E E GROYNE
SANKLINE
(C) PORCUP -~IN __E _ _ GRO ._Y --N E
BOULDCRS IN
WIRE CRATE
ONE UNIT OF PORCUPINE LOOk’lNG
FROM BANK
I:IG. 2 TYPES OF PERMEABLE GROYNES
3IS 8408:1994
5.5 Freeboard va
T
= Zg(S,---1)
A freeboard of 1 to 1.5 m should be provided
above the design flood level. where
5.6 Side Slopes V = velocity in m/s,
T = thicknes in m, and
Slopes of the sides and nose of the groyne would
be between 2 : 1 and 3 : 1 depending upon the Ss = specific gravity of stones.
material used.
In the case of crates, the thickness of crates be
5.7 Size of Stone for Pitching ~decided on the basis of the above formula subject
to the condition that the mass of each crate
The weight of the stones required on sloping
should not be less than that determined on the
surface to withstand erosive action of flow may
basis of velocity consideration in 5.7.
be determined using the following relationship or
by using Fig. 3. 5.9 Launching Apron
0.02323 S, 569.1 Size of Stone
W= K.(Ss-l)sV6
The required size of stones, concrete blocks,
where crates, etc for launching apron can be determined
sins 6 1) ’ using procedure given in 5.7.
K= 1
c -sin” 5.9.2 The depth of scour for different portions of
groyne can be adopted as given in Table 1.
W = weight of stone in kg,
se = specific gravity of stones, Table 1 Depth of Scour
#J = angle of repose of protection material,
0 = angle of sloping bank, and
Sl No. Location Maximum Scour
V = velocity in m/s. Depth to he
Adopted
In case of crates-filled with stones, the mass speci- (1) (‘a (3)
fic gravity of the protection is required to be 9 Nose 2’0 D to 2’5 D
worked out. to account for the porosity. The
ii) Transition from nose to 1’5 D
empirical relation for the porosity ‘e’ is given shank and first 30 to
below: 60 m in upstream
0 0864 iii) Next 30 to 60 m in up- 1.0 D
stream
e = 0,245 + ( Q0 )O 51
iv) Transition from nose to 1.0 D
shank and first 15 to
where
30 m in downstream
D,, = mean diameter of stones used in crate
where
in millimeters.
D = the depth of scour below HFL estimated using
The openings in wire net used for crates should Lacey’s formula, in which
not be larger than the smallest size of stone used. D = O-473 [ Q/f]“”
The mass specific gravity of the protection can be
where
worked out using following relationship:
Q = discharge in cum/set, and
S, = ( 1 - 6 ) S, f = silt factor
For working out volume of crates, S, should be = 1’76 t/ d; where d is the mean
diameter of river bed material in
used instead of Ss Shape of crates or blocks
mm
should be as far as possible cubical. Crates may
When the discharge intensity is known, following formula
be made of G.I. wire or nylon ropes of adequate may preferably used:
strength and should be with double knots and
closely knit. D - 1’33 [ $/f]“3
where
5.8 Thickness of Pitching
q = intensity of discharge in cum/set/m.
Thickness of pitching should-be equal to two
layers of stones determined for velocity as indica- 5.9.3 thickness
ted in 5.7 in the case of free dumping stones.
Thickness of protection layer should be checked Thelhickness of the launching apron should be
for negative head created due to velocity from 25 to 50 percent more than the thickness of pitch-
following formula: ing on slopes ( see 5.8 ).
4~
r2.5
-2,0 -2
0
-1.5
-18 K-
:1.0 -1.6 2
-6 -1,4 I J
1,5 3:1- — -20°
5- C3-2 10 -1.2 I I, I
4:1-
::t of.=: 3 -2 1.25 1
!
3 -1 !
I t I I
7 -IT o1 +.’” I
-8CI0kg-05
5 f; o 0.2 0.4 0.44 0.6 0.8 1.0
600 K~
3,0 0.;”
5 .’” 0.35
.“ 0.6 0.6
..&:o
4 .“..” --200 0.30
..”
..
...” -0,4
3 ---- 100 0.4 0.25
-,
2.0 ( “sa. 0<2
1.8 =. 40 0% 1 K
‘. 02
‘.
‘Y 0.30
1.7 e.s20
1O-*.
o,~5
f
1.6
01
T
P i / 0.20
1.5 v’ WD
s
STEPS
ILLUSTRATION 1 From W dope and angle of repam find from upper dbgram, K -&4
2 Locat& aon K line
Velocity9m/s ~ tro232s & “a ‘ 3 Locate bonVliiecom-pending to 3m/s
Sank dope 2: 1 K (.%-1) Sxpressiom 4 Joimablndextendto meet P line at c
AI@ ofrepose SOdegre- T-2 g(s.“ -l) ‘} I 5 6 Jla oc inated da .t andS el xi tn ee nd to meet Wline at 8. Read the weight W’-20 kg
Spdic SrWity 265 7 Extmd dc#to meet Dline atf
Red the stone diameter u D = 0“25m
8 Join d6and extend to meet T line at g
Read the thickness of pitchingaaT-IY25 m
For safety pnrpcwn provide two layers of stones weighing 20 kg (D = 0’25 m1)
sothatthetadthickness of pitching isMO m
FIO.5 NOMOCRAPrIOiIIRNKnBANKPBOTEOTIOKNYSTONES
5As in the Original Standard, this Page is Intentionally Left BlankIS 8408 : 1994
5.9.4 Slope of Apron After Launching ( whichever is moi-e ). In next 30 to 60 m on the
upstream, the width of launching apron may be
The slope of the launched apron may be taken
reduced to 1 .O D,,, In the remaining reach
2 H : 1 V for loose boulders or stones and
nominal apron or no apron may be provided
1.5 H : 1 V for concrete blocks or stones in crates.
depending upon the flow conditions. The width of
Adequate quantity of stone for the apron has to
the launching apron on the downstream should be
be provided to ensure complete protection of the
reduced from l-5 D,,, to 1-O D,,, in 15 to 30 m
whole of the scoured face according to levels
and should continue in next 15 to 30 m. If the
determined in 5.9.2 and slopes.
return flew prevails beyond the above specified
5.9.5 Shape and Size of Launching Apron reach, the apron length may be increased to cover
the region of return flow. A typical design of
A width of launching apron equal to 1.5 DmBx, groyne is illustrated in Fig, 4.
where D,,, is the depth of maximum scour below
designed apron level should be provided at semi- 5.10 Filters
circular nose and should continue up to 60 to 90 m A graded filter generally specifying the standard
on the upstream or for such a length of upstream criteria conforming to IS 8237 : 1985 should be
shank up to which the river action prevails provided below the protection, The filter is
FLOW
STONE PITCHING
LAUNCHING APRON
1’25 TO 1.5 T THICK
PLAN
FILTER 20 TO 30 cm
STONE PITCHING
m FREE BOARD
UNCHING APRON-STONE IN
RE CRATES OR CEMENT CONCRETE l-25 TO 1.51
BLOCKS IN TWO LAYERS
ENLARGED SECTION XX
STONE PITCHING
I T01.5 m FREE BOARD
RIVER BED
MATERIAL FILL
LAUNCHING APRON-STONE IN
WIRE CRATES OR CEMENT CONCRETE
BLOCKS IN TWO LAYERS
ENLARGED SECTION YY
Fm. 4 TYPICAL DESIGN OF GROYNES
7IS 8408 : 1994
required below pitching on the slope as well as synthetic filter is given in Annex A. A 15 cm thick
below the apron also. The use of synthetic filter sand layer should be provided on the filter to
may be preferable from the point of quality con- prevent the mechanical rupture of the fabric by .
trol and convenience of laying. The criteria for armoured layer.
ANNEX A
( czause 5.10 )
CRITERIA FOR SELECTION OF FILTER FABRIC
Geotextile filters may be recommended because of mm. Thus the equivalent opening size of
ease in installation and their proven effectiveness fabric should not be smaller than 0,149 mm
as an integral part of protection works. The and should be equal to or less than 85
following criteria, depending on the gradation of percent passing size of bed material.
bed material, may be used to select the correct
filter fabric: b) For bed material containing at least 50
percent but not more than 85 percent fines
a) For granular material containing 50 percent by weight, the equivalent opening size of
or less fines by weight, the following ratio filter should not be smaller than 0.149 mm
should be satisfied: and should not be larger than 0,211 mm.
85 percent passing size of bed material (mm)
C) For bed material containing 85 percent or
Equivalent opening size of fabric (mm) more of particles finer than 0,074 mm, it
> 1.0 is suggested that use of non-woven geofabric
In order to reduce the chances of clogging, filter having opening size compatible to
no fabric should be specified with an the equivalent values given in (a) above
equivalent opening size smaller than 0,149 may be used.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Acf, 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 1s 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.
This Indian Standard has been developed from Dot : No. RVD 22 ( 96 )*
Ameodmeots 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 : 331 01 31, 331 13 7.5 ( Common to all offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 { 331 1375
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 I 37 86 26, 37 86 62
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53 23 84
I
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BOMBAY 400093 I 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
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JAIPLJR. KANPUR, LUCKNOW. PATNA. THIRUVANANTHAPURAM.
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2644.pdf
|
Indian Standard
HIGHSTRENGTHSTEELCASTINGSFOR
GENERALENGINEERINGANDSTRUCTURAL
PURPOSES-SPECIFICATION
( Fourth Revision
Second Reprint MARCH 1997
UDC 669*14*018*295-14
0 BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 1994
Price Group 3Steel Castings Sectional Committee, MTD 17
FOREWORD
This Indian Standard ( Fourth Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Steel Castings Sectional Committee had been approved by the Metallurgical
Engineering Division Council.
This standard was first published in 1964 and was revised in 1969, 1979 and 1986. While reviewing the
standard in the light of the experience gained during these.years the committee has decided that the
standard may be further revised. In this revision various clauses have been aligned with the recent
standards on steel castings.
High strength steel castings have, in addition to high strength, good toughness and often good weldabi-
lity. These castings find extensive use in transportation equipment, agricultural machinery parts and
general engineering, as structural parts.
In the preparation of this standard, assistance has been derived from ISO/DIS 9477 ‘High strength
cast steels for general engineering and structural purposes’, issued by International Organization for
Standardization ( IS0 ).
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 ‘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.Is2644:1994
Indian Standard
HIGH STRENGTH STEEL CASTINGS FOR
GENERAL ENGINEERING AND STRUCTURAL
PURPOSES - SPECIFICATION
( Fourth Revision
)
1 SCOPE 7 PARTICULARS TO BE SPECYFIED WHILE
ORDERING
This standard covers the requirements for high
For the benefit of the purchaser, particulars to
strength steel castings for general engineering
be specified while ordering for steel castings to
and structural purposes.
this specification are given in Annex B.
2 REFERENCES
8 CHEMICAL COMPOSITION
The Indian Standards listed in Annex A are
necessary adjuncts to this standard. 8.1 The ladle analysis of steel when carried out
either by the method specified in IS 228 and its
3 TERMINOLOGY. relevant parts or any other established instru-
mental/chemical methods shall be as given in
3.0 For the purpose of this standard, the
Table I. In case of dispute, the procedure given
following definitions shall apply.
in IS 228 shall be the referee method. However,
where the method is not given in IS 228, the
3.1 Cast ( Melt )
referee method shall be as agreed to between
The product of any of the following: the purchaser and the manufacturer.
a ) One furnace heat, Table 1 Chemical Composition of High
Strength Steel Castings
b) One crucible heat, or
c) A number of furnace or crucible heats of
Constituent Reqairem;O: Percent
similar composition mixed in a ladle or
tapped in separate ladles and poured
Silicon 0’60
simultaneously for making a casting.
Sulphur 0‘035
3.2 Batch Phosphorus 0’035
A group of castings of one grade of material,
c:<st from the same melt and heat-treated to-
8.2 The manufacturer shall carry out analysis
gether under identical conditions.
from a sample of each melt of steel and, if so
specified by the purchaser at the time of enquiry
4 GRADES and order, shall supply a test certificate of
chemical analysis of the sample of steel for
This standard covers a total of five grades of each melt.
high strength steel castings.
8.3 Product Analysis
5 SUPPLY OF MATERIAL
If specified at the time of enquiry and order,
Gener;!I requirements relating to supply of steel the product analysis may be carried out from a
c::stings bhall be as laid down in IS 8800 : 1986. test piece or from a casting representing each
melt. Drillings for analysis shall be taken from
not less than 6 mm beneath the cast surface,
6 MANUFACTURE
and in such a manner as not to impair the use-
The steel for the castings shall be made by fulness of any casting selected. The permissible
eicctric ate or electric induction or such other variation in product analysis from the limits
l)rocesbcs as m:iy be agreed to between the specified in Table I shall be as given in IS 6601 :
purch;!yer and the manufacturer. 1987.
1Is2644:1994
8.4 Residoal Elements 11 FETTLING AND DRESSING
Analysis and reporting of the analysis in the All castings shall be properly fettled and
test certificate for the residual elements shall cl;t;.sedd, and all surfaces shall be thoroughly
be done only when so specified by the purchaser
in the enquiry and order. However, the manu-
12 HEAT TREATMENT
facturer shall ensure that the residual elements
are within the limits, when such limits are 12.1 The castings shall be heat-treated in a
specified by the purchaser in the enquiry and properly constructed furnace, having ade-
order. quate means of temperature control, which shall
permit the whole of the castings being uni-
9 WORKMANSHIP AND FINISH formly heated to the necessary temperature.
All castings shall be suitably heat treated so as
9.1 The castings shall be accurately moulded in to attain the specified mechanical properties.
accordance with the pattern or the working
drawings supplied by the purchaser with the 12.2 The test pieces shall be heat treated along
addition of such letters, figures and marks as with the casting they represent.
may be specified.
13 MECHANICAL TESTS
9.2 The purchaser shall specify the tolerances 13.1 The mechanical properties specified are
on all important dimensions. On other dimen- those which are to be obtained from test bars
sions, tolerances specified in IS 4897 : 1994 shall cast either separately from or attached to the
apply. castings to which they refer and heat treated
as given in 12. The test values so exhibited;
10 FREEDOM FROM DEFECTS therefore, represent the quality of steel from
which the castings have been poured, they do
10.1 All castings shall be free from defects that not necessarily represent the properties of the
will adversely affect machining or utility of castings themselves.
castings.
13.2 The tensile test shall be carried out in
10.2 When necessary to remove risers or gates accordance with IS 1608 : 1972. The relevant
by flame or arc or a combination thereof, or by mechanical properties shall be as given
any other process involving intense heat, care in Tabl: 2.
shall be taken to make the cut at a sufficient
13.3 7 he Brine11 Hardness when tested in accor-
dtstance from the body of the casting so as to
dance with IS’1500 : 1983 shall be as specified
prevent any defect being introduced into the
in Table 2.
casting due to local heating. Any such operation
is to be done before final heat treatment. 13.3.1 The hardness test shall be carried out on
the ends of tensile test specimens or when so
10.3 In the event of any casting proving defec- stated in the enquiry and order, ‘on castings
tive from foundry causes in the course of pre- preferably on a rectangular pad 20 mm x 40 mm
paration, machining or erection, such casting so located on the casting as to permit proper
may be rejected notwithstanding any previous mounting on the Brine11 tester. The location
certification of satisfac:ory testing and/or where hardness reading is taken shall be
inspection. properly prepared to eliminate the effect of
Table 2 Mechanical Properties of High Strength Steel Castings for
General Engineering aad Structural Purpose
( Clauses 13.2 and 13.3 )
Property Requirement
.A______.-.____._>
C----------
Grade+ Gr I Gr2 Gr 3 Gr 4 Gr 5
Designation+ CS 640 CS 700 cs 840 cs 1030 cs 1230
Tensile strength, MPa, Min 640 700 840 1 030 I 230
Yield stress, ( 0’5 percent proof stress ), 390 580 700 850 I 001;
MPa, Min
Elongation, percent, kfin 15 14 12 8 5
Reduction in area. percent, Min 35 30 28 20 12
Charpy, V-notch impact’) value, J, Min 25 25 20 15 -.
Brine11 Hardness, HB, Min 190 207 248 305 355
“NOTE - Impact test is optional.
2IS 2644 : 1994
surface variables. The frequency of Brine11 b) IS 10724 : 1988 for magnetic particle
Hardness inspection on castings shall be as per inspection;
agreement between the purchaser and the manu-
c) IS 11732 : 1986 for dye penetrant inspec-
facturer and shall be indicated in enquiry and
tion; and
order.
d) IS 12938 : 1990 for radiographic inspec-
NOTE - Due to variation of section thickness in
actual castings, the hardness as measured on the tion.
casting may deviate from the specified values for the
test bar by up to + 20 percent. 15 REPAIR OF CASTINGS
13.4 If specified in the enquiry and order, the 15.1 Unless otherwise specified by the pur-
impact test shall be carried out in accordance chaser in the enquiry and order, castings may
with IS 1757 : 1988and the values obtained shall be rectified by welding. All repairs by welding
conform to the requirements given in Table 2. shall be carried out in accordance, with the
procedure laid down in IS 5530 : 1987. If
14 NON-DESTRUCTIVE TESTS castings have been subjected to non-destructive
or bydraluic testing by agreement between the
14.1 Non-destructive testing shall be applied if
purchaser and the manufacturer, the castings
so specified in the euquiry and the order. Under
shall be re-examined in the area of repair
this heading are grouped the tests, which aim
following any rectifying operation performed on
at revealing defects which cannot be revealed
the castings.
by a simple visual examination, such as penet-
rant, magnetic particle, ultrasonic, X-radio- 15.2 To form the basis of an agreement between
graphic, or gamma-radiographic inspection; the purchaser and the supplier in this respect,
also included under this heading are tests on the following classification shall apply concern-
the surface condition by visual or visual-tactile ing the extent of repair:
examination. The purchaser shall specify in the
enquiry and order: a) Weld repair involving a depth not exceed-
ing 20 percent of wall thickness or 25 mm,
a) The type of non-destructive testing which whichever is lower, shall be termed as a
he intends to carry out or to have
minor repair;
cal ried out ;
b) Any weld repair exceeding the above
b) The area or areas of the casting to which shall be termed as a major repair. Fur-
these tests apply, and the types of dis- ther any single repair having an area
continuity, )vhere relevant; excleding 250 mm square for every milli-
c) Whether all, or what proportion, of the metre of wall thickness shall also be
castings are to be tested; deemed to be a major repair, regardless
c$& considerations mentioned in (a)
d) The severity level defining the acceptabi- .
lity or non-acceptability of defects which
may be revealed; and 15.3 Carbon Equivalent
e) Whether the manufacturer is or is not Unless otherwise specified in the enquiry and
contractually responsible for carrymg out order, or otherwise agreed to, the Carbon
the tests. Equivalent ( C.E. ) for the purpose of guidance
in determination of the pre- and post-weld
14.2 Unless otherwise agreed upon, when non- treatment applicable to carbon and low alloy
destructive testing is to be done, the castings steels shall be computed as follows:
shall be examined as follows:
a) Ultrasonic examination as per IS 7666 : CE. . =C+_t!!!._+ Cr+Mo+V -+
6 5
1988,
Ni + Cu
~-
b) Magnetic particle examination as per
15
IS 3703 : 1980,
15.4 The welding procedure to be followed for
c) Liquid penetrant examination as per any welding that may be required on the surface
IS 3658 : 1981, and hardened area, if any, shall be as agreed to.
d) Radiographic examination as per
16 METHOD OF SAMPLING
IS 2595 : 1978.
The method of sampling the steel castings for
14.3 Unless otherwise agreed upon the follow-
the purpose of chemical analysis and mecbani-
ing shall be the acceptance standards:
cal tests including re-test shall be in accordance
a) IS 9585 : 1986 for ultrasonic inspection; with IS 6907 : 1992.
3IS 2644 : 1994
17 MARKING 17.2 By agreement between the purchaser and
the manufacturer, castings complying with the
17.1 Each casting shall be legibly and indelibly
requirements of this standard may, after i.n s-
marked with the following:
pection, be legibly marked with an acceptance
a) The number or identification mark by mark.
which it is possible to trace the melt and
the heat-treatment batch from which it 17.2.1 The castings may also be marked with
was made; the Standard Mark. The use of Standard
b) The manufacturer’s initials or trade-mark; Mark is governed by the provisions
and of Bureau of Indian Standards Act, 1986 and
c) Other identification marks in accordance the Rules and Regulations made thereunder.
with any agreement between the purchaser The details of conditions under which the
and the manufacturer. licence for the use of Standard Mark may be
NOTE - 1~ is recommended that il minimum of granted to manufacturers or producers may be
markings be used. obtained from the Bureau of Indian Standards.
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
228 Methods for chemical an- 6601 : 1987 Permissible deviations in
alysis of steels ( second chemical Composition for
revision ) products analysis of steel
castings (first revision )
1500 : 1983 Methods for Brine11 Hardness
test for metallic materials
6907 : 1992 Methods of sampling of steel
( second revision )
castings (first revision )
1608 : 1972 Methods for tensile testing
of steel products ( jirst 7666 : 1988 Recommended procedure for
revision ) ultrasonic examination of
ferritic castings of carbon
1757 : 1988 Methods for charpy impact and low alloy steel ( first
test ( V-notch ) for metallic
revision )
material ( second revision )
8800 : 1986 Technical delivery conditions
2595 : 1978 Code of practice for radio- for steel castings ( second
graphic testing ( first revision )
revision )
9565 : 1986 Acceptance standards for
3658 : 1981 Code of practice for liquid ultrasonic inspection of steel
penetrant flaw detection
castings (first revision )
(first revision )
3703 : 1980 Code 10724 : 1988 Acceptance standards fdr
magneti$arti%?~~~ det? - magnetic particle inLprction
tion (first revision ) of steel castings ( first
revision )
4897 : 1994 Deviations for untoleranced
dimensions and mass of steel 11732 : 1986 Acceptance standards fol
castings ( third revision ) dye penetrant inspection of
steel castings
5530 : 1987 Code of procedure for repaii
and rectification of steel 12938 : 1993 Acceptance standards for
castings by metal arc welding radiographic inspection of
process (first revision ) steel castingsIS 2644 : 1994
ANNEX B
( Clause 7 )
INFORMATION TO BE SUPPLIED BY THE PURCHASER
B-l BASIS FOR ORDER c) Optior~al/Adctitional tests r-equired, if
any;
While placing an order for the purchase of steel
castings covered by this standard, the purchasci d) Whethsr tht: castings are to be inspected
and tested in the presence of the
should specify the following:
purchaser’s representative;
a) Material specification; C) Condition of delivery;
b) Drawing or reference number of the f) Any special requirement; and
pattern ( if supplied by the purchaser ),
along with a copy of the drawing: g) Test report, if required.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of /dim 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 sixes, 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. MTD 17 ( 3938
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah &far 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
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
60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113
{ 223355 0125 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) { 883322 9728 95,832 7788 9528
MUMBAI 400093 91,832
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
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PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BIS, New Delhi
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4880_2.pdf
|
IS I 4880 ( Part II ) - 1976
Indian Standard
CODE OF PRACTICE FOR
DESIGN OF TUNNEJ.3 CONVEYING WATER
PART II GEOMETRIC DESIGN
( First .Revision )
Third Reprint SEPTEMBER 1991
UDC 624.191.1=624.196:627.842
@ Cofiyright 1976
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHAljUR SHAH ZAFAR MARQ
NEW DELHI 110002
Gr 3 September 1976IS I 4880 ( Part II ) - 1976
,
Indian Standard
CODE OF PRACTICE FOR
DESIGN OF TUNNELS CONVEYING WATER
PAHT II GEOMETRIC DESIGN
First Revision I
(
Water Conductor Systems Sectional Committee, BDC 58
Chairman
SHRI P. M. MANE
Ramalayam, Pcddar Road,
Bornb ay 400026
Members Representing
SRRI 8. P. BHAT Public Works and Electricity Department, Govern_
ment of Karnataka, Bangalore
SHRI K. R. NARAYANA RAO ( Alternate )
CHIEB ENQINEER( CIVIL ) Kerala State Electricity Board, Trivandrum
SHRI K. RAMABEADRANN AIR ( Alternate )
CIIIEF ENGINEER( CIVIL ) Andhra Pradesh State Electricity Board, Hyderabad
SUPERINTENDINGE NGINEER
( DESIQN AND PLANNING) ( A!tcmata )
CHIEF ENQINEER ( IRRITATION) Public Works Department, Government of Tam3
Nadu, Madras
SIJPERINTENDIN~E NQINEER
( DESIONS) ( Aftem& 3 1
CHIEF ENGINEER( PROJEOTA RD Tamil Nadu Electricity Board, Madras
CONSTRUCTION)
SUPRUINTEND~N~E NGINEER
( TECRNICAL/CIVIL) ( Alternate )
SHRI 0. P. DATTA Beas Designs Organization, Nangal Township
DIRECTOR( HCD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( PA-I ) ( Altern& )
DIRECTOR,I PRI Irrigation Department, Government of Punjab,
Chandigarh
SHRI H. L. SH~RMA ( Alternate )
SHRI R. G. GANDHI Hindustan Construction Co Ltd, Bombay
SHRI R. K. JOSHI ( Alternate )
( Continued ori page 2 )
@ c&right 1976
BUREAU OF INDIAN STANDARDS
This ublication is protected under the Indian Gfyright Act ( XIV of 1957 ) and
OBu ction in whole or in part by any means except with written rmission of the
~u$isher shall be deemed to be an infringement. of copyright un 8”er the said Act.SSr4880(PartII)-1976
( Confinucd from page 1 )
Mem hers Refwestnting
DR S. P. GARO Irrigation Department, Government of Uttar Pradesh.
-Lucknow
SHBI M. S. TAIN GeologicalSurGes ot India. Calcutta
SHRI N.-K. MANDWAL ( Alternate ) -
JOINT DIRECTOR STANDARDS ( SM ) Ministry of Railways, New Delhi
DEPUTY DIRECTOR
STANDARDS ( B & S )-I ( Alternate )
SHRI B. S. KAPR~ Irrigation Department, Government of Maharashtra,
Bombay
SHRI S. M. BE~ALF.RAO( Alternate )
SHRI D. N. KOCRRAR National ProjectsConstruction Corporation Ltd, New
Delhi
SHRI G. PARTHASARTHY ( Alternate )
SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay
SHRI C. K. CROKS~~I( Afternate )
SHRI S. N. PHIJKAN Assam State Electricity Board, Shillong
SHRI S. C. SEN ( &tsY?latF)
SHRI A. R. RAICEUR R. T. Shah & Co Ltd. Bombav
SHRI S. R. 3. SASTRY My&e Power Corporation Lid, Bangalore
SHRI G. N. TANDON Irrigation Department, Government of Uttar
Pradesh, Lucknow
SARI B. T. U<WALLA Concrete Association of India, Bombay
SHRIE.T. ANTIA { Alternate)
SHRI D. AJITHA SIMIIA, Director General, ISI ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI K. K. SRARMA
Assistant Director ( Civ Engg ), IS1
Panel for Design of Tunnels, BDC 58 : PI
-convener
SHRI C. K. CHOKSHI Pate! Engineering Co Ltd, Bombay
Members
Dn BHAWANI SINQA University of Roorkee, Roorkee
CHIEF ENQINEER ( InnIaarIorv ) Public Works Department, Government of Tamil
Nadu, Madras
DIRECTOR ( HCD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( PH-1’) ( Alternate )
Snm, Oar PXA~ASH GUPTA Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI M.S. .TMN Geological Survey of India, Calcutta
SARI ‘Ry P. SIN~H ( Aflernulc ) -
SHRI B. S. KAPR~ Irrigation Department, Government of Maharashtra,
Bombay
SERI 0. R. MEHTA Beas Designs Organization, Nangal Township
SHRI A. R. RAICHUR R. J. Shah & Co Ltd, Bombay
2IS I 4880( Part II) - 1976
Indian Standard
CODE OF PRACTICE FOR
DESIGN OF TUNNELS CONVEYING WATER
PART II GEOMETRIC DESIGN
( First Revision )
0. FOREWORD
0.1 This Indian Standard (Part II) (FirstRevision) was adopted by the
Indian Standards Institution on 24 July 1976, after the draft finalized
by the Water Conductor Systems Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 This Indian Standard was first published in 1968. Its revision was taken
up with a-view to keeping abreast with ~thet echnological developments that
have taken place in the field of tunnel design and construction. This revi-
sion incorporates modified Fig. 1 which more clearly illustrates A-line
and B-line. A new geometric shape, egglipse, has also been added to the
list of sections recommended for adoption for tunnels. The details for
drawing the egglipse curve have been included as Appendix A.
0.3 Tunnels are generally used for conducting water through high ground
or mountains, in rugged terrain where the cost of a surface line is exces-
sive and elsewhere as convenience and economy dictate.
0.4 This standard has been published in parts. Other parts of the
standard are as follows:
( Part I )-1975 General -design
( Part III )-1976 Hydraulic design (@t reuision)
(Part IV)-1971 Structural design of concrete lining in rock
(Part V)-1972 Structural ‘design of concrete lining in soft strata
and soils
( Part VI )-1971 Tunnel supports
(Part VII)-1975 Structural design of steel lining
0.4.1 This part (-Part II) lays down only general guidance in regard to
the shape of various sections generally used for tunnels. However, fc:
particular project the judgement of the designer is required for making a
final choice of a section considering the prevailing site conditions; since
no general -recommendations can be made to fit in each and every
indiyidual case.
3m
is: (Part IX) - 1976
0.5 This code of practice represents a standard of good practlee md
therefore, takes the form of recommendations.
1. SCOPE
1.1 This standard (Part II ) lays down general requirements and criteria
for geometric design of tunnels conveying water under pressure or
under free-flow conditions. This standard does not, however, cover
the geometric design of other tunnel structures.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Minfmom Excavaltion Line (~A-Lime)--It is the line within
which no unexcavated material of any kind and no supports other than
permanent structural steel supports shall be permitted to remain ( see
Fig. 1 ).
SUPPORfS
SECTION XX
IA HORSE SHOE SECTION WITH 18 CIRCULAR SECTtON WITH AN0
AND WlltiOuT SUPPORT WITHOUT SUPPORT
Fxc. 1 TYPICAL SECTION OF CONCRETE-LINED TUNNELS
SHOWING A- AND B-LINES
4IS t 4880 ( Part II ) - 1976
2s Pay Line ( B-Line ) - It is an assumed line (beyond A-line ) tp
WbiFcpha yment of excavation is made whether the actual excavation falls
inalde or outside it ( see Fig. 1 ). Sometimes B-line may merge with A-line.
lt is a common practice to adopt B-line for payment for concrete lining.
3. SHAPES
3.1 The following shapes are-generally used for tunnel cross sections:
. 4 Circular section (see Fig. 2 ),
b) D Section (UC Fig. 3),
4 Horse-shoe section ( see Fig. 4 ),
4 Modified horse-shoe section ( see Fig. 5),
e>
Egg shaped section (see Fig. So), and
f>
Egglipse section ( see Fig. 7).
NOTE - For tunnels excavated to horse-shoe section and concreted to circular section,
see Fig. 1.
FIG. 2 CSRCULAR SECTION
4. GEOMETRIC DESIGN ’
4.1 Cross section of a tunnel depends on the following factors:
a) Geological,
b) Hydraulic,
c) Structural, and
d) Functional.
NOTE ---It is not uncommon that the sections get modified during the course of
constructlon.
5IS : 4669( Part II ) - 1976
Fro. 3 D ~SECTION
0~0293d
TER = 392670
FIG. 4 HORSE-SHOES ECTI.ON
-4.1.1 Circular Section -Th e circular section is most suitable from structural
considerations. However, it is difficult for excavation, particularly where
cross-sectional area is small. .For tunnels which are likely to have to resist
heavy inward or outward radial pressures, it is desirable to adopt a
circular section. In case where the tunnel is subjected to high internal
pressure, but does not have good quality of rock and/or adequate rock
cover around it, circular section is considered to be the most suitable.
6IS t 38SO ( Part l-l)- 1976
i
b-8 -i
r = 0,987 580 R
where
R = Radius of Hydraulically Equivalent Circle
Area of Section = 3.253 572 ra
-Perimeter of Section c 6.426 334 r
Hydraulic Radius = O-506 287 r
A - O-780 776 r
B B 1’561 553 r
e s 31° 22’ 01”
FIG. 5 MODIFIED%H ORSE&&E SECTION
FIG. 6 EGG SHAPED SECTION
7IS I 4880 (Part II) - 1976
-D------+
FICL 7 TYPICAL EGGLIPSE SECTION
4.1.2 D Section - D section would be found suitable in tunnels located
in massive igneous, hard, compacted, metamorphic and good quality
sedimentary rocks -where the external pressures due to water or unsound
strata upon the lining is slight and also where the lining is not required
to be designed against internal pressure. The principal advantages of this
section over horse-shoe section (see 4.1.3) are the added width of the
invert which gives more working floor space in the heading during
driving and the flatter invert which helps to eliminate the tendency of
wet concrete to slump and draw away from the tunnel sides after it has
been screeded.
4.1.3 Horse-shoe and Modified Horse-Shoe Sections - These sections are
a compromise between circular and D sections. These sections are
strong in their resistance to external pressures. Quality of rock and
adequate rock cover in terms of the internal pressure to which the
tunnel is subjected govern the use of these sections. Modified horse-shoe
section offers the advantage of flat base for constructional ease and
change over to circular section with minimum additional expenditure in
reaches of inadequate rock cover and poor rock formations.
4.1.4 Egg Shaped and Egglipsc Sections- Where the rock is stratified,
soft and very closely laminated ( as laminated sand stones, slates,*
micaceous schists, etc ) and ~where the external pressures and tensile forces
8IS : 4880 ( Part II ) - 1976
in the crown are likely to be high so as to cause serious rock falls, egg
shaped and egglipse sections should be considered. Inthe case of these
sections there is not much velocity reduction with reduction in discharge.
Therefore, these sections afford advantage in cases of $ewage tunnels
and tunnels carrying sediments. Egglipse has advantage over egg shaped
section as it has a smoother curvature and is hydraulically more efficient.
Details for drawing,egglipse curve are given in Appendix A.
4.1.5 Other Sections - In addition to the sections mentioned in 4.1.3
to 4.1.4 there may be other composite geometrical sections which may be
adopted particularly for tunnels which are free flowing and often only
partly lined. If characteristics of a rock formation are fairly well known
it may be possible to evolve a section which is likely to fit the shape in
which the rock will break naturally. Thus, while a horse-shoe or D
section is fairly easy to obtain in some formations there are others where
the tunnel crown tends to break into a form more nearly square, and if
there is no risk of heavy external pressure upon the lining or if the tunnel
is to be unlined there is no reason why the designed cross section should
not be made to suit the-characteristics of the rock.
4.1.6 The typical geometry of both A- and B-lines for some sections
are shown in Fig. 1 and the distance between A- and B-lines depends on
the nature and geology of rock and method of tunnelling.
APPENDIX A
( Clauses 0.2 and 4.1.4 )
DETAILS FOR DRAWING. EGGLIPSE CURVE
A-l. GOVERNING RULE
A-l.1 F,, Fa and Fa are the focal points ( see Fig. 8 ) of the egglipse.
The radii A P, Fa P and Fa P are designated as rr, 12 and 18 respectively.
The governing rule for any point P on the egglipse is
z1,+ 0 + rs = K .* . . . . . . . . . . . . . ( 1)
where
X is a constant.
9IS t 4880 ( Part XI) - 1976
EGGLIPSE,
:‘F
,.
Fro. 8 DETAIL OF EGGLIPSEC URVE
-,
A-2. BASK: EQVATlONS
A-2.1 The basic equations for the egglipse are
x=-4cose . . . . . . . . . . . . . . . ( 2 )
’ - ( a2 Sin’ B rtL Co9 0 )1/s
y = 0 Sin 6 - Sin e . . . . . . . . . . . . . . . ( 3 )
where
a is the major axis, and
b is the minor axis.
NATE - In equations ( 2 ) a& ( 3 ), use (I for a, for right side curve and use a for a,
for left side curve, q and u, are the right major axis and-left major axisr espectively.
10BUREAU OF INDIAN STA-NDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah tafar 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 : 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 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
#Pushpak’, Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Are-a 1 st Stage, Bangalore Tumkur Road (38 49 55
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‘36” 64; ;6”
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar,
BHOPAL 462003
Plot No. 82/83. Lewis Road. BHUBANESHWAR 751002 5 36 27
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GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HY DERABAD 500001
63471
R14 Yudhister Marg. C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
I 21 82 92
Patliputra tndustrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 21 17
lmpection 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 68 00
Street. Calcutta 700072
tSeles 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, ‘ldia
|
1200_1.pdf
|
IS 1200 ( Part 1 ) : 1892
Indian Standard
METHODS OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART 1 EARTHWORK
( Fourth Revision )
First Reprint MAY 1994
UDC 69.003.12:69.021.13:624.13
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1992 Price Gmp 2Methods of Measurement of Works of Civil Engineering (Excluding River Valley Projects )
Sectional Committee, CED 44
FOREWORD
This Indian Standard ( Part 1 ) ( Fourth Revision ) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Methods of Measurement of Works of Civil Engineering ( Fxcluding
~~;;c~,alley Projects ) Sectional Committee had been approved by the Civil Engineering Division
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 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.
Among 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 subsequently revised in 1964. In its second revision. the standard was issued in
different parts corresponding to different trades in building and civil engineering works. The third
revision of the standard was published in 1974.
This fourth revision has been brought out to incorporate the changes found necessary in light of
usage of this standard and the suggestions made by various bodies implementing it.
For the purpose of deciding whether 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 ‘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 1200 ( Part 1 ) : 1992
Indian Standard
METHODS OF MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS-
PART 1 EARTHWORK
C Fourth Revision )
1 SCOPE 2.6 The following works shall not be measured
separately and allowance for the. same,shall be
This standard (Part 1 ) covers the method of deemed to have been made in the description of
measurement of earthwork in building and civil main item:
engineering works.
4 Setting out works, profiles, etc;
2 GENERAL RULES b) Site clearance, such as cleaning grass and
vegetation;
2.1 Clubbing of Items c) Unauthorized battering or benching or
excavation;
Items may be clubbed together provided that the
4 Forming (or leaving) ‘dead men’ and
break-up of the clubbed items is agreed to be on
‘tell tales’ in borrow pits and their removal
the basis of the detailed description of the items
after measurements;
stated in this standard.
4 Forming ( or leaving ) steps in sides of deep
2.2 Booking of Dimensions excavation and their removal after
measurements;
In booking dimensions. the order shall be con- f ) Excavation for insertion of planking and
sistent and generally in the scquence.of length, strutting;
breadth or width and height or depth or
g) Unless otherwise specified, removing slips
thickness.
or falls in excavations; and
2.3 Measurements h) Bailing out or pumping of water in
excavation from rains.
Unless otherwise stated hereinafter all work shall
2.7 Special pumping other than what is required
be measured net in decimal system, as fixed in
for conditions given in 2.4 (a) and included
position as given below:
in 2.6 ( h ) and tube well/well point dewatering
a) Each dimension shall be measured’ to the where resorted to, shall each be measured
nearest 0’01 m; separately for all stages of pumping, including
intermediate stages unless otherwise stated, in
b) Areas shall be worked out to the nearest’
K.W. Hrs, or HP Hrs, against separate specific
0’01 m”; and
provision(s) made for the purpose.
c) Cubical contents shall be worked out to
the nearest 0’01 m3. 3 CLASSiFICATION
The materials to be excavated shall be classified
2.4 Work to be Measured Separately
as follows unless otherwise specified.
.
Work executed in the following conditions shall a) ‘SoftlL.oose Soil - Generally any soil which
be measured separately: yields to the ordinary application of pick
and shovel, or to PHA WRA. rake or other
a) Work in or under water,
ordinary digging implement; such as vege-
b) Work in or under foul situations, table or organic soil, turf, gravel, sand,
silt, loam, clay peat, etc.
c) Work under tidal conditions, and
b) Hard/Dense Soil - Generally any soil
d) Work in snow. which requires the close application of
picks, or jumpers or scarifiers to loosen;
2.4.1 The levels of high and low water tides such as stiff clay, gravel, cobblestone,
where occurring, shall be stated. water bound macadem and soling of roads.
NOTE - Cobblestone is the rock fragment usually
2.5 Bills of Quantities rounded or semi-rounded having maximum
diameter in any one direction between 80 mm and
The bills of quantities shall fully describe the 300 pm.
materials and workmanship, and accurately 4 Mud - A mixture of soil and water in
represent the work to be executed. fluid or weak solid state.
1
w . . . .IS 1200 ( Part 1 ) : 1992
4 Soft/Disintegrated Rock ( Not Requiring 4 Where hard/dense soil, soft/disintegrated
Blasting ) - Rock or boulders which may rock and hard rock are mixed, the measure-
be. quarried or split with crowbars. This ment for the total quantity shall be made by
will also include laterite and hard methods (a ) and/or ( b) given above. If
conglomerate. possible after the removal of the hard/
4 Hard Rock ( Requiring Blasting ) - Any dense soil the levels of the exposed
rock or boulder for the excavation of rocks urface should be taken and the
which blasting is required. quantity of the hard/dense soil removed,
worked out from the difference between
NOTE -Boulder is a rock fragment usually
rounded by weathering disintegration and exfolia- the original levels and new levelsS’. If this
tionor abrasion by water or ice, having maximum. is not possible the excavation should be
diameter in anv direction of more than 300 mm. completed leaving[,tell-tales and from the
round lying lo&e on the surface or embedded in
cross-section of these tell-tales, the area of
river bed. soil, talus, slope wash and terrace
material of dissimilar origin. the hard/dense soil excavated should be
worked out and ihen the volume of the
f) Hard Rock ( Blasting Prohibited) - Hard
hard/dense soil excavated arrived at.
rock requiring blasting as described
Quantity of hard dense soil should then be
under (e) but where blasting is prohibited
deducted from the total quantity of hard
for any reason and excavation has to be
rock and soft/disintegrated rock. The
carried out by chiselling, wedging or any
quantities of hard rock and soft/disintegrated
other agreed method.
rock should then be separated as in ( c)
NOTE - A broad classification of soil and rock
above by stacking the hard rock separately.
for earthwork suitable for conditions generally
occurring in practice has been provided where d Where soft/loose soil, hard/dense soil, soft/
necessary., further sub-classification may be done disintegrated rock and hard rock are mixed,
lo suit Individual cases depending on the
the measurements of the entire quantity
properties of the substrate.
shall be made by methods ( a ) and/or ( b )
4 METHOD OF‘MEASUREMENT OR given above. The separate quantities of
VARIOUS TYPES OF EXCAVATION soft/loose soil and hard/dense soil shall be
worked out from the cross-section based on
4.1 The measurement of earthwork shall be done dead men or tell-tales as mentioned in ( d )
in cubic metres, unless otherwise mentioned. The in case of hard/dense soil. The total
measurements to be taken shall be those of the quantity of soft/loose and hard/dense soil
shall then be deducted from the total ex-
authorized dimensions from which soil has been
taken out and shall be measured without cavation to arrive at the total quantity of
allowance for increase in bulk. rock excavated. The quantities of soft/d&
integrated rock and hard rock excavated
4.2 Excavation in Earthwork Including Rock &oykecl out separately as in case of ( c)
Cutting
4.2.1 WhereLer it is not possible or convenient
The measurement of excavation in earthwork
to take measurements from borrow pits or cutting,
including rock cutting shall be made as follows:
excavation shall be worked out from ‘6Iling’
4 Where the excavation is in trenches or ( see 4.3 ).
from borrow pits in fairly uniform ground,
4.2.2 Dressing or trimming sides of excavations
the measurements of cutting trenches or
and levelling or grading and ramming of bottoms
borrow pits shall be made. ‘Dead men’ or
shall be described with the item of excavation
‘tell-tales’ may be left at suitable intervals
except in the case of rough excavation ( see 4.5 1.
to determine the average depth of
excavation. 4.2.3 All excavation shall be measured in
b) Where the ground is not uniform, levels successive stages of 1’5 m stating the commencing
shall be taken before the start, after site level. This shall not apply toffcases where no
clearance and after the completion of the lift is involved as in hillside cutting.
work and the quantity of excavation in
4.2.4 All excavation shall generally be described
cutting computed from these levels.
as ‘excavate and get out’. Getting out shall
cl Where soft/disintegrated irock and hard include throwing the excavated earth at least one
rock are mixed the measurement for the metre or l/3 depth ( see Note ) of excavation
total quantity shall be made by method (a) whichever is more clear of edge of the excavation.
and/or (b) given above. The hard rock The subsequent disposal of surplus excavated
excavated shall be stacked and measured material shall either be stated as a separate item
in stack. The quantity of the hard rock or included with the item of excavation stating
excavated shall be arrived at by applying the lead.
pre-accepted deductions ( stated as a per NOTE - In special cases where disposal area is
centage ) for voids. From the total limited or where application of this requirement is
quantity of the mixture the quantity of impracticable, the person in-charge may adopt a berm
of reduced width in any case not less than 600 mm
hard rock excavated thus arrived at shall
provided the material being excavated is sufficiently
be deducted to work out the quantity of stable and shoring is designed to carry the additional
the soft/disintegrated rock excavated. loads.
2IS 1200 ( Part 1) : 1992
4.2.5 In case of the following works, authorized 4.6 Surface Excavation
quantities ( calculated on the basis of authorized
working space ) or those actually excavated, Excavation exceeding 1’5 m in width as well as
whichever, are less, shall be measured: IO m2 on plan but not exceeding 300 mm in
depth shall be described as ‘surface excavation’
and measured in square metres.
a) In work which requires formwork;
b) In work which will be covered externally 4.7 Excavation Over Area
with a damp proof covering;
Excavation exceeding I’5 m in width as well as
c) In work which will be covered externally IO m2 on plan, and 300 mm in depth shall
with protective masonry work of brick, be described as excavation over areas and
stone, precast concrete, etc; . measured in cubic metres.
d) Trenches which are to receive post tension-
4.8 Excavation in Trenches for Foundations and
ed concrete ground beams; for Pipes, Cables, etc
e) Special works like guniting, etc; and
Excavation in trenches for foundations and for
f) In work which requires workmen to operate pipes, cables, etc, not exceeding 1’5 m in width
from outside. and for shafts, wells, cesspits and the like not
exceeding 10 m2 on plan shall be so described and
4.2.5.1 Authorised working space shall be special measured in cubic metres.
in each case. Where authorised working space
4.8.1 The authorized quantities ( calculated on
is not so specified the following shall apply:
the basis of authorized width ) or those excavated
whichever are less shall be measured in case of
600 mm measured from the face of sub-
excavation for pipes, cables, etc. For the purpose
structure ( including protective measures, if
of calculating the contents, cross-sections shall be
any) at lowest level, where extra working
taken at suitable intervals. The authorised width
space is required. In addition, for item (d )
shall be specified in each case. ( Relevant Indian
given in 4.2.5 (d ) the extra length at each
Standards, if any, may be consulted for
end shall be I’5 m.
guidances ).
4.2.6 Battering and benching shall be specified
4.8.2 Excavation Trenches,for Foundations
and measured along with main item of excavation.
For depth exceeding 1 m, an allowance of
4.3 Filling 50 mm/m depth for each side of trench shall be
added to the specified width.
4.3.1 Actual measurement of fill shall be calculat-
ed by taking levels of the original ground before 4.9 Post Holes
start of the work after site clearance and after
Independent post holes ( or similar holes ), each
compaction of the fill at suitable intervals and
not exceeding 0’5 ms, shall be enumerated and
the quantity of fill computed from these levels.
the description shall include return, fill and ram
and removal of surplus spoil.
4.3.2 Deductions shall be made from actual
measurements.in all cases of fills except for floors 4.10 Return, Fill and Ram
as in 4.12 to arrive at net measurement of filling
Returning, filling and ramming of excavated earth
based on pre-accepted or specified deduction
where not described with the item of excavation
( stated as percentage ) for voids.
shall be measured in cubic metres and shall
include spreading in layers not exceeding 200 mm
4.3.3 If the filling is obtained from the borrow
in depth, watering, well ramming and levelling. -
pits it shall be measured from the.borrow pits as
‘excavation’ ( see 4.2 ). 4.11 Embankments
4.4 Surface Dressing Forming embankments and filling to make up
levels shall be measured in cubic metres and shall
Trimming of natural ground, excavated surface include the formation of slopes. If the material
and filled up area to remove vegetation and/or is to be deposited in layers, this shall be described
small inequalities not exceeding I50 mm deep stating the thickness of such layers. The method
shall be described as surface dressing and of consolidation shall be described. The measure-
measured in square metres. ment shall be taken in successive stages of 1’5 m
stating commencing level. In case of special
soils like marine clay, the allowance for change
4.5 Rough Excavation
in the original levels due to load of an embank-
ment shall be specified.
Excavation not requiring dressing of sides and
bottom and reduction to exact levels, such as 4.12 Filling under floors shall be measured in
winning earth from borrow pits, hillside cutting, cubic metres and shall include spreading in
etc. shall be described as rough excavation and layers not exceeding 200 mm in depth wateriyg,
measured in cubic metres. well ramming and levelling.
3IS 1200 ( Part 1 ) : 1992
5 LEAD AND LIFT measured in square metres of face supported,
and grouped; separately in stages of 1’5 m.
5.1 Lead
The distance for removal shall be measured over 6.1.1 The description shall include use and waste
the shortest practicable route and not necessarily of all necessary timber work, including wales,
the route actually taken. Distances not exceed- struts and open or close poling boards, their
ing 250 m shall be measured in units of fixing and subsequent removal.
50 m. Distance exceeding 250 m and not
exceeding 500 m shall be measured as a 6.1.2 Planking and strutting to the following shall
separate item. -Leads beyond 500 m shall be measured separately;
be measured in units of 500 m, that is, there will
be one item for lead exceeding 500 m and not a) Trenches;
exceeding 1 000 m, another item for lead exceed-
ing 1 000 m and not exceeding 1500 m and so b) Areas ( the description shall include use
on up to 5 km. Where the lead exceeds 5 km, and waste of raking shores ); and
it will be measured in units of 1 km, half km and
c) Shafts, wells, cesspits, manholes and the
above be reckoned as one and less than half
like.
kilometre shall be ignored.
5.1.1 The description of items shall include 6.1.3 Where tightly driven close butt jointed
loading and unloading. sheeting is necessary as in the case of running
sand, the item shall be measured separately and
5.1.2 If spoil heaps requiring re-handling have the packing of cavities behind sheeting with
become consolidated due to passage of time or suitable material shall be included in description
any other reason, it shall be so stated and such of the item
heaps shall be measured separately.
6.1.4 Planking and strutting required to be left
5.1.3 For the purpose of measurements of lead, permanently in position shall be measured
the area excavated shall be divided into suitable separately.
blocks and for each block the distance from the
centre of the block to centre of placed earth
7 REMOVING TREES AND HEDGES
pertaining to this block shall be taken as lead.
7.1 Clearing of shrubs, brushwood, small trees
5.2 Lift
not exceeding 300 mm girth shall be measured in
Lift shall be measured from ground level. square metres, and shall deem to include removal
Excavation up to 1’5 m depth below ground and disposal. The girth shall be measured at
level and depositing excavated material on the 1 m above ground level.
ground shall be included in the item of earthwork
for various kinds of soil. Extra lift shall be 7.2 Cutting down hedges and removal of fences
measured’ in unit of 1’5 m or part thereof. shall be fully described and measured in running
Obvious lifts shall only be measured; that is lifts metres and shall deem to include removal and
inherent in the lead due to ground slope shall not disposal.
be measured ( except for lead up to 250 m ).
7.3 Cutting down trees of 300 mm girth and over
When earth has to be carried over a bank/
up to 1 000 mm girth shall be enumerated as one
obstruction and dumped beyond it, the lift shall
item. The cutting down of trees exceeding
be the difference in level between the centre of
1000 mm in girth shall be enumerated stating
gravity of the excavated earth and the top of
the girth. The girth shall be measured at one
bank/construction.
metre above ground level. The item shall include
lopping of branches and removal and disposal.
6 PLANKING AND STRUTTING
6.1 The planking and strutting required to 7.4 Digging out of roots including stacking shall
uphold the face of excavated earth, etc, shall be be measured separately and enumerated.Burero of Indian Staodrrds
MS is a statutory institution established under the Bureau of hdian Standards Acf, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and atteo’ding toi connected matters in the country.
Copyrigbt
MS has tbe copyright of all its publications. No part of these publications may be reproduced
ia 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 copyrtght be addressed to the Director
( Pubiications ), BIS.
Revision of Jndiaa Standa&
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. Camments on this Indian Standard may be
scat to BIS giving the following reference:
Dot : No CED 44 (5037)
AmermdmentsI ssued 8ia@cP oblicrtioa
Amend No. Date of Issue Text A8ected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Afar Marg, New Delhi 110002
Telephones : 33101 31, 331 13 75 Telegrams : Manaksanstba
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI ll0002 1 331 13 73
Eastern : l/14 C. 1. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 f 37 86 26, 37 86 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35X, CHANDIGARH 160036
1 53 23 84
235 02 16, 235 04 42,
Southern : 6. I. T. Campus, IV Cross Road, MADRAS 60011.3
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58,
BOMBAY 400093 632 78 91, 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
PARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
--
Reprography Unit, BIS, New Delhi, India
|
3025_14.pdf
|
IS : 3025 ( Part 14 ) - 1984,
UD C
628’11’3 : 537’31 083’4 (Second Reprint JULY 1998 ) ( Reaffirmed 19% )
I
Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 14 SPECIFIC CONDUCTANCE (WHEATSTONE BRIDGE,
CONDUCTANCE CELL)
( First Revision)
.
I. Scope - Prescribes a method for the determination of specific conductance of water. This method
1 i s applicable to all types of water.
I
4l 2 . Principle - Specific conductance is determined by using a wheatstone bridge in which a variable
’ Ie esistance is adjusted so that it is equal to the resistance of the unknown solution between platinized
te lectrodes of a standard conductivity cell. The cell constant is determined by the following
r, elationship:
Specific conductance = Conductance X Cell constant, or
Cell constant
Specific conductance = - --- ~~--..- ~~-
Resistance
The cell constant is determined experimentally with a standard solution of known conductance.
: I. Interference
I 3.1 Temperature affects conductivity, which varies by about 2 percent per degree Celsius. The
t emperature of 25’C is taken as standard. It is desirable to observe the conductivity at 25°C or as
Ir ear to this temperature as possible, although compensation for variations from it can be made.
I n some instruments, this is made automatically.
.3 .2 Dissolved carbon dioxide increases conductivity without increasing the mineral salt content.
Ii owever, the effect is not large and it is usual to ignore it. In low pH water, H+ ions and in high pH
\N ater OH- ions, may contribute substantially to conductivity owing to high equivalent conductivity
(I f these ions. Water with high silica ( SiOa 1 content give relatively low values of electrical conducti-
\/ ity to total dissolved solids ratio as SiOz ( H&i04 ) does not contribute significantly to electrical
(z onductance values.
,
! .3 .3 It is not convenient to use water containing large amount of suspended matter. It should be
! :s ettled or filtered. High suspended matter also affects electrical conductance values.
3.4 Samples containing fat, grease, oil, tar, etc, may contaminate the electrodes causing erratic results.
I
14 . Apparatus
,
I
: 4.1 Conductivity Meter - Wheatstone bridge type or equivalent direct reading meter.
J
% 4.2 Conductivity Cc//s - Cells of at least two different cell constants, for measurement of wide range
; of conductivities. Specific conductance ranges and corresponding values of cell constants are given
z
below:
5
J
j Specific Conductance Ce If Constant
> ps/cm at 25°C
;
!: 20 - 1 000 0’2
i
; 40 - 2 000 0‘5
:
100 - 4 000 1’0
200 - 10000 2’0
400 - 20 000 5’0
10 000 - 40 000 10’0
Adopted 25 January 1984 (9 September 1985, BIS Gr 2
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, Q BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 14 ) - 1984
4.3 Thermometer - 0 to 5O”C, graduated in 0’1°C.
Note - Some direct reading conductivity meters have automatic temperature compensation built into the instrument.
5, Reagents
5.1 Standard Potassium Chloride Solution - Dissolve 0’523 2 g potassium chloride, dried at 180°C
for 1 hour in demineralised water and dilute to 1 000 ml. The distilled water used for preparing
standard solutions should have a very low conductivity. The specific conductance of this solution at
25°C is 1 000 ps/cm and the concentration of this solution is 0’007 02 N. Alternatively, dissolve 0
0’745 6 g of anhydrous potassium chloride, dried at 180°C for 1 hour in distilled water and make up to
1 000 ml at 25°C. The specific conductance of this solution at 25°C is 1 408 W/cm and the concen!ra-
tion of this solution is 0’01 N.
6. Procedure
6.1 Platinizing of Cell - Platinizing of cell is required when readings become erratic. For platinizing,
clean the cell in chromic acid solution once and rinse several times with distilled water. Place the
cell in a commercial platinizing solution or dissolve 3 g of chloroplatinic acid ( H? Pt CIS ) in IO ml
water to which 20 mg lead acetate has been added. Connect it with two dry cells of 1’5 volts each
in parallel and reverse the direction of the current once a minute for 6 minutes or till the shining
platinum surface is covered. Repeat the electrolytic process using 10 percent sulphuric acid to remove
chlorine. Wash with distilled water and keep ;he cell immersed in distilled water when not in use.
6.2 Set the instrumsnt according to manufacturer’s instruction. In some instruments correction for
cell constant and temperature factor is provided. If this arrangement is not there, cell constant may
be separately determined and values of specific conductance should be converted to 25°C by multi-
plying with the factor given in Table 1.
K, t- K,
Cell constant, L = - -
Kx x f
where
K, = conductivity in pslcm of the potassium chloride solution at 25°C;
K, = conductivity in ps,‘cm of distilled water, at 25”C, used for preparing the reference
solution:
Kx = measured conductance in @/cm; and
f = temperature factor for converting specific conductance value to that at 25°C
( see Table 1 ).
Note - If KS is very low, it may be ignored.
6.3 Determine conductivity of 0’007 02 N potassium chloride or 0’01 N. Potassium chloride solution
by use of instrument in accordance with manufacturer’s instructions. Measure the temperature of the
solution before and after the test and take the mean value ( t”C ).
6.4 Because the cell constants are subject to slow change even under ideal conditions and sometimes
to more rapid change under adverse conditions, it is recommended that cell constant be periodically
established.
6.5 Determine conductance of the unknown sample.
7. Calculation - Calculate specific conductance as follows:
Specific conductance at 25”C, &cm = KLf
where
K = conductivity, ps/cm;
L = cell constant; and
f = factor for converting specific conductance value to that at 25°C.
8. Precision and Accuracy - Precision and accuracy depend on the instrument used. Generally a.
precision and accuracy of about f3 percent or less are possible with good qualrty instruments.
2IS : 3025 ( Part 14 ) - 1984
TABLE1 MULTIPLICATION FACTOR TO CONVERT SPECIFIC CONDUCTANCE
VALUES TO 25°C
( Clause 6.2 )
Temperature Factor Temperature Factor Temperature Factor
"C f OC f “C f
15'0 1'247 23’0 1'043 30’2 0’904
16'0 1'218 23.2 1.038 30.4 0’901
16'2 1'212 23.4 1'034 30’6 0’897
16'4 1'206 23-6 1'029 30’8 0’894
16'6 1'200 23.8 1'025 31’0 0’890
16'8 1'194 24’0 1'020 31’2 0'887
17'0 1'189 24’2 1'016 31’4 0.884
17'2 1'184 24’4 1'012 31’6 0'880
17'4 1'179 24’6 1'008 31’8 0'877
17'6 1'174 23’8 1'004 32’0 0'873
17'8 1'169 25’0 1'000 32.2 0.870
18'0 1'163 25.2 0.996 32’6 0'864
18'2 1'157 25’4 0'992 32’8 0'861
18'4 1'152 26’6 0'988 33’0 0'858
18.6 1'147 25’8 0'983 33.2 0'853
18'8 1'142 26’0 0'979 33’4 0'852
19'0 1'136 26’2 0'975 33’6 0'849
19'2 l-131 26’4 0'971 33’8 0'846
19'4 1'127 26’6 0'967 34’0 0'843
19'6 1'122 26’8 0'964 L 35’0 0'829
19'8 1'117 27’0 0'960 36’0 0'815
20'0 1'112 27.2 0'956 37.0 0'801
20'2 1'107 27’4 0'953 38’0 0'788
20'4 1'102 27’6 0'950 39’0 0'775
20'6 l-097 27’8 0'947 40’0 0'763
20-8 1'092 28’0 0'943 41’0 0'750
21'0 I-087 28’2 0'940 42’0 O-739
21'2 1.082 28’4 0'936 43’0 0'727
21'4 1'076 28’6 0'932 44’0 0'715
21'6 1'073 28’8 0.929 45’0 0'705
21'8 1'068 29.0 0'925 46’0 0'694
22'0 1'064 29’2 0'921 47’0 0'683
22'2 1'060 29’4 0'918
22'4 1'055 29’6 0.914
22'6 1'051 29’8 0'911
.
22'8 1'047 30.0 0'907IS : 3025 ( Part 14 ) - 1984
9. Relationship Between Conductivity and Total Dissolved Solids
9.1 The ability of a solution to conduct an electric current is a function of the concentration and
charge of ions in solution and also depends on ionic mobility. Ionic mobility decreases with increase
in number of ions per unit volume of solution due to interionic effect and at,her factors. Broadly, the
relationship between conductivity and dissolved solids and conductivity and soluble cations is given by
the following equations:
AK = S
and,
K = 1ooc
where
A = multiplication factor for converting conductivity values to total dissolved solids;
K = conductivity in Ps’cm,
S = total dissolved solids in mg/l, and
c = total soluble cations in meq/l.
Note -The value of A varies from 0’54 to 0’96 depending on the nature of ion present in water, and is usually taken
as 0’65.
9.2 The relationships given in 9.1 are approximate and are used for broad checking only and should
not .be used for accurate calculations. Types of ions present in solution affect these relationships.
A pure solution of sodium bicarbonate with total dissolved solids 980 mg/l will have a conductivity
of 1 000 ps/cm and a solution of sodium chloride with total dissolved solids 500 mgll will have the
same conductivity. Presence of relatively low conductivity particles or molecules like silicic acid and
the presence of Hh and OH- ions also effect the ratio between conductivity and total dissolved solids.
EXPLANATORY NOTE
Specific conductance is the conductance across a column of liquid one square centimetre in area
and one centimetre long at a specific temperature. It is a measure of capacity of water to convey an
electric current and is related to the nature of various dissolved substances and their activities. Its
value is affected by the temperature of measurement. The standard unit of electrical conductance is
Siemen per litre (s/l ). In practice, smaller units such as microsiemens per litre (ccs/l ) are used.
A conductance cell and a Wheatstone bridge are used for measuring the electrical resistances of the
sample and of potassium chloride solution of known specific conductance at the same temperature.
As specific conductance varies directly with the temperature of the sample, the results are reported at
25°C. In general, specific conductance Increases approximately by about 2 percent per degree Celsius.
Factors based on 0’01 M potassium chloride are applied to convey specific conductance values at
25°C.
4
PdnW at NW India Ptinling Press, Khurja. lndla
|
10086.pdf
|
IS:10086 -1882
Indian Standard
SPECIFICATION FOR
MOULDS FOR USE IN TESTS OF
CEMENT AND CONCRETE
Second Reprint DECEMBER 1995
UDC 666’9’055 : 621’744’3 : 620’173/‘174
BUPCAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0
NEW DRlM 110002
Gr 5 August 19821S:10086-1982
Indian Standard
SPECIFICATION FOR
MOULDS FOR USE IN TESTS OF
CEMENT AND CONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VIsvEsVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONALD IRECTOR,S TANDARDSR esearch, Designs & Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTYD IRECTORS, TANDARDS
( B & S ) ( Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRIH ARJSHN . MALANI ( Alternate )
SHRI S. K. BANERI~E National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GARO ( Alternate )
SHRIR . V. CHALAPATHRXA O Geological Survey of India, Calcutta
SHRI s. ROY ( Alkrnak )
CHIEFE NCJNEER( D E~IONS) Central Public Works Department, New Delhi
EXECXJTIVEENGINEER
( DESIGNS) III ( Alterauk )
C~EP ENGINEER( PROJE~Y)S Irrigation Department, Government of Punjab,
Chandigarh
DIRE~YOR,I PRI ( AIfernate )
DJRECTOR( CSMRS ) Cent;eihyl and Materials Research Station, New
DBP TY DIRECTOR( CSMRS )
( ldlternat)e
SHRI T. A. E. D’SA The Concrete Association of India, Bombay
SHRI N. C. DUGGAL( Alferanfe)
SHRIA . K. GUPTA Hyderabad Asbestos Cement Eroducts Ltd,
Hyderabad
SHRIV . K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI S.N. PANDE( Alternate )
DR R. R. HAYYIANGADI The Associated Cement Companies Ltd, Bombay
SHRIP . J. JAGVS( Alternate )
( Continued on page 2 )
I I
@ Copyrighr 1982
BUREAU OF INDIAN STANDARDS
, Thts publication is protected under the Zndian Copyrizhr Arf (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of thr
publisher shall be deemed to be an infringement of copyright under the laid Act.
I IIS :10086-1982
( Con finubd from page 1 )
Members Representing
DR IQBAL ALI Engineering Research Laboratories, Hydcrabad
SHRI S. R. KULKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( Allmate )
Da MOHAN RAI Central Building Research Institute ( CSIR 1,
Roorkee
DR S. S. REHSI ( A[fernafc )
SHRI K. K. NAMBIA; In personal capacity ( ‘ Ramanalaya ’ II First Crescent
Park Road, Gandhinogar, Adyar, Madras )
SWRI H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI C. S. MISHRA ( Allernnfe )
SHRI Y. R. PHULL Cen;tr;hiRoad Research Institute ( CSIR ), New
SHRI M. R. CHATTERJEE( Alternate I )
&RI K. L. SETH1 ( lihTnnt6 11 )
DR M. RAMAIAH Structurttrt$neering Research Centre ( CSIR ),
DR N. S. BHAL ( Afternafe J
SWRI G. RAMPAS Directorate General of Supplies and Disposals, New
Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Allernalr 1
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
REPRESENTA~VE Indian Roads Congress, New Delhi
SHRI ARJIJNR IJHSINCHANI Cement Corporation of India Ltd, New Delhi
SBRI K. VITHAL RAO ( Alternate)
SECPETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECUBTARY( I) ( Alternate )
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping and Transport,
New Delhi
SHBLR . L. KAPOOK ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SWRI P. S. RAMACHANDRAN( Alternote)
SIJPE~INTENDINGE N G I N E E R Public Works Department, Government of Tamil
( D~sIot3~ ) Nadu, Madras
EXECUTIVEE NGINEER( SM&R
DIVISION) ( Alternate )
SHRI L. SWAROOP Dalmia Cement (Bharat) Ltd, New Delhi
SHR~A . V. RAMANA ( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-oJcio Member)
Director ( Civ Engg )
Secretary.
SHRI M. N. NEELAKANDHAN
Assistant Director (Civ Engg ), IS1
( Continued on Page 19)
2IS : 10086 - 1982
Indian Standard
SPECIFICATION FOR
MOULDS FOR USE IN TESTS OF
CEMENT AND CONCRETE
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 28 January i982, after the draft finalized by the Cement and Concrete
Sectional Committee, had been approved by the Civil Engineering Division
Council.
0.21 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 equipment used for
testing cement and concrete, to encourage their developmknt and manufac-
ture in the country.
0.3 Accordingly, this standard has been prepared to cover requirements of
the moulds used for casting cement or concrete cubes, cylinders and beams
for compressive and flexural strength tests on cement and concrete. The
Indian Standards which detail the methods of compressive and flexural
strength tests requiring use of these moulds are IS : 516-1959+,
IS : 1199-1959t and IS : 4031-19681.
0.4 In the formulation of this standard, due ?Neightage 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, expres-
sing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960s. The number of significant place retained in the rounded off
value should be the same as that of the specified value in this standard,
*Methods of test for strength of concrete.
TMethods of sampling and analysis of concrete.
$Mcthods of physical tests for hydraulic cement.
5RuIes for rounding off numerical values ( rcGs<d)
3is : 10086- 1982
1. SCOPE
1.1 This standard covers the requirements of the moulds used for casting
cement or concrete cubes, cylinders and beams for tests of cement and
concrete, such as compressive strength test and flexural strength test.
1.2 Moulds which are accessories to testing equipment such as vibration
machine and jolting apparatus are not cowrd by this standard.
2. TYPES
2.1 The moulds shall be of following types:
a) Cube moulds of 50, 100, 150,225 and 300 mm,
b) Cylindrical mould of 150 mm diameter and 300 mm height,
c) Beammouldsof 100 x 100 x 5OOmmand 150 x 150 x 7OOmm,
d) Bar moulds of 25 x 25 mm size and 250 mm effective length, and
e) Mould of 75 x 75 mm size and 150 to 300 mm length.
3. MATERIAL
3.1 Material for construction of moulds shall normally be as given in
Table 1, However, any other material which is non-absorbent and non-
reactive with concrete and which shall retain the dimensional stability of
the moulds may also be used.
4. DIMENSIONS AND TOLERANCES
4.1 The dimensions with tolerances of various types of moulds described
at 2.1 (a) to 2.1 (d) ( see Fig. 1 to 8 ) shall be as given in Tables3 to 5. The
dimensions of moulds described at 2.1 ( e ) shall be such that it shall be
possible to cast specimens with a length of 150 to 300 mm and a cross-sec-
tion as near as practicable to 75 x 75 mm.
NOTE - The allowable deviations for nominal dimensions shall be as laid down for
coarse class of deviation in IS : 2102-1969*.
5. CONSTRUCTION
5.1 GeneraI -The construction of the moulds shall, in general, be in
accordance with Fig. 1 to 8.
Nom -The figures are illustrative only, but the dimensions and minimum require-
ments where specified shall be binding.
il.1 The moulds shall be of metal and stout enough to prevent
distortion. These shall be constructed in such a manner as to facilitate
the removal of the moulded specimen without damage and shall be so
machined that, when they are assembled ready for use, the dimensions and
internal faces shall be accurate within the specified limits. Internal faces of
the moulds shall be smooth.
*Allowable deviations for dimensions without specified tolerances (jirst rmirion ).
4IS : 10086 - 1982
-I i
Y I
I
I
I
I
I
90” - ’
ro’)fJ !__
n rl
,,\LOCAllNG ALLEN
‘\ \ PIN f SCREW
.CAPPING PLATB
~~ ..~~~_ __ --- BASE
PLAlE
Ali dimensions in millimctreJ.
FIG. 3 TYPICAL CYLINDRICAL MOULD
7tz
..
7
c
jj
-71
f
i
t
FIG. 4 TYPICAL BEAM MOULD282 ----
29L
REFERENCE POINT
SECTION XX
All dimensions in millimctrer.
FIG. 6 TYPICAL BAR MOWLD (Two MOULD COMPARTMENTS)OlPMbNO KNURlED
REFERENCE POINT
SECTION XX
.4lI dimenrions in millimetres.
Fra. 7 TYPICAL BAR MOWDP 250-*-2- ---I B
I a . .
1-6 aY
I
Y
ii?
T
Xf X
,
.J DIAMOND KNL’RLED
REFERENCE POINT
--lo t-
SECTION XX
All dimensions in n-dlimetres.
FJG. 8 TYPICAL BAR MOULD ( Two MOULD COMPART- )TABLE 1 MATERIALS OF CONSTRUCTION OF MOULDS
(C&use 3.1 )
SL MOULD TYPE PART MATERIAL RECOMMENDED
No. 1x3~~~
STANDARD
SPECIFICATION,
1F ANY
(1) (2) (3) (4) (3
9 Cube mould, 50 mm a) Side plate Cast iron/ IS : 210-1378*/
Mild steel IS : 226-1975t
b) Base plate Cast iron/ IS: 210-1978”/
Mild steel IS : 226-1975t
ii) Cube mould, 100 mm, a) Side plate Cast iron IS: 210-1978*
150 mm, 225 mm b) Base plate Cast iron IS: 210-1978,
and 300 mm
iii) Cylindrical mould, a) Split part Cast iron/ IS : 210~1978+/
150 mm diameter x Mild steel IS : 226-1975t
300 mm height b) Base plate Cast iron/ IS : 210-1978*/
Mild steel IS : 226-1975t
c) Capping plate Cast iron/ IS : 210-1978’1
Mild steel IS : 226-1975t
iv) Beam m ould a) Side plate Cast iron IS: 210-1978*
100 x 100x500 and b) Base plate Cast iron IS : 210-1978*
150x150X750 mm c) Top plate Mild steel IS : 226-1975t
v) Bar mould of 25 x 25 a) Side plate Mild steel IS : 226-1975t
mm size and 250 b) Base plate Mild steel IS : 226~1975t
mm effective length c) Reference Stainless steel
points
(smooth 8
knurled)
vi) Mould of 75 x75 mm a) Side Plate Mild steel IS : 226-1975t
size and 150 to 300 b) Base plate kIild steel IS : 226-l 975t
mm length
* Specification for grey iron castings ( third rcuirion).
t Specification for structural steel (standard quality) (jifrh reaision ).
13IS : 10086 - 1982
TABLE 2 DIMFJWIONS AND TOLERANCES OF CUBB MOULDS
( c[aws 4.1 )
SL No. DESCRIPTION CUBE Mouxn SmE
-_h_------~
r----v
50 100 150 225 300
(1) (‘a (3) (4) (5) (6) (7)
il Distance between opposite 50*0.1 100~02 150#2 225&0*3 3001tO.4
faces ( C* ), mm
ii) Height of mould (F’), 50&0.1 lOO&O*Z 150&0*2 225hO.3 300&0*4
mm
iii) Thickness of wall plate 6 8 8 10 10
(D+), mm
iv) Angle between adjacent in- 90&05” 90*0*50 90&O50 90&0.5” 90fO50
terior faces and between
interior faces and top and
bottom plates of mould
v) Length of base plate ( A* ), 120 225 280 375 425
mm
vi) Width of base plate (B* ), 95 165 215 300 375
mm
vii) Thickness of base plate 6 8 8 10 12
(E*) mm
viii) Permissible variation in the
planeness of interior
faces :
for new moulds, mm 003 0.03 0.03 0.03 0.03
for moulds in use, mm 0.05 0.05 0.05 0.05 0.05
lx) Permissible variation in the 0.1 0.03 003 0.03 0.03
planeness of base plate,
mm
* These letter symbols are indicated in Fig 1.
TABLE 3 DIMENSIONS AND TOLERANCES FOR CYLINDRICAL MOULDS
( Clau1s 4.1 )
SLNO. DESCRIPTION DIMENSIONSI N mm
(1) (2) (3)
i) Mean internal diameter 150 f 02
ii) Actual internal diameter in any direction 150 f 0.5
iii) Height 300f 1
iv) Permissible variation in the planeness of cylindri- 0.05
cal wall plate
v) Thickness of wall plate 6
vi) Diameter of base plate 300f3
vii) Diameter of capping plate 195f2
viii) Thickness of base plate/capping plate G
ix) Permissible variation in the planeness of base 0.03
plate/capping plate
14IS : 10086-1982
TABLE 4 DIMENSIONS AND TOLERANCES OF BEAM MOULDS
( ClOUlI 4.1 1
SL No. DESCRIPTION BBAY h’iOlJLD SILla
r------h-----~
100x 100x588 150X150X788
(1) (2) (3) (4)
9 Length between internal faces 500 788
(A*),mm
ii) Width between internal faces 188 f 0.2 150 f 0.2
(B*),mm
iii) Height ( G* ), mm 100 f 8-05 150 f 0.05
iv) Thickness of wall plate ( E* ), mm 9 12
v) Length of base plate ( C* ), mm 608 830
vi) Width of base plate ( D* ), mm 225 275
vii) Thickness of base plate ( F* ), mm 8 10
viii) Angle between interior faces and 99 f 0*5O 98 f OV
top and bottom planes of the
mould
ix) Permissible variation in the plane-
ness of internal surfaces :
In a length of 150 mm, mm 0.03 O-03
Overall, mm 0.1 0.1
*These letter symbols are indicated in Fig. 4.
TABLE 5 DIMENSIONS AND TOLERANCES OF BAR MOULDS
( Clause 4.1 )
SL No. DESCRIPTION DIMENSIONINS mm
(1) (3) (3)
9 Distance between inner ends of reference 250f2
points ( effective gauge length )
ii) Width between inner surfaces 25f88
iii) Height 25 ~8.8
NOTE - The dimensions given in the table shall also apply to moulda in use.
155.13T he inside faces of the mould plates and base plates may have
blowholes and blemishes on the surface, such as honey-combing. All such
blowholes and cavities shall be fitted in with mild steel pins, or by
wehling and shall be finished flush with the surface either by machining
or by filing. However, the number of blowholes on each plate acceptable
may not exceed 5 in the case of cube moulds of up to and including size
150 mm; and 10 in the case of cube moulds of sizes 225 and 300 mm,
cylindrical mould of 150 mm diameter and 300 mm height and beam moulds
of sizes 100x 100 x 500 mm and 150 x 150 x 700 mm. The sizes of the
blowhole in any direction may not exceed 5 mm with a depth of 3 to 5 mm.
In the case of cylindrical mould, the sizes of blowhole/cavity in any direction
may not exceed 20-25 mm.
5.2 Special Requirements
5.2.1 Cube Mould - Cube mould of 50 mm size shall be either a single
mould ( see Fig. 1 ) or with more than one mould compartment ( see Fig.2 );
however, the number of mould compartments shall not exceed 3. Cube
moulds of size 100 mm, 150 mm, 225 mm and 300 mm shall be made
in such a manner as to facilitate their separation into two parts. Cube
moulds shall be provided with a base plate.
NOTE- If required by the purchaser_, cube moulda may be provided with flat steel
cover plates to facilitate accelerated curmg of test specimens ( IIL IS : 9013-1978. ).
5.2.2 Cylindrical Mould ( see Fig. 3 ) - shall be made in such a manner
as to facilitate separation of the mould longitudinally into two parts. Each
mould shall be provided with a base plate and a capping plate.
5.2.3 Beam Mould ( see Fig. 4 ) - shall be made in such a manner as to
facilitate separation of the mould into two parts. The mould shall be
constructed with the longer dimension horizontal. Each mould shall be
provided with a base plate.
5.2.4 Bar Mould - The bar mould mny be a single one or with more
than one mould compartment. Each end plate of the mould shall be
equipped to hold properly in place a stainless steel reference point having a
diameter of 6 mm. The reference points may be either smooth or knurled
end threaded. The reference points shall be so set that their principal axis
coincides with the principal axis of the mould and shall extend 16 mm inside
the mauld. Each mould shall be provided with a base plate. Typical bar
moulds are shown in Fig. 5, 6, 7 and 8.
5.3 Arrangement for Fastening/Clamping - The base plate shall preferably
be attached to the mould by cleats which may either be spring-loaded or
secured with threaded studs and nuts/wing nuts. The parts of the mould,
*Method of making, curing and determining compressive strength of accelerated-cured
concrete test specimens.
16IS : 10086 - 1982
when assembled, shall be positively and rigidly held together during filling,
subsequent handling and vibration where applicable. Any suitable method
of ensuring this by way of lock nuts and/or locating pins may be employed.
6. ACCESSORIES
6.1 Tamping Rod - The tamping rod shall be of the following types:
a) 16 & O-5 mm dia and 600 f 2 mm Ion g with a rounded \vorking
end shall be made of mild steel ( see Fig. 9 >,
b) Of square section with tamping face 25 2 0.5 mm squam and
400 f 2 mm long and weighing 2 kg shall be m:tde 01‘ mild
steel and provided with a handle (see Fig. 10 ).
c) Of 12x 25 mm cross-section and convenient length nl’
125 to 150 mm; tamping face shall be flat and at right angles to t!rc
length of the bar; shall bc made of non-absorbent, :lbrncion
resistant non-brittle material, such as a rubber compound having ;I
Shore A Durometer hardness of SO f 10 or seasoned teak wood
rendered non-absorbent by immersion for 1.5 min in paraffin
at approximately 200°C or ebonite fibre.
6.2 Gauging Trowel - The gauging trowel shall bc made of mild .\tecl
and shall be in accordance with Fig. 11. The trowel blade 4&? bea of‘
minimum thickness 1.5 mm and of length 195 mm and shall hc nrovided
’ with a wooden handle. The trowel shall weigh 210 f 10 g.
6.3 Trowel - The trowel shall be made of mild steel and shall 1)~’i n
accordance with Fig. 11. The trowel blade shall be of minimum thickness
1.5 mm and 100 to 150 mm length with straight edges.
7. MARKING
7.1 The following information shall be clearly and indelibly marked c):r each
component of the mould as far as practicable in way that it dncs not
interfere with the performance of the mould.
a) Name of the manufacturer or his registered trade mark or
both, and
b) Date of manufacture.
7.1.1 The moulds may also be marked with the IS[ CtrtiGxtion Mark.
Yore - The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Xcgulations
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 arc
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 ma:
be granted to manufacturers or processors, may be obtained from the Indian Standards
Institution.
17All dimensions in millimetrcs.
FIG. 9 TYPICALT AMPINGR OD
All dimensions in millimetres.
FIG. 10 TYPICAL TAMPINGB AR
I- HANDLE
4--
All dimensions in mil!imctrca.
Frc. 1 i TY-PICA!. TROWELIs:10086-1983
( Continuedfrom page 2 )
Instruments for Cement and Concrete Testing Subcommittee, BDC 2 : 10
Convener Representing
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Members
SHRI P. D. AGARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR T. N. CHOJER ( Al&mate )
PROP B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI T. P. EXAMBARAM Highways Research Station, Madras
SHRI H. K. GUHA All India Instruments Manufacturers and Dealem
Association, Bombay
DEPUTY SECRETARY ( Alleynat* )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. W’ADIA ( Alternate)
SHRI M. R. JOSHI Research & Development Organization ( Ministry of
Defence ), Pune
SHRI Y, P. PATHAK ( Altewtate)
SHRI E. K. RAMACHANDRAN National Test House, Calcutta
SHRI S. K. BANERJ~;~~A hnate )
PROF C. K. RAMESH 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. NARANG ( Alfernafe )
DR S. S. REHSI Cent;oLrkyding Research Institute ( CSJR),
SHRI J. P. KAUSHISH ( Alternate)
SHR~ A. V. S. R. SASTR! Associated Instrument Manufacturers (India )
Private L td, New Delhi
SHRI SUBHASH SHARMA ( Alternate)
SHRI K. L. SETHI Central Road Research Institute (CSIR), New
Delhi
SHRI M. L. BI~ATIA ( Alternate)
19BUREAU OF INDIAN STANDARDS
Headquartera;
Manak Bhavan, 9 Bahadut Sheh Zafar Marg, NEW DELHI 110002
Talephonor : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices )
Regional Oflcer: Telephoner
Central : Manak Bhevan, 9 Bahadur Shah Zafar Mrrg, 1 331 01 31
NEW DELHI-1 10002 331 1375
lE astern : l/14 C.I.T. Scheme VII M, V. I. P. Road. 362499
Maniktola, CALCUTTA 700054
Northorn : SC0 445-446, Sector 35-C. 21843
CHANDIGARH 160036 [ 31641
41 24 42
Southern : C. I. T. Campur, MADRAS 600113 41 25 19
41 2918
twestern : Manakalaya, E9 MIDC, Marol, Andheri (East), 6 32 92 96
BOMBAY 400093
Branch Offlees:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 1 26349
*Peenya Industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 56
BANGALORE 560058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar. 66716
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 761002 6 36 27
63/5, Ward No. 29, R. G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
6-8-56C L. N. Gupta Marg ( Nampally Statlon Road ). 231083
HYDERABA,D 500001
63471
RI4 Yudhister Marg, C Scheme, JAIPUR 302005
[ 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 268006
[ 21 82 92
Patliputra Industrial Estate, PATNA 800013 62306
T.C. No. 14/1421, University P.O.. Palayam 6 21 04
TRIVANDRUM 695035 1 621 17
lnspecfion 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 Shivail Nagsr. 52436
PUNE 411005
lS sles Office in Calcutta is at 5 Chowringhee Approach, p.0. PrlnceP 27 66 00
Street, Calcutta 700072
tsales Office In Bombay Is at Novelty Chambers, Grant Road, 59 65 26
Bombay 400007
SSales Office in Bangalore Is at Unlty Bulldlng, Naraslmharala Square 22 36 71
Iangalore 560002
Prlnted at Slmao PrIntIns Prees. Dolhl. lnolrAMENDMENT No. 1 t4oWxKR 1984
To
IS:10086-1982 SPECIFICATIONF OR MOULDS FOR USE
I# TESTS OF CEMENT AN0 CONCRETE
Addendum
----
(Ikzgo2 4, ZhbZe 2) - Add the following new note
below the table;
‘XOTE - The lex@h and width of base plate d-d
upon the armmgment pmvided for clamping the mould
k,thebascglattandhe~eaayvlrry fromthe values
q~~~lfie& in the table.'
(BM: 2)
printed at Slmco Printing Pros& Delhi. India
!WfNDMENTN O. 2 JUNE 1935
TO
IS:10086-1%2 SPECIFICATIONF OR MOULDS FOR USE IN
TESTS OF CEMENT AND CONCRETE
(Etzge4 , c&use 4.1) - Renumber the existing NOTE
as NOTE 1 and add the following as NOTE 2 under this
clause:
'NOTE 2 - For checking the permissible variation
in the planeness, the surface should be wholly con-
tained between two planes not Further apart than the
specified value.'
Printed at Simco Printin Prerr, Delhi. India-
AMENDMENTN O. 3 FEBRUARY 1988
To
IS:10086-1982 SPECIFICATION FOR MOULDS FOR USE
IN TESTS OF CEMENT AND CONCRJZTE
(Page 17, clause 7.1, line 2) - Add the words
'and the accessories' after the words 'the mould'.
(Page 17, clause 7.1.1) - Add the words 'and
the accessories' after the words 'The moulds'.
(BDC 2)
Printed at Slmco Printing Press, Delhi. lndlr
AMENDMENT NO.4 MARCH 1993
TO
IS 10086: 1982 SPECIFICATION FOR MOULDS FOR
USE IN TESTS OF CEMENT AND CONCRETE
(Page 4,clau4s.e1 )-Sut~titute2‘1I0S2 (Par1t): 1980 for ‘IS: 2102 ’
1969'i ntheNOTE.
(P age 4, fmt-rwte ) - Substitthuet feo llowing for the existing foot-note:
‘* Cienetil tolerances for dimensions and form and position: Part 1 General tolerances for linear and
angular dimeosions ( secowd r&.&m ).’
(CED’2)
Printeda t simcRoin tiig Press, Dchi
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3025_22.pdf
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IS : 3025 ( Part 22 ) - 1986
UDC 628.113 : 543.319
Indian Standard
m
METHODS OF SAMPLING AND TEST
1 (PHYSICAL AND CHEMICAL)
I
FOR WATER AND WASTE WATER
PART 22 ACIDITY
( First Revision )
1. Scope - Prescribes the indicator and potentiometric methods for determination of acidity. These
methods are applicable to the determination of acidity in water and waste water. The applicable range
is O-5 to 500 mg/l acidity as CaCO,.
2. Principle and Theory - Acidity of water is its quantitative capacity to react with a strong base
to a designated pH. It may be defined as equivalent concentration of hydrogen ions in mg/l. The
equation in its simplest form is as follows:
Hf + NaOH = H,O + Na+
3. interferences - A fading and temporary end point characterizes the phenolphthalein acidity
titration performed at room temperature on a sample containing iron and aluminium sulphate. Better
results are obtained by titrating the sample at boiling temperature. Acid samples from mine drainage
are subjected to interferences. Coloured or turbid samples may interfere in end point. Analyse such
samples by potentiometric titration.
4. Sampling and Storage - Sampling and storage shall be done as prescribed in IS : 3025 (Part 1)-
1986 ‘Methods of sampling and test (physical and chemical) for water and waste water: Part 1
Sampling (first revision )‘.
5. Sample Preparation - The test sample used should be free from turbidity or filtered through
0.45 CLmm embrane filter.
6. Apparatus
6.1 pH Meter
6.2 Burette - 50-ml capacity.
6.3 Magnetic Stirring Device
7. Reagents
7.1 Distilled Water -pH should not be less than 6.0. If the pH is less than 6.0, it shall be freshly
boiled for 15 minutes and cooled to room temperature. Deionized water may be used provided that it
has a conductance of less than 2 &cm and a pH more than 6.0.
7.2 Potassium Acid Phthalate - 0.02 N. Dissolve 4.084 6 g of potassium acid phthalate salt (KHC,H,O,)
(dried at 120°C for 2 hours) in carbon dioxide free distilled water and dilute to 1 litre.
7.3 Sodium Hydroxide Solution - 15 N.
7.3.1 Sodium hydroxide solution - 1 N. Dilute 67 ml of 15 N sodium hydroxide solution ( 7.3) to
one litre with distilled water.
7.3.2 Sodium hydroxide solution - 0.02 N. Dilute 20 ml of 1 N sodium hydroxide solution (7.3.1 )
to one litre and standardize using standard potassium acid phthalate (7.2).
7.4 Phenolphthalein Indicator - Dissolve 0.5 g of phenolphthalein in 100 ml, 1: 1 ( v/v) alcohol water
mixture and add 0.02 N sodium hydroxide solution drop by drop till very faint pink colour is observed.
7.5 Methyl Orange Indicator - Dissolve 05 g of methyl orange in distilled water and make up to
100 ml in a volumetric flask.
Adopted 31 July 1986 @ February 1987, ISI Gr 1
I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 ( Part 22 ) - 1986
8. Procedure
8.1 /ndicator Method - Pipette 20 ml or a suitable aliquot of sample into a loo-ml beaker. The sample
size shall be so selected so that not more than 20 ml of titrant is needed for the titration. Determine
the pH of water. If pH is less than 3.7, add two drops of methyl orange indicator into the first sample
beaker and titrate with standard 0.02 N sodium hydroxide solution until the colour changes to the faint
orange characteristic of pH 3.7. Record the volume of sodium hydroxide used. To the second sample
beaker, add 2 to 3 drops of phenolphthalein indicator and titrate with 0.02 N sodium hydroxide solution
to the appearance of faint pink colour characteristics of pH 8.3. Record the volume used.
8.2 Potentiometric Method- Pipette 20 ml or a suitable aliquot Of Sat?@3 into a loo-ml beaker.
Titrate with standard sodium hydroxide solution to pH 3.7 and pH 8.3. Record the volume of standard
sodium hydroxide used. No indicator is required.
9. Calculation - Calculate acidity in the sample as follows:
A x N x 50000
Acidity at pH 3.7, as mg/l CaCO, =
V
B x N x 50000
Acidity at pH 8.3, as mg/l CaCO, =
V
where
A = volume in ml of standard sodium hydroxide used to titrate to pH 3.7,
N = normality of standard sodium hydroxide,
V = volume in ml of sample taken for test, and
6 = volume in ml of standard sodium hydroxide used to titrate to pH 8.3.
EXPLANATORY NOTE
Acidity of water or waste water is its quantitative capacity to react with a strong base to a
designated pH. Strong mineral acids, weak acids like acetic and carbonic and hydrolyzable salts like
ferrous or aluminium sulphates may contribute to the measured acidity. Acids contribute towards
corrosiveness, influence chemical reactions and biological processes. The measurement also reflects
a change in the quality of the source water.
This method supersedes 19 of IS:30251964 ‘Methods of sampling and test (physical and
chemical ) for water used in industry’.
2
Printed at Britannia Calendar Mfg Co, Calcutta, India
|
3025_6.pdf
|
UDC 628’11.3 : 543’3 : 543’926 ( Second Reprint JANUARY 1997 ) IS: 3025 (Part 6)- 1983
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 6 ODOUR THRESHOLD
( First Revision )
1. Scope- Prescribes a consistant series method for the determination of threshold odour. This
method is applicable to all types of water and waste water.
2. Principle - The sample of water is diluted with odour-free water until a dilution that is of least
definitely perceptible odour to each tester is found. The resulting ratio by which the sample has
been diluted is called the threshold odour number (T.O.). As odour sensitivity differs with indivi-
duals and same person may also not be consistant, a panel of not less than five persons and pre-
ferably 10 persons or more is recommended. As an absolute minimum two persons are necessary;
one to make sample dilutions and other to determine threshold odour.
3. Sample Handling and Preservation -Sample shall be collected in glass bottles with glass or
tetrafluoroethylene lined closures. Plastic containers are not reliable for odour samples and shall
not be used. Odour tests should be completed as soon as possible after collection, In case
storage is necessary, collect at least 1 000 ml sample in a bottle filled to the top, Refrigerate, and
ensure that no extraneous odours are drawn into the sample.
4. Interferences -Chlorinated waters interfere with odour measurement. In such cases dechlori-
nation may be carried out by using sodium thiosulphate in exact stoichiometric quantity. Prepare a
blank to which some amount of dechlorinating agent has been added to determine if any odour has
been imparted. Such odours usually disappear upon standing if excess reagent has not been
added.
5. Apparatus
5.1 Odour Free Glassware - Glassware cleaned before use with non-odours soap and acid cleaning
solution followed by rinsing with odour free water.
Note -Rubber, cork and plastic stoppers should not be used.
5.2 Constanf Temperature Bath -A water bath capable of maintalnlng a temperature of 60 f 1°C.
5.3 Odour Flasks - Glass stoppered 500 ml Erlenmeyer flasks or wide mouthed 500 ml Erlenmeyer
flasks with petri dishes as cover plates.
5.4 Sample Bottles - Glass bottles with glass or polytetrafluoro ethylene lined closures.
5.5 Pipettes - 10’0 and 1’0 ml graduated in tenths.
5.6 Graduated Cylinders - 250,200,100,50 and 25 ml.
5.7 Thermomefer - 0 - 110°C ( f 1°C 1.
5.8 Odour - Free Wafer Generator- As shown in Fig. 1.
8. Reagent
B.l Odour - Free Water - Odour-free dilution water prepared by fifteration of tap or distilled water
through a bed of activated carbon. In case tap water is used, check filtered water for residual
chlorine, unusual salt concentrations or unusual high or low pH values as these may affect odourous
samples. Water obtained from odour-free generator should be checked daily at the temperature at
which tests are to be conducted ( room temperature and/or 60°C ).
Adopted 30 December 1983 Q August 1985, BIS Gr 2
I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:3025 (Part 6)~ 1983
FIG. 1 ODOUR-FREE WATER GENERATOR
7. Procedure
7.1 Threshold Measurement - Use a panel of five or more persons for conducting this test, The
total volume of sample and odour-free water used in each test should be 200 ml. Put the proper
volume of odour-free water into flask first and then add the sample to water. Use Table 1 for
dilutions and corresponding threshold numbers.
Note 1 -Person carrying out tests should not prepare samples or know dilutions. A person should not
carry out routine determinations for long periods of time because of human adaptability to odourr and fatlgue.
Persons selected should neither be extremely sensitive nor insensltive.
Note 2 - Prior to the test extraneous odour sti;muli such ae tho.se caused by smoking, eating, use of acsntrd
soap, perfume, shaving lotion, etc, should be avolded by the persons performing the test.
TABLE f THRESHOLD ODOUR NUMBE’R CORRESPONDING TO VARIOUS DILUTIONS
(Clauses 7.1, 7.2.1, 7.9,and 8.1 )
Dilution of Samplo Volume Transferred to Threshold Odour Numbor
Odour Flask*
(1) (2) (3) (4)
1) Original sample 200
100 :
50
t
;:*5 16
ii) Dilution A (25 ml of original sample diluted to 200 50 a z2 f
ml 1 25
11’5 r
Iii) Dilution 6 ( 25 ml of dilution A diluted to 200 ml ) 50
25
12’5 1024
iv) Dilution C ( 25 ml of dilution 8 diluted to 200 ml ) 2050
I! 4 100
12’5 8 200
*Volume In odour flask made up to 200 ml with odour-free water.
7.2 Determine approximate range of threshold odour by adding 200, 50 and 12’5 ml of sample to
separate 500-ml glass stoppered conical flasks containing odour-free water to make a total volume
of 200m l. Use a separate flask containing odour-free water as reference for comparison. If test ts
to be conducted at 60°C, heat the dilutions and reference solution in a constant temperature bath
2IS:3025(Part6)-1983
at 60 & 1%. Shake the flask containing the odour-free water, remove the stopper and sniff the
vapours. Test the sample containing the least amount of odour bearing water in the same way.
If odour is detected in this dilution prepare a more dilute sample as given in 7.2.1. If odour is not
detected in the first dilution, repeat the above procedure using the sample containing the next higher
concentration of the odour-bearing water and continue this process until odour is clearly detected.
7.21 If the sample being tested requires more extensive dilution, prepare intermediate ,dilutions
of sample as shown in Table 1 diluted to 200 ml with odour-free water. Use this dilution for
threshold determination. Multiply the T.O. obtained by the appropriate factor to correct for inter-
mediate dilution. In rare cases more than one ten fold intermediate dilution step may be required,
7.3 Based on the results obtained in the preliminary test prepare a set of dilutions with the help of
Table 1. Insert one or more blanks in the series in the vicinity of the expected threshold without
knowledge of observer.
7.4 Record the observations of each tester by indicating odour in each test flask. If odour is noted
mark plus sign ( + ) it absent, indicate by a minus sign ( - ), for example match volume of sample
diluted to 200 ml against response as given below:
Volume of sample diluted to 200 ml 12’5 0 25 0 50 100 200
Response -+- +++
8. Calculations
8.1 The threshold odour number is the dilution ratio at which odour is just detectable. In the
example in 7.4 the first detectable odour occurred when 25 ml sample was diluted to 200 ml. Obtain
threshold value by dividing 200 by 25 which is 8. Alternatively read value from Table 1.
8.2 Sometimes responses are anomalous. A low concentration may be called positive and a higher
concentration in the series may be called negative. In such cases, threshold is that point of
detection after which no anomalies are there, for example:
Increasing concentration----+
Response - - + - + + + +
Threghold
8.3 To find the most probable average threshold from large numbers of panels use statistical
methods ( generally geometric mean ).
EXPLANATORY NOTE
The ultimate odour testing device is the human nose. Odour tests are performed to arrive
at qualitative descriptions and approximate quantitative measurements of odour intensity. The
method prescribed here for intensity measurement is the threshold odour test. This method is
applicable to samples ranging from nearly odourless natural waters to industrial wastes with
threshold odour numbers in thousands. There are no intrinsic difficulties with highly odourous
samples because they are diluted proportionately before being presented to the test observers.
3
Reprography Unit, BE. New Delhi, India
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1123.pdf
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IS :1123-1975
(R ePPilrmed 1993 )
Indian Standard
METHODOFIDENTIFICATIONOF
NATURALBUILDINGSTONES
(F irst Revision )
Fourth Reprint SEPTEMBER 1998
UDC 691.21 : 552.12
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 December 1975IS : 1123- 1975
lndian Standard
METHOD OF IDENTIFICATIONO F
NATURAL BUILDING STONES
(First Revision)
Stones Sectional Committee. BDC 6
Rehresenting
SIiRl C:. B. L.. >L\THVR Public Works Department, Government of Rajasthan,
Jaipur
SIlRl K. K. ACRX~ALA Builders’ Association of India, Bombay
SHRI K. K. MADHOK (&mUf?)
SHRIT.N.BHARCAVA Ministry of Shipping and Transport (Roads Wing)
QHRIJ. K. CHARAN Engineer-in-Chief’s Branch, Army Headquarters
SIIRIK . N. SUBBA RAO (Al/mate)
cHIEP.ARCHITECT Central Public Works Department, New Delhi
SHRI G. C. DASS National Test House, Calcutta
SIIRIP . R. DAS (&6rnole)
SHRI Y.N. DAVL Department of Orology & Mining,, Government of
Rajasthan, Udaipur
SHRI R. C;. GL;PTA (dlkmale’;
DEPUTY DIRECTOR (RESEARCH) Public 1Vorks Department, Government of Uttar Pradesh,
Lucknow
DEPUTY DIRECTOR (RESEARCH), CONTROL & Public Works Department, Government of Orissa,
RESEARCH LABORATORV Bhubaneswar
DR AI. P. DHIR Central Road Research Institute (CSIR), New Delhi
SARI R. L. NAXDA (Allermfe)
DIRECTOR, ERT Public Works Department, Government of Gujarat,
Baroda
DIRECTOR (CSMRSj Central Water Commission, New Delhi
DEPUTY DIRECTOR (CSAIRS) (Alterm&)
DIRECTOR,MERI Irrigation & Power Department, Government of
Maharashtra, Bombay
RESEARCH OFFICER,MERI (Altcmatc)
SHRI hl. K. GUPTA Himalayan Tiles and Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK (Alternate)
DR IQBAL AL1 Engineerin Research Laboratory, Government of Andhra
Prades% , Hyderabad
SHRI A. B. LINGAM (Al&mate)
SI~RI D. G. KADKADE The Hindustan Construction Co Ltd, Bombay
SHRI V. B. DESA~( Alternate)
SHRI T. R. MEHANDRU Institution of Engineers (India), Calcutta
SHRI PREM SWAKUP Department of Geology & Mining, Government of Uttar
Pradesh, Lucknow
SHRI A. K. AGARWAL( Alternate)
DR 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. J?RADHAN( Alternate)
SUPERINTZNDINEGN GINEER( DESIGNS) Public Works Department, Government of Kamataka,
Bangalore
S JPERINTENDING ENGINEER (DESIGN) PublLaWz;h Department, Government of Tamil Nadu,
DEPW CHIEF ENGXNEER( I&D) (Altumab)
0 Copyright 1975
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copy&M Act (XIV of 1957) und 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 : 1123- 1975
( Continnedf~ompage 1 )
Members Representing
SUPERINTENDING ENGINEER (DESIGN & PLY) Public Works Department, Government of Andhra
Pradesh, Hyderabad
SUPERINTENDING ENGINEER (PLo CIRCLE) Public Works Department, Government of West Bengal,
Calcutta
SUPERINTENDING SURVEYOR OF WORKS Public Works Department, Government of llimachal
Pradesh, Simia
SHRI D. AJITHA SIMHA, Director General, BIS (&o~ccio Member)
Director (Civ Engg)
Secretary
SHRI K. &I. MATHUR
Deputy Director (civ Engg), BISIS t 1123 - 1975
Indian Standard
METHOD OF IDENTIFICATIONO F
NATURAL BUILDING STONES
(First Revision)
0, FOR EWORD
0.1 This Indian Standard (First Revision) was and identification of rocks and thus before ascer-
adopted by the Indian Standards Institution on taining the strength properties it is also necessary
19 July 1975, after the draft finalized by the Stones to identify the types of rock. This standard had
Sectional Committee had been approved by the therefore been formulated to cover standard
Civil Engineering Division Couucil. methods for identification of natural building
stones. This standard was first published in 1957
0.2 Building stones are available in large quantity
which covered the aspects of petrographical exa-
in various parts of the country and to select and
mination of building stones. While revising the
utilize them for their satisfactory performance it is
standard its scope is limited to only identification
necessary to know the various strength properties
of natural building stones which is in fact needed
determined according to the standard procedure.
by the various research laboratories of stones using
The strength of the rocks depends on its mineral
departments.
constituents which form the basis of classification
1. SCOPE ed by blasting, driving wedges, heating, etc, shall
not be included in the sample.
1.1 This standard lays down the procedure for
identification of some of common types of natural 2.2.2 Field Stons and Boulders - A detailed inspec-
building stones. tion of the stone and boulders over the area where
the suppl*r is to be obtained shall be made. The
2. SELECTION OF SAM$‘LE different kmds of stone and their condition at vari-
ous quarry sites shall be recorded. Separate samples
2.1 The sample shall be selected to represent the
for each class of stone that would be considered
type of grade of stone under consideration. The
for use in construction as indicated by visual inspec-
samples shall be from the fresh rock and not wea-
tion shall be selected.
thered.
2.2 The sample shall be selected by the purchaser 3. PROCEDURE
or his authorned representative from the quarried
stone or taken from the natural rock, as described 3.1 The sample shall be examined macroscopically
for its colour, structure, texture and mineral consti-
in 2.2.1 and 2.2.2 and shall be of adequate size to
permit the preparation of the requisite number of tuents .
test pieces. 3.2 The type of rocks shall be identified according
2.2.1 Stones from LGdges or Quarries - The ledge to characteristics given in Table 1. In -case of
or ,auarry face of the stone shall be inspected to doubt guidance can be obtained from engmeering
determine any variation in different strata, Differ- properties of the rock given in Table 1.
ences in colour, texture and structure shall be
observed. Separate samples of stone weighing at 4. REPORTING
least 25 kg each of the specimens shall be obtained
from all strata that appear to vary in colour, tex- 4.1 Date of sample taken, identification of sample
turoand structure. Pieces that have been damag- and the type of stone shall be reported.
3I3
TABLE1 CEARA CTBBSTICS OF BUlLDlNG STONBS
. .
(C&use 3.2)
=
AVERAGENEG INEERI~ PROPERT~S (&r F&WE) tifi
--- I
Specific Compres- shear $?;;& Porosity Resistance
Gravity sive Strength g
Strength Ab%on Elasticity
2
(6) (7) (6) (9) (10) (II) (12) (13) (14)
kg/cm’ kg/a’ kg/cm’ Percent Percent Wm’
1. Granite* White to light grey CrYstalline, finim~ Essentially quartz Used primarily .for Granites o c c u r 2.63-2.75 I@.% 140-500 70-250 0.4-4 439-67.9 2 x IO’ 10
and pink. C- sometimande ;fe ldspar with “a I&& raw; throuehout t h e 2500 6x10’
massive mica, amphibdes em&y. on2
sheeted and band- and pyroxenes PI related rtmchares, nlativelv
ed; jointscommon. accessorier wv-ts. ke& number of suitable
pedestal. moml- colour or texture
mental buildings, are available.
institutional a n d Most granites arc
-ial build- characterised b v
mgs, table top, joints an d frac-
coarse aggregate, t-s. It is desired
road me&l, -etc. that granites shall
Polished manite be free from Ram,
etc. Granites may
be graded by
a “Cry longl asting their compressive
lustre. Good strength.
foreign market.
2. Granodiorite* Light grey. Crystalline, medium Essential minerals sameuseasgranites. 2%3.0 -_ - 0.50 - -
to coarse grained; are . quartz and
massive; joints Pla~lasefe1dsq.w
common. accessone!
like biotite and
hornblende.
3. sycnitc* Lig dh at r k c go rlo eeu nre , d grct yo Cry tos ta cIl oin are s, e gm rae id ni eu dm ; Ess ae rn et ia al lkali m fi en le dr sa pl as r Samewe as granites. Syc an bit ues n dant are t h l ae ss n 2w-2+Jo 350-500 -4 1.381.54 - 86 2x 1 0I ’O 5 to
and bluish grey. massive; j oints sometimes with granites.
c0mm0”. nepheline (nephe-
line syenite). Com-
mon accessories
hornblende,
E%ite and a&e.
4. Diorrtc* Grey to dark grey. Crystalline, medium Essential minerals used as 3. goodag grc- Pound in a number 2.8-3.0 1 8OO- 150-300 0.25 - 7x10’to
to coarse grained; are plagioclase gate material and of places in India. 3 000 10x 10”
massive; joints feldspar and dark road metal, etc.
0Xllm0Il.
2. Gabbro’ Crystalline, medium Consists of Iime-feld- May be used where It’~a,~gh a,;12mgh 2.90-3.2 1 800- 150-300 0.1-0.2 - 7 x 10” to
to coarse grained; spar and pym~ene available for low 3 In0 11x10~
banded and often (a&e) ; acces.wria bridge piers, river porosity, makes it
jointed. may be &vine, walls dam and re- suitable for heavv
biotite, hornblende lated structures; it str”ct”res.
and rarely quartz. may also be used
for pk3VUIl~llU,
kerbs and in build-
ings (same as
granite).TABLE 1 CHARACTERISTICS OF BUlLDING STONES - Conld
SL TYPE PkfYsIcAL PRoPERTIes USES
No. ,-_-_-_h_-__
Colour Texture & Mineralogical Specific compres- Shear TC.pdle Poroltiy Resistance Modllus
structure Composition Gravity sive Strength strength
Strength *hrt%o” Elasticity
(1) (2) (3) (4) (3 (‘3 (7) (8) (9) (IO) :I]) (12) (13) (14)
kg/cm: kg/cm’ k&ma Percent Percent kg/cm*
2. Limestone and White, grey, pink, Bedded, gm”l,lX; co”sists .ZSC”iidly Ge”wally used as Limestone is found 2.142.8 300-Z 500 100-500 SO-250 520 1.3-241 ;.(.O ,“;;s L to
dolomite r be rd o, w n, blue, grb eu enff fine grained. co af rbc oa nlc ai tt ee j( calci wu im th as nla yb tya pn e d oft ile cs o nsi -n ot uo t o Incc du iar . It th sr ho ou ug lh d- ( sli tm one e- ) s(litmoen- e)
yellow, b I a c k, varying a”x+lts truction used in be devoid of any 2.52.8 and
etc. (Colour due of *ag”CSm”l buildings. Also argillaceous band, (dolo- (dolo-
to impurities in carbonate. ‘&j?& ““lk*f softer vein, cracks mite). mite).
the form of silicates
and carbonates). stone (Porbandar
stone) used aa or-
namental and
building stone.
- -
3. Laterite Brownish red,yellow, Porous, oolitic and A mixture of hydrat- Generally used a.5 Freshly quarried 1.85 19-23 - - -~
brown, grey and pisolitic with cavi- ed oxides of iron blocks in the cous- laterite is soft
mottled colours. ties; at times bed- a n d aluminium truction of build- and porous, but
&d. frequently w i t h ings, iyaw% when exposed t o
“!;~sa,” c=. titaniud mio - a bn ud
il dings.
a dt im tioo ns sp he ir ti c hardc eo nn s-
oxide and free and makes a very
silica. touah material.
When used in walls
it should be plas-
tered from outside.
-
1. chamnockite Light grey to dark Fine to coarse grain- Galerally used as Occurs in association 2.7-3.0 7.94 x 102
grey. ed, massive band- slabs and block in with Khondalites
ed and sometimes the construction of in the Eastern 9-34?Z 104
foliated. building, monn- ,Gl+ Its streqth
mentr, pa”eme.“is,
kerbl, etc, roan a SiZ,E%j
sou”x of aggre-
gate material. granite.
2. Gneisser Li;l;p,y s, pink, Fine to coarse grain- Composed of “by’,, Not com”lo”ly used Varying composition 2.5-3.0 500-2 000 - 50-X0 0.5-1.5 - 2.01 x lo>
., yreemsh ed: alternative kldSPi3r, because of delitcri- of bands are likely
dark and white hornblends, :tc. ous conrtitutev.but to give low rtreng- 4.9 tz 10”
bands (gneissosc may be used in th of the rocks.
StfUCtUrC). minor CCl”StlU~- WiVi;ly found in
tions ifeasily avail-
able. Hard gncissrr
may be used fiw
constructirw 0 r
buildings and do.-
wtzfive wwky and
as Ilp=P
stone.
3. Quartrite White, grey, yello- Fine to coarse grain- Used as blocky ;uul 2. jj.2.cjj 1 jl)O-J 000 IOIl-6')O 100-300 iJ.Z-0.6 - 9.J x 10
wish & brownish cd often granular slabs for buildinrr
g-Key, buff (colour and banded.
is dependent on
the impurities in
the cement].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
BJS 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 01
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 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 335336, Sector 34-A, CHANDIGARH 160022 60 38 43
{ 60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
{ 235 15 19,235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 { 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at Simco Printing Press, Delhi, India’
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10386_3.pdf
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IS 10386 ( Part 3 ) : 1992
Indian Standard
SAFETY CODE FOR CONSTRUCTION,
OPERATION AND MAINTENANCE OF
RIVER VALLEY PROJECTS
PART 3 PLANT AND MACHINERY
UDC 626’02 : 614’8
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
February 1992 Price Group 1
FSafety in Construction, Operation and Maintenance of River Valley Projects Sectional Committee,
RVD 21
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Safety in Construction, Operation and Maintenance of River Valley Projects Sectional
Committee had been approved by the River Valley Division Council.
With large scale increase in construction activity of river valley projects, the number of major
accidents have increased. The degree of safety achieved in project constructions has a direct
bearing on the amount of effort expended to avoid accidents by those who control the conditions
and practices on the project.
There are a number of aspects that need to be kept in mind when the safety norms of an entire
river valley project are envisaged. To this end, various aspects that need consideration, from the
viewpoint of safety, are dealt with in various parts of this standard.
This part covers the safety aspects to be kept in view durin g usage of plant and machinery.
Various machinery, plants and other mechanized equipment play a vital role in the construction,
operation and maintenance of river valley projects. Safety of the plants and machinery used and
installed is an important and essential part of planning as no other segment of the project will pay
greate~r dividends with minimum investment than a good safety programme.
Inadequate safety measures in respect of plant and machinery can result, besides others, in the
following mishaps:
a) Loss of human lives;
b) Temporary or permanent injury to workers;
Loss or damage to equipment;
C)
d) Loss of material; and
e) Loss -of valuable time.
The guidelines given in this standard are generalized and indicative in nature, given for the
guidance of the concerned project engineers. Each project may have its own safety hazards which
need to be identified and taken care of accordingly. Further, in addition to these general guidelines
the instructions issued by the suppliers of various equipment should be strictly adhered to.IS 10386( Part 3 ) : 1992
Indian Standard
SAFETYCODEFORCONSTRUCTION,
OPERATIONANDMAINTENANCEOF
RIVERVALLEYPROJECTS
PART 3 PLANT AND MACHINERY
1 SCOPE c) Unexpected violent shocks or jerks to the
machine.
1.1 This standard ( Part 3 ) lays down the d) Leaving earth moving and other
safety requirements for plant and machinery equipment unattended in a dangerous
used in river valley projects. position.
e) Not following the safety measures
2 TRAINING TO NCW/IN-EXPERIENCED
prescribed by the suppliers of the plant
PERSONNEL or machinery.
4.2 Schedules for preventive and electrical
2.1 An in-experienced worker is the chief
maintenance are quite effective and should be
casualty in accidents on construction sites.
employed for various kinds of machines.
Before recruitment of any personnel, he should
be properly screened for the job he is likely to
5 SOME DO’s AND DONT’s
be entrusted. Thorough checking and screening
at the time of appointment in regard to his
experience, suitability and any disability which 5.1 Do’s
might affect his work, is very essential.
51.1 Make all adjustments and repairs with the
2.2 Any employee who persists in causing parking brake set, engine inoperative and
accidents should be replaced. hydraulic systems not under pressure.
2.3 It should be the duty of the safety officer to 51.2 Make sure all the pressure and tempera-
make the s~afety process effective. Each section ture gauges are operative and indicating the
head may hold a short safety session with his work position, before commencing work.
section as often as conditions warrant. The
5.1.3 Make sure that the area behind the
workers should be given ample opportunity to
machine is clear, before reversing.
participate in the discussions. Sometimes the
most effective method of emphasising safety 5.1.4 Face or look in the direction the machine
practices is by demonstration. is travelling.
5.1.5 Watch for workers in the vicinity of the
3 TRAINING ON ARRIVAL OF ANY NEW
machine, before setting it in motion.
PIECE OF EQUIPMENT
3.1 On the arrival of any new equipment both 5.1.6 Travel with blade or bucket close to the
the operation and the repair staff should be ground when going up a steep grade.
trained in its use under the supervision of the
5.1.7 On all machines, set brakes when parked
erection personnel deputed by the firm. If
and block the wheel when parked on grades.
necessary they may be shown documentaries
and films by the erection engineers to properly 5.1.8 Circle the machine before mounting it to
and safely understand the working of the make certain that no one is in the danger area.
equipment.
5.2 Dent’s
3.2 The operator should be encouraged to
report any abnormal indications/noise promptly 52.1 Get underthe machine unless the engine
to the Unit Level maintenance staff. is turned off and the parking brake is set.
5.2.2 Get on or off a moving machine.
4 GENERAL
5.2.3 Operate the machine after dusk, unless
4.1 The main sources of injury to operatorsand
adequate lighting is provided.
others working around machinery are:
5.2.4 Make sudden stops with raised and/or
a) Repairing and servicing equipment in
dangerous positions. loaded bucket.
b) Unexpected violent tipping of the 5.2.5 Short circuit the fuse links with wire. Do
machine. it with proper fuses.
1IS 10386 ( Part 3 ) 1 1992
5.2.6 Break any of the interlocks provided 6 FIRST-AID FACILITIES
unless required under emergency conditions.
5.2.7 Operate the gates at the openings where 6e1 Many minor injuries can be treated
excessive vibrations are noticed. satisfactorily if first-aid facilities are maintained.
Some members of the staff should be trained to
5.2.8 Reverse movable equipment without having provide this treatment and each employee should
an assistant to give directions. know how to secure it when required.
2Standard Mark
The use of the Standard Mark is governed by the provisions of the Bztreau of Indim
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by BIS and operated by the pro-
ducer. Standard marked products are also continuously checked by BIS for conformity to
that standard as a further safeguard. Details of conditions under which a licence for the use
of the Standard Mark may be granted to manufacturers or producers-may be obtained from
the Bureau of Irdian Standards.Bureau of Indian Standards
BIS is a statutory institution established under the Burem 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.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference :
Dot : No. RVD 21( 3841 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 BahadurLShah 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-l 10002 331 13 75
Eastern : l/I4 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 412916
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East )
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR,
CGIMBATORE, FARIDABAD, GHAZIABAD, GUWAGATI,
HYDERABAD, JAIPUR, KANPUR, PATNA, THIRUVANANTHAPURAM.
Printed at Swatantra Bharat Press. Delhi, India
|
6932_2.pdf
|
IS: 6932 ( Part II ) 1973
l
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART II DETERMINATION OF CARBON DIOXIDE
CONTENT
( Third Reprint APRIL 1993 )
UDC 691’51 : 543 [ 546’2641
0 Copyrfghf 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MAR0
NEW DELHI 110002
Gr 1 February 1974
.IS : 6932 ( Part II ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART II DETERMINATION OF CARBON DIOXIDE
CONTENT
0. FOREWORD
0.1 This Indian Standard ( Part II ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building Limes
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a
separate Indian Standard. This part covers determination of carbon
dioxide content 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 ina ccordance with IS : 2-1960*.
1. SCOPE
1.E This standard ( Part II ) covers ‘method of test for determination of
carbon dioxide content of building lime.
2. GENERAL
2.1 Preparation of the Sample - The sample for carrying out this test
shall be prepared in accordance with 7.2 of IS : 712-19737.
2.2 The distilled water ( see IS : 1070-1970: ) shall be used where use of
water as a reagent is intended.
*Rules for rounding of numerical values (revised).
tspecification for building limes ( second revision ).
fSpecification for water, distilled quality ( revised ). (Since rev&Cd ).,
Q Copyright 1974
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.
.-.. .___. ‘-.l__
__1--..--_ -- ..--~ --.. _-_ .._.
IS : 6932 ( Part II ) - 1973
3. DETERMINATION OF CARBON DIOXIDE CONTENT
3.1 Apparatus and Reagents
3.1.1 A suitable form of apparatus is shown in Fig. 1. The system consists
of a U-tube A with anhydrous granulated calcium chloride and another
U-tube B with soda asbestos, funnel C with a glass stopcock S and a bent inlet
glass tube ( projecting below the acid level ) is used to introduce hydrochloric
acid into the generating flask D. Condenser E condenses most of the water
and hydrochloric acid. The U-tube F contains zinc pallets to react
with residual acid, if any. Bubbler G contains concentrated sulphuric
acid to absorb moisture. The U-tube Hr contains pumice stone,
impregnated with anhydrous copper sulphate to remove traces of hydrogen
sulphide. Pumice stone is prepared by crushing it to approximately
5 mm size, shifting it free from dust and then transferring 60 g of it to a casse-
role, it is then covered with a concentrated solution of 30 to 35 g of copper
“cur,’yln”h‘“a‘”t c= sI-n*-r l tIh._m.,. _ cY=. v..ayn”n.er‘a“tLd. tIn.2 rul.r ,,m.A~..&~” w..AhiIlIeI” e“.tA;r”r“;‘n~o . r~r“\~n“.t‘“~“n“t~l.v r It is
then heated for 3 to 4 hours at 150 to 16O”C, cooled in a desiccator and
preserved in a glass-stoppered bottle. U-tube H contains anhydrous granu-’
lated calcium chloride in one limb and anhydrous magnesium perchlorate
in the other to remove the last traces of moisture. U-tubes J1 and J contain
both soda asbestos and anhydrous magnesium perchlorate in each limb to
absorb carbon dioxide. U-tube X contains anhydrous granulated calcium
chloride and anhydrous magnesium perchlorate in each limb to protect the
end of the train against moisture. U-tubes are suspended from a cross.
bar Jv. Two retort stands L and M carry the cross bar N. All joints are
made of stout-walled rubber tubing with the ends of the glass tubes touching
each other. Means are provided to pass air through the system either under
pressure or by suction.
3n . 1* .Ln un z. i, u ce1 . nT yT a, r ocruo,. nI. c.. ‘. fi“ c. t. a, - I1 .i *1 tI. v/I v \ I. T 1. 1 s 1 n a_ rI l1 1 o e prepared by diiu&
ing hydrochloric acid ( sp gr l-16 and conforming to IS : 265-1962* ) four
times its volume with water.
3.2 Procedure-Accurately weigh about 2.5 g of the sample, transfer
it into the flask D and add 20 to 40 ml of distilled water. Insert the glass
stopper carrying the funnel arrangement and condenser and make sure that
the apparatus is air-tight. Pass air through the system until the carbon
dioxide absorption tubes J, and J attain constant mass. Close the stopcock
( Sand reconnect in the system the weighed carbon dioxide absorption tubes
Jr and J. Introduce 40-m’ of hydrochloric acid into the flask D through
funnel C and heat the flask carefully so that the gases pass through the
sulphuric acid bubbler at a moderate rate. Allow the contents of the flask
to boil after about 30 to 40 minutes. After 2 to 3 minutes of boiling, remove
the flame and connect the flask to scrubbers A and B by means of stopcock S
and pass air through the system for 20 minutes at a moderate rate. Keep
*Specification for hydrochloric acid ( ret&d ) .
2-5 -
FIG. 1 ASSEMBLY OF APPARATUS FOR DETERMINATION OF CARBON DIOXIDEI N LIMEIS : 6932 ( Part II ) - 1973
the absorption tubes J1 and J at room temperature for 30 minutes and
then weigh. The increase in mass denotes the carbon dioxide content in
the sample.
3.3 Report of Test Results-The carbon dioxide content shall be
reported as a percentage of mass of the sample taken.
4c
BUREAU OF INDIAN STANDARDS
Headquarters;
Mansk Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Regional Oflces: Telephones
Central : Manak Bhrvan, 9 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
Northorn : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 [ 31641
41 24 42
Southern : C. 1. T. Campus, MADRAS 600113 41 2519
{ 41 29 16
fwestern : Manakalaya, EB MIDC, Marol, Andheri (East), 6329296
BOMBAY 400093
Branch OfPces:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, ’ 26348
AHMEDABAD 380001 [ 26349
SPeenya Industrial Area, 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 [ 38 49 56
- - _. _ _- _-
Gangotri Compiex. 5th Fioor, Bhadbhada Road, 1. 1. Nager, 66716
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 63627
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), 231083
HYDERABAD 500001
63471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
[ 69832
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005 c
31 Q3 a3
-&I O&Y&
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayatn 6 21 04
TRIVANDRUM 695035 1 621 17
lnspecflon Oflce (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. 62436
PUNE 411005
lS a!es Office in Calcutta Is at 5 Chowringhrr Approach, P.O. Prlncsp ¶7 65 00
Sttret, Calcutta 700074
tSalrs Offlcr In Bombay Is at Novelty Chambers, Grant Road, 50 65 25
Bombay 400007
SSalrs Office In Bangalora la at Unlty Bulldlng, Naraslmharala Square 22 36 71
bangalorr 660005
?rlntod at Slmao Prlntino Pror~. Dolhl, India
|
6932_10.pdf
|
IS : 6932 ( Part X ) - 1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART X DETERMINATION OF POPPING AND
PITTING OF HYDRATED LIME
( Third Reprint MARCH 1993 )
UDC 691’51 : 620’191’36/‘37
0 Copjvfg/u 1974
BUREAU OF INDIAN STANDARDS
MANAK BHA VAN. 9 BAHADUR SHAH ZAFAR MARG
Nh’ DELHI 110002
Gr 1 February 1974lS:6932(PartX)-1973
Indian Standard
METHODS OF TESTS FOR BUILDING LIMES
PART X DETERMINATION OF POPPING AND
PITTING OF HYDRATED LIME
0. FOREWORD
0.1 This Indian Standard ( Part X ) was adopted by the Indian Standards
Institution on 22 March 1973, after the draft finalized by the Building
Limes Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Hitherto, methods of tests for assessing qualitative requirements of
building limes were included in IS : 712-1964. For facilitating the use of
these tests it has been decided to print these tests as different parts of a
separate Indian Standard. This part covers determination of popping and
pitting 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 X ) covers the method of test for determination of
popping and pitting of hydrated lime.
2. GENERAL
2.1 Preparation of the Sam le - The sample shall be prepared in
accordance with 7.2 of IS : 712- P9 73t.
*Rules for rounding off numerical values ( reviwd ).
tspcification for building limes ( stcvnd rcoision) .
-
BUREAU OF IN’DIAN STANDARDS
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 6932 ( Part X ) - 1973
2.2 The distilled water ( see IS: 1070-1960* ) shall be used where use of
water as a reagent is intended.
1
3.3 TEST FOR POPPING AND PITTING
3.1 Gauging Plaster - The gauging plaster used for popping and pitting
test when gauged with 50 percent of its own mass of distilled water and tested
by the Vicat needle in accordance with IS : 4031-1968t shall have an initial
setting time of not less than 15 minutes. The gauging plaster shall be free
from pops and pits. Fresh, fine, white and good quality plaster of Paris
which shows no pops or pits when tested without lime may be used.
3.2 Procedure
3.2.1 Four test specimens shall be separately prepared in the manner
described under 3.2.1.1 to 3.2.1.8.
3.2.1.1 Mix thoroughly 70 g of the hydrated lime under te;t with
70 ml of clean water at a temperature 27 f 3 “C and allow to soak for 2 hours.
3.2.1.2 At the expiration of 2 hours, the lime putty thus obtained shall
be thoroughly mixed and ‘ knocked up ’ with a trowel, if necessary, with a
small additional amount of clean water, so as to obtain a plastic mass; it
shall then be spread out on a non-porous surface, 10 g of approved grade
plaster of Paris shall then be added, the plaster being scattered evenly
over the putty, and the whole shall be mixed with the trowel rapidly and
thoroughly for 2 minutes.
3.2.1.3 A flat pat shall then be formed by pressing the gauged material
into a ring mould 10.0 cm in diameter and 0.5 cm deep, greased inside
and resting, on a well-greased non-porous plate. One gram of petroleum
jelly per pat is suitable for greasing when renewed each time.
3.2.1.4 The gauged putty shall be pressed in small quantities at a time,
with the aid of a broad palette knife or spatula, in such a man,ler as to avoid
air bubbles. It shall then be smoothed off in level with the top edge of the
ring with not more than 12 strokes of the knife, any excess material being
removed in this process. The total time shall not exceed 5 minutes from the
time of adding the plaster of Paris to the last stroke of the knife for any
one pat.
3.2.1.5 The 4 pats thus formed shall be left to set for half an hour.
They shall then be transferred on their base-plates with or without their ring
mould to a well ventilated drying-oven maintained at a temperature between
35 and 45°C to be well dried. A period or periods amounting to a total
of 16 hours should be ample for this purpose but a minimum of 4 hours
suffices in many cases.
*Specification for water, distilled quality (h.wd ). ( Since revised).
j-Methods of physical tests for hydraulic cement.
2Is:6932 (PartX)- 1973
3.2.1.6 The pats may be left in the oven either before drying or
between the periods of drying.
3.2.1.7 Any test pats which show shrinkage cracks before steaming
shall be rejected and replaced by fresh pats.
3.2.1.8 The 4 pats, still on their base-plates, shall be placed horizontally
in a suitable steam boiler in which the water is already boiling, and subjected
to the action of saturated steam at atmospheric pressure for a period of 3
hours. The steaming vessel shall be so arranged that condensed water
cannot drip back on to the face of the pats.
3.2.2 The pats shall then be examined in a good light for disintegration,
popping or pitting.
3BUREAU OF INDIAN STANDARDS
-Headquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Talephones : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Regional Oflces: Telephones
Central : Manak Bhavan, 9 Bahadur Shrh Zafar Marg, 331 01 31
NEW DELHI-110002 [ 3311375
lE a8tern : 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 1 31641
41 24 42
Southern : C. I. 1. Campus, MADRAS 600113 412619
{ 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andhari (East), 6329296
BOMBAY 400093
Branch Oflees:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 [ 26349
SPeenya Industrial Area, 1 st Stage, Bangalore Tumkur Raad 3% 49 55
-BANGALORE 560058 1 38 49 56
Gsngotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 66716
B H OPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESH-WAR 751002 5 36 27
53/5, Ward No. 29, R. G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
6-8-56C L. N. Gupta Marg ( Nampally Station Road), 23 1083
HYDERABAD 500001
63471
R14-Yudhlster Marg, C Scheme, JAIPUR -302005
[ 6 98 32
21 66 76
117/418 B Sarvodaya Nagar, KANPUR 208005
[ 21 8292
Patliputra Industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Palayaan 621 04
TRIVANDRUM 695035 [ 621 17
Inspect/on Off7ce (With Sale Point) :
Pushpanjali, 1st Floor, 205-A We&High Court Road, 251 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagfar, 62435
PUNE 411005
lS a!es Offlce in Calcutta is at 5 Chowrlnghss Approach, P.O. Prlntsp 27 88 00
Strret, Calcutta 700072
tSales Office In Bombay Is at Novelty Chambers, Grant Road, 89 65 28
Bombay 400007
$Sales Ofnce In Bangalore Is at Unlty Building, Naraslmharaja Square 22 36 71
6angalore 560002
Prlntrd at Slmoo Prlntlng Preor. Dolhl. Inaim
|
1791.pdf
|
IS : 1791 - 1985
Indian Standard
GE-NERAL REQUIREMENTS FOR
BATCH TYPE CONCRETE MIXERS
( Second Revision )
Construction Plant and Machinery Sectional Committee, BDC 28
Chairman
MAJ-GEN J. S. SOIN
C-24, Green Park Extension, New Delhi
Members Represcntrng
SERI R. P. CHOPRA National Projects Construction Corporation
Limited, New Delhi
SHRI 0. S. GUPTA (Alternate)
CHIEF ENGINEER Punjab Irrigation & Power Department,
Government of PuniIa b. I ChandieYar h
DIRECTOR ( PLANT DESIQNS ) ( Alternate )
CEIEF ENGINEER ( ELEC ) I Central Public Works Department, New Delhi
SUPERINTEND&~ ENGINEER,
DELHI CENTRAL ELEC
CIRCLE ( Alternate )
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M ) ( Alternate )
DR A. K. MULLICK National Council for Cement & Building
Material, New Delhi
SHRI RATAN LAL ( Alternate )
DR K. APRAMEYAN Bharat Earth Movers Limited, Bangalore
SE~I K. S. PADMANABHAN (Alternate)
DR M. P. DHIR Cent;llh:oad Research Institute ( CSIR ), New
e ’
SHRI Y. R. PHULL ( Alternate )
DR A. K. RAY Jessop & Company, Calcutta
SHRI A. K. MUKHERJEE ( Alternate )
SERI D. M. GUPTA U P State Bridge Corporation, Lucknow
SERI V. GULATI Heatly and Gresham ( India ) Limited, New Delhi
SHRI S. A. MENEZES ( Alternate)
JOINT DIRECTOR ( WORKS ) Railway Board ( Ministry of Railways)
JOINT DIRECTOR ( CIV ENGG ) ( Alternate )
( Continued on page 2 )
Q 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 ‘be an infringement of copyright under the said Act.
hIS :1791- 1985
( Continuedfrom page 1 1
Members Representing
SHRI Y. R. KAL~A Bhakra Beas Management Board, Chandigarh
SHRI M. L. AQQARWAL ( Ah-mats )
MAJ-GEN P. N. KAPOOR Research & Development Organization
( Ministry of Defence ), New Delhi
SHRI S. N. SIDHANTI ( Alternate )
SHRI J. P.,KAUSEISH Cent;(aboruzding Research Institute ( CSIR ),
SHRI S. S. WADHWA ( Altsrnatc )
SHRI S. Y. KHAN Killick Nixon & Company Limited, Bombay
SHRI A. MEHRA ( Alfernatc )
SHRI V. K. KHANNA International Engineering & Construction
Company, Calcutta
SERI S. K. KELAVEAR Marshall Sons & Company Manufacturing
Limited, Madras
SHRI B. V. K. ACHAR (Alternate)
SHRI M. E. MADEUSUDAN Directorate General of Technical Development,
New Delhi
SERI K. L. NANGIA ( Alternate )
BRIQ S. S. MALLICE Directorate General Border Roads, New Delhi
Sam L. M. VERMA f Alternate I
SHRI J. F. ROBERT MO& ’ Sahayak Engineering Private Limited, Hyderabad
*&RI M. NARAINASWAXY Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI H. S. DUQQAL ( Altcrndc )
SHRI S. S. PRAJAPATHY Sayaji Iron & Engineering Company Private
Limited. Vadodara
SHRI NAVIN S. SHAH ( Alternate )
SRRI T. H. PESEORI Recondo Limited, Bombay
SERI S. J. BASW ( Alternah )
SHRI T. H. PESHORI Builder’s Association of India, Bombay
BHAI TRILOCHAN SINQ~ ( Altsrnate )
SHRI G. RAMDAS Directorate General of Supplies & Disposals,
New Delhi
SHRI I. C. KHANNA ( Altmatr )
SHRI R. C. REEHI International Airport Authority of India, New
Delhi
SHRI H. K. KULSERESHTHA ( Altnnatr )
MAJ RAVINDRA SHARYA Department of Standardization ( Ministry of
Defence ), New Delhi
SHRI K. S. SRINIVABAX National Buildings Organization, New Delhi
SHRI MUEAR SINQH ( Altcrnutu)
SHRI G. VISWANATHAN Miniatry of Shipping & Transport ( Roads Wing )
S&RI M. N. SIxQH Indian Road Construction Corporation Limited,
New Delhi
SHKI G. RAMAN, Director General, IS1 ( Ex-o&o Member)
Director ( Civ Engg )
&‘-,#tA~
SHRI HEXANT KIJMAR
Assistant Director ( Civ Engg )s IS1
lS hri M. Narainaswamy was the Chairman for the meeting in which the standard
was finalized.
2
. .IS : 1791 - 1985
Indian Standard
-GENERAL REQUIREMENTS FOR
BATCH TYPE CONCRETE MIXERS
( Second Revision )
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 30 September 1985, after the draft finalized by
the Construction Plant and Machinery Sectional Committe~e had been
approved by the Civil Engineering Division Council.
0.2 In order to guide the purchaser, in obtaining this machinery with
some minimum guaranteed performance and also to lay down working
limits for capacity and other features of the machine and to aid in
production by limiting the production of standard sizes, this standard has
been formulated.
0.3 This standard was first published in 1961 and revised in 1968. The
present revision takes into account the experience gained during the
course of these years. The revision incorporates number of modifications,
the prominent among which are materials for different type of mixers and
deletion of clause relating to terminology. The title has been changed
to general requirements as some of the provisions given in this standard
are not specific.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard lays down requirements regarding the drum, water
tanks and fittings, loaders, hoppers, power units, discharge height, road
worthiness, etc, for the free fall (drum) batch type concrete mixers.
*Rules for rounding off numerical values ( rcviscd ).
3IS : 1791- 1985
1.2 The continuous mixer, forced action (pan) type mixer and truck
mounted mixer are not covered in this standard.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in Indian
Standard on Glossary of terms relating to concrete mixers (under
preparation ) shall apply.
3. DESIGNATION OF SIZE AND TYPE
3.1 The size of a batch type concerete mixer shall be designated by the
number representing its nominal batch capacity in litres together with
the letter T to indicate the tilting type, the letters .hV to indicate
non-tilting type or the letter R for reversing type. Thus a mixer having
a nominal batch capacity of 200 litres will have the designation 200 T if
it is of tilting type, 200 .K’- if it is of the non-tilting types, or 200 R if it is
of reversing type.
4. SIZES
4.1 Concrete mixers shall be of the following sizes:
a) Tilting Type - 100 T, 140 T and 200 T.
b) Non-tilting Type-- 200 NT, 280 NT, 375 NT, 500 NT and
1 000 NT.
c) Reversing Type - 200 R, 280 R, 375 R, 500 R and 1000 R.
4.1.1 Margin of Capacity - Mixers, when operating on level, shall be
capable of holding and mixing an actual mixing batch 10 percent in
excess of the nominal mixed batch capacity laid down in 4.1.
4.2 Sizes other than those specified in 4.1 may be supplied by mutual
agreement between the purchaser and the supplier.
5. DRUM
5.1 The size of the drum shall be such that the ratio of the total interior
drum volume (geometric solid) to the nominal size of the mixer is not
less than the appropriate value given in Table 1.
5.2 The quality of material used in the construction of mixing drum and
minimum thickness of drum for various sizes of concrete mixer shall be
4IS : 1791- 1985
as follows:
Tilting Type Mixer
Size of Minimum Thickness of Shell and Quality of Material Blade
the Mixer r--- -_--_-h---------_7 Thickness
Upper Conical Cylindrical Portion Lower Portion
Portion of of Mixer Drum of Mixer
Mixer Drum Drum
Litres
100 ) 4 mm thick 6 mm thick steel 12 mm thick 8 to 10 mm
140 t steel sheet sheet conforming cast Iron thick steel
zoOJ conforming to IS : 8500-1977t conforming conforming
to IS : 226- to grade FG to IS: 226-
1975* 300 of IS : 1975” or
210-1978: or IS : 1977-
8 mm thick 1975s
steel con-
forming to
IS : 8500-
19771_
Non-Tilting Type Mixers or Reversing Drum Mixers
Size of Minimum Thickness of Shell Blade Thickness
Mixer and Quality Material
Litres
200 5 mm thick steel sheet 5 mm thick steel sheet
conforming to IS : 226-1975* conforming to IS : 226-1975*
2801 8 thick steel sheet 8 mm thick steel sheet
zzforming to IS : 226-1975” conforming to IS : 226-1975*
375 i or IS : 1977-1975s or 6 mm or IS : l’r77-19755 or 6 mm
thick steel conforming to thick steel conforming to
5001 IS : 8500-19777 IS : 8500-I 977T
1000 12 thick steel sheet 12 mm thick steet sheet
Performing to IS : 226-1975* conforming to IS : 226- 1975*
or IS : 1977-1975s or 8 mm or IS : 1977-1975s or 8 mm
thick structural steel confor- thick structural steel confor-
ming to IS : 8500-19771_ ming to IS : 8500-1977t
*Specification for structural steel (Jifth revision) .
tspecification for weldable structural steel ( medium and high strength quality ).
$Specification for grey iron castings ( third s&ion ).
CSpecification for structural steel ( ordinary quality ) ( second revision ).
5IS : 1791 - 1985
TABLE 1 MINIMUM RATIO OF DRUM VOLUME TO NOMINAL
SIZES FOR THE PREPERR-ED SIZES OF FREE-FALL MIXRR
( Clause 5.1 )
NOMINAL SIZE MINIWJM RATIO OB DRUM VOLUME OF SIZE
OR MIXxm r--------- *--_-__--L-_~
(T>;;R$R) Tilting Non-Tilting Reversing
Type Type Type
2.5 - _ -
100 2’5 - -
140 2.5 - -
200 2’5 4.0 4.5
280 - 4.0 4.5
375 - 4.0 4.4
500 - 3’9 4.3
1000 - 3.8 4’2
5.3 Drum Speed - The manufacturer shall indicate the drum speed at
which the mixer should normally be operated to give optimum
performance ( see 18 ).
5.3.1 If required, a revolution counter may also be provided for
guiding the operator.
5.4 In case of tilting ~drum type mixers, the angle at which the drum
operates shall vary from 20” to 30”.
6. WATER SYSTEM
6.0 One of the types of water measuring devices described in 6.1 and 6.2
with the fittings shall be fixed with each mixer only of 290 litres size or
larger. Where required, the system and all associated equipment shall
operate satisfactorily with water of any temperature up to 90°C. The
system shall be manually operated or automatic as specified. The water
measurement shall be expressed in litres. Provision shall be made to
facilitate the checking of the accuracy of water system.
6.1 Water Tanks
6.1.1 The tanks shall be capable of holding and delivering at least the
quantities of water specified in co1 2 of Table 2. The gauge or other
device for indicating the quantity of water in or leaving the tank shall
be accurate to within f 2 percent of the indicated quantity above the
minimum quantity of water shown in co1 3 of Table 2.
6IS : 1791 - 1985
TABLE 2 CAPACITY OF TANKS AND INCREMENTS OF DISCHARGE
(Clauses 6.1.1, 6.1.2and9.1)
SIZE OF TEE MINIMUX AUTOMATIO TANKS ONLY
MIXEB CAPACITY r-------- h_-----------)
(T,NToRR) OF TANKS Minimum Initial Increment of
LITRES LITRES Discharge Discharge
litres litres
(1) (2) (3) (4)
200 35 7 1
280 55 10 1
375 65 10 1
500 75 15 1
1 000 150 25 2
6.1.2 Automatic tanks shall be capable of delivering the minimum
quantity of water shown in co1 3 of Table 2, and any quantity between
this and the total capacity in increments as shown in co1 4 of Table 2.
The scale should be graduated in increments as shown in co1 4 of
Table 2. The quantity delivered shall not vary from the predetermined
quantity by more than & 2 percent of the indicated quantity above the
minimum quantity of water shown in co1 3 of Table 2. The guage or
other device shall be so positioned that it can be conveniently read by
the operator.
6.1.3 Measuring tanks, whether automatic or non-automatic and their
fittings shall be such that the total time cycle for feeding the tank under
the lowest pressure specified in 7.1 with the quantities specified in co1 2
of Table 2 and for discharging these quantities into the mixer, does not
exceed two minutes and the time for discharging these quantities shall
not exceed half of the minimum mixing time.
6.2 Water Meters
6.2.1 The water meters shall conform to IS : 779-1978* or IS : 2373-
19817.
6.2.2 Plants with capacity of 1 000 litres may be provided with
automatic cut-off arrangement after predetermined water has been added
to the mixer.
*Specification for water meters ( domestic type ) (jiflh rcuision ).
tSpecification for water meters ( bulk type ) (third revision ).
7IS:1791- 1985
62.3 The face of the meter shall be suitably protected.
6.3 Working Pressures
6.3.1 Pressure type water measuring tanks and their fittings shall be
able to operate satisfactorily with any working pressure between the
limits of 0.1 and 0.7 Mpa. The tank itself shall satisfactorily withstand
a test pressure of 1.05 Mpa.
6.3.2 Fittings other than those for closed tanks which have to operate
under mains pressure shall be suitable for working between the limits of
0 1 and 0.7 Mpa.
6.3.3 Water meters and their fittings shall be able to operate
satisfactorily with any working pressure between the limits 0.07 and
0.7 Mpa or at such lower pressure as may be stated.
6.4 Water Supply Connections - The sizes of water supply connec-
tions shall be as specified in Table 3.
TABLE 3 SIZE OF WATER SUPPLY CONNECTIONS
(Clauses 6.4 and 6.5.1 )
NOMINAL SIZE OF MIXER SIZE OF WATER SUPPLY
(T,NToRR) CONNEOTION
LITERS mm
100 20
140 20
200 20
280 20
375 25
500 25
1000 30
6.5 Water Supply Pump - Hand or power pumps, when fitted, shall
be of sufficient capacity to ensure that the time taken for feeding the
water tank with the quantities specified in co1 2 of Table 3 is less than
one minute.
7. POWER LOADER
7.1 As an alternative to the fixed batch hopper (see 8 ) mixers of 140 T
and 140 NT size and larger may, when required, be fitted with a power
loader complying with the following requirements:
a) The hopper shall be of adequate capacity to receive and
discharge the maximum nominal batch of unmixed materials
8IS:1791- 1985
without spillage under normal operating conditions on a level
site.
NOTE - For ~the purpose of this clause, the volume of the maximum
nominal batch of unmixed materials is 50 percent greater than the
nominal mixed batch capacity ( JM 2, 3 and 4 ).
b) The minimum inside width of the feeding edge of the hopper
shall be as specified in Table 4 ( see Fig. 1D ).
c) The design of the loader shall allow the loading hopper to be
elevated to such a height that the centre line of the chute plate
of the hopper, when in discharge position, is at an angle of not
less than 50” to the horizontal ( see Fig. 1 A ). A mechnical
device to aid discharge of the contents as quickly as possible,
from the hopper to the drum may also be provided., Even when
a mechanical device is provided, it is recommended that the
angle of centre line of the chute plate of the hopper, when in
discharge position, should be as larger as practicable, preferably
not less than 40” to the horizontal.
d) When the means for raising and lowering the loading hopper
includes flexible wire ropes winding on to a ~drum or drums, the
method of fastening the wire rope to the drum shall be such as
to avoid, as far as possible, any tendency to cut the strands of
the rope, and the fastening should preferably be positioned clear
of the barrel of the drum, for example, outside the drum flange.
When the loading hopper is lowered to its normal loading
position, there should be at least one and a half turns of rope
on the drum.
e) Clutch, brake and hydraulic control lever shall be designed so
as to prevent displacement by vibration or by accidental contact
with any person.
f) The clutch and brake control ~arrangement shall also be so
designed that the operator can control the falling speed of the
loader.
g) A safety device shall be provided to secure the hopper in the
raised position when not in use.
8. FIXED BATCH HOPPER
8.1 When required a fixed batch hopper with an outlet door for feeding
the drum shall be fixed. The hopper shall be of adequate capacity
to receive and discharge the maximum nominal batch of unmixed
materials without spillage under normal operating on a level site.
NOTE- For the purpose of this clause, the volume of the maximum nominal
batch of unmixed materials is 50 percent greater than the nominal mixed batch
capacity (see 2, 3 and 4 ).
9IS :1791- 1985
TABLE 4 WIDTH OF HOPPER FEEDING EDGES
[Clause 7.1 (b) ]
NOMINAL SIZE OF MIXER MINIMUM INSIDE WIDTH OF
( NL1;JX,, R 1 HOPPER FEEDINQ EDQE
mm
140 1’0
200 I.1
280 I.2
375 1.4
500 1’5
1000 2’0
8.2 Except when a mechanical device to aid discharge is provided, the
centre line of the chute plate of the hopper shall be at an angle of not
less than 50” to the horizontal ( see Fig. 1 A).
8.3 The inside of the hopper shall be free from internal projections, such
as rivet heads and the like.
9. INTEGRAL WEIGHER
9.1 The weighing mechanism may be fitted integrally with mixer to
enable the ingradients of mix to be weighed while being loaded into the
mixer hopper. The weighing mechanism and indicator shall be such
that the error in excess or deficiency in all stages of loading shall be
not more than two percent under normal working conditions.
9.1.1 For the purposes of weighing, the mixer shall be levelled
properly.
18. INTEGRAL DRAG FEEDER
10.1 The mechanical feeder may be fitted integrally with the mixer to
provide power feeding of the aggregate into the mixer hopper. If the
feeder is of the rope-handled scope type, hand guided by an operator
other than the mixer operator, the control mechanism shall be of the
‘fail-to-safe’ type.
11. DISCHARGE HEIGHT
11.1 The minimum distance from discharge point of any mixer to the
datum ground level shall be as specified in Table 5 ( see Fig. 1 ).
10POWER LOADER
MIXER ORUM;OPPER),
(9
0
-T-
DlSChARGE
HEIGHT DATUM
+ GROUND LEVEL
\\vwl\\ //A\v/A\\
1A TILTING DRUM MIXER 18 NON-TILTING DRUM MIXER
FEEDING EDGE
1C REVERSING DRUM MIXER 1D POWER LOADER HOPPER
FIG. 1 DIAGRAM INDICATING NOMENCLATURE OF CONCRETE MIXERIS : 1791 - 1985
TABLE 5 DISCHARGE HEIGHTS
( c10uses 11.1 and 11.2)
SIZE OF MINIMUM HEIQHT OF DISCHAR~EPOINT
MIXER ----------~- h---------~
( ‘3;;; R ) Tilting and Reversing High
Non-tilting Drum Type Discharge
TYPO (R) Type
( T and NT ) cm cm
cm
(1) PI (3) (4)
85 60
- -
100 60
140 60 - 150
200 70 70 150
280 75 75 150
375 75 120 150
500 85 120 150
1000 85 - 180
11.2 Portable mixers commonly known as ‘High Discharge’ models may
be supplied, and the minimum distance of the discharge point of such
mixers to the datum ground level shall be as specified in co1 4 of
Table 5.
NOTE - The horizontal distance from the lip of the chute to the nearest point
on the machine shall be mentioned by the manufacturer.
12. ANGLE OF DISCHARGE CHUTES
12.1 Movable discharge chutes on non-tilting type mixers shall be such
that the centre line of the chute plate is at an angle of not less than 40” to
the horizontal when in the discharge position. This minimum angle shall
also apply to fixed discharge chute extensions when fitted. The chute
shall be self-locking in both the extreme positions.
.
NOTE - It is desirable that the angle should, wherever practical, be increased.
13. TRAVELLING WHEELS
13.1 Mixers may be:
a) fitted with metal or rubber tyred wheels for towing at slow
speeds; or
12IS : 1791 - 1985
b) fitted with flanged metal wheels for travelling on rails; or
c) fitted with pneumatic road wheels, complete with ball or roller
bearings and hubs, for towing at higher speeds.
The design of mixer shall be such as to facilitate stable parking of
the mixer during mixing operation in the field. Where so required,
parking brakes may be provided for the mixers fitted with any of the
three types of wheels. Suitable braking arrangement for reducing the
speed shall be provided for mixers fitted with wheels of type (b) and (c).
When the mixer is fitted with pneumatic tyred road wheels, means shall
be provided for relieving the wheels of excessive load and also for
stabilizing the machine when in operation.
13.1.1 If so required, the mixer may also be provided with
ACKERMAN steering device or any other equally suitable device to
ensure free steering of the front wheel/wheels of the mixer.
14. POWER UNlTS
14.1 Mixers may have suitable integral power units or means of
connection to an external power unit. The normal power units envisaged
are internal combustion engines (petrol, diesel and gas ), electric
motors, hydraulic motors and air motors. Integral power units and
normal power units shall comply with relevant Indian Standards. The
rating in terms of kilowatts and revolutions -per minute shall be stated on
a plate affixed to the power unit. The power unit shall be fixed on
shock-free frame. The power unit shall be mounted in such a way as to
be easily removable and adjustable.
15. TOWING BARS
15.1 The mixer shall be provided with towing bar having circular eyes
and suitable for motorized towing.
16. LIFTING ARRANGEMENTS
16.1 Each mixer shall be fitted with eyes, shackles or other suitable
means for lifting by a slinging chain or chains.
17. TOOLS AND OPERATING INSTRUCTIONS
17.1 A strong tool box, with lock and key, containing the necessary tools
for normal running adjustments and lubrication together with an
inventory of the tools, shall be provided with each machine. Operating
and maintenance instructions and a spare parts list shall also be provided.
13IS : 1791 - 1985
18. RATING PLATE
18.1 Each mixer shall have a rating plate Iirmly attached to some part
not easily removable. The rating plate shall have clearly marked on it
the following information:
a) Manufacturer’s name;
b) Machine reference No;
c) Size of mixer in litres;
d) Total mass in kg;
e) Drum speed, revolutions/minute;
f) Motor or engine speed, revolutions/minute;
d Power input required to run the mixer under the normal
working conditions; and
h) Maximum towing speed;
j) Year of manufacture;
k) The horizontal distance from tip of the chute to the nearest point
on the machine in case of portable mixer.
19. MIXING EFFICIENCY
19.1 The mixer shah be tested under normal working conditions ( sse 5.3)
in accordance with the method specified in IS : 4634-1968* with a view
to checking its ability to mix the ingradients to obtain a concrete having
uniformity within the prescribed limits. The uniformity of mixed concrete
shall be evaluated by finding the percentage variation in quantity ( mass
in water ) of cement, fine aggregate and coarse aggregate in a freshly
mixed batch of concrete.
19.1.1 The percentage variation between the quantities of cement, fine
aggregates and coarse aggregates ( as found by weighing in water) in the
two halves of a batch and the average of the two halves of the batch shall
not be more than the following limits:
Cement 8 percent
Fine aggregate 6 percent
Coarse aggregate 5 percent
*Method for testing the performance of batch type concrete mixers.
14IS :1791- 1985
( Continuafrdo mp age2 )
Panel for Concrete Batching and Mixing Plants, BDC 28 : P 5
Convener Representing
SHRI H. S. BHATIA International Airport Authority of India, New
Delhi
SHRI B. V. K. AOEAR Marshall Sons & Company Manufacturing
Limited, Madras
SHRI M. L. AQARWAL Bhakra Beas Management Board, Chandigarh
SH~I P. C. GANDHI ( Altcrnatr )
BH~I TRILOOHAN SINQ~‘ Bhai Sunder Das & Sons Co Pvt Ltd, New Delhi
DIRECTOR PLANT DESIQNS Irrigation & Power Department, Government of
Punjab, Chandigarh
I. _\
SENIOR DESIQN ENGINEER ( Alternat 1
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M ) (ADcmate )
SHRI V. GULATI Heatly and Gresham ( India ) Limited, New Delhi
SHBI S. A. MANEZES ( Altcrnatr )
SHRI J. P. KAUSHISH Central Building Research Institute ( CSIR ),
Roorkee
SHRI S. S. WADHWA [ A&ErcUtE)
SHRI V. K. KEANNA International Engineering & Construction
Company, Calcutta
SHRI J. F. ROBF.BT MOSES Sahayak Engineering Pvt Ltd, Hyderabad
SHBI A. J. PATEL Millars, Bombay
SHRI N. D. JOSHI ( Altt7net6)
SHRI T. H. P~SHOR~ Recando Limited, Bombay
SHKI S. J. BASU ( Alternat )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New
Delhi
15
cINTERNATIONAL 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 DErmIT10i-7
Force newton 1N = 1 kg.@’
Energy joule J" 1J = 1 N.m
Power watt W 1w - 1 J/s
Flux weber Wb 1 Wb = 1 V.s
Flux density tesla T 1T = 1 Wb/ms
Frequency hertz HZ 1 Hz - 1 c/s (s-1)
Electric conductance siemens S IS = 1 A/V
Electromotive force volt V 1v - 1 W/A
Pressure, stress, Pascal Pa 1 Pa = 1 N/ma
|
1742.pdf
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.. . __ ., _. ____
IS : 1742- 1993
Indian Standard
CODE OF PRACTICE FOR
BUILDING DRAINAGE
( Second Revision )
Second Reprint JULY 1995
UDC 696*12/‘13 : 006’76
I
)I
.
% .-
0 Copyright 1984 i,..‘“. .. : :e * j
I .
d“..
BUBEAU OF INDdN STANDARD~b I” :
MANAK BHAVAN, 9 BAHADUR SHAH ZAF’AR MARG‘ .’
_.
_ - I NEW DBLHl 110002
,,zei..
~..:q& TV
August 1984 _,IS : 1742; 1983
Indian Standard
CODE OF PRACTICE FOR
BUILDING DRAINAGE
( Second Revision )
Water Supply and Sanitation Sectional Committee, BDC 24
Chairman Representing
SHRI J. D’CRUZ Water Supply and Sewage Disposal Undertaking,
New Delhi
Members
CHIEB ENQINEER ( CIVIL I ) ( Alternate to
Shri J. D’Cruz )
ADVISER ( PHE ) Ministry of Works and Housing, New Delhi
DEPUTY ADVISER ( PHE ) (Alternate )
SHBI N. S. BHAIRAVAN Public Health Engineering Department, Govern-
ment of Kerala, Trivandrum
SUPEBINTENDINQE NGINEER ( Alternate )
SHRI I. CHANDBA Public Works Department, Public Health Branch,
Government of Haryana, Chandigarh
SHRI K. K. GANDHI ( Alternate)
CHIEF ENGINEER ( CONSTKUCTION) Uttar Pradesh Jal Nigam, Lucknow
SUPERINTENDINOE YQINEER ( Alternate )
Snnr R. C. P. CHAUD~ARY Engineers India Ltd, New Delhi
SHRI H. V. RAO ( Alternate )
SHRI S. K. DAS~~PTA Calcutta Metropolitan Development Authority,
Calcutta
SHRI S. R. MUKHERJEE ( Alternate )
PROF.J. M. DAVE Institution of Engineers ( India ), Calcutta
SHRI S. G. DEOLALIKA~~. In personal capacity ( Flat No. 403, Savitri Cinema
Commerical Complex, .New Delhi )
SHRI B. R. N. GUPTA Ministry of Defence, Engineer-in-Chief’s Branch,
Army Headquarters
SHRI K. V. KI~ISHNA~CJHTHY
( Alternale )
HYDRAULIC E~GISEER Municipal Corporation of Greater Bombay,
Bombay
CHIEP EKGINEEK ( SEWERAGE
PROJECTS:) ( Alfcrt&e )
( Continued on page 2 )
0 Copyright 1984
BUREAU OF INDIAN STANDARDS
This publication is protected under the Itzdinn 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. I( Continwd from page1 )
Members Representing
SEW R. A. KHANN~ Public Health Department, Government of
Madhva Pradesh. Bhonal
SHRI D. K. MITRA ( Alternate I )
SERI I. S. BAWEJA ( Alternate II )
SEBI P. KRISHNAN Central Public Works Department, New Delhi
SUIWEYOR OF WORKS-~ ( NDZ ) ( Alternate )
SHIZI M. Y. MADAN The Hindustan Construction Co Ltd, Bombay
SHRI C. E. S. RAO ( Alternate )
SERI S. L. MAINI Public Works Department, Public Health Branch,
Government of Puniab. Patiala
SHRI R. NATARAJAN Hindustan Dorr-Oliver-L&l, Bombay
SHRI B. M. RAHUL ( Alternate )
PBOB K. J. NATH All India Institute of Hygiene and Public Health,
Calcutta
SHRI D. GUIN ( Alternate )
PBO~ V. RAMAN National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI S. R. KSRIRSA~AR ( AIlernotc )
SHRI RANJIT SIN~H Ministry of Railways
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. SEH~AL L. R. Sehgal & Co, New Delhi
SHRI S. K. SHAKMA Central Building Research Institute ( CSIR ),
Roorkee
SHRI B. N. THYA~ARAJA Bangalore Water Supply and Sewerage Board,
Bangalore
SERI H. S. PUTTA~EXPANNA ( Alternate )
SHRIV.VARADARAJAN Madras Metropolitan Water Supply and Sewerage
Board. Madras
SHRI S. DAIVAXANI ( Alternate)
SHR~ G. RAMAN. Director General, IS1 ( Ex-o$icio Member )
Director ( Civ’Engg )
Secretary
SHRI A. K. AVASTHY
Assistant Director ( Civ Engg ), IS1
Drainage Subcommittee, BDC 24 : 2
Conuener
SHRI P. G. JOSHI Municipal Corporation of Greater Bombay,
Bombay
Members
DEPUTY CHIEF ENQINEER ( SEWERAGE )
( Alternate to Shri P. G. Joshi )
AynWc;;;;; CHIEF ENQ~NEER Delhi Municipal Corporation, New Delhi
DEPUTY DRAINAGE ENGINEER (Alternate)
( Continued on page 50 )
2
IIIndian Standard
CODE OF PRACTICE FOR
BUILDING DRAINAGE
( Second Revision
)
0. FOREWORD
0.1 The Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 30 November 1983, after the draft finalized by
the Water Supply and Sanitation Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 This standard, published in 1960 and subsequently revised in 1972 was
intended to bring out a long felt uniformity in the variety of drainage
practices followed by various Municipal Corporation, Municipalities and
other bodies in the country in efficient drainage of surface and subsoil
water and sewage from buildings to public sewers. It is being revised to
incorporate improvements found necessary in the light of the usage of the
standard.
0.3 This code of practice represents a standard of good przctice and, there-
fore, takes the form of recommendations.
0.4 For the purpose of deci,ding 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-lC,60*. 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 code gives recommendations for the design, layout, construction
and maintenance of drains for waste water, surface water and subsoil
water and sewage together with all ancilliary works, like connections,
manholes, inspection chambers, etc, used within the building and from the
building to the connection to a public sewer or to treatment works, a
cesspool, a soakaway or a water course.
*Rules for roundiilg off numerical values ( wised ).
3IS:1742 - 1985
2. TJUUWINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Authority - An individual, an official, a board, a department or an
agency established and authorised by Union or State Government or any
statutory body created by law who undertakes to administer and enforce
the provisions of this code as adopted or amended.
2.2 Barrel - That portion of a pipe in which the diameter and wall thick-
ness remain uniform throughout.
2.3 Bedding - The material on which the pipe is laid and which provides
support for the pipe. Bedding can be concrete, granuIar material or the
prepared trench bottom.
2.4 Benching - Sloping surfaces constructed on either side of channels
at the base of a manhole or inspection chamber for the purpose of
confining the flow of sewage, avoiding the accumulation of deposits and
providing a safe working platform.
2.5 Chair - A bed of concrete or other suitable material on the trench
floor to provide a support for the pipes at intervals.
2.6 Channel - The open waterway through which sewage, storm water
or other liquid waste Aow at the invert of a manhole or an inspection
chamber.
2.7 Cleaning Eye - An access opening in a pipe or pipe fitting arranged
to facilitate the clearing or obstructions and fitted with removable cover.
2.8 Connection - The junction of a foul water drain, surface water
drain or sewer from building or buildings with public sewer treatment
works cesspool, soakaway or other water courses.
2.9 Cover -
a) A removable plate for permitting access to a pire to a fitting
vessel or appliance.
b) The vertical distance between the top of the barrel of a buried
pipe or other construction and the surface of the ground.
2.18 Depth of Manhole - The vertical distance from the top of the
manhole cover to the outgoing invert of the main drain channel.
2.11 Diameter - The nominal internal diameter of a pipe.
2.12 Drain - A conduit or channel for the carriage of storm water,
sewerage or other used water.
4lSt1742-1983
2.13 Drainage - The removal of any liquid by a system constructed for
the purpose.
2.14 Drainage Work - The design and construction of a system of
drainage.
2.15 Drop Connection - A length of conduit installed vertically
immediate1 y before its connection to a sewer or to another drain.
2.16 Drop Manhole - A inanhole installed in a, sewer where the eleva-
tion of the incoming sewer considerably exceeds that of the outgoing sewer;
a vertical waterway outside the manhole is provided to divert the waste
water from the upper to the lower level- so that it does not fall freely into
the manhole except at peak rate of flow.
2.17 Formation - The finished level of the excavation at the bottom of
a trench or heading prepared to receive the permanent work.
2.18 French Drain or Rubble Drain - A shallow trench filled with
coarse rubble, clinker, or similar material with or without field drain pipes.
2.19 Gully Chamber - The chamber built of masonry round a gully
trap for housing the same.
2.20 Gully Trap - It is a trap provided in a drainage system with a
water seal fixed in a suitable position to collect waste water from the scul-
lery, kitchen sink, wash basins, baths and rain water pipes.
2.21 Haunching - Outward sloping concrete support to the sides of a
pipe or channel above the ctincrete bedding.
2.22 Highway Authority - The public body in which is vested, or which
is the owner of a highway repairable by the inhabitants collectively;
otherwise the body of persons responsible for the upkeep of the highway.
2.23 Inspection Chamber - A water-tight chamber constructed in any
house-drainage system which takes wastes from gully traps and disposes of
to manhole with access for inspection and maintenance.
2.24 Interceptor Manhole or Interceptor Chamber - A manhole
incorporating an intercepting trap, and providing means of access thereto.
2.25 Invert - The lowest point of the internal surface of a pipe of channel
at any cross section.
2.26 Junction Pipe - A pipe incorporating one or more branches.
2.27 Manhole - An opening by which a man may enter oi- leave a drain,
a sewer or other closed structure for inspection, cleaning and other main-
tenance operations, fitted with a suitable cover.
5228 Manhole Chamber - A chamber constructed on a drain or sewer
so as to provide access thereto for inspection, testing or the clearance- of
obstruction.
2.29 Pipe Systems - The pipe systems as defined in IS : 5329-1983*.
2.30 Rest Rexad or Dack-Foot Bend - A bend, having a foot formed
integrally in its base, used to receive a vertical pipe.
2.31 Saddle - A purpose made fitting, so shaped as to fit over a hole cut
in a sewer or drain and used to form connections.
2.32 Sewer - A pipe or conduit, generally closed, but normally not flow-
ing full for carrying sewage or other waste liquids.
2.33 Soak-away - A pit, dug into permeable ground lined to form a
covered perforated chamber or filled with hard-core, to which liquid is led,
and from which it may soak away into the ground.
2.34 Slop Hopper ( Slop Sink ) - A hopper-shaped sink, with a flush-
ing rim and outlet similar to those of a WC pan, for the reception and
discharge of human excreta.
2.35 SoflGt - The highest point of the internal surface of a.sewer or
culvert at any cross section.
2.36 Soil Waste - The discharge from water closets, urinals, slop sinks,
stable or cowshed gullies and similar appliances.
2.37 Soil Pipe
a) In plumbing, a pipe that conveys the discharge of water closets
or fixtures having similar functions, with or without the discharges
from other fixtures.
b) A standard type of bell-and-spigot cast iron pipe of limited
strength.
2.38 Subsoil Water - Water occurring naturally in the subsoil.
2.39 Subsoil Water Drain
a) A drain intended to collect and carry away subsoil water.
b) A drain intended to dssperse into the subsoil the effluent from a
septic tank.
2.40 Surface Water Drain - A drain conveyiig surface water including
storm water.
2.41 Systems of Drainage
2.41.1 Combined System - A system of drains or sewers in which foul
water and surface ‘water are conveyed by the same pipes.
*Code of practice for sanitary pipe work above ground for buildin@ (JirJt revirion),
6IS f 1742 - 1983
2.41.2 Separate System - A system of drains or sewers in which the
foul water and surface water are conveyed by separate pipes.
2.41.3 PartiaUr Separate System - A modification of the separate
system in which part of the surface water is conveyed by the foul sewers
and drams.
242 Trade Effluent - Any liquid either with or without particles of
matter in suspension therein, which is wholly or in part produce in the
course of any trade or industry, carried at trade premises. It includes farm
wastes but does not include domestic sewage.
2.43 Vent Pipe - An open ended pipe, in a hot water apparatus, for the
escape of air and for the safe discharge of any steam generated.
2.44 Ventilating Pipe - A pipe in a sanitary pipework system which
facilitates the circulation of air within the system and protects trap seaIs
from excessive pressure fluctuation.
2.45 Waste Water ( Sullage ) - The discharge from wash basins, sinks
and similar appliances which does not contain human excreta.
2.46 Waste Pipe - In plumbing, any pipe that receives the discharge of
any fixtures, except water closets or similar fixtures and conveys the same
to the house drain or soil or waste stack. When such pipe does not connect
directly with a house drain or soil stack, it is called an indirect waste pipe.
2.47 Puff Ventilation - The ventilation provided for waste traps in two-
pipe system, in order to preserve the water seal.
3. MATERIALS, FITTINGS AND SANITARY APPLIANCES
3.1 Standards - All materials and fittings used in the construction of any
of the works or any of the appliances described in this code shall conform
to the latest editions of the relevant Indian Standard specifications where
available in so far as these standards are applicable. Where no such
standards exist, the materials, fittings and appliances shall be of the best
quality and workmanship, and shall be open to inspection by the purchaser
at the manufacturer’s works before despatch.
4. DESIGN CONSIDERATION
4.1 Aim - In designing a drainage system for individual building(s), the
aim shall be to provide a system of self-cleansing conduits for the convey-
ance of soil, waste, surface or sub-surface waters, and for the removal of
such wastes speedily and efficiently to a sewer or other outlet without risk
of nuisance and hazard to health.IS : 1742 - 1983
4.1.1 To achieve this aim, a drainage system shall satisfy the following
requirements:
4 Rapid and efficient removal of liquid wastes without leakage;
b) Prevention of access of foul gases to the building and provision
for their escape from the system;
4 Adequate and easy access for cleaning and clearing obstructions;
4 Prevention of undue external or internal corrosion, or erosion of
joints and protection of materials of construction; and
e) Avoidance of air locks, siphonage, proneness.- to obstruction,
deposit and damage.
4.1.2 The realization of an eco_n omical drainage system is aided by
compact grouping of fitments in both horizontal and vertical directions.
This implies that if care is taken and ingenuity brought into play when
designing the original building or buildings to be drainage, it is possible
to group the sanitary fittings and other equipment requiring drainage,
both in vertical and horizontal planes as to simplify the drainage system
and make it most economical.
4.2 Preliminary Data for Design
4.2.1. General - Before the drainage system for a building or group of
buildings is designed and constructed, accurate information regarding the
site conditions is essential. This information may vary with the individual
scheme but shall, in general, be covered by the following:
a) Site plan - A plan of the site to scale 1 : 500 ( see IS : 965-
1963* ) with reduced levels preferably related to Great Trigono-
metrical Survey Datum indicating the position and lowest floor
level of the proposed buildings, formation level, level of the out-
fall, location of wells, underground sumps and other drinking
water sources.
b) Detailed plans - Plans and sections of the proposed buildings
to scale 1 : 100 showing the positions and types of all sanitary
fittings and other equipment requiring drainage, the location and
extent of all paved areas and the position of all rain-water down
pipes.
c) Use - A description of the use for which the building is intended
and periods of occuption, in order that peak discharge may be
estimated.
d) The availability of sewers or other outlets and their levels,
*Equivalent metric units for scales, dimensions and quantities in general construction
work ( revised) .
8IS : 1742- x983
e) Bye-laws - The requirements of local bye-laws in regard to the
drainage and sewerage.
f 1 The nature of the sewage to be carried. While dealing with
sewage from domestic premises or schools, special problems under
this head may not arise; however, note shall be taken of any
possibiiity of trade effluents being discharged into the pipes at a
future date.
d Cover - The depth below ground of the proposed sewers and
drains and the nature and weight of the traffic on the ground
above them.
h) Subsoil knditions - Except for such minor works as house
drains, the fullest possible information shall be obtained as to the
physical and chemical nature of the ground to be excavated.
Subsoil conditions govern the choice of design of the sewer or
drain and the method of excavation. The approximate level of
the subsoil water, and any available records of flood levels shal!
be ascertained, as also the depth of the water table rebtive to all
sewer connections, unless it is known to be considerably below the
level of the latter. In the case of deep manholes this information
will influence largely the type of construction to be adopted. The
probable safe bearing capacity of the subsoil at invert level shall
always be ascertained in the case of a deep manhole. Where
work of any magnitude is to be undertaken, trial pits or boreholes
shall be put at intervals along the line of proposed sewer or drain
and the data therefrom tabulated together with any information
available from previous works carried out in the vicinity. In general,
the information derived from trial pits is more reliable than that
derived from boreholes. For a long length of sewer or drain,
information derived from a few trial pits at carefully chosen points
may be supplemented by that obtained from a number of inter-
mediate boreholes. Much useful information is often obtained
economically and quickly by the use of a soil auger. The positions
of trial pits or borehoies shall be shown on the plans, together
with sections showing the strata found and the dates on which
water levels are recorded.
3 Location of other services - The position, depth and size of
all other pipes, mains, cables, or other services, in the vicinity of
the proposed work may be ascertained from the authority, if
necessary.
915:1742- 1983
4 Reinstatement of surf&es- Information about the requirements
of the highway authority is necessary where any part of the
sewer or drain is to he taken under a highway. Those responsible
for the sewer or drain shall be also responsible for the mainten-
ance of the surface until permanently reinstated. The written
consent of the highway’ authority to break up .the surface and
arrangement as to the charges thereof atid the method and the type
of surface reinstatement shall always be obtained before any work
is commenced.
Diversion and control of trafic - In cases where sewers cross
roads or footpaths, co-operation shall be maintained with the
police and administration authorities regarding the control
and diversion of vehicular and/or pedestrian traffic as may be
necessary. Access to properties along the road shall always be
maintained, and adequate notice shall be given fb the occupiers
of any shops or business premises, particularly if obstruction is
likely.
4 During the period of diversion, necessary danger lights, red flags,
diversion boards, caution boards, watchmen etc., shall be provided
as required by the authority.
PI Wayleaves ( easements ) - The individual or authority, carrying
out the work is responsible for negotiating wayleaves where the
sewer crosses land in other ownership. The full extent and
conditions of such wayleaves shall be made known to the con-
tractor and his employees, and prior notice of commencement
of excavation shall always be given to the owners concerned and
co-operation with them shall be maintained at all stages.
Where sewers run across fields or open ground, the exact
location of manholes shall be shown on wayleave or easement
plans. The right to maintain the sewer shall be specifically included
in any wayleave or easement arrangements which may be made
with the owner of the land.
Damage to buildings and structures - When sewer trenches have to
4)
be excavated neal buildings or wails a joint inspection with the
owners of the property shaii be made to establish whether any
damage or cracks exi-t before starting the work, and a properly
authenticated survey and record of the condition of buildings
likely to be affected shall be r.lade. Teil talcs may be placed
across outside cracks and dated, and kept under observation.
Unretouched photc,graphs taken hy an independent photographer
- may provide useful evidence.
10IS:1742 -1983
4.2.2 Drainage into a Public Sewer - Where public sewerage is available
the following information .is particularly necessary and may be obtained
from the Authori,ty:
4 The position of the public sewer or sewers in relation to the
proposed buildings;
b) The invert level of the public sewer;
4 The system on which the public sewers are designed ( combined,
separate or partially separate ), the lowest level at which connec-
tion may be made to it, and the authority in which it is vested;
4 The material of construction and condition of the sewer if connec-
tion is not to be made by the authority;
e) The extent to which surcharge in the sewer may influence the
drainage scheme;
f 1 Whether the connection to the public sewer is made, or any part
of the drain laid by the authority, or whether the owner is respon-
sible for this work; if the latter, whether authority imposes any
special conditions;
!4 Whether an intercepting trap is required by the authority on the
drain near the boundary of the curtilage; and
4 Where manholes are constructed under roads, the approval of the
highway authority to the type of cover to be fitted shall be
obtained.
4.2.3 Other Methodr of Disposals of Sewage
4.2.3.1 Where discharge into a public sewer is not possible, the
drainage of the building shall be on the separate system. Foul water shall
be disposed of by adequate treatment approved by the authority at the site.
The effluent from the plant shall be discharged into a natural water course
or on the surface of the ground or disposed of by subsoil dispersion, prefer-
ably draining to a suitable outlet channel.
4.2.3.2 In the case of dilution into a natural stream course, the
quality of effluent shall conform to the requirements of authority control-
ling the prevention of pollution of stream. For guidance IS : 4764-1973*
and IS: 4733-1972-/- may be followed.
4.2.3.3 In the case of subsoil dispersion, the requirements of the
authority for water supply shall be observed to avoid any possible pollution
of local water supplies or wells.
*Toierance limits~ for sewage effluents dirchargcd into inland surfacr waters (firsi
rmis ion ) .
tMe?hods of sampling and test for sewage elfluenrs iJr -t rerision ).
11IS : 1742 - 1983
4.2.3.4 The general subsoil water level and the subsoil conditions
shall be ascertained including the absorptive capacity of the soil.
4.2.3.5 A subsoil dispersion is not desirable near a building or in such
positions that the ground below the foundations is likely to be affected.
4.2.3.6 Where no- other method of disposal is possible, foul water
may be collected and stored in impervious covered cesspool and arrange-
ments made with the authority for sat@factory periodical removal and
conveyance to a disposal works.
4.2.3.1 Under the separate system, drainage of the building shall be
done through septic tank of different sizes or by stabilization ponds or by
any other methods as approved by the authority.
4.2.4 Disposal of Surface and Subsoil Water - All information which may
influence the choice of methods of disposal or surface and/or subsoil waters
shall be obtained. In the absence of surface water drainage system and
if practicable and permissible, disposal into a natural water course or
soakaway may be adopted. The location and flood levels of the water
course as aiso the requirements of the authority controlling the river or the
waterway shall be ascertained.
4.3 Layout
4.3.1 General - Generally, rain water shall be dealt with separately
from sewage and sullage. Sewage and sullage shall be connected to sewers.
Storm water from courtyard may be connected to the sewer where it is not
possible to drain otherwtse after obtaining permission of the authority.
4.3.1.1 The layout shall be as simple and direct as practicable.
Considerations shall be given to alternative layouts so as to ensure that the
most economical and practical solution is adopted. The possibility of
alterations shall be avoided by exercising due care and forethought.
4.3.1.2 The requirements of sanitary appliances and fitments as well
as the basic requirements for water supply, drainage and sanitation shall
be in accordance with IS : 1172-1983*.
4.3.2 Protection Against Vermin and Dirt - The installation of sanitary
fittings shall not introduce crevices which are not possible to inspect and
clean readily. Pipes if not embedded shall be run well clear of the wall.
Holes through walls to take pipes shall be made good on both sides to
prevent entry of insects. Materials used for embedding pipes shall be
rodent-proof. Passage of rodents from room to room or from floor to floor
shall be prevented by suitable sealing. The intermediate lengths of ducts
*Code of basic requirements for water supply, drainage and sanitation ( third
revision) .
12Is:1742-1993
and chases shall be capable of easy inspection. Any unused drains,
sewers, etc. shall be demolished or filled in to keep them free from
rodents.
4.3.3 Choice of Plumbing System - Sanitary pipe work in buildings shall
conform to the requirements given in IS : 5329-1983*.
4.3.4 Additional Requirements - The pipes shall be laid in straight .lines
as far as possible and with uniform gradients. Anything that is likely to
cause irregularity of flow, such as, abrupt changes of directions shall be
avoided. No bends and junctions whatsoever shall be permitted in
sewers except at manholes and inspection chambers.
4.3.4.1 Where it is not possible to avoid a change of direction in the
case of drains, access shall be provided through manholes and inspection
chambers. Necessary terminal bends at junctions shall be l/8 or prefer-
ably l/16 bends.
4.3.4.2 All junctions shall be oblique and the contained angle shall
not be more than 60”.
4.3.4.3 Drains may be laid under the buildings only when unavoi-
dable and when it is not possible to obtain otherwise a sufficient fall in
the drain.
4.3.4.4 Where it is necessary to lay a drain under a building or
exposed locations within the building, the following conditions shall
be observed:
4 Pipes shall be of cast iron ( see IS : 1536-1976t and IS : 1537-
1976$ );
b) The drains shall be laid in a straight line and at a uniform
gradient;
4 Means of access in the form of manholes/inspection chambers
shall be provided at each end, immediately outside the building;
4 In case the pipe or any part of it is laid above the natural surface
of the ground, it shall be laid on concrete supports the bottom of
which goes at least 150 mm below the ground surface; and
e) It is desirable that drains should not be taken through a living
room or kitchen and shall preferably be taken under a staircase
room or a passage.
*Code of practice for sanitary pipe work above ground for buildings ( jint revision ).
tSpecification for centrifugally cast ( spun ) iron pressure pipes for water, gas and
sewage ( second revision ).
JSpecification for vertically cast iron pressure pipes for water, gas and sewage
( first rcuision ).
134.3.4.5 Surcharge of sewers (precautzons ) -Where there is a risk of
the sewer becoming surcharged under storm conditions all gullies and
sanitary fittings shall be located above the level of maximum surcharge
of the sewer. Where this is not practicable, an anti-flood valve shall be
provided in the manhole nearest to the junction of the drain and sewer.
Parts exposed to wear in anti-flood valves shall be of non-corrodable
metal and easily accessible. The cross-sectional area of flow through the
valve shall not be less than that of the pipe connected. In extreme cases,
pumping may have to be considered.
4.3.4.6 The distance between inspection chamber and gully chamber
shall not exceed 6 m.
4.4 ‘Preparation and Submission of Plans
4.4.1 No person shall install or carry out any water-borne sanitary
installation or drainage installation or any works in connection with any-
thing existing or new building or any other premises without obtaining
the previous sanction of the authority.
4.4.2 Before the drainage work of any building is undertaken, a
drainage plan drawn to a scale of not smaller than 1 : 200 shall be prepa-
red and furnished along with the building plan. The plans shall show
the following:
a) Every floor of the building in which the pipes or drains are to be
used;
b) The position, forms, level and arrangement of the various parts
of such building including the roof thereof;
c) All new drains as proposed with their sizes and gradients;
d) Invert levels of the proposed drains with corresponding ground
levels; and
e) The position of every manhole, gully, soil and waste pipe, venti-
lating pipe, rain-water pipe, water closet, urinal, latrine, bath,
lavatory, sink, trap or other appliances in the premises proposed
to be connected to any drains and the following colours are
recommended for indicating sewers, waste water pipes, rainwater
pipes and existing work:
ColouY
Sewers Red
Waste water pipes and Blue
rain-water pipes
Existing work Black
14Provided that in the case of an alteration or addition to an exis-
ting building this clause ‘shall be deemed to be satisfied if the
plans as furnished convey sufficient information for the proposals
to be readily identified with the previous sanctioned plans and
provided that the location of tanks and other fittings are consis-
tent with the structural safety of the building.
4.4.3 In addition, a site plan of the premises on which the building
is to be situated or any such work is to be carried out shall be prepared
drawn to a scale not smaller than 1 : 500.
4.4.3.1 The site plan of the building premises shall show:
4 the adjoining plots and streets with their names;
b) the position of the municipal sewer and the directions of flow
in it;
c3 the invert level of the municipal sewer, the road level, and the
connection level of the proposed drain connecting the building in
relation to the sewer;
4 the angle at which the drain from the building joins the sewer;
and
e>
the alignment, sizes, and gradients of all drains and also of
surface drains; if any.
A separate site plan is not necessary if the necessary particulars to
be shown on such a site plan are already shown in the details plan.
4.4.4 In respect of open drains, cross-sectional detail shall be prepared
to a scale not smaller than 1 : 50 showing the ground and invert levels,
level of outfall and any arrangement already existing or proposed for the
inclusion of any or exclusion of all storm water from the sewers.
4.4.5 The plans for the building drainage shall in every case be
accompanied by specifications for the various items of work involved.
4.5 Estimation of Maximum Flow of Domestic Sewage
4.5.1 The maximum flow in a building drain or a stack depends on the
probable maximum number of simultaneously discharging appliances. For
the calculation of this peak flow certain loading factors have been assig-
ned to appliances in terms of fixture units, considering their probability
and frequency of use. These fixture unit values are given in Table 1.
4.5.1.1 For any fixtures not covered under Table 1, Table 2 may be
referred to for deciding their fixture unit rating depending on their drain
or trap size.
15TABLE 1 FIXTURE UNITS Fgg;RzENT SANITARY APPLIANCE
( ckruss4 .5.1 )
TYPE. or FIXTVFG FIXTURE UNIT VALUE
AS LOAD FACTORS
One bath room group consisting of water closet, wash basin
and bath tub or shower stall:
a) Tank water closet 6
b) Flush-valve water closet a
Bath tub* 3
Bidet 3
Combination sink-and-tray ( drain board ) 3
Drinking fountain 4
Floor trapst 1
Kitchen sink, domestic 2
Wash basin, ordinaryf 1
Wash basin, surgeon’s 2
Shower stall, domestic 2
Showers ( group ) per head 3
Urinal wall lip 4
Urinal stall 4
Water closet, tank-operated 4
Water closet, valve-operated a
*A shower head over a bath tub does not increase the fixture value.
tSize of floor trap shall be determined by the area of surface water to be drained.
XWash basins with 32 mm and 40 mm trap have the same load value.
TABLE 2 FIXTURE UNIT VALUES FOR FIXTURES BASED ON
FIXTURE DRAIN OR TRAP SIZE
( CImua 4.5.1.1 )
FIXTURE DRAIN OR TRAP &BE FIXTUREU NITV ALUE
(mm)
30 and smaller 1
40 2
50 3
65 4
75 5
100 6
4.5.1.2 From Tables 1 and 2, tk total load on any pipe in terms of
fixture units may be calculated knowing the number and type of appliances
connected to this pipe.
16CSl.3 For convertin4 the total load in fixture units to the peak flow
in Iitres per minute, Fig. 1 M to be used.
1A Estimate Curves
FIXlURE UNITS
- For system predominantly for flush valves
___---_- For system predominantly for flush tanks
1B Enlarged Scale Curves
Frc. 1 PEAK FLOW LOAD CURVES
4.5.1.4 The maximum load in fixture units permissible on various
recommended pipe sizes in the drainage system are given in Tables 3
and 4.
4.5.1.5 Results should be checked to see that the soil, waste and
building sewer pipes are not reduced in diameter in the direction of flow.
Where appliances are to be added in fixture unit, these should be taken
into account in assessing the pipe sizes by using the fixture units given
in Tables 1 and 2.
17TABLE 3 MAXIMUM NUMBER OF FIXTURE UNITS THAT CAN BE
CONNECTED TO BRANCHES AND STACKS
( Chasu 4.5. I .4 )
DI~TEB or M~xrBuar NUYBEB OB FIXTURE UNITS* THAT BAY BE CONNECTED TO
PIPE r------- _--- A______________~
mm Any Horizon- One Stack of More Than 3 Storeys in Height
tal Fixture 3 Storeys in C----- - -4-_____~
Bran&t Height or 3 Total for Total at one
Intervals stack storey on branch
interval
(1) (2) (3) (4) (5)
30 1 2 2 1
40 3 4 8 2
50 6 10 24 6
65 12 20 42 9
75 20 30 60 16
100 160 240 500 90
125 360 540 1 100 200
150 620 960 1 900 350
200 1400 2 200 3600 600
250 . 2 500 3800 5 600 1 000
300 3 900 6000 8400 1500
375 7 000 - -
*Depending upon the probability of simultaneous use of appliances considering the
frequency of use and peak discharge rate.
iDoes not include branches of the building sewer.
TABLE 4 MAXIMUM NUMBER OF FIXTURE UNITS THAT CAN BE
CONNECTED TO BUILDING DRAINS AND SEWERS
( CImrsc4 .5.1.4 )
DIAMETER GRADIENT
Or PIPE ~~~~_~~_~~~~~~ _--h-_-__--__-_____-~
mm l/200 l/100 l/50 l/25
100 - 180 216 250
150 - 700 840 1 000
200 1 400 1 600 1 920 2 300
250 2 500 2 900 3 500 4200
300 3 900 4 600 5 600 6 700
375 7 000 8 300 10 000 12 000
NOTE 1 - Maximum number of fixture units that may be connected to any
portion ( see Note 2 ) of the building drain or the building sewer is given.
NOTE 2 - Includes branches of the building sewer.IS t 1742 - 1983
4.6 Gradients and Pipe Sizes
4.6.1 Gradients
4.6.1.1 The discharge of water through a domestie drain is inter-
mittent and limited in quantity and, therefore, small accumulations of solid
matter are liable to form in the drains between the building and the
public sewer. There is usually a gradual shifting of these deposits as
discharges take place. Gradients shall be sufficient to prevent these
temporary building up and blocking the drains.
4.6.1.2 Normaliy, the sewer shall be designed for discharging three
times the dry-weather flow flowing half-full with a minimum self-cleansing
velocity of 0.75 m/s. The approximate gradients which give this velocity
for the sizes of pipes likely to be used in building drainage and the corres-
ponding discharges when flowing half-full are as follows:
Diameter Gradients Discharge
mm ms/min
100 1 in 57 0.18
150 1 in 100 0.42
200 1 in 145 0.73
230 1 in 175 0.93
250 1 in 195 1.10
3co 1 in250 l.iO
4.6.1.3 In cases, where it is practically not possible to conform to
the ruling gradients, a flatter gradient may be used but the minimum
velocity in such cases shall on no account be less than 0.61 m/s.
NOTE - Where gradients are restricted, the practice of using pipes of larger
diameter than is required by the normal flow in order to justify laying at a flatter
gradient does not result in increasing the velocity of flow but reduces the depth of
flow and for this reason is to be deprecated.
4.6.1.4 On the other hand, it is undesirable to employ gradients
giving a velocity of flow greater than 2.4 m/s. Where it is unavoidable,
cast-iron pipes shall be used. The approximate gradients which give a
velocity of 2.4 m/s for the various sizes of pipes and the corresponding
discharge when flowing half-full are as follows:
Diameter Gradient Discharge
mm ms/min
100 1 in 5.6 0.59
150 1 in 9.7 1.32
200 1 in 14 2.4
230 1 in 17 2.98
250 I in 19 3.60
300 1 in 24.5 5.30
19IS: 1742-1983
4.6.1.5 The discharge values corresponding to nominal diameter and
gradient given in 4.6.1.2 and 4.6.1.4 are based on Manning’s formula
( n = 0.015 ).
4.6.2 P;Pe Sizes - Subject to the minimum size of 100 mm the sizes of
pipes shall be decided in relation to the estimated quantity of flow and
the available gradient.
4.7 Choice of Materials
4.7.1 Salt Glazed Stoneware Pi’es - For all sewers and drains in all solids,
except where supports are required as in made-up ground, glazed stone-
ware pipe shall be used as far as possible in preference to other type of
pipes, they are particularly suitable where acid effluents or acid subsoil
conditions are likely to be encounterd. Salt glazed stoneware pipes shall
conform to IS : 651-1980* or IS : 30C6-1979t.
4.7.2 Cement Concrete Pipes - When properly ventilated, cement concrete
pipes with spigot and socket or collar joints present as alternative to
glazed ware sewers over 150 mm diameter. These shall not be used to
carry acid effluents or sewage under condition favourable for the produc-
tion of hydrogen sulphide and shall not be laid in those subsoils which are
l;kely to affect adversely the quality or strength of concrete. Cement
concrete pipes may be used for surface water drains in all diameters.
These pipes shall conform to IS : 45&1971$. Where so desired the life of
cement concrete pipe may be increased by lining inside of the pipe by
suitable coatings like epoxy/polyester resin, etc.
4.7.3 Cast Iron Pipes - Cast iron pipes ( see IS : 1536-19769 and +S :
1537-19767 ) shall b e used in the following situations:
a) In bad or unstable ground where soil movement is expected;
b) In made-up or tipped ground;
c) To provide for increased strength where a sewer is laid at insuffi-
cient depth, where it is exposed or where it has to be carried on
piers or above ground;
d) Under buildings and where pipes are suspended in basements and
like situations;
e) In reaches where the velocity is more than 2.4 m/set; and
f) For crossings of water courses.
--
*Specification for salt-glazed stoneware pipes and fittings (fourth rmision ).
tspecification for chemically resistant glazed stoneware pipes and fittings (jirst
revision t.
fspecification for concrete pipes ( with and without reinforcements ) ( sccnnd rcuikm).
$Specification for centrifugally cast ( spun ) iron pressllre pipes for water, gas and
sewage ( second reuision).
aSpecification for vertically cast iron presstIre pipes for water, gas and sewage (first
. evision ).
20Is:174!2-f98!3
473.1 It hU be noted that cast iron pipes even when given as
protective aints are liable to severe external cdrrosion in certain soils.
Among sue R soils are:
a) soils permeated by p”y waters; and
b) soils in which the subsoil contains appreciable concentrations
of sulphates. Local experiences shall be ascertained before cast
iron pipes are used where corrosive soil conditions are suspected.
Where SO used, suitable measures for the protection of the pipes
may be restpred to as an adequate safeguard.
4.7.4 Asbestos Cement Pijes - Asbestos cement pipes are commonly used
for house drainage systems and they shall conform to the requirements
specified in IS: 1626 (Part 1 )-1980*. They are not recommended for
underground situations. However, asbestos cement pressure pipes conrorming
to the requirements specified in IS : 1592-1980t may be used in underground
situations also, provided they are not subjected to heavy superimposed
loads. These shall not be used to carry acid effluents or sewage under
conditions favourable for the production of hydrogen sulphide and shall not
be laid in those subsoils which are likely to effect adversely the quality or
strength of asbestos cement pipes. Where so desired, the life -of asbestos
cement pipes may be increased by lining inside of the pipe by suitable
coatings like epoxy/polyester resins, etc.
4.7.5 Lead Pipes - Branch soil Fipes from fittings to main soil pipes and
branch waste pipes from fittings to main stack and branch anti-siphonage
pipes may be of lead and shall conform to IS : 404 ( Part I )-1977f.
4.7.6 PVC Pipes - Unplasticized PVC pipes may be used for drainage
purposes; however where hot water discharge is anticipated, the wall
thickness should be at least 3 mm irrespective of the size and flow load.
UPVC pipe shall conform to IS : 4985-1981§.
NOTE - Where possihlr>, high density polyethylene pipes ( HDPE ) and UPVC
pipes may be used for drainage and sanitation purposes, depending upon suitability.
HDPE pipes shall conform to IS : 4984-197811.
4.8 Drainage Pipes - Drainage pipes shall be kept clear of all other
services. Provisions shall be made during the construction of the building
for the entry of the drainage pipes. In most cases this may be done
conveniently by building sleeves or conduit pipes into or under the structure
in appropriate positions. Th is will facilitate the installation and mainte-
nance of the services.
*Specification for asbestos cement building pipes and pipe fittings, gutters and
gutter fittings and roofing fittings: Part 1 Pipes and pipe fittings (,firsf revision ).
tspecification for asbestos cement pressure pipe ( second mision ).
SSpecification for Lead pipes: Part 1 for other than chemical purposes ( second
rrvision ) .
$Spe&fication for unplasticized PVC pipes for potable water supplies (first revision ).
IlSpecificationfor high density polythylene pipes for potable water,supplies sewage
and industrial effluents ( second revision ).
21i&:1742-1983
4.8.1 Where soil and ventilating pipeti tit a&ommodated in duck,
access to cleaning eyes shall be provided. Any connection to a drain shall
be through a gully with sealed cover to guard against ingress of sewer
gas, vermin or backflow. Trenches and subway shall be ventilated,
preferably to the open air.
4.8.2 All vertical soil, waste ventilating and anti-siphonage pipes shall
be covered on top with a copper or heavily galvanized iron wire dome OT
cast iron terminal guards. All cast iron pipes which are to be painted
periodically shall be fixed suitably to the wall to give a minimum clearance
of 50 mm.
NOTE - Asbestos cement cowls may be used in case asbestos cement pipes are
used as soil pipes.
4.83 Drainage pipes shall be carried to a height above the buildings as
specified for ventilating pipe ( see IS : 5329-1983* ).
4.9 Manholes - At every change of alignment, gradient or diameter of
a drain, there shall be a manhole or inspection chamber. Bends and
junctions in the drains shall be grouped together in manholes as far as
possible. The spacing of manhole pipe may be in accordance with IS :
4111 ( Part 1 )-1967t.
4.9.1 Where the diameter of the drain is increased, the crown of the
pipe shall be fixed at the same level and necessary slope given in the invert
of the manhole chamber. In exceptional cases and where unavoidable, the
crown of the branch sewer may be fixed at a lower level but in such cases
the peak flow level of the two sewers should be kept the same.
4.9.2 Chambers shall be of such size as will allow necessary examination
or clearance of drains. The sizes of manholes shall be adjusted to take into
account any increase in the number of entries to the manhole. The
minimum internal sizes of chambers ( between faces of masonary ) shall be
as follows:
a) For depths of 1 m or less O-8 x O-8 m
b) For depths between 1 m and 1.5 m 1.2 x O-9 m
c ) For depths more than 1.5 m Circular chambers with a
minimum diameter of 1.4 m
or rectangular chambers
with minimum internal
dimensions of 1.2 x 0.9 m
are recommended.
*Code of practice for sanitary pipe work above ground for buildings (Jirsf revision).
$&cle of practice for ancillary structures in sewerage system: Part 1 Manholes. _rs:r74!2-1983
NOTE l- In adopting the above sizes of chambers, it should be ensured that
these sizes accord with full or half bricks with standard thickness of mortar joints so
as to avoid wasteful cutting of brick.
NATE 2 - The sizes of the chambers may be adjusted to suit the availability of
local building materials and economies of construction.
4.9.3 The access shaft shall be corbelled inwards on three sides at the
top to reduce its size to that of the cover frame to be fitted or alternatively
the access shaft shall be covered over by a reinforced concrete slab of
suitable dimensions with an opening for manhole cover, and frame.
4.9.4 The manhole shall be built on a base of concrete of a thickness of
at least 150 mm for manholes up to 1 m depth, at least 200 mm for man-
holes from 1 to 2 m in depth and at least 300 mm for manholes of greater
depth unless the structural design demands higher thickness.
4.9.5 Thet hickness of walls shall not be less than 200 mm (.or one brick )
up to l-5 m in depth and 300 mm ( or one and a halF brick ) for depths
greater than 1.5 m. The actual thickness in any case shah be calculated
on the basis of engineering design. Typical sections of the manholes are
illustrated in Fig. 2, 3 and 4.
4.9.6 Drop Manholes - Where it is uneconomic or impracticable to
arrange the connection with 600 mm height above the invert of the man-
hole, the connection shall be made by constructing a vertical shaft outside
the manhole chamber as shown in Fig. 5. If the difference in level between
the incoming drain and the sewer does not exceed 600 mm and there is
sufficient room in the manhole, the connecting pipe may be directly
brought through the manhole wall and the fall accommodated by
constructing a ramp m the benching of the manhole.
4.9.7 Channels - These shall be semi-circular in the bottom half and of
diameter equal to that of the sewer. Above the horizontal diameter, the
sides shall be extended vertically to the same level as the crown of the out-
going pipe and the top edge shall be suitably rounded off. The branch
channel shall also be similarly constructed with respect to the benching but
at their junction with the main channel an appropriate fall suitably rounded
off in the direction of flow in the main channel shall be given.
4.9.8 Rungs shall be provided in all manholes over O-8 m in depth and
shall be of cast iron conforming to IS : 5455-1-969*. These rungs may be set
staggered in two vertical runs which may be 380 mm apart horizontally.
The top rung shall be 450 mm below the manhole cover and the lowest not
more than 300 mm above the benching. The size of manhole cover shall
be such that,there shall be a clear opening of at least 500 mm in diameter
for manholes exceeding 0.9 m in depth. Circular cover are considered
desirable. Manhole covers and frames shall conform to the requirements
given in IS : 1726-1967t.
*Specification for cast iron steps for manholes.
tspecification for cast iron manhole covers and frames,
23IS t 1742- 1989
RENDERING WITH
CEMENT MORTAR I:2
rSLOPE J IN 6
DETAIL OF BENCHING
SECTION XX SECTION YY
NOTE - Wall thicknessesh ave been inalcated in brick lengths to provide for use
of modular bricks [ see IS : 1077-1966 ‘ Specification for common burnt clay building
bricks (first revision ).’ ] or traditional bricks. In the figure, B = one brick length,
1’5 B = one and a half brick length, etc.
FOG. 2 DETAILS OF MANHOLE ( DEPTHS 1 m AND BELOW )IS: 1742-1983
RENDERING WITH
CEMENT MORTAR I:2
SLOPE I IN 6
I
DETAIL OF BENCHING ’
i*_-__ I_-_-_‘-__ _______J
Y
SECTIONAL PLAN AT ZZ.
-_CSIO cmi-
SECTION XX SECTION YY
NOTE- Wall thicknesses have been indicated in brick lengths to provide for use
of modular bricks [ see IS : 1077- 1966 ‘ Specification for common burnt clay building
bricks (Jirst revision ) ’ ] or traditional bricks. In the figure, B = one brick length,
1’5 B = one and a half brick length, etc.
FIG. 3 DETAILSO F MANHOLE ( DEPTHSB ETWEEN1 AND l-5 m )
25its:1742-1983
RENDERING WITH
CEMENT MORTAR 1:2
DETAIL OF BENCHING
I-Y
SECTIONAL PLAN AT ZZ
SECTION XX SECTION YY
NOTE- Wall thicknesses have been indicated in brick lengths to provide for use
of modular bricks [ SCLI S : 1077-1966‘ Specification for common burnt clay building
bricks (prst w&ion ) ’ ] or traditional bricks. In the figure, B = one brick length,
1.5 B = on; and a half brick length, etc.
F1c.4 DETAILS OE MANHOLE (DEPTHS l-5 m AND ABOVE)
26L ______ ________ _______ J
Y
t-
SECTIONAL PLAN AT ZZ
SECTION XX SECTION YY ’ ’
NOTE - Wall thicknesses have been indicated in brick lengths to provide for use
of modular bricks [ JCLI S : 1077-1966 ‘ Specification for common burnt clay building
bricka (jrst revision) ’ ] or traditional bricks. In the figure, B = one brick length,
1’5 B = one and a half brick length, etc.
FIG. 5 DROP MANHOLE
27i$ I 1942- 1983
4.9.8.1 All manholes shall be constructed so as to be watertight under
test. No manhole or inspection chamber shall be permitted inside a build-
ing or in any passage therein. Ventilating covers &all not be used for
domestic drains.
4.9.9 All brick work in manhole chamber and shaft shall be carefully
built in English bond. The jointing face of each brick being well buttered
with cement mortar before laying, so as to ensure a full joint. The
construction of walls in brick work shall be done in accordance with
IS : 2212-1962*. The.cement mortar used shall not be weaker than 1 part
of cement to 3 parts of sand ( sue IS : 2250-1981t ).
4.9.10 The wall shall be plastered ( 15 mm, Ma ) both inside and out-
side with cement mortar 1 : 3; where sub-soil water conditions exist, a
richer mix may be used for both masonry and plaster. All angles shall be
rounded to 7.5 cm radius and all rendered internal surfaces shall have hard
impervious finish obtained by using a steel trowel.
4.9.11 The channel or drain at the bottom of the chamber shall be
plastered with cement mortar of 1 : 2 proportion and finished smooth, to
the grade ( where required ). The benching at the side shall be carried
out in such a manner as to provide no lodgement for any splashings in case
of accidental flooding of the chamber.
4.10 Storm Water Drainage - The object of the storm water drainage
is to collect and carry, for suitable disposal, the rain water collected within
the premises of the building.
4.10.1 Water Precipitation and Run-of--. Rainfall statistics for the areas
under consideration shall be studied to arrive at a suitable figure on the
basis of whic.h the storm water drains could be designed. Consideration
shall be given to the effects of special local conditions and to the intensity
and duration of rainfall.
4.10.2 Permeabilityo f Suzface - The impermeability factor, that is, the
proportion of the total rainfall discharging to a surface water drain after
allowing for soakage, evaporation and other losses, varies with the
frequency and duration of rainfall. These factors shall be taken into
account in design.
4.10.2.1 The whole of the rainfall on impervious areas shall be
assumed to reach the drains, no allowance for evaporation or time of
concentration being made in domestic drainage work. The roof area shall
be taken as the horizontal projection of the area.
*Code of practice for brickwork.
*Code of practice fol preparation and use of masonry mortars (@t revision ).
28IS : 1742 - 1983
4.10.3R ain Water Pipes for Drainnge of Roofs
4.10.3.T1h e roofs of a building shall be so constructed or framed as
to permit effectual drainage of the rain water therefrom by means of a
sufficient number of rain-water pipes of adequate size so arranged, jointed
and ftxed as to ensure that the rain-water is carried away from the building
without causing dampness in any part of the walls or foundations of the
building or those of an adjacent building.
4.10.3.2 The rain-water pipes shall be 6xed to the outside of the
external walls of the building or in recesses or chases cut or frame in such
external wall or in such other manner as may be approved by the
authority.
4.10.3.3 A rain-water pipe conveying rain water shall discharge
directly or by means of a channel into or over an inlet to a surface drain or
shall discharge freely in a compound, drained to surface drain but in no
case shall it discharge directly into any closed drain.
4.10.3.4 Whenever it is not possible to discharge a rain-water pipe
into or over an inlet to a surface drain or in a compound, drained to a
surface drain or in a street drain within 30 m from the boundary of the
premises, such rain-water pipe shall discharge into a gully trap which shall
be connected with the street drain; such a gully trap shall have a screen
and a silt catcher incorporated in its design.
4.X0.3.5 If such street drain is not available within 30 m of the
boundary of the premises, a rain-water pipe may discharge directly into
the kerb drain and shall be taken through a pipe outlet across the foothpath
if any, without obstructing the path.
4.10.3.6 A rain-water pipe shall not discharge into or connect with
any soil pipe or its ventilating pipe or any waste pipe or its ventilating pipe
nor shall it discharge into a sewer unless specifically permitted to do so by
the authority in which case such discharge into a sewer shall be intercepted
by means of gully trap.
4.10.3.7 Rain-water pipes shall be constructed of cast iron. asbestos
cement, galvanized sheet or other equally suitable material and shall be
securely fixed.
4.10.3.8 Rain-water pipes shall be normally sized on the basis of
roof areas according to Table 5. A bell mouth inlet at the roof snrface is
found to give better drainage effect provided proper slopes are given to
the roof surface. The spacing of pipes depends on the position of the
windows and arch openings but 6 m apart is a convenient distance. The
strainer area shall be I+ to 2 times the area of pipe to which it connects,
29fS:1742- 1983
4.10.3.9 The storm water shall be led off in a suitable open drain to
a water course. The open drain, if not of pucca masonry throughout,
shall be constructed in pucca masonry as at least where there is either a
change in direction or gradient.
TABLE 5 SIZING OF RAIN-WATER PIPES FOR ROOF DRAINAGE
SL DIA op‘ Avmsnon RATE OF RAINFALLI N mm/h
No. PIpa ~------~--_---h-------~~~-~
mm 50 75 100 125 150 200
Roof Area, Square Metres
i) 50 13,4 8.9 6.6 5.3 4’4 3.3
ii) 65 24’1 16.0 12.0 9.6 8-O 6’0
iii) 75 4x3 27.0 20’4 16.3 13.6 10’2
iv) 100 85.4 57.0 42.7 34.2 28.5 21.3
v) 125 - - 80’5 64.3 53.5 40.0
vi) 150 - - - - 83.6 62.7
4.10.4 Size and Gradients of Pikes - The pipes shall be so designed as
to give a velocity of flow of not less than 1 m/s when running half-full.
The maximum velocity shall not exceed 2.5 m/s.
4.10.5 Disposal - Surface water may be disposed of in one or more
ways specified in 4.10.5.1 to 4.10.5.5 but preferably by the method given
in 4.10.5.1.
4.10.5.1 Separate system - All courtyards shall be provided with one
or more outlets through which rain-water shall be diverted into the storm
water drains and away from any opening connecting with any sewer.
Where storm water drains are necessary for the discharge of rain-
water to a public storm water drain, such drains shalt be designed for the
intensity of rain based on local conditions but in no case they shall be
designed for intensity of rainfall of less than 13 mm/h. Usually, each
separate plot shall have a separate drain connection made to a covered or
open public drain. Such connection to a covered drain shall be made
through a pipe at least 3.5 m in length, laid at a gradient of not less than
that of the connecting drain. The storm water from the plot should
discharge into the storm water drain directly and not through a trap.
4.10.5.2 Combined OY partial& separate system - Where levels do not
permit connection to a public storm water drain, storm water from
courtyard may be connected to the public sewer provided it is designed to
convey combined discharge. In such cases, the surface water shall be
admitted to the soil sewer through trapped gullies in order to prevent the
escape of sewer air.
30I$ : 1742 - 1983
4.10.5.3 To a water course - It may often be convenient to discharge
surface water to a nearby stream or a water course. The invert Lvel of the
out-fall shall be about the same as the normal water level in the water
course. The out-fall shall be protected against floating debris by a screen.
4.10.5.4 70 storage tanks - Water from the roof of a building may
be led straight from the down pipes to one or more watertight storage
tanks. Such storage tanks shall be raised to a convenient height above
ground and shall always be provided with ventilating covers, and have
draw-off taps suitably placed so that the rain water may be drawn off for
domestic washing purposes or for garden water. A large impervious
storage tank is sometimes constructed underground, from which rain water
is pumped as required to the house. All storage tanks shall be provided
with an overflow.
4.10.5.5 An arrangement shall be provided in an ram-water leader
to divert the first washings from the roof or terrace catchment as they
would contain much undesirable material. The mouth of all pipes and
openings shall be covered with mosquito-insect proof wire net.
4.10.5.6 French drains may be employed as surface water drains and
are useful in the drainage of unpaved surface, such as playfields and
certain types of roads. When used for this purpose in addition to the
drainage being filled with rubble, it 1s &en advisable to include a field
drain in the trench bottom.
4.11 Subsoil Water Drainage
4.11.1 General - Subsoil water is that portion of the rainfall which is
absorbed into the ground and the drainage of subsoil water may be
necessary for the following reasons:
a) To increase the stability of the surface;
b) To avoid surface flooding;
c) To alleviate or to avoid causing dampness in the building,
especially in the cellars;
d) To reduce the humidity in the immediate vicinity of the building;
and
e) To increase the workability of soil.
4.11.2 Deph of Water Table - The standing level of the subsoil water
will vary with the season, the amount of rainfall and the proximity and
level of drainage channels. Information shall be obtained regarding this
level by means of boreholes or trial pits preferably the latter. It is
desirable though not always practicable to ascertain the level of the
standing water over a considerable period so as to enable the seasonal
variation to be recorded and in particular the high water level. TheIS I 1142 - 1983
direction of the flow of subsoil water may usually be judged by the general
inclination of the land surface, and the main lines of the subsoil drains shall
f&x+ the natural falls wherever possible.
4.11.3 P7ecaution.f - Subsoil drains shall be sitted so as not to endanger
the stability of the buildings or earthwork. In some portions of the drain,
it may be necessary to use non-porous jointed pipes.
4.11.3.1 No field pipe shall be laid in such a manner or in such a
position as to communicate directly with any drain constructed or adapted
to be cased for conveying sewage except where absolutely unavoidable and
in that case a suitable efficient trap shall be provided between subsoil drain
and such sewer.
4.11.4 Systems OJSubsoil D7ainage
4.11.4.1 Field drain @es - Clay or concrete porous pipes may be
used and shall be laid in one of the following ways:
4 Natural - The pipes are laid to follow the natural depressions
or valleys of the site, branches discharging into the main as
tributaries into a river.
b) Harringbone - A system consisting of a number of main drains
into which discharge, from both sides, smaller subsidiary branches
parallel to each other but at an angle to the mains forming a
series of herringbone patterns.
4 Grid - A main or mains near the boundaries of a site into which
branches discharge from one side only.
d) Fan shaped - The drains are laid converging to a single outlet
at one point on the boundary of a site, without use of main or
coilecting drains.
e) Moat 07 cut-of system - Sometimes drams are laid on one or more
sides of a building to intercept the flow of subsoil water and thereby
protect the foundations.
4.11.4.2 The choice of one or more of these systems will naturally
depend on the local conditions of the site. For building sites the mains
shall be not less than 75 mm in diameter and the branches not less than
65 mm in diameter but normal practice tends towards the use of 100 mm
and 75 mm respectively. The pipes shall generally be laid at 600 to 900 mm
depth or to such a depth to which it is desirable to lower water table and
the gradients are determined rather by the fall of the land than by consi-
derations of self-cleansing velocity. The connection of the subsidiary drain
to main drain is best made by means of a clayware or concrete junction
pipe. The outlet of a subsoil system may discharge into a soakaway or
through a catchpit into the nearest ditch or water course. Where these are
32fS : 1742 - 1983
not available the subsoil drains may be connected, with the approval of
the authority, through an intercepting trap to the surface water drainage
system.
Nom - Care shall be taken that there is no backilow from subsurface drains
during heavy rains.
5. CONSTRUCTIONS RELATING TO CONVEYANCE OF
SANITARY WASTES
5.1 Pipe Lines and Jointing - All soil pipes, waste pipes, ventilating
pipes and all other pipes, when above ground, shall be gas-tight. All sewers
and drains laid below ground shall be watertight.
5.2 Jointing Lead and Iron Pipes - Where any lead waste pipe, ventil-
ating pipe or trap is connected with an iron pipe or drain communicating
with a sewer these shall be inserted between such lead waste pipe and such
iron pipe or drain an ordinary thimble of copper or brass, which shall be
connected to such lead waste pipe by means of a wiped joint. The thimble
shall be connected with such cast iron pipe by means of a joint ( see Fig. 6 )
made with molten lead, properly caulked, a sufficient quantity of lead being
melted at a time to finish each joint at one pouring.
LEAD PIPE
/ WIPED
f- SOLDER
JOINT
BRASS OR
COPPER
/ THIMBLE
MOLTEN LE AD
JOINT WELL
CAULKED
YARN
Cl PIPE
FIG. 6 JOINTING LEAD PIPE TO CAST-IRONP IPE
33IS:1742 -1983
5.3 Jointing Stoneware with Lead Pipes - Where any stoneware or
semi-vitrified ware trap or pipe is connected with a lead soil pipe, waste
pipe or trap communicating‘ ith a sewer, these shall be inserted between
such stoneware or semi-Gtrifie \ ware trap or pipe and such lead soil pipe,
waste pipe, or trap a socket of copper, cast brass or other suitable alloy,
which shall be connected with such stoneware or semi-vitrified ware trap
or pipe by means of a joint made with mortar consisting of one part of
cement and one part of coarse sand with the.lead soil- pipe, waste pipe or
trap by means of wiped metallic joint ( see Fig. 7 ).
/-WC TRAP
,CEMENT MORTAR
JOINT(l:l)
-YARN
-BRASS THiMBLE
WITH SOCKET
\WIPED SOLDER
JOINT
LEAD PIPE
FIQ. 7 JOINTING STONEWAREO R SEMI-VITRIFIEDW ARE PIPZ OR
TRAP TO LEAD PIPE
5.4 Jointing Cast Iron Pipes with Stoneware Pipes ( see Fig. 8 ) -
Where any cast iron soil pipe, waste pipe, ventilating pipe or trap is con-
nected with a stoneware or semi-vitrified waste pipe or drain communicat-
ing with a sewer, the beaded spigot end of such cast iron soil pipe, waste
pipe, ventilating pipe, or trap shall be inserted into a socket of such stone-
ware of semi-vitrified ware pipe or drain and the joint made with mortar
consisting of one part of cement and one part of clean coarse sand after
placing a tarred gasket or hemp yarn soaked in neat cement slurry round
the joint and inserted in it by means of a caulking tool.
341s : 1742 - 1983
‘II
I /-SW PIPE
I
FIG 8 JOINTING C I PIPE TO STONEWAREP IPE
5.4.1 Jointing Stoneware with Cast Iron Pipes - Where any water closet
pan or earthenware trap connected to such pan is to be jointed with a
cast iron soil pipe, the joint between the stoneware spigot and the cast iron
socket shall always be of a flexible ( non-rigid ) nature. Such joint shall be
made preferably with a mixture of bitumen and chopped asbestos fibre
( not dust ).
5.5 Jointing Lead Pipes - The joints in lead pipes shall be made as
wiped solder joints ( see Fig. 9 ). The minimum and the maximum length
of the wiped solder joints shall be 80 mm and 90 mm respectively. The
solders shall generally consist of two parts of lead and one part of tin.
5.6 Jointing Glazed Stoneware Pipes ( see Fig. 10 ) - Tarred gasket
or hemp yarn soaked in thick cement slurry shall first be placed round the
spigot of each pipe and the spigot shall then be placed well home into the
socket of the pipe previously laid. The pipe shall then be adjusted and
fixed in the correct position and the gasket caulked tightly home so as not
to fill more than l/4 of the total depth ( or 13 mm in depth ) of the socket.
5.6.1 The remainder of the socket shall be filled with a stiff mixture of
cement mortar in the proportion of one part cement and one part sharp
sand, When the socket is filled, a fillet shall be formed round the joint
with a trowel, forming an angle of 45” with the barrel of the pipe.
35tS : 1742 - 1983
WIPED
SOLDER
FIG. 9 JOINTING LEAD PIPE TO LEAD PIPE
CEMENT MORTAR
TARRED GASKET OR
SPUN YARN SOAKED
IN NEAT CEMENT
FIG. 10 TYPICAL DETAILSO F CEMENT JOINTS FOR GLAZED
STONEWARE PIPES
5.6.2 Mortar sha!l be mixed as wanted for immediate use and no mortar
shall be beaten up and used before it has begun to set.
5.6.3 After the joint is made, any extraneous material shall be removed
from the inside of the joint with a suitable scraper or ‘ badger ‘. The
newly made joints shall be protected, until set, from the sun, drying winds,
rain or frost. Sacking or other suitable materials, which shall be kept.damp,
may be used for the purpose.
36I6 t 1742 - 1983
5.7 Jointing Concrete Pipes - Concrete pipes shall be jointed as des-
cribed in IS : 7 83-1959*. The spigots and sockets shall be thoroughly wet
before the joints are made.
5.8 Jointing Cast Iron Pipes
5.8.1 Lead Run Joints ( Cart-Lead Joints ) - The spigot shall be centred
in the adjoining socket by tightly caulking in sufficient turns of tarred gasket
or hemp yarn to leave unfilled half the depth of socket for lead. When
gasket or hemp yarn has been caulked tightly home, a jointing ring shall
be placed round the barrel and against the faces of the socket. Molten
pig lead shall then be poured in to fill the remainder of the socket. The
lead shall then be solidly caulked with suitable tools and hammers of not
less than 3 kg weight, right round the joint to make up for the shrinkage
of the molten metal on cooling and shall be preferably finished 3 mm
behind the socket face. Lead for caulking shall conform to IS : 782-19781_.
5.8.1.1 It is essential that the pipes be perfectly dry before lead run
joints are made, otherwise blow holes may occur in the lead and injury
may result to the pipe jointer. This method, therefore, requires special
care in wet trenches.
5.8.2 Lead-Wool or Lead-Fibre Joints - These joints are suitable for wet
conditions. Special attention is necessary in. caulking. The socket shall be
caulked with tarred gasket or hemp yarn as described in 5.8.1 and the lead
fibre inserted into the socket and tightly caulked home skein by skein with
suitable tools and hammers of not less than 2 kg weight, until the joint is
filled. Lead-wool used for caulking shall conform to IS : 782-1978t.
5.8.3 Cement Joints - The following procedure is recommended:
a) The joint is first yarned with hemp yarn dipped in the cement
slurry. The yarn is first inserted to slight depth and well pressed
in the same manner as for lead jointing,
b) Cement mortar of ratio 1 : 1 with a water cement ratio not exceed-
ing one part of water to 5 parts of cement ( by weight ) should be
rammed into the joint by caulking tools,
c) The filling to complete and caulked again,
d) Joints should be kept wet for 24 h after making, and
e) Use of lead joint at intervals is recommended.
5.8.4 Flanged Joints - If a drain be constructed of flanged pipes, the
joints shall be securely bolted together with a rubber or other suitable
insertion.
*Code of practice for laying of concrete pipes.
tSpecification for caulking lead ( third reuision) .
37IS I 1742 - 1983 * .
5.9 Concrete Support or Protection for Pipes - It may be necessary
to support or surround pipe sewers or drains by means of concrete in
certain circumstances and any of the methods given in 5.9.1 to 5.9.7 may
be adopted.
5.9.1 Bedding- Bedding ( see Fig. 11 ) shall be rectangular in section
and shall extend laterally at least 150 mm beyond and on both sides of the
projection of the barrel of the pipe. The thickness of the concrete below
the barrel of the pipe shall be not less than 100 mm for pipes under 150 mm
diameter and 150 mm for pipes 150 mm and over in diameter. Where
bedding is used alone, the concrete shall be brought up at least to the
invert level of the pipe to form a cradle and to avoid line contact between
the pipe and the bed.
.
W = D + 30 cm, where D is external diameter of, the pipe
T = ( 10 cm for pipes under 150 mm nominal dla,
I 15 cm for pipes of 150 mm nominal dii and over.
FIG. 11 BEDDING
5.9.2 Huunching - Concrete haunching ( see Fig. .12 ) shall consist ofi
4 A concrete bed as described for bedding ( ste 5.9.1 ).
b) The full width of the bed carried up to the level of the horizontal
diameter of the pipe; and
4 Splays from this revel carried up on both sides of the pipe, from
the full width of the bed to meeting the pipe barrel tangentially.
W = D + 30 cm, where D is external diameter ofthe pipe
c 10 cm for pipes under 150 mm nominal dia.
T = ’ 15 cm for pipes of 150 mm nominal dia and over.
I
Flo. 12 HAUNCHING
38. tS : 1742- 1983
5.9.3 Surround or Encasing - The surround or encasing. ( sei Fig. 13 )
shall be similar to haunching up to the hoti_zo_ntal diameter of the pipe
and the top portion over this shall be finished in a semi-circular form to
give a uniform encasing for the top half of the pipe.
l-l 5cm4
l------w+
W = D + 30 cm, where D ist he external diameter of the pipe.
Fro. 13 SURROUND OR ENCASING
5.9.4 Piers for Cast Iron Pipes - Where supporting piers are specified for
cast iron pipes, they shall be not less than 30 cm in length ( parallel to the
axis of the pipe ) and at least equal in section to that described for haunch-
.
ing in 5.9.2. Pipes shall be built just behind the pipe sockets, intermediate
piers being provided where necessary.
5.9.5 Glazed Ware Pipes - The minimum support or protection for
glazed stoneware pipes shall be as follows:
a) When cover is less than 1 m below ground level and where pipes
are unavoidably exposed above ground surface, the pipes shall be
completely encased or surrounded with concrete;
b) Where the pipes are laid on a soft soil with the maximum water
table lying at the invert of the pipe, the pipe sewer shall be bedded
on concrete;
c) Where the pipes have to be laid in a soft soil with the maximum
water table rising above the invert of the pipe, but below the top
of the barrej, the pipe sewers shall be haunched;
d) Where the maximum water table is likely to rise above the top of
the barrel or wherever the pipe is laid in soft soil, the pipe
sewers shall be completely encased or surrounded with concrete;
and
391s: 1742A983
. .
.
0: e) Where the sewers are to be laid adjacent to growing trees, the
pipe sewers shall be encased or surrounded with-concrete to. avoid
damage to the pipes likely to be caused by the roots of the trees.
5.9.6 Cast Iron Pipes - In normal ground; no concrete support or
protection to cast iron pipes need be provided. Where concrete haunching
surrounds or piers are required, these shall be in accordance with the
details given in 5.9.5.
5.9.7 Support of Pipes in Unstable Ground - In certain subsoils, rise and
fall of the subsoil water level may be the cause of considerable earth
movement. This and other conditions of unstable ground call for
additional support to the pipes in the form of piles or trestles or other
suitable means.
5.10 Excavation
5.10.1 Turf, topsoil or other surface material shall be set aside, turf
being carefully rolled and stacked for use in reinstatement.
5.10.2 Excavated material shall be stacked sufficiently away from the
edge of the trench and the size of the spoil bank shall not be allowed to
become such as to endanger the stability of the excavation. Spoil may
be carried away and used for filling the trench behind the work.
5.10.3 Excavation shall proceed to within about 75 mm of the finished
formation level. This final 75 mm being trimmed and removed as a
separate operation immediately prior to the laying of the pipes or their
foundations.
5.10.4 The sides of the trench shall be properly propped, where
necessary.
5.10.5 The width of the trench at bottom between faces of sheeting
shall be such as to provide not less than 200 mm clearance on either side
of the pipe.
5.10.6 Where the subsoil is unstable, a foundation for the pipes shall be
formed by piling and bridging, earth consolidation or other efficient
means.
5.10.7 Excavation in roads shall be so arranged, in agreement with the
proper authority, as to cause the minimum obstruction to traffic. The
method to be adopted shall depend on local circumstances.
5.10.8 All suitable broken surface material and hard-core shall be set
on one side for use in subsequent reinstatement.
5.10.9 Adequate warning lights shall be placed at night to indicate ail
obstructions in the Iughway. Red flags shall be displayed along the
trenches during day time.
40IS :1742 - 1983
'.
5.10.10 A sufficient ,nnm&r of-men shall be employed to guard th;
work and attend td the lamps.
5.10.11 Blasting may be necessary in hard rock. It shall only be
carried out undei thorough .and competent supervision and with the
written permission of the appropriate authorities, taking .a11 precautions
connected with blasting operations.
5.10.12 All pipes, ducts, cables: mains or other services exposed ,in the
trench shall be effectively supported by timbers and/of chain or ropeslings.
5.10.13 Excavations below water table shall be done after dewatering
the trenches.
5.10.14 All drainage sumps shall be sunk clear of the work outside the
trench or at the sides of manholes. After the completion of the work, any
pipes or drains leading to such sumps or temporary subsoil drains under
permanent work shall be filled in properly with sand and consolidated.
5.11 Concreting - The work shall generally be done according to
IS : 456-1978*.
5.12 Laying of Pipes - The pipes shall be laid with the sockets leading
uphill and shall rest on solid and even foundations fof the full length of
the barrel. Socket holes shall be formed in the foundation sufficiently
deep, to allow sufficient space for the pipe jointer to work right round the
pipes and as short as is practicable to accommodate the socket in proper
position and allow the joint to be made.
5.12.1 Where pipes are not bedded on concrete, the trench floor shall
be left slightly high and carefully bottomed up as pipe laying proceeds so
that the pipe barrels rest on firm 2nd undisturbed ground. If the excava-
tion has been carried too low, any packing done shall be in concrete.
5.12.2 If the floor of the trench consists of rock or very hard ground
that cannot easily be excavated to a smooth surfaces the pipes shall be
laid on a cradle of fine concrete floor or a floor of gravel and crushed
stone overlaid with concrete or on a well-consolidated gravel and crushed
stone bed only so as to ensure even bearing.
5.12.3 Each separate pipe shall be individually set for line and for level
using one of the following methods:
a) Where long lengths of sewer or drain are to be constructed in
trench with glazed stoneware or concrete pipes, properly painted
sight-rails shall be fixed across the trench at a height, equal the
length of the boning rod to be used, above the required invert
level of the drain or sewer at the point where the sight rail is
fixed. There shall be minimum three sight-rails in position on
each length of sewer or drain under construction at a particular
gradient.
*Code of practice for plant and reinforced concrete ( third revision ).
41&t 1742 - 1983
Properly out wooden or iron pegs shall be driven into the
floors of the trenches at intervals of at least one metre less than
the length of the straight-edge which is to be used. With the
aid of a boning rod, equal in length to the height of the sight-rail
above the required invert level, each peg shall be driven until its
top is at the exact level required for the invert of the pipeline at
that point; this will have occurred when a true bone is obtained
over boning rod and sight-rails. The underside of a straight-
edge resting on the tops of those pegs will give level and gradient
of the invert. The pegs shall be withdrawn as pipe laying
proceeds.
To obtain a true line along the grade, a sideline shall be used
strung tautly at half-pipe level between iron pins fnmly driven
in the floor of the excavation for the manhole at each end of the
proposed pipe line, and the pipes shall be laid in such a way that
the sockets are fixed just free of this side line. For long lengths
of drain, the side line may require intermediate support. The
practice of laying to a top line is not recommended.
b) In the case of short lengths of branch drain where it is inconve- ,
nient 10 fix sight-rails, pegs shall be driven in to the floor of the
trench and their tops boned in with the aid of three equal boning
r-ods, one of which is used on the pegs to be driven and the other
two held at the invert level of the pipes or fittings to be connec-
ted. A side line shall be used to obtain a true line in the
horizontal plane.
4 In the case of cast iron pipes, it is impracticable to use a straight-
edge and the invert of each pipe shall be fixed to a true bone ’
over the sight-rails by means of a boning rod, which in such
cases shall be provided with a bottom shoe to rest on the invert
of the pipe being laid.
4 Where it is necessary to cut pipes, this shall be done with a
suitable wheel type pipe cutter so as to leave a clean and square
to the axis of the pipe.
5.13 Connection to an Existing Sewer - The connection to an exist-
ing sewer shall, as far as possible, be done at the manholes. Where it is
unavoidable to make connection in between two manholes, the work of
breaking into the existing sewer and forming the connection shall be
carried out by the authority or under its supervision.
Breaking into the sewer shall be effected by the cautious enlarge-
ment of a small hole and every precaution shall be taken to prevent any
material from entering the sewer. No connection shall be formed in such
a way as to constitute a projection into the sewer or to cause any diminu-
tions in its effective size.
425.14 Back-Filling
5.14.1 Filling of the trench shall not be commenced until the length of
pipes therein has been tested and passed ( see 8.2 ).
5.14.2 All timber which may be withdrawn with safety shall be removed
as filling proceeds.
5.14.3 Where the pipes are unprotected by concrete haunching, the
first operation in filling shall be carefully done to hand-pack and temp
selected fine material around the lower half of the pipes so as to buttress
them to the sides of the trench.
5.14.4 The filling shall then be continued to 150 mm over the top of
the pipe using selected fine hand-packed material, watered and rammed
on both sides of the pipe with a wooden rammer. On no account shall
material be tipped into the trench until the first 150 mm of filling has been
completed. The process of filling and tamping shall proceed evenly so as
to maintain an equal pressure on both sides of the pipeline.
5.14.5 Filling shall continue in layers not exceeding 150 mm in ’
thickness, each layer being watered and rammed.
5.14.6 In roads, surface materials previously excavated shall be replaced ’
as the top layer of the filling, consolidated and maintained satisfactorily
till the permanent reinstatement of the surface is made by the authority.
5.14.7 In gardens, the topsoil and turf, if any, shall be carefully
replaced.
6. CONSTRUCTION RELATING TO CONVEYANCE OF RAIN OR
STORM WATER
6.1 Roof Gutters - Roof gutters, shall be of galvanized iron sheets not
less than l-25 mm in thickness and shall conform to IS : 277-1977*. The
gutter shall be semicircular in section with a width at top about twice the
diameter of the down pipe. The gutters shall be fored 25 mm below the
edge of the roof.
6.1.1 MS brackets 25 x 6 mm shall be used to support the gutter at
about 1.2 m intervals. A convenient method will be to fix the brackets to
every alternate after with three 50 mm screws.
6.1.2 All junctions and joints shall be thoroughly water-tight-riveted,
bolted or soldered. All joints between successive length of gutters shall
have an overlap of at least 50 mm. The drop in the overlap shall always
be in the direction of the fall of the gutter. Ends of guttering shall be
*Specification for galvanized steel sheets ( plain and corrugated ) ( third rstision ).
43IS : 1742 - 1983
closed with galvanized sheets not less than 1.25 mm in thickness, to fit the
section and made water-tight. Junctions with down-fall rain-water pipes
or leaders shall be made water-tight. Gutters shall have a general
minimum fall of 1 in 120.
6.2 Rain-Water Pipes
6.2.1 -Cast Iron Pipes - Rain-water pipes or leaders if of cast iron shall
be with socketed joints having lugs cast on for fixing and shall conform to
the requirements specified in IS : 1230-1979*. The shoe may be fixed
150 mm above ground level. Bends and offsets are to be avoided as far as
possible.
42.2 Galvanized Iron Pipes - Galvanized iron pipes shall conform
to IS : 1239 ( Part I )-1979t. The work will be similar to cast iron pipes
except that they are fixed with straps or dogs one for each 2-m length of
pipe. Joints between successive lengths of pipes will be by collars at least
10 cm deep riveted tightly and securely to the pipes, and the straps or
dqgs be riveted or bolted through this collar by 9.5 mm galvanized iron
bolts.
6.2.3 Asbestos Cement Pipes - Rain-water pipes and gutters shall conform ,,
to IS : 1626 (Part 1 )-1980$. Only the pipes will be fixed with straps
or clips.
6.2.3.1 All rain-water leaders from roofs or terraces shall be screened
off by gratings at the top to prevent leaves, rodents, etc, entering the
pipes.
6.2.3.2 The laying of pipes underground and the construction of
chambers and manholes shall be carried out as in the case of sewers for
foul water.
7. CONSTRUCTION RELATING TO CONVEYANCE OF SUBSOIL
WATER
7.1 Subsoil Drains
7.1.1 Field Drain Pipes - Suitable pipes for this purpose are plain
cylindrical glazed stoneware pipes, or concrete porous pipes though the
latter may prove unsuitable where subsoil water carries sulphates or is
acidic owing to the presence of peat. Trenches for. these pipes need be
just wide enough at the bottom to permit laying the pipes, which shall be
laid with open joints to proper lines and gradients.
*Specification for cast iron rainwater pipes and fittings ( secondre uisionj .
tSpecilication for mild steel tubes, tubulars and other wrought steel fittings: Part 1
Mild steel tubes (&fh f#?hion ).
ISpecification for asbestos cement building pipes and pipe fittings, gutters and gutter
fittings and roof fittings: Part 1 Pipes and pipes fittings.
44IS 8 1742 - 1983
7.1.1.1 It is advisable to cover the pipes with clinker free from fine
ash, brick ballast or other suitable rubble, or a layer of inverted turf,
brush-wood or straw before refilling the trench, in order to prevent the
infiltration of silt through the open joints. Where the subsoil drain is also
to serve the purpose of collecting surface water, the rubble shall be carried
up to a suitable level and when required for a lawn or playing field, the
remainder of the trench shall be filled with previous topsoil. When
refilling the trenches, care shall be taken to prevent displacemet of pipes
in line of levels. When they pass near trees or through hedges, socket
pipes with cement or bitumen joints shall be used to prevent penetration
by roots.
7.1.2 French Drains - A shallow trench is excavated, the bottom neatly
trimmed to the gradient and the trench filled with broken stone, gravel or
clinker, coarse at the bottom and finer towards the top.
8. INSPECTION AND TESTING
8.1 Inspection
8.1.1 All sanitary appliances and fitments shall be carefully examined
for defects before they are installed and also on completion of the work.
8.1.2 Pipes are liable to damage in transit and, not withstanding tests
that may have been made before despatch, each pipe shall be carefully
examined on arrival on the site. Preferably, each pipe shall be rung with
a hammer or mallet and those that do not ring true and clear shall be
rejected. Sound pipes shall be carefully stored to prevent damage. Any
defective pipes shall be segregated, marked in a conspicuous manner and
their use in the works prevented.
8.1.3 Cast iron pipes shall be carefully examined for damage to the
protective coating. Minor damage shall be made good by painting over
with hot tar or preferably bitumen. But if major defects in the coating
exists, the pipe shall not be used unless re-coated. Each pipe shall be
carefully re-examined for soundness before laying.
8.1.4 Close inspection shall be maintained at every stage in the work,
particularly as to the adequacy of timber supports used in excavation and
the care and thoroughness exercised in filling.
8.1.4.1 Careful note shall be kept of the condition of any sewer,
manhole or other existing work which may be uncovered and any defects
evident shall be pointed out immediately to the appropriate authority.
8.1.4..2 No work shall be covered over or surrounded with concrete
until it has been inspected and approved by the authority.
45Mcl742-lam
8.2 Testing
8.2.1 Comprehensive tests of all appliances shall be made by simulating
conditions of use. Overflows shall also be examined for obstructions.
a.2.2 Smoke Test ---All soil pipes, waste pipes, and vent pipes
and all other pipes when above ground shall be approved gas-tight by a
sm6ke test conducted under a pressure of 25 mm of water and maintained
for 15 minutes after all trap seals have been filled with water. The smoke
is produced by burning oily waste or tar paper or similar material in the
combustion chamber of a smoke machine. Chemical smokes are not
satisfactory.
8.2.3 Wder Test
8.2.3.1 For pipes other than cast iron - Glazed/stoneware and
concrete pipes shall be subjected to a test pressure of at least 1.5 m head
of water at the highest point of the section under test. The tolerance
figure of two litres per centimetre of diameter per kilometre may be allowed
during a period of ten minutes. The test shall be carried out by suitably
plugging the low end of drain and the ends of connections, if any, and
Wing the system with water. A kuncklebend shall temporarily be jointed in
at the top end and a sufficient length of the vertical pipe jointed to it so. as
to provide the required test head or the top end may be plugged with a
connection to a hose ending in a funnel which could be raised or lowered
till the required head is obtained and fixed suitably for observation.
Subsidence of the test water may be due to one or more of the following
causes:
a) Absorption by pipes and joints,
b) Sweating of pipes or joints,
c) Leakage at joints or from defective pipes, and
d) Trapped air.
Allowance shall be made for (a) by adding water until absorption
has ceased after which the test proper should commence. Any leakage
will be visible and the defective part of the work should be cut out and
made good. A slight amount of sweating which is uniform may be over-
looked, but excessive sweating from a particular pipe or joint shall be
watched for and taken as indicating a defect to be made good.
NOTE - This test will not be applicable to sanitary pipe work aboveground
level.
8.2.3.2 For cast iron pipes - Cast iron sewers and drains shall be
tested as for glazed stone ware and concrete pipes. The drain plugs shall be
suitably strutted to prevent their being forced out of the pipe during the
test.
46f$ : 1742 - 1983
8.2.4 Tests for Straightness and Obstruction - The following tests shall be
carried out:
a) by inserting at the high end of the sewer or drain a smooth ball
of a diameter 13 mm less than the pipe bore. In the absence of
obstruction, such as yarn or mortar projecting through the joints,
the ball should roll down the invert of the pipe and emerge at the
lower end; and
b) by means of a mirror at one end of the line and lamp at the
other. If the pipeline is straight, the full circle of light may be
observed. If the pipeline is not straight, this will be apparent.
The mirror will also indicate obstruction in the barrel.
8.2.5 Test Records - Complete records shall be kept of all tests carried
out of sewers and drains both during construction and after being put into
service.
9. MAINTENANCE
9.1 General - Domestic drainage systems shall be inspected at regular
intervals. The system shall be thoroughly cleaned out at the same time
and any defects discovered shall be made good.
9.2 Cleaning of Drainage System
9.2.1 Sewer maintenance crews, when entering a deep manhole or sewer
where dangerous gas or oxygen deficiencies may be present, shall follow
the following procedures:
a>
Allow no smoking or open flames and guard against sparks.
b) Erect warning signs.
cl Use only safety gas-proof electric lighting equipment.
4 Test the atmosphere for noxious gases and oxygen deficiencies.
e) If the atmosphere is normal, workmen may enter with a safety
belt attached and with two men available at the top. For extended
jobs, the gas tests shall be repeated at frequent intervals depend-
ing on circumstances.
f > If oxygen deficiency or noxious gas is found, the structure shall
be ventilated with pure air by keeping open at least one manhole
cover each on upstream and downstream side for quick exit of
toxic gases or by artificial means. The gas tests shall be repeated
and the atmosphere cleared before entering. Adequate ventilation
shall be maintained during this work and the tests repeated
frequently.
47. .
1s : 1742 - 1983 ’ _
id If the gas or oxygen deficiency is present and it is not practicable
to Lentilate adequately before workers enter, a hose mask shall be
worn and extreme care taken to avoid all sources of ignition.
Workers shall be taught how to use the hose equipment. In these
cases, they shall always use permissible safety lights ( not ordinary
.flash lights ), rubber boots or non-sparking shoes and non-sparking
tools.
h) Workmen descending a manhole shaft to inspect or clean sewers
shall try each ladder step or rung carefully before putting the full
weight on it to guard against insecure fastening due to corrosion of
the rung at the manhole wall. When work is going on in deep
sewers, at least two men shall be available for lifting workers from
the manhole in the event of serious injury; and
J) Portable air blowers, for ventilating manhole, are recommended
for all tank, pit or manhole work where there is a question as
to the presence of noxious gas, vapours or oxygen deficiency. The
motors for these shall be of weatherproof and flameproof types;
compression-ignition-diesel type ( without sparking plug ) may be
used. When used, these shall be placed not less than 2 m aivay from
the opening and on the leeward side protected from wind so that
they will not serve as a source of ignition for any inflammable
gas which might be present. Provision sholud be made for vential-
ation and it should be of the forced type which can be provided
by blower located at ground level with suitable flexible ducting to
displace out air from the manhole.
9.2.2 The following operations shall be carried out during periodical
II 1.
cleaning ot a drainage system:
a) The covers of inspection chambers and manhole shall be removed
and the side benchings and channels scrubbed,
b) The intercepting trap, if fitted, shall be adequately cleaned and
flushed with clean water. Care shall be taken to see that the
stopper in the rodding arm is securely replaced.
cl All lengths of main and branch drains shall be rodded by means
of drain rods and a suitable runner or leather plunger. After
rodding, the drains shall be thoroughly flushed with clean water.
Any obstructions found shall be removed with suitable drain
cleaning tools and the system thereafter shall bc flushed with
clean water.
4 The covers and access plates to all gullies shall be removed and
the traps plunged and flushed out thoroughly with clean water.
Care shall be taken not to flush the gully deposit into the system.
e) Any defects revealed as a result of inspection or test shall be
made good.
48IS:1742- 1983
f) The covers or inspection chambers and gullies shall be replaced,
beddiug them in suitable grease or other materials;
g) Painting of ladders/rings in deep manhole and external painting
of manhole covers shall be done with approved paints.
9.3 All surface water drains shall be periodically rodded by means of drain
rods and a suitable rubber or leather plunger. After rodding, they shall
be thoroughly flushed with clean water. Any obstruction found shall be
removed with suitable drain cleaning tools.
9.4 All subsoil drains shall be periodically examined for obstruction at the
open joints due to the roots of plants or other growths.
49IS:1742 -1993
( Continued from page 2 )
Members Reprknting
CHIEF ENGINEER Public Works Department, Government of Punjab,
Chandigarh
CHIEF ENQINEER( GENERAL ) Tarn&y;fi Water Supply and Drainage Board,
DEPUTY ADVISER ( PHE ) Ministry of Works and Housing
SHRI DEVENDRA SINOH In personal capacity ( 16A Maya Mahal, 17th Road,
Khar, Bombay )
SHBI Y. S. MUBTY National Environmental Engineering Research
Institute ( CSIR ), Nagpur
SHRI A. K. SETH ( Alternate )
SHRI K. GOVINDAN NAXR Public Health Engineering Department,
Government of Kerala, Trivandrum
SHBI S. K. SAARMA Cent;~or~~~lding Research Institute ( CSIR ),
50:
BUR’EA”, OF ‘I.#i’DtiA‘N STANDARDS
. .L
Headquartera;,,_
Manak,Bhavan,9Ba~~dur qh &far Marg, NEW DELHi 110002
Talephoh$ i@3jj#F 3j.j 331 13 76: .; Telegrams : Manaksanrtha ;
. ..’ __.‘_,,;. _ ; ;- ..
( Common to rll OfficeS ).
. . .. ’
1 ,F’
tbiostern : M,anakrl&a; E9 MIDC, M&o;, Andheri (Eest), ,
BOMEtAY 40QfJ93r ,8x.;
66716
-. Plot No. 82/83, Lowis ‘Road,. BHUBANES.HWAR.:761002. L 6 36?7
I 63/6, W.ard No. 29, R,.G. .Berua Road, 6th Bydianci,‘ * ‘, 3 31 77
,..
. GUWAHATI 781003
% 6-656C L. N. Gupta M,arg ( Na.mpally Station. Rdad). 23 1083
HYDERABAD 500001’ r;
6 34g$ :
R14sYudhister Msrg, C Scheme, iAIP”R 30206;. ’
- t 69832 1
?
21 6876 ‘,
517;4?B B Sarvodaya Nagar, KANPUR 20#$066”“‘-
12 1 8292
Patliputra Ind%ia&ate, PATNA 860013 .-< “’ 6230‘5
T.C. NO. 14/i421’;,Univarsity P.O., Palayam ,-;; ii-‘!. ?’ 6 21 04
TRIVANDRUM 696q3!j .: . . ‘4i [ 621 17
lnspecfion Oflce. (WitttS+fe Point) : “-.
i,
2;g Pushpanjali,%lst Fioor,SO5-A West High Court Road, 2 61 71
Shankar Nagar Square, NAGPUR 440010 j
Institution of Engineers ( India ), Building. 1332 Shivail Nagjar, 52436
PUNE 411005
.’ _ , :’
*Sales Otnca In Cakutta Is at 5 Chowringhee Approach, P.O.&incep 27 68 00
Street. Calcutta 7ooO72
t~al~~.~Officr in .Bombry Is at Novelty’ Chambers, C&t Road, 89 65 26
.- Bombay 40~007
Bales Of&e in Bangalore lo at Unity Building, NarrrlmharaJa Squs!e 22 36 71
bangalore 560002
|
13419.pdf
|
Indian Standard
PROFORMA FOR ANALYSIS OF UNIT RATE
OF SHOTCRETING/GUNITING USED IN
RIVER IVALLEY PROJECTS
UDC 627.81.05 : 693.546.3
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1992 Price Group 1Cost Analysis and Cost Estimates Sectional Committee, RVD 19
F’OREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized
by the Cost Analysis and Cost Estimates Sectional Committee had been approved by the River
Valley Division Council.
Shotcreting and guniting are versatile construction techniques proven for several decades. They
are used without shuttering for horizontal, vertical and overhead surfaces of free shape.
Shotcreting and guniting are two of the elements of modern underground excavation.
Shotcreting and guniting are extensively used in river valley projects and as such it is essen-
tial that practices relating to their cost estimation are harmonious and uniform. This standard
lays down a proforma for working out analysis of unit rate of guniting/shotcreting. This standard
is one of a series of standards already published which lay down proformae for analysis of
unit rate of concrete, masonry, cyclic drilling and blasting, earthwork, shuttering/formwork,
rock excavation and embankment construction.IS 13419 : 1992
Indian Standard
PROFORMA FOR ANALYSIS OFUNIT RATE
OF SHOTCRETING/GUNITING USED IN
RIVER VALLEY PROJECTS
1 SCOPE IS No. Title
1.1 This standard lays down proforma for 115go Guidelines for working out
analysis of unit rate of guniting/shotcreting ( Part 1 ) : 1986 unit cost of construction
used in River Valley Projects. equipment used for river valley
projects : Part 1 General
2.1 The proforma recommended for use in
analysis of unit rate of guniting/shotcreting is
2 REFERENCES
as given in Table 1. For evaluating unit rate
The following Indian Standard is necessary of construction equipment reference should be
adiunct to this standard. made to IS 11590 ( Part 1 ) : 1986.IS 13419 : 1992
Table 1 Proforma for Analysis of Unit Rates for Guniting/Sbotcreting
Sl No. Item Unit QW. Rate Amount
1. EQUIPMENT
I Shotcreting machine Hrs
2 Compressed air Hrs
3 Batching and mixing p1an.t Hrs
4 Mix conveying equipment Hrs
5 Water pump Hrs
6 Remote controlled spray (where applicable) Hrs
7 Mixing tanks and reciprocating Pump for Hrs
mixing of liquid additives (where applicable)
8 Labour Man Hrs
___A-------- --__-__
Total cost CE
---_I_--_---__-____
11. MATERIAL
1 Cement
kg
2 Fine aggregate
kg
3 Coarse aggregate
kg
4 Water kg
5 Additives kg
_- c_----- --
Total cost Chl
_--1
III. CURING
1 Membrane Lump sum
2 Water kg
3 Labour Man Hrs
-_--- --
Total cost Cc
--_I_
IV. OVERHEAD
Proportional cost of the following:
Water supply, lighting, sanitation and drainage
Temporary construction
Testing and supervision
Carriage and freight of machinery
Contingencies
Hidden cost of labour
Total cost Co
-I_---
V. ANALYSIS
1 Total quantity of shotcrete = Q cum.
( should include anticipated rebound and
additional quantity beyond payline )
2 Total cost = CE _t CM + Cc + Co = CT Rupees
3 Cost per cum. of shotcrcte = CT Rupees
Q
NOTES
1 While comparing rates similarity of application of shotcrete, type,strength, etc are necessary.
2 Reinforcement mesh, if used, shall be evaluated separately alongwith materials and labour required
for the same.Standard Mark
The use of the Standard Mark is governed by the provisions of the Br~eau Q/” Ztuliurl
Stmtlurtls Act, lY86 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well defined system of inspection,
testing and quality control which is devised and supervised by RIS and operated by the
producer. Standard marked products are also continuously checked by BIS for conformity
to that standard as a further safeguard. Details of conditions under which a licence for the
use of the Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.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 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 periodically and revised, when necessary and amendments, if
any, are issued from time to time. Users of Indian Standards should ascertain that they are in
possession of the latest amendments or edition. Comments on this Indian Standard may be
sent to BIS giving the following reference:
Dot : No RVD 19 ( 4598 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF 1NDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 I 37 86 26, 37 85 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
53 23 84
41 24 42, 41 25 19,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 41 23 15, 41 29 16,
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 63 27 80,
BOMBAY 400093 632 78 92
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBAI‘ORE
FAKLDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUK,
LUCKNOW, PATNA, THIRUVANANTHAPURAM.
Printed at Printwell Printers. Aligarh. India
|
9377.pdf
|
IS I9377 - 1979
Indian Standard
SPECIFICATION FOR
APPARATUS FOR AGGREGATE
IMPACT VALUE
(
Second Reprint MARCH 10% )
UDC 620.178.153.2.05:666.972.12
0 Copyright 1980
BUREAU OF INdIAN STANDARDS
\...I.. 7 r.. . . . r1.7 nn..*.n*,n nr,... 0.w.n
. ..nn
MANAh l5IiAVAN. \I BA”A”“I( 3tlAn ,?.A‘-A,‘ IVIAK”
NEW DELHI 110002
Gr 2 April 19801s 8 9377 - 1979
Indian Standard
SPECIFICATION FOR
APPARATUS FOR AGGREGATE
IMPACT VALUE
Cement and Concrete Sectional Committee, BDC 2
Chairman R+ruanfing
DR H. C. VXEIVIUWAXAYA Cement Research Institute of India, New DcIhi
Mbmkrr
ADDITIONAL DIRBOTOR, S-AND- Research, Designs 6 Standarda Organization
-A-R-D-~B- (. B & S 1 I Ministry of Railwayr .1-, Lucknow
DEPUTY D&zcroa, STAND- ’
ARDB ( B & S ) ( Ahil4f6 )
SHRI K. C. AOOARWAL Hindustan Prefab Ltd, New Delhi
SARI C. L. KA~LIWAL ( Alfrr~t~ )
SERI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SRRI HARISE N. MALANI ( Albrnatr I
SERI S. K. BANERJEE Natidnal Test Hous:, Calcutta
SERI R. N. BANEAL Beas Designr Organization, Nangal Township
SHRI T. C. CARG ( Altcmalr )
CHIEB ENGINEER ( DESIGNS ) Central Public Works Department, New Delhi
EXEOUTIVE ENQINEER
( DESIGNS ) III ( Allrrnafr )
CHIEF ENQINEER ( PROJEOTS) Irrigation Department, Government of Punjab
DIRECTOR, IPRI ( Al:rrnalr )
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIREOTOR
( CSMRS ) ( Alternafr )
DR R. K. Gaos~ Central Road Research Institute ( CSIR ),
New Delhi
SHRI Y. R. PHULL ( Alternate I )
SHRI M. DINAKARAN ( Alternate II )
DR R. K. GHOSR Indian Roads Congress, New Delhi
( Continud 4n P4gr 2
@ Coptight 1980
BUREAU OF INDIAN STANDARDS
This publication is protected under the Xndion Copyight Act ( XIV of 1957 ) and
reproductioh 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 : 9377 - 1979
( Continwd from pap ‘1
Memhrs R6jwesanting
SEBI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
SFIRI P. C. JAIN ( Alf6mal6 )
SHBI A. K. Gnprn Hydcrabad Asbestos Cement Products Ltd.
Hyderahad
Da R. R. HATTIAN~ADI The Associated Cement Companies Ltd, Bombay
SHBI P. J. JANUS ( Affernafr )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SBBI S. R. KULKARNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SEBI S. K. LAHA The Institution of Engineers ( India ), Calcutta
SHIU B. T. UNWALLA ( Alfemata 1
DR MOHAN RAI Central Building Research Institute (CSIR ),
Roorkee
DB S. S. REHBI ( Ahrma~e )
SHBI K. K. NAblBIAIt In personal capacity ( ‘Ramanalaya’ II First Crssc~M
Paark Rood, ~andirinagar, Adyar, ivicrdrar j
DB M. RAMAIAH Struct~~~engmeering Research Centre ( CSIR ),
DR N. S. BHAL ( Al&nut6 )
SHBI G. RAMDAS Directorate General of Supplies C Disposals,
New Delhi
DE A. V. R. RAO National Buildings Organization, New Delhi
SARI J. SEN Goprn ( Altemato\
Saab R. V. CEALAPATHI RAO Geological Survey of India. Calcutta
SRBI S. ROY ( Alternate )
Srrar T. N. S. RAO Gammon India Ltd, Bombay
SHBI S. R. PINHEIBO ( Alternate )
Soar. AKJUN RIJHBINGHAX’I Cement Corporation of India Ltd, New Delhi
SHBI K. VITHAL RAO ( Altcrnata )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY ( I ) ( All6r~t6 )
SEBI N. SIVAonRU Roads Wing, Ministry of Shipping and Transport
SHRI R. L. KAPOOB I &6raUf6 )
SHBI K. A, SUBRAB~ANIAM The India Cements Ltd, Madras
SBBI P. S. RAMACHANDBAN( Altarnuts !
SUPEBINTRNDIN~ E N o I N x B R Publgad:orks Department, Government of Tamil
( DESIGNS )
EXECUTIVE ENGINEER
( SM & R DIVISION ) ( Aktrnalc )
SHE1 L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SARI A. V. RAMANA ( Al~rrnatr )
SEBI B. T. UNWALLA The Concrete Association of India, Bombay
&tar Y. K. MEXTA ( A~frmalr )
S~nr D. AJITAA SIMHA. Director General, IS1 ( Er-ojicio Membn )
Director ( Civ Engg )
Secratary
SPRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), ISI
( Continurd on pUg6 7 )
2IS I 9377 - 1979
Indian Standard
SPECIFICATION FOR
APPARATUS FOR AGGREGATE
IMPACT 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 reliable and intercomparable test results could ,be
obtained only with standard testing equipment capable of giving the
desired level of accuracy. The Sectional Committee has therefore
proposed to bring out a series of specifications covering the requirements
of equipment used for testing cement and concrete, to encourage their
development and manufacture in the country.
0.3 This standard specifies the requirements for the apparatus used for
determining the aggregate impact value of coarse aggregate. The
aggregate impact value gives a relative measure of the resistance of an
aggregate to sudden shock or impact, which in some aggregates differs
from its resistance to a slow compressive load. The method of deter-
rgit6-$g aggregate impact value has been covered in IS : 2386 ( Part IV )-
.
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 re uirement of this
standard is complied with, the final value, observe El or calculated,
expressing the result of a teat 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.
lM ethodr of test for aggregates for concrete: Part IV Mechanical properties.
iRules for rounding off numerical vnlucc ( rroirrd ).
3IS t 9377 - 1979
1. SCOPE
1.1 This standard covers the requirements of apparatus for determining
the impact value of coarse aggregates.
2. APPARATUS
2.1 The apparatus shall consist of an impact testing machine and other
accessories ( see 3 and 4 ).
3. IMPACT TESTING MACHINE
3.1 The general form and salient dimensions of machine shall be as
described in Fig. 1 and 3.2 to 3.2.2.
NATE- A stroke counter of suitable design may be provided to automatically
record the number of blows.
3.2 The total mass of the machine shall be between 45 to 60 kg. The
machineshall have a cast iron base weighing between 20 to 30 kg with a
plane lower surface of not less than 300 mm diameter, and supported on
a plane concrete block of 600 x 600 x 450 mm size. The machine
shall be prevented from rocking by securing it firmly and evenly to the
foundation. Three 10 mm diameter holes shall be provided in the base
plate for this purpose. Alternatively the machine may be supported on
a plane metal plate cast into the foundation.
3.2.1 Steel Cub - A cylindrical mild steel cup of the following internal
dimensions shall be provided at the centre of the base of the machine in
a manner such that it can be easily and rigidly fastened to and removed
L from the base:
Diameter
100 + o’25 mm
-0
Depth 50 f 0.25 mm
Thickness 7&lmm
A chamfer of 2 to 3 mm shall be provided at the inner lip of the
steel cup. The inner surface of the cup shall be case hardened and shall
have a hardness of not less than 650 VH or equivalent.
3.2.2 Steel Hammer - A steel tup or hammer, the lower end of which
shall be cylindrical in shape with 2 to 3 mm chamfer at the lower edge.
The hammer shall slide freely between the vertical steel guides so
arranged that cylindrical lower end of the hammer is above and
concentric with steel cup. Arrangement shall be provided for lifting the
hammer and allowing it to fall freely between the vertical guides for a
height of 380 f 5 mm on the test sample in the cup. It shall be
possible to adjust height of fall within 5 mm. Arrangement shall also be
provided for locking the hammer while fastening or removing the cup.
4IS a 9377.1979
The release mechanism for hammer shall be quick release type giving
reproducible height of drop between successive drops within f O-5 mm.
The mass of the hammer and other dimensions shall be as below:
Mass of hammer 13-75 f 0.25 kg
Diameter of cylindrical
98+‘rnrn
lower end of hammer -1
Length of the cylindrical 5Orf lmm
lower end
Diameter of shank of 75flmm
hammer
The lower surface of the hammer shall be case hardened and shall
have a hardness not less than 650 VH or equivalent.
4. ACCESSORIES
4.1 Cylindrical Measures - A cylindrical steel measure tared to the
nearest gram, of sufficient rigidity to retain its form under rough usage,
and of the following dimensions:
Diameter 75& Imm
Depth 50flmm
Shell .thickness, Min Smm
4.2 Tamping Rod - A straight steel tamping rod of IO mm diameter,
230 mm long and rounded at one end.
5. MARKING
5.1 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 the manufacturer or his registered trade-mark or both,
and
b) Date of manufacture.
5.1.1 The apparatus 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 IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of &at standard under a well-defined system, of ins ction, testing and
quality control which is devised and supervised by ISI an 8” 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 anted to manufacturen or
processors, mav he obtained from the Indian Standards ffn rtitution.
5Is : 9377 1979
l
LOCKING PIN FOR ADJUSTABLE STOP
MECHANISM FOR RELEASE
LIF WlG
HANDLE
\-STROKE COUNTER
RELEASECLAW-// (OPTIONAL)
2 OR 3mrtt CHAMFER
38025
CIRCULAR BASE
All dimenrionr in millimetres.
Fro. I AOOREOATB IMPACT TEST MACHINE
6IS : 9377 - 1979
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,
Instruments for Cement and Concrete Testing Subcommittee,
BDC2: 10
Representing
DR IQRAL ALI Engineering Research Laboratories, Hyderabad
Members
PROF R. M. AHUJA Indian Institute of Technology, New Delhi
SRRI T, P: EKAMBARAM Highways Research Station, Madras
DR R. K. Grrosrt Central Road Research Institute (CSIR),
New Delhi
SRRI K. L. S&THI ( A~fcfnatc)
SHRI H. K. GUEA All India Instruments Manufacturers and Dealers
Association, Bombay
SHRI V. K. VASUDEVAN ( Alternate )
SHRI P. J. JAQUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA ( Alternate )
SHRI M. R. JOSHI Research & Development Organization ( Ministry
of Defence ), Pune
SRRI Y. P. PATEAK ( Alternatr )
SRRI E. K. RAMACHAND~AN _N at. ional Test House, Calcutta
PHOFC . K. RAMESI~ Indian institute of Technology, Bombay
DR R. S. AYYAR ( Alternate )
&RI M. V. RANQA RAO Cement Research Institute of Tndia, New Delhi
DR K. C. NARAN~ ( Alternate )
DR S. S. REHSI Cent~~ork~.tilding Research Institute -( CSIR ),
SRRI J. P. KATJ~WICU( IA lternate 1
SHRI hf. M. D. SETH Publ$radys;ks Department, Government of Uttar
SHRI J. P. BHATNAQAR ( Alternate )
SHRI H. C. VERMA Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SERI A. V. SHASTRX( Aftematr )BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Maneksanstha
( Common to all Off ices )
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
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
( t: 22: ::
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 lndust rial Prea 1 s1 Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 I 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, ’ 6 67 16
R_.H.-O. PAL 462003
Plot No. 82783, Lewis Road. BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 331 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
1 11;: :2”
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam I6 21 04
TRIVANDRUM 695035 16 21 17
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 ( tndia ) Building, 1332 Shiveji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 5 Chowringhre Approach, P, 0. Princep 27 68 00
St!+. Calcutta 700072
.eeJes Office in Bombay ia at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Nsrasimheraja Square, 22 36 71
. Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
650.pdf
|
Indian Standard
,
STANDARDSANDFORTESTING CEMENT-
SPECIFICATION
(S econd Revision )
Second Reprint MARCH 1997
UDC 553.623.666.942
@I BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 1991 Price Group 2Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( Second Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Cement and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
As a standard fine aggregate used for assessing the quality of cement, standard sand plays a very
important role in the cement industry. The importance of a standard sand in industrial economy is
evident from the fact that it is’required not only as a testing material in the cement industry but also
as a standard material to study the properties of other building materials like lime and pozzolanas,
various admixtures to cement and also as a standard material for determining the abrasive resistance
of different substances, such as building stones. Till the year 1955, the country’s requirements for
standard sand were met by importing Leighton-Buzzard sand from the United Kingdom. The difficul-
ties and expense of importing this standard sand from UK led to an investigation to replace Leighton-
Buzzard sand by an Indian Standard sand.
While formulating the standard for Portland cement, the Committee also felt the necessity of establish-
ing an indigenous standard sand as early as possible. As a result of extensive survey and research carried
out by many organizations, namely, Geological Survey of Jndia; Industrial Research Bureau; National
Test House; Concrete and Soil Research Laboratory, Chepauk, Madras; Hirakud Research Station;
Hyderabad Engineering Research Laboratory; the laboratories of the Associated Cement Companies
Ltd; and Dr La1 C. Verman, it was found that the white variety of sand available at Ennore, Madras
State, was very pure in nature and suitable for use as a standard sand. The thoroughly washed sand
passing 850-micron IS Sieve and retained on 6CO-micron IS Sieve was observed to satisfy the require-
ments of standard sand as a substitute for the imported sand. Accordingly, ‘the Sectional Committee
formulated IS 650 : 1955 which reccmmended Ennore sand passing 850-micron IS Sieve and not more
than 10 percent ty mass passing 600-micron IS Sieve. This grading was the same as that for Leighton-
Buzzard sand.
In the light of experience gained with the practical use of Indian Standard sand ( conforming to
IS 650 : 1955 ) for testing the compressive and tensile strength of Indian cement over the period,
certain drawbacks were observed in respect of compressive and tensile strength values, the quantity
of gauging water’ and the reproducibility of results. The Sectional Committee was of the view that
these drawbacks could be overcome by revising the grading of Ennore sand. On the recommendations
of the Sectional Committee, the Council of Scientific and Industrial Research sponsored the scheme
of investigations on ‘Mortar making properties of Ennore sand’ to be carried out at the Concrete and
Soil Research Laboratory, Madras under the guidance of the then IS1 with the following main
objects:
a) To determine the optimum grading of Ennore sand which would give the highest strength
keeping at the same time, the yield from the quarry as high as possible; and
b) To introduce one or more intermediate size requirement in the grading specification with a
view to controlling uniformity of grading and thus to ensure better reproducibihty of
results.
As a result of the above investigations, and on the recommendations of the Concrete and Soil
Research Laboratory, Madras, the Sectional Committee decided to revise the grading of Ennore sand
to make it more suitable from the technical and exploitation point of view and also to bring it in line
with the RlLEM CEMBUREAU grading of sand for testing of cement recommended by the Interna-
tional Organization for Standardization ( IS0 ). First revision of the standard was printed in 1966
mainly with a view to incorporating the revised grading of standard sand.
The Sectional Committee records its deep appreciation to all those who have assisted in the impor-
tant investigations related to regrading of the standard sand and in particular to the Concrete and
Soil Research Laboratory, Madras; the Central Road Research Institute, New Delhi; Engineering
Research l.abor;it~~ry, Hyderabad; Maharashtra Engineering Research Institute, Nasik; and the
laboratories of \,arious cement factories in the country.
( Continued on third cover )IS 650 : 1991
Indian Standard
STANDARDSANDFORTESTINGCEMENT-
SPECIFICATION
(S econd Revision )
1 SCOPE Particle Size Percent
Smaller than 1 mm and greater 33.33
This standard lays down requirements for Stan-
than 500 microns
dard sand used in testing of cement.
Below 500 microns but greater 33.33
2 REFERENCES than 90 microns
The Indian Standards listed below are. neces- NOTE - The sieves shall conform to IS 460 ( Part
sary adjuncts to this standard: 1 ) : 1985.
IS No. Title 5 CHEMICAL REQUIREMENTS
265 : 1987 Hydrochloric acid ( third 5.1 The standard sand shall be free from
revision ) organic impurities. The loss of mass on extrac-
tion with hot hydrochloric acid of rd 1.16 ( con-
460 Test sieves : Part 1 Wire
forming to IS 265 : 1987 ) shall not be more
(Part 1 ) : 1985 .cloth test sieves ( third
than 0.250 percent when tested as per 5.1.1.
revision )
10036 Jute canvas : General requi- 5.1.1 The sand shall be dried at 100°C for one
( Part 2 j : 1982 rements hour. Two grams of the sand shall be trans-
ferred to porcelain dish and 20 ml of hydro-
3 SOURCE chloric acid and 20 ml of distilled water added
to it. This shall be heated on a water bath
The standard sand shall be obtained from
for one hour. It shall then be filtered, washed
Ennore, Tamil Nadu. Particle size greater than
well with hot water, dried and ignited in a
1 mm of the Standard sand may also be obtain-
covered crucible. The mass of the residue shall
ed from Mudaliarkuppam, Tamil Nadu (see
be determined and the loss in mass calculated.
Note ).
6 DELIVERY
NOTE - Supplies of the standard sand may be
obtained from Tamil Nadu Minerals Ltd, 91, Kama- Each size fraction ( see 4.2 ) of the standard
rajar Salai, TWAD Board Buildings, Chepauk,
sand shall be packed separately in 50 kg or
Madras 600 005.
25 kg jute canvas bags [jute canvas conforming
4 PHYSICAL CHARACTERISITICS to IS 10036 ( Part 2) : 1982 ] or metal con-
tainers and sealed properly. The particle size
4.1 The standard sand shall be of quartz, light of standard sand shall be clearly and indelibly
grey or whitish variety and shall be free from marked on each bag/container. Each supply
silt. The sand grains shall be angular, the shape shall contain equal quantities of each of the
of the grains approximating to the spherical fractions.
form; elongated and flattened grains being pre-
sent only in very small or negligible ,quantities. 7 MARKING
4.2 The standard sand shall ( 100 percent ) Standard sand may also be marked with the
pass through 2-mm IS sieve and shall be ( 100 Standard Mark.
percent ) retained on 90-micron IS Sieve with
NOTE - If the standard sand is not covered by the
the following particle size distribution: Standard Mark, a Certificate of conformity from the
Concrete and Soil Research Laboratory, Govern-
Particle Size Percent ment of Tamil Nadu, Chepauk, Madras stating that
Smaller than 2 mm and grea- 33.33 the material conforms to the requirements of this
specification in all respects, shall be kept inside each
ter than 1 mm
bag/container.IS 650:1991
Cement and Concrete Sectional Committee, CED 2
Cbairmun Representing
DR H. C. VISVE~VARAYA In personal capacity ( Universiv of Roorkete, Roorkee 247 667 )
Mmbers
SEEI H. BHATTACEARYA Orissa Cement Limited, New Delhi
DR A. K. CEIATTERJEE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAXANIAN ( Alternate)
CHIEF ENQINEEZ ( DESIQNS 1 Central Public Works Department, New Delhi
STJPERINTENDINEQN QINEEB
( B&S ) ( Alfcrnats )
CHIEF ENQINEER, NAVAQAM DAM Sardar Sarovar Narmada Nigam Ltd, Gandhinagar
SUPERINTENDINQE NQIXEER, QCC ( Alternate )
CHIEF ENQINEER( RESFARCH-CIJM-DIRECTOI)Z I rrigation and Power Research Institute, Amritsar
KESEARCE OFFICER ( CONCXETE-
TECHNOLOQY) ( Altcmats )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alfernute )
DIRECTOR( C & MDD ) ( N & W ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( C & MDD) (N W S: S J
( Alternate )
Sam K. H. GANQWAL Hyderabad Industries Limited, Hyderabad
SHRI V. PATTABHI ( Alternofe )
SHRI V. K. GHANEIXAB Structural Engineering Research Centre ( CSIR ), Ghaziabad
SERX S. GOP~NATH The India Cements Ltd, Madras
SHRI R. TAxILaKARaN ( Altcrnufe)
SHRI S. K. GUHA TXAXURTA Gannon Dunkerley & Company Limited, Bombay
SHRI S. 2. SASKARANARAYANAN
( Alternate )
DR IRSHAD MASOOD Central Building Research institute ( CSIR ), Roorkee
Da MD KH ALID ( Alternate )
JOINT DIRECTOR,S TANDARDS ( B Sr S ) ( CB-I ) Research, Designs & Standards Organization ( Ministry of Railways ),
Lucknow
JOINT DIRECTORS TANDARDS ( B & S )
( CB-II ) ( Ahmars )
SHRI N. G. TOSHI Indian Hume Pipes Co Ltd, Bombay
SHRI P.<D. KEL~AR ( Alfernatc )
SHRI I>. K. KANUNQO National Test House, Calcutta
SHRI l3. R. MEENA ( Al!ernatej
SHRI P. KRISHNAMGI!THY Larsen and Toubro Limited, Bombay
SHRI 5. CHAKRAVARTHY ( Alternate)
SERI G. K. MAJIJJ~DAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
SRKI S. 0. RsnQa~1 ( Alfernafe )
SHRI P.S. MEHTA Gtological Survey of India, Calcutta
SHRI J. S. SA~QANERIA ( Alternate )
MExsmt SECRETARY Central Board of Irrigation and Power, Xew Delhi
DIKECTORC IVIL ( Alfernafs )
SHRI h1.K. MUKRERJEE Roads IVing, Department of Surface Transport ( Ministry of Trans-
port ;, New Delhi
SHRI If. K. GEOSH ( Alterno2e )
Dn A. Ii. hlnLLrcEi National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alternate)
SBRI SIRXAL SINGH Development Commissioner for Cemetlt Industry ( Ministry of
Industry )
SRRI S. S. MIQLANI ( Alternalc)
Snnr R. C. P.~RATE En+neer-in-Chief’s Branch, Army Headquarters
L&COL R. K. Srsaa ( Alfernafe)
Ssn~ H. S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRIY. R. PHULL Central Road Research Institute ( CSIR !, New Delhi
SHRI S. S SEISHRA( Alternate )
~HRI Y. 11. PmzL lndian Rpads Congress, New Delhi
SSRI K. 1%.T HASDEVAN ( Alternate)
DR M. RBXAIAH Structural Engineering Research Centre ( CSIR ), 1Madras
Dn A. G. MADHAYA RAO : =!ltr*-tal,*j
SHRI G. RAXDAS Dlrrctarate Gpneral of Supplies and Disposals, New Delhi
REPEEFENTATIVE Builders r\ssociation of India, Bombay
5,arrr h. U. RIJHYIXGHANI i:enl-nt Corporation of India Limited, New Delhi
SHXI c. S. SHaP.l\la ( dbwate )
SHRI J. SEN GZPTA National Bui!dings Organization, New Delhi
SHSI A. I<. L~L ( Alternate )
SERIT.N.SCBBAR.40 Gammon India Limited, Bombay
Srrn~ S. A. RE~DI ( Allem& 1
SUPERISTENDENT EXQINEER ( DESIGNS j Pubiic 11’orks Department, Government of Tamil Nadu
EXEWTIVE ENGINEER, S. II. R. DIVISION
( .illernate )
( Continued on page 3 )
2IS650:1991
( Continued from @age 2 )
Members Reprrsrnting
sn~r S. B. SURI Central Soil and Materials Research Station, New Delhi
SBRI N. CHANDRASEKARAN ( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( kdia ), Calcutta
SHRI D. C. CHATTURVEDI ( Alternate )
SHRI G. RAaaAN, Director General, BIS ( Ex-o&o Men&r )
Director ( Civ Engg )
Secretory
SHRI N. C. BANDYOPADHYAY
Joint Director ( Civ Engg ), BIS
Cement, Pozzolana and Cement Additives Subcommittee, CED 2 : 1
DR H. C. VISVESVARAYA In personal capacity ( University of Roorkee, Rowkee 247 667 )
Members
Sam S. K. BANERJEE National Test House, Calcutta
SHR~ SOXNATH BANERJE~ Cement Manufacturers Association. Bombay
$4~~1 N. G. BASAK Directorate General of Technical Development, New Delhi
SHRI T. MADNESEWA~ ( Alternate )
CHIEF ENGINEER ( RESEARCH-CUIUD IRECTOR ) Irrigation Department, Government of Punjab
RESEARCH OFFICER ( CT 1 Alfernate )
SHRI N. B. DESAI Gujarat Engineering Research Institute, Vadodara
SHRI J. K. PATEL ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCH OB~ICER ( Alternate )
DIRFCTOR ( 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. VAISENAVI I Alternate )
SERI P. J. JANUS The Associated Cement Companies Ltd, Bombay
DR A. K. CEATTERJEE (Alternate)
JOINT DIXECTOR ! MATERIALS ) Naticnal Buildings Organization, New Delhi
ASSTT DIRECTOR ( PLASTIC ) ( Alternate )
JOINT DIRECTOR, STANDARDS B & S ( CB-I ) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOIFT DIRECTOR, STANDARDS ( B & S )
( CB-II ) ( &tern&e)
SHRI W. N. KARODE The Hindustan Construction Co Ltd. Bombay
SBRI R. KTJNJITHAPATTAM Chattinad Cement Corporation Ltd, Poli.yur, Tamil Nadu
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
DR IRSHAD MASOOD Central Building Research Institute ( CSIR ), Roorkee
SHR~ I;. P. MOBIDEEN Central W’arehollsing Corporation, New Delhi
SIIRI M. K. MUKHERJEE Roads Wing Department of Surface Transport ( Ministry of
Transpor; ), New Delhi
SBRI M. K. GHOSH ( Alternate )
DR A. K. ?bfULLICs National Council for Cement and Building Materials, New Delhi
DR ( SMT ) S. LAXXI (Alternate)
SBRI K. UARANAppA Central Electricity Authority, New Delhi
SRRI D. P. KEWALRAMANI ( Alternate )
SH~I NIIIXAL SINGE Development Commissioner for Cement Industry ( Ministry of
Industry )
SHRI S. S. MIGLANI ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute ( CSlR ), Sew Delhi
SHRI S. S. SEEHRA ( Alternate )
SHR~ A. V. RAMANA Dalmia Cement ( Bharat ) Ltd, New Delhi
DR K. C. NARANQ ( Alternate )
COL V. K. RAO Engineer-in-Chief’s Uranch, Army Headquarters
SHRI N. S. GALANDE ( Alternate 1
SHRI S. A. REDDI . Gammon India Limited. Bombav
SHRI A. U. RIJHSIN~HANI Cement Corporation of India Limited, New Delhi
SHR~ M. P. SINQH Federation of Mini Ct menf Plants, Sew Delhi
S~PITRINTRNDINQ ENGINEER (D1 Public Works Department, Government of Tamil Nadu
SENIOR DEPUTY CHIEF ENGINEER
( GENERAL ) ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SARI N. CHANDRASE~ARAN ( &en&e )
SERI L. SWAROOP Orissa Cement Limited, New Delhi
SHRI H. BHATTACHARYA ( Alternate )
SHRI v. M. WAD Bhilai Steel Plant, Bhilai
3( Cotltinued from second cover )
This revision has been taken up with a view to incorporating various amendments issued to this
standard from time to time in view of changes required in clauses on source of standard sand, pack-
ing and marking.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 1960 ‘Rules for rounding off numerical values ( revised )‘. The number of signi-
ficant places retained in the rounded off value should be the same as that of the specified value in this
standard.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Inndim Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publication), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot: No. CED 2
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams: Manaksanstha
Telephones: 323 0131,323 33 75,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17,323 38 41
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola { 333377 8864 99,337 8951 2601
CALCUTTA 700054 26,337
Northern : SC0 335-336, Sector 34-A CHANDIGARH 160022 { 6600 23082 54 3
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113
{ 223355 0125 1169,,223355 0243 4125
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 832 78 91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI.
HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
PATNA. PUNE. THIRUVANANTHAPURAM.
Printed by Reprography Unit, BE, New DelhiAMENDMENT NO. 1 MAY 2000
TO
IS 650 : 1991 STANDARD SAND FOR TESTING
CEMENT - SPECIFICATION
(SecondR evision)
(Page 1, clause 4.2 ) - Insert the following in the note:
‘In each fraction, retention on the larger sieve size and passing through the smaller sieve size to a
maximum amount of 1 percent may be permitted.’
(CED2)
Reprography Unit, BIS, New Delhi, India
|
3025_55.pdf
|
IS 3025 (Part 55): 2003
a-ma?
T%wJT
dm-fmii
m 55 qF@lRlq
( mw7!yF%w7 )
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL
AND CHEMICAL) FOR WATER AND WASTEWATER
PART 55 ALUMINlllM
(First Revision )
ICS 13.060.50
0 BIS 2003
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 2003 Price Group 3Environment Protection and Waste Management Sectional Committee, CHD 32
FOREWORD
This Indian Standard (Part 55) (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Environment Protection and Waste Management Sectional Committee had been approved by the
Chemical Division Council.
Pollution caused by substances, on which biotic and abiotic agencies of decomposition are ineffective, is a
unique type of pollution. Toxic trace elements and heavy metals come under the category of non-degradable
pollutants. The problem caused by these elements is in fact due to their concentration in the environment in the
bio-av ailab]e state and above a certain concentration become harmful to the living organism.
Aluminium is the third most abundant element of the earth’s crust (estimated range from 8.1-8.8 percent by
weight). This wide distribution accounts for the presence of aluminium in nearly all natural waters. In natural
waters, the aluminium concentrations ranges from 3 pg/1 to 20 pg/1. Soluble, colloidal and insoluble aluminium
may also appear in treated water or waste water as residual from the alum coagulation. The aqueous volubility of
alurninium islowest inapproximately neutralpH environment, but itincreases inhigh and inlowpH environments.
Plenty of aluminium (Al) ispresent in foodstuff and water. Ithas been estimated that anormal individual ingests
about 80.5 mg of this element per day. Aluminium levels as high as 50-60 times the average daily intake do not
appear to cause any interference in the metabolism of the human body. Higher levels of aluminium, however,
may interfere with phosphate metabolism, inhibit absorption offluorides, calcium and iron compounds. Pulmonary
effects of aluminium follow inhalation of bauxite aerosols. Both restrictive and obstructive pulmonary diseases
develop as a sequel to fibrosis in tissues of lung. Aluminium compounds dissolved in water are much more
injurious than as particulate insuspended state. An ahrminium content higher than 1.5pg/ml may cause anorexia,
decreased activity and gill hyperplasia in fishes. To plants the injuring action of aluminium is enhanced under
acidic conditions (pH 5 or below). Roots become thick,lack -finer branches and are unable to absorb water and
nutrients efficiently. Plants become stunted, stubby and brittle. Usually young seedlings are more susceptible to
the toxic effects of aluminium than older plants.
However, inview of the environmentally prevalent nature of Aluminium compounds in levels should be closely
monitored to avoid any likelihood of toxicity caused by this element. As per IS 10500: 1991 ‘Drinking water —
Specification (/2rst revision)’ the permissible limit for aluminium in drinking water is 0.03 pg/1, maximum.
Beyond this limit, a cumulative effect is reported to cause dementia.
The committee responsible for formulation of IS 3025:1964 had decided to revise the standard and publish itas
separate parts .This standard (Part 55) supersedes 31 of IS 3025: 1964.
In the preparation of this standard considerable assistance has been derived-from Standard Methods for the
Examination of Water and Waste Water, 19th Edition, 1995, published by the American Public Health Association,
Washington, USA.
Atomic absorption method specified inthis standard istechnically equivalent to the Flame AAS method specified
inISO 12020: 1997, ‘Water quality — Determination ofaluminium — Atomic absorption spectrometric methods’.
ISO 10566: 1994, ‘Water quality — Determination of aluminium — Spectrometric method using pyrocatechol
violet’ specifies Spectrometric method using the indicator ‘Pyrocatechol violet’ against the use of’ Eriochrome
cyanine R’ as indicator in Eriochrome, cyanine R method of this standard.
The composition of the Committee responsible for formulation of this standard is given in Annex A.
In reporting the result of atest 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)’.IS 3.025 (Part 55) :2003
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL
AND CHEMICAL) FOR WATER AND WASTEWATER
PART 55 ALUMINIUM
(’First Revision)
1SCOPE the acidified samples can be stored for a few days (up
to 5 days) in a refrigerator.
1.1 This standard (Part 55) prescribes two methods
for the determination of aluminium: 4 PURITY OF THE REAGENTS
a) Eriochrome cyanine R method, and Utiless specified otherwise, only pure chemicals and
b) Atomic absorption method. Aluminium free distilled water shall be used in tests.
1.2 Depending upon the concentration range and NOTE — ‘Purechemicals’shallmeanchemicalsthatdonot
interference levels, choice of the method ismade. For containimpuritieswhich affect the result of analysk
dissolved aluminium content, filtration through
5 ERIOCHROME CYANINE R METHOD
0.45 mm membrane filter isrequired. Do not use filter
paper, absorbent cotton, or glass wool for filtering any 5.1 Principle
solution that is to be tested for aluminium, because
Ahaninium forms aredtopink complex with’ Enochrome
these will remove most of the soluble aluminium.
cyanine R’atpH 6.0. The colored complex obeys Beer’s
2 REFERENCES law and issuitable forspectrophotometric measurements
between 525 nm and 535 nm. This method isapplicable
The standards listed below contain provisions which
inthe range of 20 to 300 @ of aluminium.
through reference in this text, constitute provisions
of this standard. At the time of publication, the 5.2 Interferences
editions indicated were valid. All standards are
Interference of heavy meals like iron and manganese,
subject to revision and parties to agreements based
often found in water, is eliminated by adding ascorbic
on this standard are encouraged to investigate the
acid. Flouride and polyphosphates, give rise tonegative
possibility of applying the most recent editions of the
errors. Interference from flouride can be overcome by
standards.
adding known amounts (depending upon amount of
LSNo. Title fluoride present in the sample) of fluoride to the set of
3025 (Part 1): Methods of sampling and test standards. Similarly, interference due to complex
1987 (physical and chemical) forwater and phosphate can be eliminated during sample treatment
wastewater : Part 1 Sampling (first (see 5.5.3.2). The interference by alkalinity can be
revision) removed by acidifying samples just beyond
7022 (Part 1) : Glossary of terms relating to water, neutralization point of methyl orange. Sulphate do not
1973 sewage and industrial effluents, Part 1 interfere up to concentration of 2 ~gll.
7022 (Part 2) : Glossary of terms relating to water,
I979 sewage and industria} eftluents, Part 2 5.3 Apparatus
5.3.1 Spectrophotometer — for use at 5.35 nm with
3 SAMPLING AND STORAGE
1cm cells.
The sampling bottles shall be cleaned thoroughly with
5.3.2 pH Meter
dilute nitric acid (6 N), prior to the final rinsing with
water. The water samples should be collected and 5.3.3 Standard Volumetric Glassware
stored preferably in polypropylene bottles or
chemically resistant glass containers. For preservation, 5.4 Reagents
the samples should be acidified with concentrated nitric
5.4.1 Sulphuric Acid — 0.02 N and 6 N
acid (2 ml of concentrated nitric acid in 1Iitre sample,
just to bring down the pH below 2). Unacidified 5.4.2 Ascorbic’ Acid Solution — 0.1 percent WIVin
samples should be analysed on the same day, while water. Prepare fresh reagent every day.
1IS 3025 (Part 55) :2003
5.4.3 Bufer Solution orange indicator, and titrate with 0.02N H2S01 to a
faint pink colour. Record the reading and discard the
Dissolve 136g of sodium acetate NaCzH302.3H20 in
solution. To two similar samples taken in 50 ml
water, add 40 ml of 1 N acetic acid, and dilute to
volumetric flasks add the same amount of H2SOdused
1Iitrc with water.
in the titration and 1ml in excess.To one sample add
5.4.4 Acetic Acid Solution — 1:1 and 1N. 1ml of EDTA solution. This will serve as a reagent
blank by completing any aluminium present, and
5.4.5 Sodium Hydroxide Solution — 0.1 N and 1N.
compensating for colour and turbidity. To both samples
5.4.6 Stock Eriochrome Cyanine R Dye Solution add 1 ml of ascorbic acid, 10 ml of buffer solution,
and 5.0 ml of working dye solution. Dilute with water
Dissolve 300 mg of dye inabout 50ml ofwater. Adjust
up tothe mark. Set instrument to zero absorbance using
pH toabout 2.9, with the help of 1:1 acetic acid. Dilute
the reagent blank containing EDTA. After 5to 10min
with water to 100 ml in avolumetric flask.
of contact time, read the absorbance at 535 nm and
5.4.7 Working Eriochorme Cyanine R Dye Solution determine the aluminium concentration from the
calibration curve.
D’ihte 10 ml of stock dye solution to 100 ml in a
volumetric flask. 5.5.3 Determination of Aluminium in the Presence of
Phosphate and Fluoride
NOTE – Working dye solution is stable forat least 6months.
5.5.3.1 Removal of~uoride interference
5.4.8 Stock Aluminium Solution
Interference from fluoride is overcome by adding
Dissolve 8.791 g of aluminium potassium sulphate,
known amounts (depending upon the amount of
AIK(S04)2.12H20in water and dilute tol 000 ml with
fluoride present in the sample) of fluoride to the set of
water inavolumetric flask (1ml= 500 pg ofaluminum).
standards used during the calibration stage.
5.4.9 Standard Aluminium Solution
5.5.3.2 Removal ofphosphate interference
Dilute 10mlofthe stock aluminium solution to 1000 ml
Add 1.7 ml of 6N H2SOQto100 ml of the sample in a
with water in a volumetric flask (1 ml = 5.0 mg of
200 ml conical flask. Heat on a hot plate for at least
aluminum).
90 rein, keeping solution temperature just below the
NOTE —The standard aluminium solution isstable foratleast
boiling point (At the end of the heating period the
one week,
volume of the solution should be about 25 ml. Add
5.4.10 Methyl Orange Indicator Solution water, if necessary, to keep it at around that volume).
After cooling, neutralize to a pH of 4.3 to 4.5 with
Dissolve 50 mg of methyl orange in 100 ml of water.
NaOH, using lN NaOH at the start and 0.1N for the
5.5 Procedure final fine adjustment. Monitor with apH meter. Make
upto 100 ml in volumetric flask with water, mix, and
5.5.1 Preparation of Calibration Curve
use a 25 ml portion for the aluminium determination
Prepare aseries ofaluminium standards from Oto 7 pg as described in 5.5.2. Run ablank in the same manner,
(Oml for the reagent blank), by accurately measuring using water and 1.7 ml of 6 N H$Oq. Subtract the
calculated volumes of standard aluminum solution into blank reading from the sample reading or use the latter
50mlvolumetric flasks (see 5.5.3.1). Add distilled water to set the instrument to zero absorbance before, taking
to make a total volume of approximately 25 ml. Add 1 the reading with the sample.
ml ofO.02NofH#Od and 1ml ofascorbic acid solution
to each of the volumetric flasks and mix. Add 10ml of 5.6 Calculation
buffer solution and mix. Pipette out 5.0 ml of working
dye reagent into itand mix. Immediately makeup to 50 Aluminium, mg/1 = $
ml with water. Mix and let stand for 5 to 10min. The
colour generally begins to fade after ’15min. Measure where
the absorbance of the aluminium complex at 535 nm
M = mass of aluminium present inKgin 50 ml
using reagent blank as reference solution. Construct a
of the final solution, and
calibration curve by plotting absorbance values against
micrograms of-aluminium in50ml ofthe final solution. V = volume of the sample in ml.
5.5.2 Determination of Alutninium in the Absence of 5.7 Precision and Accuracy
Fluoride and Phosphates
The relative standard deviation reported inthe literature
Place 25.0 ml of the sample, or a portion diluted to for aluminium in the 500 pg}l concentration range is
25 ml, in a conical flask, add a few drops of methyl 34.4 percent.
2IS 3025 (Part 55): 2003
6 ATOMIC ABSORPTION METHOD (DIRECT) 6.4 Procedure
6.4.1 Calibration
6.1 Principle
Prepare a reagent blank and sufficient standards
The aluminium content of the sample is determined
containing Oto 60 mg/1 of aluminium by diluting
by atomic absorption spectrophotometry. For dissolved
suitable volumes of standard aluminium solution with
aluminium the filtered sample is directly aspirated to
nitric acid (1 :499) to 100 ml involumetric flasks. Add
the atomizer. For total recoverable aluminium, a
2 ml of KC1solution to each of the volumetric flasks.
pretreatment with cone HC1 is carried out, prior to
Aspirate the reagent blank and carry out zero
aspiration of the sample. This method is applicable in
adjustment. Aspirate sequentially the standard
the range from 5to 100 mg/1of aluminium. However,
solutions and measure the absorbance at 309.3 nm.
the concentration range will vary with the sensitivity
of the instrument used. 6.4.2 Determination of Aluminium
6.2 Apparatus Add 0.5 ml of concentrated nitric acid to 100 ml of the
sample taken in a 250-ml beaker. (If total recoverable
6.2.1 Atomic Absorption Spectrophotometer — with
aluminium istobe determined, use 100ml ofthe sample
nitrous oxicie-acetylene flame, hollow-cathode lamp
obtained after apretreatment as given below. Add 5ml
or electrodeless discharge lamp for use,at 309.3 nm.
of concentrated hydrochloric acid to 100 .ml of the
NOTE -— Use nitrous oxide with strict adherence to sample taken in a250-ml beaker. Heat on ahot plate to
rna.nufiacturer’s directions. Improper sequencing ofgas flows at reduce the volume to about 50 ml and fiher the sample
start up and shut down of instrument can produce explosion
through 0.45 pm membrane. Transfer quantitatively the
from flash back.
contents ofthebeaker toa 100mlvolumetric flask. Make
6.2.2 Standard Volumetric Glassware
up to the mark in avolumetric flask.) Add 2ml of KCI
solution to this. Prepare areagent blank with 100 ml of
6.3 Reagents
water. Rinse the atomizer by aspirating water containing
6.3.1 Fodrochloric Acid — concentrated (11 N), 1.5 ml cone HNOJ1. Aspirate the reagent blank and
carry out zero adjustment. Aspirate the sample solution
6.3.2 Nitric Acid — concentrated (16 N) and dilute
and measure the absorbance at 309.3 nm. From the
(1 :499).
absorbance data, determine the micrograms of
6.3.3 Potassium Chloride Solution aluminium present in 100 ml of the final solution.
Dissolve 250 gof KC1in water and dilute to 1000 ml
6.5 Calculation
in a volumetric flask.
6.3.4 Stock .41uminium Solution Aluminium, ~g/1 = #
Dissolve 8.791 g of ahtminium potassium sulphate, where
Al K(SOJ1. 12HJ0 inwater and dilute to 1000 ml with
M = mass of aluminium present inpg in 100 ml
water in a volumetric flask (1 ml = 500 pg of Al).
of the final solution, and
6.3.5 Standurd Aluminium Solution
V = volume of the sample in ml.
Dilute 10ml of stock aluminium solution to 1000 ml 6.6 Precision and Accuracy
with water in avolumetric flask (1 ml= 5.0 pg of Al).
The relative standard deviation reported inthe literature
NOTE — Fresh standard aluminium solution to be prepared for aluminium in the 4.5 mg/1 concentration range is
aftera week.
4.2 percent.
3IS 3025 (Part 55) :2003
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Environment Protection and Waste Management Sectional Committee, CHD 32
Organization Representative(s)
Central Pollution Control Board, Delhi SHRJDILIPBISWAS(Chairman)
Automotive Research Association of India, Pune Representative
Bhabha Atomic Research Centre, Mumbai DRS. SADASHWAN
DRT. N. MAHADEVEN(Aliernafe)
Bharat Heavy Electrical Limited, Haridwar DRN. G. SHRJVASTAVA
Cement Manufacturer’s Association, New Delhi DKK. C. NARANG
Centml Fuel Research Institute, Dhanbad DKGULABSINGH
DRL. C. RANE(Alternate)
Central Leather Research Institute, Chennai DR$ RAJAMANI
Central Mechanical Engineering Research Institute, Durgapur RepreSentatiVe
Central Mining Research Institute, Dhanbad DRB. K. TEWARY
Central Pollution Control Board, New Delhi DR S. D. MAKHUANI
DRC. S. SHARMA(Alternate)
Confederation of Indian Industries (Cll), New Delhi SHRJA. K. GHOSE
SHRIR. P. SHARMA(Mfemrte)
Department of Industrial Policy and Promotion, New Delhi REPR5sENTATlvE
Department of Science and Technology (TIFAC), New Delhi REPRESENTATIVE
Directorate General Factory Advice Service and Labour Institute, SHRIS. S. GAUTAM
Mumbai SHRJM. R. RAJPUT(~/!ertIU?e)
Directorate General of Health Services, New Delhi DR(SHRIMATI)MADHURJSHARMA
Engineers India Limited, New Delhi SHIUB. B. LAL
Envirotech Instruments Private Limited, New Delhi SHRIRAKESHAGARWAL
SHroRAJENDRAPRA5A0(Alternate)
Food Research and Analysis Centre, New Delhi DRS. K. SAXENA
DRR. PRABHAKARA(NAlternate)
Gujarat Pollution Control Board, Ahmedabad KUMARJP. S. SHAH
Hindustan Lever Limited, Mumbai SHRJB. B. DAVE
SHIUADITYAJHAVAR(Alternate)
Indian Chemical Manufacturer’s Association, Mumbai SHRJV. N. DAS
SHRJA. A. PANIWAN(IAlternate)
Indian Council of Agricultural Research, New Delhi Representative
Indian Council of Medical Research, New Delhi SHRJH. N. SAIYAO
Indian Institute of Packaging, Mumbai SHRJS. C. A~A~
IPCL, Vadodara SHRIP. VUAYRAGHAVAN
DRJ. D. DESAI(AlternateI)
SHRJH. K. DUBEY(Alternate11)
Industrial Toxicology Research Centre, Lucknow REPRESENTATIVE
Ministry of Defencce (R&D), DRDO, New Delhi REpp.ESENTATIvE
Ministry of Environment and Forests, New Delhi Representative
Ministry of Non-Conventional Energy Research, New Delhi SHRJANILKUMARVARSHNEY
Ministry of Urban Development, New Delhi REPIWSENTATlVE
Municipal Corporation of Delhi, New Delhi REPRHENTATlVE
Municipal Corporation of Greater Mumbai, Mumbai REH+ESENTATIVE
National Institute of Occupational Health (ICMR), Ahmedabad DRD. J. PARJKH
DRT. S. PArEL(Alternate)
(Continued onpage 5)
4-IS3025 (Part 55) :2003
(Continuedfiom page 4)
Organization Representative(s)
Nat]onal Environmental Engineer Research Institute, Nagpur DRV. L PAN~iT
DRTAPASNANDY(Aherrrafe I)
DIZA. V. SHEKOAR(A1/ernafe II)
National Organic Chemical industries Limited, Mumbai SHRIB. K. CHOPRA
SHRtB. V. BAPAT(Alternate)
National Productivity Council, New Delhi SHRIR. C. MONGA
DRA. K. SAXENA(Alternate)
National Thermal Power Corporation Limited, New Delhi REPRESENTATIVE
NCCBM, New Delhi REPRESENTATIVE
Pesticides Association of India, New Delhi SHRIP. N. PARMESHAWAUN
Shriram Institute of Industrial Research, New Delhi REPrwsEN~ATlvE
SGS India Limited, Chennai SHR[S. RAvr
Standardization Testing and Quality Certification Directorate, I&pMsENTATlvE
New Delhi
Steel Authority of India Limited, New Delhi DRMEENAKSHKIAKKAR
SHIUJ. KUMAR(Alferrra[e I)
DRV. M. SHAHSTR(IAlternate .11)
The Fertilizer Association of India, New Delhi DR(SHIUMATJB). SWAMINATHAN
DRS. NAND(Alternate)
Thcrmax Limited, Pune REPRESENTATIVE
BIS Directorate General SHRIS. K. CHAUDHURDIirector & Head (CHD)
[Representing Director General (Ex-oJfkio)]
Member Secretary
SHRIN. K. PAL
Director (CHD), BIS
5Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Zndian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course” of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be-addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also reviewed
periodically: a standard along with amendments is reaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it is taken up for revision. Users of Indian Standards
should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. CHD 32(1010).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams :Manaksanstha
Telephones :23230131,23233375,2323 9402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 23237617
NEW DELHI 110002 { 23233841
Eastern : 1/14 C.I.T. Scheme VII M, V. 1.P. Road, Kankurgachi 23378499,23378561
KOLKATA 700054 { 23378626,23379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
609285
{
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 22541216,22541442
22542519,22542315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) ~2832 9295,28327858
MUMBAI 400093 128327891,28327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH, PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
Fsinted atPrabhat Offset Psess, New Delhi-2
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4852.pdf
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IS:4852 - 1987
Indian Standard
PROFORMA FOR
ESTlMATING UNIT RATE OF RANDOM
RUBBLE MASONRY USED IN CONSTRUCTION
OF RIVER VALLEY PROJECTS
( Second Revision )
Cost Analysis and Cost Estimates Sectional Committee, BDC 63
Chairman
SHRI S. N. A~~IHOTRI
710, Sector 11-B, Chandigarh
Members Representing
SARI S. N. AD~IKARI Hindustan Steel Works Construction Ltd,
Calcutta
SHRI N. K. MAZUMDAR ( Alternate )
CHIEF ENQINEER (MEDIUM IRRI- Irrigation & Power Department, Government of
QATION & DESIQNS ) Andhra Pradesh, Hyderabad
ADDITIONAL CHIEF ENQINI~ER
( Alternate )
CHIEF ENQINEER ( SPECIAL Irrigation Department, Government of
PROJECT ) Maharashtra, Pune
SUPERINTEND~NOE NQINEER ( Alternate )
CHIEB ENGINEER ( TDC ) Irrigation Works, Government of Punjab,
Chandigarh
DIREOTOR ( PD ) ( Alternate )
DIRECTOR Karnataka Power Corporation Ltd, Bangalore
DIRECTOR ( CMC ) Central Warer Commission, New Delhi
DEPUTY DIRECTOR ( CMC ) (Alternate )
DIRECTOR ( R&C ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( R&C ) ( Alternate )
SERI J. DIJRAIRAJ In personal capacity ( 011141, S&ya Marg,
New Delhi )
EXECUTIVE ENQINEER ( CIVIL ) Kerala State Electricity Board, Trivandrum
( Confinued on page 2 )
@J Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Cofiyright 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.fS : 4852- 1987
( Continued ,from page 1 )
Members Represenhng
SHRI P. C. GANDHI Bhakra Beas Management Board, Sunder Nagar
SHRI H. S. NARULA (Alternate )
&RI R. M. GUPTA Roads Wing, Ministry of Shipping & Transport,
New Delhi
SHRI R. S. MAHALAHA (Alternate )
SHRI S. S. IYEN~AR M. N. Dastur & Co (P) Ltd, Calcutta
SHRI S. B. JOSHI S. B. Joshi & Co Ltd, Bombay
SHRI C. B. DHOPATE ( Alternate )
SHRI A. V. KHAN~EKAR The Hindustan Construction Co Ltd, Bombay
SHRI A. B. AHERKAR ( Alternate )
SHRI A. B. L. KULSHRESHTHA Bureau of Public Enterprises, New Delhi
SHRI S. R. NIOAY ( Alternate )
SHRI SAMIR LAHIRI Continental Construction Ltd, New Delhi
SHRI SUJIT SIN (Alternate )
SHRI Y. G. PATEL Pate1 Engineering Co Ltd, Bombay
SHRI A. S. SEEHON Institution of Engineers, Chandigarh
SERI K. SRINIVASAN Directorate General Border Roads, New Delhi
SHRI KAMAL NAYAN TANEJA National Projects Construction Ltd, New Delhi
SHRI B. CHOTJDHURY ( Alternate)
SHRI S. G. TASKAR Construction Consultation Service, Bombay
SHRI D. A. KOTHARI ( Alternate )
SHNI M. THYAUARAJAN Indian Institute of Public Administration, New
Delhi
SHRI G. RAYAN, Director General, BIS ( Ex-o$cio Member )
Director ( Civ Engg )
Secretary
\ SERI M. SADASIVAM
Assistant Director ( Civ Engg ), BIS
2IS:4852 -1987
Indian Standard
PROFORMA FOR
‘ESTIMATING UNIT RATE OF RANDOM
RUBBLE MASONRY USED IN CONSTRUCTION
OF RIVER VALLEY PROJECTS
( Second Revision )
0. FOREWOR,D
0.1 This 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 revision Appendices
A and B have been excluded. The method of calculation of depreciation
and estimated life of plant and machinery used in masonry is covered
in IS : 11590 ( Part 1 )-1986*.
0.3 Unit rates of masonry available from various river valley projects in
the country differ so widely in their structure that comparison of rates
becomes impracticable. The variation in the unit rate of random rubble
masonry 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 masonry in such a manner
as to take into account all the elements of costs that are expected to go
into the item rate and present them in a uniform pattern so that the rates
obtained in different projects can be compared and the item/items of
operation difference is/are identified and understood.
*Guidelines for working out unit rate of cost of the construction equipment used for
river valley projects : Part 1 General.
3IS : 4852 - 1987
0.4 The unit rate of masonry will vary with the type of work and its
specifications viz , masonry work in dams, CD works, structures less than
one metre thick, course rubble masonry, uncourse rubble masonry,
foundations, superstructure, etc. Separate proforma shall be prepared for
each type of these works.
0.5 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.
0.6 The proforma presents the cost of different operations in their final
shape. It does not show the details of the break-up of the costs of each
operation. Besides this final proforma, a number of other proformae
would be required to estimate 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.
0.7 Same proforma can be used for working out unit rates for other types
of masonry by making suitable provisions for additional work involved.
For example for face work, additional items to be accounted for, are
dressing and pointing.
0.8 A separate proforma for estimating units rate scaffolding which is an
important item in all structures where the work is carried out manually,
is being prepared.
1. SCOPE
1.1 This standard lays down the proforma for estimating unit rate of
random rubble masonry.
2. PROFORMA
2.1 The proforma given in Table 1 is recommended for use in estimating
unit rate of random rubble masonry used in construction of river valley
projects,
4IS:4852 - 1987
TABLE I PROFORMA FOR ESTIMATING UNIT RATE OF
RANDOM RUBBLE MASONRY
( Clauses 0.2 and 2.1 )
ITEM UNIT QUANTITY RATE AMOUNT REXARKS
i:.
(1, (2) (3) (4) (5) (6) (7)
i) Rubble
a) Royalty and other fees for
quarrying
b) Removal of overburden
c) Quarrying
i) Drilling
ii) Blasting
iii) Dewatering (if requi-
red )
d) Breaking and sorting
e) Transport to the stockyard
f) Losses in transit, storage,
handling. etc ( percent )
ii) Sand ( jine aggregates j
a) Royalty and other fees for
quarrying
b) Removal of overburden
c) Quarrying or crushing and
processing
d) Grading and washing
e) Transport to site
f) Transport from stockpiles
to batching plant
g) Losses in transit, storage,
handling, etc ( percent )
iii) Cement
a) Cost at 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 )
5IS : 4852 - 1987
TABLE 1 PROFORMA FOR ESTIMATING UNIT RATE OF
RANDOM RUBBLE MASONRY - Contd
lk ITEM ' UNIT QUANTITY RATE AMOUNT REMARKS
(1) (2) (3) (4) (5) (6) (7)
iv) Lime
a) Cost at source of supply
b) Transport to site of work
c) Storage and handling up
to mills
d) Quenching and sieving
e) Losses in transit, storage,
handling, etc ( percent )
VI Admixtures
a) Cost at 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 )
vi) Mixing af mortar
a) Cost of manufacturing
mortar
vii) Lead and lift
viii) Laying and curing
a) Scaffolding
b) Slurry
c) Laying
d) Curing
ix) Overheads
Proportional cost of the follo-
wing overheads should be
added on the item of unit rate
random rubble masonry
a) Field Set Up
1) Buildings
2) Water supply, lighting,
sanitary and drainage
3) Service road
4) Temporary constructions
( Continued )
6Is : 4852 - 1987
TABLE 1 PROFORMA FOR ESTIMATING UN IT RATE OF
RANDOM RUBBLE MASONRY - Co/d
SL ITEM UNIT QUANTITY RATE AB~OUN~ REMARKS
No.
(1) (2) (3) (4) (5) (6) (7)
b) Field Charges
Establishment expendi-
ture ( salary and office
expenditure, inspection,
vehicles, etc )
Compensation, retren-
chment compensation,
bonus, etc
Worksite amenities
( medical, education re-
creation, 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 office
4) Profit envisages
Total all - in rate
NOTE 1 - The overhead expenses may be included as percentage of prime cost
[ items ( i to viii ) 1.
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 1 )-1986*.
*Guidelines for working out the unit rate of the construction equipment for river
valley nroiect : Part 1 General.
7lNtERNA’f’lONAL SYSTEM 6F UNITS ( SI UNlfS )
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 N 1 N = 1 kg.m/s’
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/m*
Frequency hertz Hz 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S=lA/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/ma
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14241.pdf
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Indian Standard
PRECASTRETNFORCEDCONCRETE L-PENEL
FORROOFlNG - SPECIFICATION
UDC 691.328-413 : 692.4
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUK SHAH ZAFAR MARC
NEW DELHl I IO002
April 1995 Price Group 5Housing 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
illcreasing stress being laid in the development programmes of central and state governments, on
facilitating speedy and economical construction crf houses. The problem of housing being greatest
amongst the lower income groups, both rural and urban, the greatest stress is being laid on housing for
these target group.
This calls for development and standardization of new building materials and construction techniques
which are simple and economical, commensurate with structural and hygienic safety and durability. in
order to ensure speedy and economical construction.
This standard is one of the series of standards on new materials and techniques ofroof/floor construc-
tion which when implemented is likely lo result in subslantiai savings in materials and cost of construc-
tion. in addition to achieving speedy construction. The other standards in the series arc:
a) Design and construction of roofs using precast reinforced concrete L-panel - Code of practice
b) Prefabricated brick panel and partially precast concretc joist for flooring and roofing ~.
Specification
c) Design and construction of roofs and floors with prefabricated brick panel --- Code of practice
d) Precast reinforced concrete channel units for construction of floors and roofs - Specificaticjn
e) Design and construction of floor and roof with precast reinforced concrete channel units
Code of practice
f) Precast reinforced conercte planks and joists for roofing and Hoorlng ~~- Specification
g) Design and construction of floor and roof with precast reinforced concrete planks and joists -
Code of practice
h) Construction of walls precast using concrete stone masonry blocks -- Code of practice
PrefabI-icated reinforced concrete L-panel can be used for construction of sloping roofs in place of
conventional roofings. It mainly consists of a full span reinforced concrete I.+hapes component
thereby combining sheeting, puriins and battens of a conventional sloping roof into a monolithically
composed component fuililiing the functions of all these separate components. The panel acts as
L-beam having wide flange for resisting flexural comprcssivc stress and hence resulting in an cHicicnt USC
OF maternal thereby leading tci considcrabic saving in material and overall cost. Additional advantages of
L-panel are its durability, aesthetic presence and its reusability to suit temporary constructions.
Considerable assistance has been rendered in the preparation of this standard by the Centra Building
Research Ln\titutr, Roorkee, who have developed this technique.
The compositiorr of the technical committee responsible for the formulation of this standard is given in
Annex B.
For the purpose of dcclding whether a particular requirement of this standard is complied with. the
final value, observed or calculated, expressing the I-csult c>f n test or amtiysis, shall be rounded of\‘ in
accordance with LS 2 : 1960 bKulcs fur rounding off numerical vatucs ( revised )‘. The number of
significant places retain4 in the rounded off value should be the same as that of the speciiied value III
this standard.IS 14241:I YY5
Indian Standard
PRECAST REINFORCED CONCRETE L-PANEL
FOR ROOFING - SPECIFICATION
I S(X)I’E
This standard lay5 down rcquircn1cnt.s fin lmd&ricared
rcinl’orcrd con~n*tr L-panels usrd for mitkiug roofs lor
buildings. This stindsrd also covers 111~r cquirrmcnts l’or
lmld~ricatcd rci11lorccd concrctc ci~atmcl unitb which m
to ht. ud along with L-pan& in ths rool c~onstruc’lion.
2 I<EP’ISHEN(:l%
The lollowing Indiau Standards arc rtcccssary ad-
junc.ts to this standard:
IS No. TillC 4.2 I)imrnsions
432 Mild sltcl aud nicdium lcnsilc
(Piirt I): 10x2 slcci bars hiird-drawn stcrl wire tor
Lc@h 01’ lhc c~trr1ilmic11ts del~~ds up011 the roo1ibsiYc
concrctc rcinlorcclwnt: Part 1
IXII IIJ~ 111;1ximum span ot.L-pmcis shall be rextrictcd to
Mild steel bars (~/rid rc+is~on)
4 tn. Lower lengths m;ry I,, prcft~rrrd, whrrcvcr posddc,
Code ofpr~c~tice for Idaill ad rcin- for easy handling. A 1111111111ub1e1a1r ing OII III~ gabic walls
forced concrete (Cd rwision) shall bc kept 60 III~I ON tither side of thr L-lmecis.
17x6 : I4X.5 Spcc’ili~zniun li)r high strcnglh 4.2.2 Widtlr
debnnedsteel batsand wires Ihrcou-
crctc rei1tiflrcenieiit (f/tirdrmGn) 4.2.2.1 Width also vsrics dcpmdi11g U~OII the slm ard is
so chose11 as to give maximum overall economy. A
2645 : 1975 Spccilicatioa for i1ttcgrai cc111~111
guidance may 1~ takc11l ’or cboosb1g the width lion1 Tahlc
Water proofing cmlpoullds (lirsl
2. Also, keeping i11 view the IICXXI for modular (ditnert-
revision )
sionai) co-ordination, fiuat vaiuc ofwidth and the uuuibcr
4YOS : lY6X Mrthods for raudom samptiug of L-panels rcquircd to cover lhc romi of givcii dimcn-
sioas rmy hr calcutaltd by using lhc ;ippruxinlatc timriula
14242 : I995 Deign ad conslructiou 01’ roots
given below liar ;1 modrratr G%c of room.
using prccsbt rci11forcd concrete
L-pi111~Is - Code 01 lmclicr Br + Q=N(B- h - 2)+ y + Z!h. .. . . . . f or dOUblC
sloping roof
3.1 (hncretr
Concrctc used lili making L-p11ci shall conlim\t lo
gradr M-15 or lirr higher rainfall arca or corrosivr
at111osphcrq padc M-20 ol’ IS 4% : 197X. Raw
11laterials used I’m making co11crctc jh;lll cod’om to the
rcquirenlctlts trf IS 456 : lY7X. 1111pcr111cabiii\yo l’~‘oti-
rrcte shall he cnsurd, in additiwn to strruglh. While
ddsiguing the mix or othrnvisc choosing the ~mportions,
r~~o111111t~lldatiollso t Table I should bc considcrd.
Mild sttd conl’ortning to grade 1 tu IS 432 (P;lrt I) :
1982, high strength deformed bars conformiu): to
IS 1780 : 19X5 or olbcr stcris as rcco111t11c~l1rln.li 11
IS 4.50 : 197x shall IX used.
4 SHAPE: ANI) UlMlSNSlONS1s 11241 : lYY5
I’,:l?C~li
lilll )
Ii)
S.0
0.0
IO
12
15.0
10.0
12(6) (l(1)
30 h
30 6
40
40
40
%(I
JO
40
40
JO
30
41)
30
Xi
35
35 h
30 h
30
(5
30
30
30
<(I
30
<(I
311
30
w
iir
((1
JO
30IS 14241 : 1995
INVERTED VIEW
CHANNEL UNITIS 14241 : 19%
size, rnauut’aarturcd from similar materials and under
similar conditions of yroductiou shall bc groupt~d
Outer pieces of thr uiould, after lubricatic~u shall hr logethrr to couslitutc a 101.
~ss~II~I~ILxI UVCT :I ~~\locllh sht!~l of paper or alkiltheue
sheet spread over a stnooth aud level platform. A thiu 7.2 Five L-pauels and five channel units shall bc
layer ofceuicut-sand (1 : 1) slurry with suitable water selt:ctrd at ratld(>m out of the lots cousistiug of 300
proofing con~pouud (see IS 2645 : 1075) mixed in it units or less of each category. For lots bigger than
shall be spread over the shrct to a thickness of 300 units, 5 units shall bc selected for every 200 units
3 lo 5 innI. Wtall niixcd coucrctr. shall theu be filled or part thcrcof. III vrdcr 10 cusurc raudomucss 01
in thrn ~oulodv er the slurry to half the Ilaugc thick- selection, proccdurr given iu IS 49CJS : l9h8 may IN
ucss. Rciufommeat cage shall theu he placed over followed.
it aud thr iuncr piccc of the rnould shall also bc
placed iu pmitiou. Rcmainiug tnould shall bc filled
with coucretc aud well crnnyartcd. The toy surface
shall br fiiiishcd with a very thiu (2-3 mm) cemrut,
8 TJWI’S ,
fine saud (I : 0) plaster. luuer frame ofthc mould may
be removed slier about 20 niiuutcs and the oulcr
8.1 Testh shall bc couducted ou samples of thr units as
frame after about 30 minutes.
giveu iu Anucx A.
6.3 <.‘uring
Thr yanrls may bc moved IO curing yards after 48 IO
60 hours of castiug dtpndiug upou the wcathrr c.oudi-
tious (tempcraturc arid humidity). The yauels shall he
kept vcrfiral at all stages ofhandling aud transptrrtatiou.
Old papers sticking to the back of paucls shall hc
removed just at the time of lifting them from the plat-
form at wet roudition, otherwise il becomes difficult to
remove c~uc‘ei t is dried aud hardeocd.
9.1 If four out of the t7vr sau1ple.s of each czilcgory
satisfy the dimtusiouat rcquiremcats given iu 4.2, thr
7 SAMJ’J,JN(; ANI) ACCEJ’TANCE (XJTERJA
lot rqlrcstXutrd by the sample shall bc dccmrd IO havr
passed the dimcnsioual requircmcuts. Il~mor~ thau OIIC
.-U-CLAMP k-A
SECTION A A
PLAN
L-PANEL
iIS 14241 : 1995
uuit fail to satisfy the dimensional requirtmrnts given characteristic IOild to pass the test. If-th~ load at failun
iu 4.2, thr lot represrutcd by the sample shall be is less thau twice thr characteristic load, the lot rcprc-
rcjcc:ted. seutrd by th< saInplc’shal1 bc rcjcrttcd.
Y.2 In the detlectiou recovery test of the asscrnbly of 10 MAKKINf;
componcuts, as per Amex A, if the dellrctioo of all
the units 24 hours after the removal of the impvscd 10.1 Each co~iipo~~e~~t shall bc legibly and indelibly
marked with the l’ollowiug:
load is atlcast 75 percent of the deflcctioo under the
load for 24 hours, the units shall be dec~ucd to have a) IIIdicatioII 01 the source of the InaIIufact~Irt~,
passed the test. If the detlectiou recovery is less than aud
75 pcrccnt, the IOI rcpresentcd by the unit shall be b) Month aud year of Inauufa‘acturc.
r cj r c t t:d .
10.2 The ~orulm~uts may also bc Inarkcd with Ihc
If lhc InaxiIIIuIIl dcllcctiou iu nun, shown duriug 24 StaIrdard Mark.
hours uuder is less thaII 40 l'/Dw, here 1i s the effeective
10.2.1 The use vfthc, Standard Mark is govcrncd by the
spau in meter aud D, the overall depth of the sertiou in
provisions of the Bureau of Indian Standards Act, 1% h
IIIIII, it is not ueccssary for the dellectioII recovery to be and the Rules aIId Rqulations made thereunder. Thr
Incasured and the recovery provision mentioiwl in this details of the CoIIditioIIs uuder which the liccucc for the
clause carlirr shall IIot apply. UC of Standard Mark Inay bc granted to Iuauufacturr‘rs
9.3 III the failurr load test as pr AIIuex A, cvcry u1Ii1i ll or yroduccrs may 1~ obt;lirIcd from the Bureau ofIIIdiaII
aascIIIbly shall carry a load atlrast CqUill to twice the StaIIdards.
ANNEXA
TEST FOK I’KE(:AST KElNFOK(:EI) CONCKETE IINI’I’SSSEMSLY OF
PANEL AND CHANNEL
DIAL GAUGE
. 6.. :’ _ ,“&,;: , I ‘: m- ). . ,d.T 0 D - 1 d _P. ] 150
FOUNDATION c-_-ml --_I T
FOR CHANNEL
(A) LONGITUDINAL VIEW
SECTION X-X
___j_ ~___
(8) SECTiONAL VIEWIS 14241 : IYYS
I)K I’. 5. A SI~XIh4KAM
Mem her.5
SIIKJ (;. K. AMI~A~UI
%tU ,%k(OMAYR AVwl
I’HOF 11.1’I.b ww.J
hw Stinl~ SAHA ( A hernale )
SIIP.I K. K. I+IlA?NA(rAK
SHKI M. N. JOG~~H ( Akrnu!c)
SIIW II. U. [ItJL~lr;t
SHKI S. N. ~‘HAtX+,l:r-:
(‘t111.1A H( tlll1.~‘7
s1.NIOH Aacwn~l ( ti c’k .I‘[’ - 1 ) ( A ~lernols )
( ‘HI~F ~NGINE~HA, LTHORIN
AIKHITKT, AUTHOIWV ( Akermlr )
(hit+ ENiit~btK (II)
SIIPEKINIENL~IN~EI NGINEER(I I) ( Allrrnofe )
~N(jlNCEKM EMNLK, UI)A
SIIIU Y. K. ( ~AKI,
SHRI <‘trwA~ Vsrrwa ( Alfernate )
Stun 0. IT GAKYALI
DR N. K. JAIN ( Alfernalc )
SHtU T. N. f%P’rA
Siiw I IAK~INDEK Swill
SHKI I<. N. A(X.,WAL (~~&?~rrlc )
DK K. S. JArst)t.sH
I)R B. V. VFNKAIAKAMAN REDDY( A Ifernufc )
SHIU N. N. JAVDEKAR
SHKI P. M. DUSHPANDE( A kwtakz )
SHRI ‘I: I’. KAI.IAY~JAN
SHKI J. HHINANWWAKAN ( A lfernurc )
KUMAKI NINA KAWOK
SIIIU A. K. M. KAIUM
SHK, K. K. S. KHISHNAN
(‘0~.0. V. I’ADSAL~~~KAR
Sluu KA~A SINI~H
Stttci S. SMVANTHAN ( A/lermu~ )
th A. (i. MADHAVA Knu
SIIRI I. K. MANI ( Akrna~e)
SIIKI ‘I: K. SAILA
Stttu K. K. MI 1.1~~( Abernufc )
SIIKI J. S. SI~AKMA
SIIKI 13. rj, (>AKC,( Allcrnufc )
SHKJt . Vt~Nt‘AlA&,MAN,
Director ((‘iv llngg)IS 14241 : 1995
Paw.1 for Modular Coordination and Prefabrication tbr Mass Scale Housing, CED 5 1 : P2
SHKl T. N. GUPTA Ministry of ~lrhan Development, New Delhi
S~ru Y. K. (;AR(; National Housing Hank, New Delhi
StiRI SUNIL PERKY ( Alternate )
SHIU M. N. JOC~LEKAR Housing and Urban Development (‘nrporatioo, New Delhi
PROF V. P. RAOKA School of Planning and Architect, New Delhi
&‘ROF P. K. (‘ttoumww ( Alternde )
SHR~ G. S. RAO National Building Cnnstructic~n (‘orpn,rati~~n, New Delhi
REPREENTAUVE 1% Cr. Shirke and (71, Yune
DR A. (3. MADHAVA RAO Structural Engineering Research (‘entre, Mxlras
SHRI K. MANI ( Alternrtte )
SHRt S. ROY Hindustan Prefab Ltd, New Delhi
SHRI M. KIINLW ( AIfernatc )
SHRI’J. S. SHAWA (‘entral Building Rcsearch Institute, Roorkec
SHRI M. P. JAI StNcitt ( Alternate)
SWWUNIENDIN~~ ENGINEER (D)
Exsrrmw ENGINEER (HO) ( Akemate )
|
3059.pdf
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Is 3059:2001
[Superaadln9 IS 2S99 (Part1):1978
andIS2S99(Part 2): 1978]
In-?7fhW=m
\.
i-Ff,w3v-rgqR@hFfm
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(w 3T?m)
Indian Standard
TRANSPORT OF MONKEYS BY RAIL, ROAD,
AIR AND SEA — CODE OF PRACTICE
(Second l?evision )
ICS 03.220.01; 65.020.30
CJBIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 2001 Price Group 4Livestock Husbandry Systems and Equipment Sectional Committee, FAD 60
FOREWORD
This Indian Standard (Second Revision) wasadopted bytheBureau ofIndian Standards, afterthe draft finalized
by the Livestock Husbandry Systems and Equipment Sectional Committee had been approved by theFood and
Agriculture Division Council.
Alargenumber ofmonkeys arebeing transported from oneplace to another forthe purpose ofmedical research
and vaccine production. The safe transit of these animals is of great importance on humanitarian as well as
economic grounds. In order to achieve this objective, it was felt necessary that a code for the transport of
monkeys be made available.
Earlier, there were three standards on code for the transport of monkeys: IS 3059:1981 ‘Code for transport of
monkeys by air (fht revision)’, IS 3699 (Part 1) : 1978 ‘Code for transport of monkeys by land : Part 1
Transport from trapping area to the nearest rail-head @-st revision)’; and IS 3699 (Part 2) :1978 ‘Code for
transport of monkeys by land :Part 2Transport from rail-head to the nearest airport (second revision)’. While
reviewing these standards, the Committee decided to incorporate the requirements of IS 3699 (Part 1)and IS
3699 (Part 2)inIS 3059. In addition code oftransport ofmonkeys by seahas alsobeen included inthis revision
of IS 3059. With the publication of this standard, IS 3699 (Part 1)and IS 3699 (Part 2) shall be withdrawn.
In the preparation of this standard, due consideration has been given to the Prevention of Cruelty to Animals
Act, 1960 andrules framed thereunder. However, itissubjecttotherestrictions imposed underthisActwherever
applicable and as amended from time to time.
For thepurpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed orcalculated, expressing theresult ofatest,shaiiberounded off inaccordance with IS2:1960 ‘Rules
for rounding offnumerical values (revised)’. Thenumber of significant places retained intherounded off value
should be the same asthat of the specified value in this standard.Is 3059:2001
Indian Standard
TRANSPORT OF MONKEYS BY RAIL, ROAD,
AIR AND SEA — CODE OF PRACTICE
(Second Revision )
1 SCOPE 2.9During transit, precautions shallbetakentoprotect
the animals from extreme weather conditions.
This standard prescribes the conditions for the
transport of monkeys by rail, road, air and sea with a 2.10Not more thantwo cages shallbeplaced oneover
view toensuring proper care, immediately before and the other. Gunny sacking shall be placed between the
during their shipment. This code also includes two cages, when placed one over the other.
recommendations in regard to the hygiene of the
2.11 Loading and unloading should be carried out
animal handlers and of the aircraft in which the
quickly and efficiently. Cages shallbe stowed insuch
animals are carried.
amanner that ventilation isadequate andthemonkeys
are not exposed to draught and direct heat or cold.
2 GENERAL REQUIREMENTS
2.12Whileunloading themonkeys, careshallbetaken
2.1 The time in transit shall be as short as possible
not to throw, drop ormishandle cages inanymanner,
andfactors causing stresstomonkeys shallbereduced
which might cause harm to or unnecessarily agitate
asmuch aspossible.
the monkeys. Same precautions shall be taken while
2.2 Monkeys that are not completely weaned (which transferring the cages. No other material shall be
shall be determined according to age and species of
carried in the trolley.
animal) shallnotbetransported exceptwhenpermitted
2.13Monkeys founddeadshallberemoved forsuitable
by the Government of India.
disposal by deep burial or incineration.
2.3 Pregnant and nursing monkeys shall not be
transported except when specifically indented for by 3FOOD AND WATER
the importer and permitted by the Government of
3.1 The food and water containers shallbechecked at
India. Pregnant and nursing monkeys weighing over
every stopandrefilled ifnecessary. Asufllcient stock
5 kg shall be transported in specially designed
of food shall be available on transport and at likely
individual cages (see 5.3.1).
stopping places. About 85 g of food per monkey is
2.4Allmonkeys inthe samecage shallbeofthe same required daily. Suitable foods are dry cereal grains or
species, sex and of approximately the same weight gram. It is recommended that whole gram made into
and size. biscuits or wheatmeal bread should be fed.
2.5 It is desirable that in view of the dangers of 3.2 A minimum of 140 ml of water shall be allowed
infection, only monkeys of the same species be for eachmonkey per day.
transported in the same cabin or compartment of the
3.3 Due provision shall be made by the sender for a
aircrafdship. Apparently sick or disabled monkeys
sufficient supply offood andwaterforjourney. Incase
exhibiting external injuries or infested with parasites
thejourney isover 6h, an attendant shall accompany
shall not be transported. Transport of other species of
the animals to supply them food, water, etc, enroute.
animals, birds, fish,foodstuffs orpoisonous materials,
The food and water containers should be checked at
such aspesticides and insecticides in the same cabin
leastevery6handrefilled, ifnecessary.Monkeysshall
or compartment shall not be permitted.
not be disturbed during the night hours.
2.6Itisdesirable todeworm themonkeys withsuitable
3.4 Monkeys shall be fed and watered immediately
broad spectrum dewormer before transportation.
before and afier loading.
2.7 At no time during transit shall the monkeys be
3.5 If the travel time is longer than 6 h, provision
left unattended. At least one animal handler shall be
shall be made to feed and water the animals enroute.
present at all times during transit.
3.6 The monkeys should be provided with adequate
2.8 The carrier shall maintain the progress report of
food and water after unloading, This shall be the
the animals carried by them inaform, a specimen of
responsibility of the attendant who shall also seethat
which is given in Annex A.
passers by donotharass the monkeys inanyway.The
1Is 3059:2001
veterinary surgeon who is called to attend to sicld air forventilation; metallic projections orsharp edges
injured animals should especially see to these. shallnot beexposed onthe interior orexterior ofsuch
cages. Each cage shall be equipped with water and
4 EQUIPMENTS feed receptacles which shall be leak-proof and be
capable of being cleaned and refilled during transit.
4.1 The following equipments arerequired foranimal
A suitable absorbent material, such as sawdust shall
handlers on eachjourney:
be kept in the dropping trays.
a) White overall clothing —cleanchange daily;
5.2Theweight ofanyone loadedcageshallnotexceed
b) Minimum of two pairs of pants, vests and
45 kg.
socks;
c) Rubber boots; 5.3ThefoIlowing twosizesofcagesarerecommended
(see Fig. 1):
d) Cotton undergloves (which must be
considered as disposable) and strong outer a) 460 mm x 460 mm x 460 mm — to contain
gloves ofamaterial thatcanbeeasilywashed not more than 5monkeys weighing from 1.8
before removing from the hands, such as to 3.0kg or4monkeys weighing from 3.1to
rubber orplastics; theseglovesshouldprotect 5.0 kg.
the handler from penetrating bites especially
b) 760 mm x 530 mm x 460 mm — to contain
on the fingers;
not more than 10 monkeys weighing from
e) Skull cap — surgical type; 1.8 to 3.0 kg or 8 monkeys weighing from
f) Clean blankets; and 3.1 to 5.0 kg.
g) First aid kit. 5.3.1 The construction details ofthe cage used for the
4.2 In freighter aircraftiship, a separate portion shall transport of pregnant and nursing monkeys shall be
be reserved for theanimal handler-to change andrest, as given in Fig. 2.
and toilet facilities shall be provided. Smoking, if
5.4 The sizes of cages for mo~eys specially meant
permitted, and eating shall be allowed only in this
fortransport byseashallbeadequately increased with
separate part ofthe aircratl/ship. Instructions shall be
cotton/dunlop pillow lining all along the inside ofthe
given to the animal handlers on the proper use and
cage toprevent the monkeys from getting hurt during
care of the protective equipment.
rough weather. “
4.3 The following equipment shallbeavailable onthe
6CERTIFICATE OF FITNESS
freighter aircraftlship andatthe intermediate stations:
6.1 All monkeys to be exported shall be tuberculin
a) Mop and bucket,
tested and shall give a negative reaction when tested
b) Brush and dust pan,
according to the method prescribed in Annex B.
c) A suitable disinfectant,
Positive reactors shall not be transported.
d) One tray scraper and bucket for each animal
6.2 A certificate of fitness for the monkeys to travel,
handler,
by a qualified veterinary surgeon, shall accompany
e) Tongs for lifting dead monkeys,
each consignment ofmonkeys. Inthe absence ofsuch
8 Anamplesupplyofimpervious disposalbags, a certificate, the carrier shall refuse to accept the
g) Food SCOOP, consignment for shipment. A specimen of the
h) Catching net, prescribed form is shown in Annex C.
j) Long leather gauntlet gloves (elbow length) 6.3 All monkeys to be exported shall be vaccinated
size 200 to 215 mm,
against rabies asper performs in Annex D.
k) Movable taps for watering,
m) Toilet soap and paper towels, 7 TRANSPORT BY ROAD
n) Handsprayeralongwithasuitableinsecticide 7.1 The vehicle employed for transport shall be
(pyrethrum), and properly cleaned and disinfected after each trip.
P) First aid kit. 7.2 The carriage transporting the monkeys should be
brought straight from one holding centre to another.
5TRANSPORT CAGES
5.1 The animals shall betransported insuitable cages 8 TRANSPORT BY RAIL
made of acrylic/ultra high density polyethylene/
8.1 The railway staff shall give priority to booking
aluminium, so constructed asnot to allow the escape
and clearance for consignment of monkeys.
of the monkeys and shall allow sufficient passage of
212’X.O.71,mm. GALVANIZED MESH TO BE TRAPPED
.lA BETWEEN 25 X5mm WOOOEN SLATS NAILEtI ON
.
TO RAILS. NAILS OR WIRE ENOS SHOULO NOT
,; PROJECT INTO CAGE
30X12 mm BRACE
-3mm PLYWOoO SHUTTER PLAT
h’
FOR 160X180m ANCI WATER
‘h / 000R WAY ‘m >A=l-w . CONTAINERS
-h h
c
:16
“1
Y
,ti) 25X 0.8 mm GALVANli
MESH TRAPPEO BETWEEN SPACE FOR
=x - CROSS-BATTENS &f3RACESJ DROPPING TRAY1
I
I=++UIJIKW II “~/’_ 3mm PLYWOOO. CROSS SECTION OF CAGE
‘ATTENS4L
k<’ 30x‘2‘m
<m
~ ‘3mm PLYWOOII
~
SECTION YY WIRE MESH
k\ ...
=Jll
B ~~ 35X12mm OISTANCE PIECE‘~Y
0@250mm TIN PIATE 65 X12 FLOOR RATTENS
... FEED AND WATER CONTAINER
2NUMBER PER CAGE SECTION XX
DROPPING TRAY
(LOWER SIDE RAILS)
SIZES A B CD EFGH K,a b c de fgh+mnpq ~
21 4 56 30
0
4 76 60
0
446 60
0
118 80
0
116 60
0
21 180
5
555
5
228 80
0
335
5
I1 770
0
225 55
5
119 90
0
1 10 00
0
7 75
5
4 53 10
0
4 73 30
0
1 16
6
44 00 21 17 00 77 55 77 55 55 00 wgw
..
Alldimensionsinmillimehes. M
o
g
FIG.1MONKEYCAGES FORAIR TRANSPORTFsiJs
~mn PLLyO&O:~uTTER ,60/+ ~-, pLywoOD PARTITION
WATERCONTANER=)
4!1
FEED CONTAINER
\A
1 I 1 1 I 1,1 1.. 1
,,. P I
7$- L30 x25mm
SPACE FOR
DROPPING TRAY/ DUCK BOARD SLAT
l!8!0
CROSS SECTION OF CAGE
3mm PLywOoo\
-P
,/
DROPPING TRAY
Alldimensionsinmillimetres.
FIG.2 MONKEYCAGEFORAIR TRANSPORT(FORPREGNANTANDNURSINGMONKEYS
ANDMONKEYSWEIGHINGOVER5kg)Is 3059:2001
8.2 Not more than one cage shall be placed over the 9.2 Handling
other. Gunny sacking shallbeplaced between thetwo
9.2.1 For the purpose of ensuring efficient care of
cages, when placed one over the other.
monkeys duringthejourney, theownerofanyfreighter
8.3 The railway authority shall not permit transport aircraft onwhich themonkeys arecarried shallprovide
of other species of animals, such as birds and fish; onesenior handler and,where necessary, suchnumber
and injuriouslpoisonous materials, such as pesticides ofassistants aswill secure theproper careofmonkeys
and insecticides with monkeys in the same cabin or during the journey. Animal handlers shall receive
compartment of the train. instructions for emergencies in flight. The senior
animal handler shall have reasonable access to the
8.4Therailway authority shouldensurethatthewagon
Captain of the freighter aircraft.
transporting themonkeys isadequately ventilated and
it protects animals from exposure to draughts, direct 9.2.2 The number of animal handlers to accompany
heat or cold and rain. the monkeys on freighter aircraft shall be decided by
the Government of India.
9 TRANSPORT BY AIR
9.2.3 In the case of passenger jet aircraft, the same
9.1 Ventilation, Temperature and Light
provisions as for freighter aircraft, shall be available
9.1.1 Ventilation at the halting stations. The animal handler at the
halting stations shall receive instructions from the
The air shall be changed not less than 12times per
airline representatives.
hour, and draughts shall be avoided. There shall be
no dead pockets of air. 9.2.4 It is desirable that wherever habitual trans-
shipment of monkeys takes place at intermediary
9.1.2 The optimum temperature is considered to be
airports, suitable accommodation should beprovided
24”C, in practice equivalent to 16changes of air per
during transit period.
hour; the maximum is27”C,that is,20changes of air
per hour andtheminimum is 18“C,that is, 12changes
9.3 Sickness and Injury of Monkeys
of air per hour. The variation intemperature shallnot
be greater than 0.6°C every 5minutes, and extremes 9.3.1 An empty cage of the usual dimensions with its
of temperature shall be avoided. sides covered except 50 mm at the top to allow for
ventilation shall be provided in the freighter aircrafl
9.1.3 The humidity shall be kept as low as possible.
for housing the monkeys, which fall sick or injured
9.1.4 A suitable means of recording the temperature during thejourney.
shallbeprovided intheaircraft. Therecording papers,
9.3.2 On freighter aircraft, a metal cylindrical
such as alogbook shall be retained by the carrier.
container (diameter 300 mm and height 480 mm)
9.1.5 In the case of non-pressurized aircraft, the having airtight lid with rubber gasket and with
carriage of monkeys will be permitted only in the fastening arrangements or impervious disposal bags
cabins, which shall be well ventilated and the shall be provided in the aircraft for segregating the
temperature shall remain between 22 to 24”C. The monkeys that die during thejourney. About 2.5kg of
aircraft shall not fly more than 2750 m (9 000 feet) saw dust and 0.25 kg of lysol or other disinfectant
above sealevel. shall also be carried in the aircraft. After putting the
dead animais into the container, a layer of sawdust
9.1.6 Exceptwhenmonkeys arebeingfedandwatered,
shallcover the dead animals andthe disinfectant shall
they shall travel in semi-darkness. This would make
be sprinkled over the sawdust.
them quieter and less inclined to tight and thus give
them better opportunities of resting. 9.3.3 In the case of passenger jet aircrafi, necessary
arrangements as in 9.3.1 and 9.3.2 shall be made at
9.1.7 A qualified veterinary surgeon shall examine
the intermediate airports.
the monkeys immediately before caging and also
ensure that cages are sealed by the custom officer in
9.4 Hygiene
his presence, and certify to that effect.
Itisrecommended that any aircraft carrying monkeys
9.1.8 Packing shall be done sufficiently early to
shallbekept astidy aspossible during theflight. Cage
acclimatize the monkeys before actual flight.
trays shall be cleaned not less than once every 12h
9.1.9 Monkeys shallreachtheairportsufficientlyearly, and the refuse put in the impervious disposal bags
but not more than 2 h before the arrival of plane. which should be provided.
5Is 3059:2001
10 TRANSPORT BY SEA 10.4 The pens shall be mucked out twice a day and
decks scrubbed once every 24 h. This shall be done
10.1 All ships detailed for conveying animals shallbe
when monkeys are being exercised.
inspected forfittings byaboard consisting ofamarine
and aveterinary officer. 10.5 Passage between two rows ofpens should benot
less than 1.5 m.
10.2 The ship may preferably be of shelter deck type
and have ample of mechanical ventilation, good 10.6 Parting boards between pens should be 3.0 m.
drainage and arrangements for exercising of animals.
10.7 To avoid distress especially during hot weather,
10.3 Ample ventilation shall be ensured by keeping the ship may go under way immediately after
portholes and providing permanent air trunks or embarking. Disembarking may be done as early as
electric blowers on all decks. Exhaust fans shall be possible after anchoring,
installed to blow out foul air.
10.8 Pregnant and nursing monkeys shall not be
transported by sea.
ANNEX A
(Clause 2.8)
SPECIMEN OF LIVESTOCK PROGRESS REPORT
Station of uplift (Destination Station to return duplicate
to station of uplift)
LIVESTOCK PROGRESS REPORT
Consignment Note No. Service No. Date
Number and description of livestock Destination
Station Fed, watered Mortality Cause of General Comments Signature
and cleaned mortality condition and
(date and (if known) oflivestock suggestions
time GMT) 1. handling
2. feeding
3. packing
Additional remarks, if any:
I
‘\IS 3059:2001
ANNEX B
(Clause 6.1)
METHOD OF TUBERCULIN TESTING IN MONKEYS
B-1 APPARATUS B-3 PROCEDURE
B-1.1 Tuberculin Syringe Dilute the tuberculin 100-fold in sterile physiological
saline solution. Inoculate 0.1 ml of the tuberculin
B-2 REAGENTS
intradermally forearm (mid) ofthemonkey. Develop-
B-2.1 Strain of Tuberculin — A strain of PNDT & ment of a swelling and erythema afier 24 h and 48 h
indicates that the animal is infected by tuberculosis.
C (human) type, prepared at the Indian Veterinary
Research Institute, Mukteswar. Animals showing a positive reaction shall not be
exported.
B-2.2 Sterile Physiological Saline Solution
ANNEX C
(Clause 6.2)
PROFORMA FOR CERTIFICATE OF FITNESS TO TRAVEL
(MONKEYS)
This certificate shad be completed and signed by aduly authorized person (by aqualified veterinary surgeon).
Date and time of examination
Number ofcages Species
Number of animals Species
Shipped from to Via
I hereby certify that I have read IS 3059:2001 ‘Transport of monkeys by rail, road, air and sea— Code of
practice (second revision)’:
a) That, attherequest of(consignor) Iexamined theabovementioned animals
in their traveling cages not more than 12h before their departure.
b) That each animal appears to be in good health, free from signs of iojury, contagious and infectious
diseases.
c) That no animal appeared to be under 6months of age, and that no animal appeared to be pregnant.
d) That the animals were adequately fed and watered within 2 h of scheduled time of departure.
*e) That the cages were sealed by the custom officer in my presence.
Signed
Address
Qualifications
*IncaseoftransportationofmonkeysbyAirorSea.
7ANNEX D
(Clause 6.3)
PROFORMA FOR CERTIFICATE OF VACCINATION
(MONKEYS)
It is certified that consignment of animals of species have
been vaccinated against Rabies on (date).
Signed
Address
Qualifications
8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Stan&rds 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 pericdcally; 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. FAD 60(697).
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 Oftlces : Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 3233841
{
Eastern : 1/14 C. I.T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 3378626,3379120
{
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 r. 603843
602025
t
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. CCJIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPU~.
LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Rintedat :RabhatOffset Ress, New Delhi-2
|
12647.pdf
|
IS 12641: 1989
Indian Standard
*-. SOLID WASTE MANAGEMENT SYSTEM -
. .
9.0
COLLECTION EQUIPMENT - GUIDELINES
(First Reprint NOVEMBER 1990)
UDC 628-463.02
@ BIS 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHT 110002
October 1989 Price Group 2Solid Wastes Sectional Committee, CDC 54
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards on 28 February 1989, after
the draft finalized by the Solid Wastes Sectional Committee had been approved by the Chemical
Division Council.
Solid waste management system ( SWMS ) for a city consists of various stages, such as, collection,
transportation, processing and disposal. The refuse &commonly collected in different areas of the
city in dustbins. Nearby residents and road sweepers deposit the solid waste in such dustbins. As
the dustbin ,is common for the population in particular area, it can be termed as ‘community
dustbin’. The community dustbin serves as an intermediate storage for solid wastes from which
the refuse is transported to processing or disposal site.
In developed countries, ‘house to house’ collection is adopted, namely, collection vehicle goes to
every house and collects the refuse. The citizens are also more cooperative to this public service.
Level of public awareness to the importance of this system is quite appreciable and hence the
citizens expect still better services. Civic agencies in order to give better services expect more
cooperation from the citizens. For this purpose, number of bye-laws are framed to ensure a sanitary
and hygienic process of collection. In India, due to the absence of any effective bye-laws, the job
of municipal corporations becomes more difficult.
In India, normally community bin system is adopted for collection of solid wastes. This system is
evolved out of necessity and the need to conserve funds. Equipment used for this work has been
developed .from the pattern of actual use.IS 12647 I 1989
Indian Stanhrd
SOLID WASTE MANAGEMENT SYSTEM -
COLLECTION EQUIPMENT - GUIDELINES
1 SCOPE 4.12 Country Broom Without Handlt
1.1 This standard prescribes guidelines for The broom should be made out of leaf sticks
.collection equipment used in the solid waste I m in length and should be tied firmly together.
management system for cities.
4.2 Collection Receptacles.
2 REFERENCES These are used during the process of collection
2.1 The following Indian Standards are the for transferring swept refuse from generation
necessary adjuncts to this standard: points to ‘community dustbin’. These are of
following specifications.
IS Jvo. Title
4.2.1 Basket
IS 2238m: 1979 Specification for spades and
seprangs ( j&t rtvision ) The basket should have an external diameter of
500 mm and an internal depth of 250 mm made
IS 9569 1980 Glossary of terms relating to
out of bamboo sticks or cane arid should be free
solid wastes
from any kind of decay-and ilnsect attack. It
3 TERMINOLOGY should not crack in air ( dry condition ) on being
bent to a circle of 150 mm diameter. The basket
3.1 For the purpose of this standard, the defini- can be made out of bamboo strips or cane. For
tions given in IS 9569 : 1980 shall apply. cane basket, the diameter of cane should be 9
& 3 mm. In case of baaboo baskets, -the width
4 COLLECTION OF REFUSE
of bamboo strip should be 8 f 4 mm.
4.0 During collection of refuse, normally swee-
pers are allotted specific areas, A sweeper is 4.2.2 Sttrl Pans ( GHAMELAS )
supposed to sweep the road with his broom. These should be made out of 0.8 mm thick
With the help of a steel pan or a basket, he
galvanized iron sheet with a pan of 400 mm in
takes the swept refuse to a community dustbin.
diameter and 200 mm in depth.
Such type of collection procedure requires three
types of equipment, namely, brooms, collection
4.2.3 Spadt ( PO WRAH )
receptacles and r: xge receptacles.
This should be made out of high carbon steel
4.1 Brooms
sheet of size 300 X 300 X 6 mm and given a protec-
tive coating of black paint. The spade should
These are used for sweeping the area. These
have 750 mm long teak handle having 40 mm
can be of short handle and long handle types.
diameter ( stt IS 2238 : 1979 ).
Long handle brooms should be used as the worker
need not bend while sweeping, leading to lesser
4.2.4 Hand Carts
contact of dust and lesser strain due to the
straight posture while sweeping. The specifica- It has been observed that the, workers have to
tion of commonly used brooms are as follows. strain more while transferring the material with
the help of pans or baskets. This is mainly due
4.1.1 Long Hatldltd Brooms
to two reasons, namely:
Country brooms should be made out of coconut
a) The pan or basket has to be taken over the
leaf sticks tied firmly to a long wooden handle
head. Hence, a worker has to work more
in accordance with the details given below:
for transferrmg the same amount of
Mass of the broom with : 900 g materia:; and
rings b) The capacity of pans or basket is limited
Wooden handle : Length’=: 1.25 m, resulting in more number of trips between
Diameter = 25 to generation area and community dustbins.
30 mm
This results in lesser material transferred per shift.
Rings ( made of 1.0 mm : Width = 20 mm, Wheel-barrows are recommended to be used fir
mild s:eel sheet ) Diameter = 45 mm this purpose. The different types ~of designs
Length of spoke of : Between 850 to commonly u*d are hand cart with 2 wheels and
e broom 870 mm hand cart with 3 wheels.
1IS 12647 : 1989
The drawings of suggested designs are given in able surface arch. Normally, the total volume
Fig. 1, 2 respectively. remains between 3 to 5 n?.
Hand carts with removible containers have c) Covered Masonry Bin
recently been introduced in some cities. However,
These are norrnaily provided where larger
the response of workers and their performance
quantity of refuse has to be stored. Various
needs to be observed before standardization.
designs are available which are known by
various names in different cities. Capacity
ANOLE MADE OF 25mm
IA GALVANIZED IRON ranges up to I5 m3. These are normally provided
with two openings for deposition of waste and ftir
its removrl
500mfn DIP. WH
INCLUOING HARD
RUBBER TYRES
I HANDLE BALL BEARINGS
OR BUSH MADE OF NON.
FERROUS METALS
NOTES
1. Axle as suitable to whcclr
2. Outddc and inside should be given anticorrosive
paint
NOTES
3. Wherever necessary, welding should be adopted
1. Axle assuitable to wheels
4. Rest to be 10 mm MS rod
2. Outside and inside should be given anticorrosive
All dimensions in millimetres. paint
FIG. 1 THREEWHEELEDWHEEL HARROW 3. Wherever necessary welding should be adopted
4. Rest to be 10 mm MS rod
4.3 Storage Receptacles
All dimensions in millime~rcs.
These are used for temporary storage of refuse. FIG, 2 Two WHEELED WHEEL BARROW
These can be used as community dustbins where-
in refuse is temporarily stored after collection 4.3.1 Spacing of Dustbin
from generation area. These are of the follow-
ing types. For efficient collection, it is necessary to have
community dustbins placer1 at suitable sites. If
a) Circular Bit1 these dustbins are not placed properly, the
generated quantity will not reach there comple-
Open on both sides with two handles ( 1 m dia
tely. This will result in reduction in efficiency
x 1 m height ) made out of 0.794 mm galvaniz-
of collection stage. The governing factors for
ed iron sheet The bin should be painted with
spacing of dustbins can be detailed as follows:
anticorrosive paint on all sides. Circular bins
made out of RCC pipe section with two mild a) Availability of space for installing a
steel bar handles can also be used. dustbin,
b) R@anpular Bin b) Capacity of dustbin,
c) Population density, and
These are rectangular shaped, generally of brick
masonry constructed dustbin. The’ height of d) Average distance convenient to the residents
such dustbin is normally limited to 1 m. The and sweepers for taking the refuse to the
cross-section varies in accordance with the avail- dustbin. .
2IS 12647I 1989
4.3.1.1 People are #rormally reluctant to have a circular, it will have a radius of 50 m. TllllS,
community dustbin ~i nstalled near to their place. this dustbin will be able to serve up to a distance
Therefore, it is very difficult to locate it at the of 50 m giving a distance of 100 m between
most appropriate place. These dustbins are, consecutive dustbins.
therefore, commonly located at intersections of
4.3.1.3 As the population density reduces, tire
roads, near community garden or public utilities
area served by a dustbin of capacity 1 ms \\ill
and similar other places.
be more. This will result in increase in distance
!
through which the residents/sweepers will have
4.3.1.2 Population density plays a very impor-
to transport the refuse. Obviously, this will not
tant role in this aspect. Normally, population
be accepted by the residents and will result in
density varies between 500 to 2 000 persons/
creation of open collection points. To avoid this
hectare. Dustbins of 1 ma capacity can accommo-
phenomenon, dustbins of lesser capacity should
date 509 kg of refose. If the frequency of refuse
be installed so that the average distance to be
removal is assumed as once in three days, on
travelled is within the acceptable limits.
daily basis about 165 kg of refuse can be stored
in such a dustbin. This means that ~about 400 4.3.1.4 While fixing the spacing of dustbins,
persons can bc served by this dustbin ( assuming citizens co-operation should be sought and the
refuse generation rate of 0.4 kg/capita/day ). At distance to which they can willingly transport
the population density of 500 personsihectare, the waste ascertained When this is done, clump
the area occupied by 400 persons will be about ing of refuse at intermediate points can be
0.8 hectares. If this area is considered as avoided to maintain a better environment.Standard 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 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.
I IBoreao of Indian Standards 1.
BIS is a statutory inst.&t&u established under the Bureau of Indian Standards Act, 1986 to promote
harmonious ~development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the~course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any,
are issued from time to time. Users of Indian Standards should ascertain that they are in possession
of the latest amendments or edition. Comments on this Indian Standard may be sent to BIS
giving the follou\;ing reference :
Dot : No. CDC 54 ( 9073 ) ’
qmenaments Issued Since Pablicatioa
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
-
Headquarters :
Maoak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Mauaksansths
( Common to all O&es )
Regional offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg t 331 01 31
NEW DELHI 110002 331 13 75
Eastern : i/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola
CALCUTTA 700054 36 24 99
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 {’ 3 1168 4431
41 24 42
Southern : C.I.T. Campus, 4 Cross Road. MADRAS 600113 { 41 25 19
4129 16
Western : Manakalaya, E9 MIDC, Marol, Andheri (East)
BOMBAY 400093 6 32 92 95
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESWAR.
GUWAHATI. HYDERABAD. JAIPUR KANPUR. PATNA.
TRIVANDRUM.
printeda t Dee Kay Priman, New Delhi, India
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9375.pdf
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1s : 9375 - 1979
Indian Standard
SPEClF1CATION FOR
PRECAST REINFORCED CONCRETE
PLANT GUARDS
Cement and Concrete Sectional Committee, BDC 2
Chairman Rcpresentinq
DR H. C. VIEVESVARAYA Cement Research Institute of India, New Delhi
Mtmbcrr
ADDITIONAL DIRECTOR, STAND- Research, Designs & Standards Organization
ARDS ( B & s ) ( Ministry of Railways )
DEPUTY DIRECTOR, STAND-
ARDS ( B & S ) ( Alternate )
SHRI K. C AC+QARWAL Hindustan Prefab Ltd, New Delhi
SERI C. L. KASLIWAL ( Alter~t8 )
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MA~ANI ( Alternate 1
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GAIZQ ( Alternate )
CHIEB ENGINEER CD ESIGNS Central Public Works Department. New Delhi
EXEOIJTIVP: b N D I N E E R
( DESIGNS ) III ( Alternate )
CHIEF ENQINEER .( PROJECTS ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR, IPRI ( Alternate )
DIRECTOR I CSMRS ) Central Water Commission. New Delhi
DEPTJ<Y DIRECTOR
( CSMRS ) ( Aflernale )
DR R. K. GROSE Central Road Research Institute ( CSrR ).
New Delhi
SHRI Y. R. PRULL ( Alternate 1 )
SERI M. DINAKARAN ( Alternate II )
DR R. K. GHOSH Indian Roads Congress, New Delhi
(Continued on page 2 )
@ Copyright 1980
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
.
reproduction in whole or in part by anv means excc~t with written permission of the
publisher shall be deemed to be an infringement of copyright under thr said Act.IS : 9375 - 1979
( Continued fromp age 1 )
Memhrrs Representing
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. HATTIAN~ADI The Associated Cement Companies Ltd, Bombay
SHRI P. J JAQUS ( Alternuts )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SERI M. T. KANSE Directorate General of Supplies & Disposals,
New Delhi
SRRI S. R. KULKARNI M. N. Dastur & Co f Pvt ) Ltd. Calcutta
SERI S. K. LAHA . T \h e Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA ( Alternacs 1
DR MOHAN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( A/tern& )
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramannlqya’ II First Crescent
Park Road, Gandhinagar, Adpar, Madras )
DR M. RAMAIAH StrugE;;Lepgineering Research Centre ( CSIR ),
DR N. S. BAAL ( Alternnte)
DR A. V. R. RAO National Building-s Org1a nization. New Delhi
SHRI J..SEN GUPTA ( Alternate)
SHRI R. V. CHAI.AP~THI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINREIRO ( Alternate )
SHRI ARJUN RIJHSIN~HANI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SFORETARY ( I ) ( Alternate )
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping and Transport
SHRI R. L. KAPOOR ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN ( Alternate J
SUPERINTRNDINQ EN o I N E E R Publ:c Works Department, Government of Tamil
( DESIQNS ) Nadu, Madras
EXECUTIVE E N Q I N E E R
( SM & R DIVISION ) ( Alternate )
SHRI L. 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 ( Alternate )
SHRI D. AJITHA SIMHA, Director General, ISI ( Ex-o@cia Member )
Director ( Civ Engg )
SKRI M. N. NEEI.AKANDHAX
Assistant Director ( Civ Engg ), ISI
( Continurd on pagr 12 )
2IS : 9375 - 1979
Indian Standard
SPECIFICATION FOR
PRECAST REINFORCED CONCRETE
PLANT GUARDS
0. FOREWORD
0.1 This Indian Standard 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 Precast reinforced concrete plant guards have a number of advant-
ages; they have relatively a long life, require little or no maintenance
and give a neat appearance. The Sectional Committee, therefore,
decided to evolve a specification to cover the requirements of precast
concrete plant guards.
0.3 This standard is intended to serve as a guide for the manufacture,
installation and testing of reinforced concrete plant guards and there-
fore has been related to the relevant practices followed in the country.
This standard, however, covers only fractionalized ( multi-pieces ) plant
guards which may be arrangrd in triangular or square pattern and does
not cover single piece plant guards.
0.4 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960*. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers the requirements for precast reinforced concrete
plant guards.
1.1.1 This standard covers fractionalized ( multi-pieces ) plant guards
only and does not cover single-piece reinforced concrete plant guards.
*Rules for rounding off numerical values ( rruised ).
3IS:9375 - 1979
2. MATERIALS
2.1 Cement - The cement shall conform to IS : 269-1976* or IS : 455-
1976t or 1S : 1489-1976$ or IS : 8041-1978$.
2.2 Aggregate - The aggregates shall comply with the requirements
of IS : 383-197011 and shall consist of a graded mixture of clean coarse
arid fine aggregates. The nominal maximum size of coarse aggregate
shall not exceed 12.5 mm.
2.2.1 Where specified, a sample of each variety of aggregates shall be
submltted to the purchaser for approval.
2.3 Water - The water shall conform to the requirements specified in
IS : 456-19781.
2.4 Reinforcement .-. Steel wire, steel wire fabric or steel bars for
reinforcement shall conform to IS : 472 ( Part I )-1966**, IS : 432
( Part II )-1961?tt, IS: 1139-1966$$, IS : 1566-196733 or IS : 1786-1979~~~~
as appropriate.
2.5 Pozzolanas - Fly ash conforming to IS : 3812 ( Part I )-1966nTlor
burnt clay pozzolana conforming to IS : 1344-1968*** may be used’as
part replacement of unblended cements provided uniform blending is
ensured.
3. MANUFACTURE
3.1 Concrete - Each plant guard unit shall be made of concrete
proportioned, mixed, placed and compacted to give a dense concrete free
from voids. The concrete used in the manufacture of plant guards shall
not be of a grade lower than M 20 ( see IS : 456-19787 ). The concrete
*Specilicatlon for ordinary and low heat Portland cement ( third r&ion ).
tSpeciIication for Portland slag cement ( thrrd rcaish ).
Sipecification for Portland pozzolana cement ( second revision ).
SSpecification for rapid hardening Portland cement (first revision ).
IjSpecification for coarse and fine aggrcgatcs from natural sources for concrete
( second reoision ).
BCode of practice for plain and reinforced concrete ( third revision ).
**Specification for mild steel and medium tensile strel bars and hard-drawn steel
wire for concrete reinforcement: Part I Mild steel and medium tensile steel bars
( second rmsiw ).
+tSpccification for mild steel and medium tensile steel bar\ and hard-drawn steel wire
for concrete reinforcrment: Part II Hard drawn steel wire ( second revision ).
$$Spccification for hot rolled mild steel. medium tensile steel and high yield strength
steel drformed bars for concrete reinforcement ( revised ).
$§Spccification for hard-drawn steel wire fabric for concrete reinforcement (Jirst
reoision ).
I)\jSpccification for cold-worked steel high strength deformed bars for concrete
reinforcemrnt ( second revision ).
Yj@JSpccification for flv ash: Part I For use as pozzolana.
***Specifcatlon for burnt clay pozcolana (jirst reuiszon ).
c”
4IS : 9375 - 1979
shall have a water/cement ratio not exceeding O-40 by mass. The mix
proportions shall be determined by the manufacturer and shall produce a
dense concrete.
NOTE - It may be noted for general guidance that nominal mix concrete of grade
M 20 corresponds approxlmatcly to a mix proportion of 1 : 1.5 : 3.
3.2 Assembly of Reinforcement
3.2.1 Preparation - Reinforcement for concrete shall be free from loose
mill scales, loose rust, mud, oil, coats of paints or other coatings which
may reduce bond.
3.2.2 Positioning - Reinforced plant guards shall be reinforced with a
minimum of one 6 mm diameter longitudinal bar along the periphery.
The longitudinal reinforcing steel shall be in one piece. No concrete
component member shall be provided without a reinforcing steel of at
least 5 mm diameter ( $8~ Fig. 1 ).
3.2.3 Anchorage - Adequate hooks or other forms of anchorage shall
be provided to the main reinforcement.
3.2.4 Cover - The main reinforcements shall have a minimum cover
of 12 mm or twice the diameter of the main reinforcement, whichever is
greater. The manufacturer shall ensure that during placing and
compaction of the concrete in the moulds, the minimum concrete cover
is maintained.
3.3 Mixing, Compaction and Curing - Mixing, compaction and
curing of concrete for manufacture of plant guards shall be in accordance
with IS : 456-1978*. Steam curing may be adopted if so desired by the
manufacturer, provided requirements of pressure or non-pressure steam
curing are fulfilled.
NOTE - When reinforced plant guards are manufactured under field conditions. in
the absence of a mechanical vibrator, thorough rodding of the concrete wilh a
round-ended 12 mm diameter rod followed by tamping with a suitable device shall
be effective in compacting concrete. At the beginning of the rodding operation, the
rod shall be pushed through the concrete almost to the bottom of the mould and the
strokes shall be well distributed.
3.4 Maturing - From the date of casting, the plant guards shall be
matured for the following periods before testing or despatch, including
the period of curing, so that they will attain sufficient strength to resist
damage to them when first handled:
Portland slag cement 3
Ordinary Portland cement ) 28 days
Portland pozzolana cement J
Rapid-hardening Portland 14 days
cement
*Code of practice for plain and reinforced concrete ( third reuision ).
5IS : 9375 - 1979
3.5 Casting of a few units with trial mixes and subsequent prototype
testing for strength will ensure that the final production of plant guard
,
units is likely to be of satisfactory quality.
4. SHAPE AND DIMENSIONS
4.1 The units of the plant guards shall be of uniform thickness through-
out their length, with sufficient openings interspaced ( see Fig. 1 ). The
cross-sectional dimensions and the reinforcement shall be adequate to
conform to the strength requirements given in 7.
The individual units shall have suitable keys and grooves or lugs and
slots of sufficient dimensions at the ends for connection purposes.
4.2 Tolerance-The tolerance on the overall length of the plant guards
shall be & 15 mm. The tolerance on the cross-sectional dimensions shall
be & 3 mm. The tolerance on the straightness shall be 0’5 precent.
4.3 Minimum Dimensions - The minimum dimensions of reinforced
concrete plant guards shall be as follows:
Minimum height above ground level 1 3C0 mm
Minimum internal effective width 750 mm
of each unit
Minimum percentage of the area of 30 percent of
vents in the units to afford venti- the external
lation, flow of air, etc surface area
Maximum width of vent ( to prevent 50 mm
animals from inserting their mouth
inside )
NOTE --There is no limitation for the length of vent.
4.4 The design of plant guards shall be such that horizontal members
likely to enable animals like goats, to have a foot hold shall be kept to the
minimum.
4.5 Arrangements for fixing barbed wire above the top level of the plant
guards may be provided if necessary.
5. FINISH
5.1 Each plant guard unit shall have a dense surface showing no coarse
aggregate and shall have no crevices likely to assist in the disintegration
of concrete or rusting of reinforcement by the action of natural agencies.
6. ERECTION AND FIXING
6.1 The plant guard units may be assembled to form triangular or square
pattern.
6IS : 9375 - 1979
6.2 The units shall be erected exactly vertical with their base truly
horizontal. They shall be connected at their ends by suitable bolts and
nuts, clamps, clips or tied by means of galvanized iron wire suitably and
strongly. The knots in the ties, bolts and nuts, and clips and clamps
shall be coiour-washed to prevent rusting. A typical arrangement of
square layout of reinforced concrete plant guard is shown in Fig. 1.
6.3 The bottom of the pieces shall be suitably fixed firmly on the ground
so that sufficient resistance to lateral dislocation is offered. It shall be
embedded at least 1.Y) mm deep if it is in earth or 50 mm in concrete
and metalled road surface.
7. STRENGTH REQUIREMENT
7.1 Static Load Test - When tested in accordance with the method of
test described in Appendix A, the load required to produce the first
visible crack in the reinforced concrete plant guard shall be not less
than 300 kg.
8. SAMPLING AND INSPECTION
8.1 Scale of Sampling
8.1.1 Lot - In any batch, all plant guard units of the same class and
same dimensions shall be grouped together to constitute a lot.
8.1.1.1 Sub-lot - If the number of plant guard units in a lot exceeds
500, the lot shall be divided into a suitable number of sub-lots such that
the number of units in any sub-lot shall not exceed 500. The acceptance
or otherwise of a sub-lot shall be determined on the basis of sample
selected from it.
8.1.1.2 The number of plant guard units to be selected from a lot or
a sub-lot shall depend upon its size and shall be in accordance with
Table 1.
8.1.1.3 The plant guard units shall be selected at random. In order
to ensure randomness, all the planr guard units in the lot or the sub-
lot may be arranged in a serial order and starting from any random
guard unit, every rth unit may be included in the sample, r being the
integral part of ,Nln, where M is the size of the lot or the sub-lot and
n the sample size.
8.2 NUMBER OF TESTS
8.2.1 All the plant guard units as selected in accordance with 8.1.1.2
shall be tested for overall length, cross section and uprightness ( see 4 ).
78
k
lrr
1.nim
003l-------m
lc-_---.nim
857-b
IS
:
%ac
-
16f6IS : 9375 - 1979
8.2.2 The number of plant guard units to be tested for strength test
( see 7.1 ) shall be in accordance with Table 1. These plant guards may
be selected from those already tested as in 8.2.1.
8.3 CRITERIA FOR CONFORMITY
8.3.1 A lot or a sub-lot shall be considered as conforming to this
specification if the conditions under 8.3.2 and 8.3.3 are satisfied.
8.3.2 The plant guard units which do not satisfy the requirements of
,overall length, cross section and uprightness shall not exceed the
appropriate number given in Table 1. If such plant guard units exceed
the corresponding numbers, all plant guard units in the lot or sub-lot
,shall be tested for these requirements and those not satisfying the
requirements shall be rejected.
8.3.3 All the plant guard units tested for strength test shall satisfy the
requirements of the test. If one or more plant guard units fail, twice
the number of plant guard units originally tested shall be selected from
those already selected, and subjected to the test. If there is no failure
among these plant guard units, the lot or the sub-lot shall be considered
to have satisfied the requirements of this test.
TABLE 1 SAMPLE SIZE AND CRITERIA FOR CONFORMITY
( Clauses 8.1.1.2, 8.2.2 and 8.3.2 )
SIZE OF LOT DIMENSIONAL RKQUIREMENT No. OF PLANT GUARD
OR SUB-LOT c---_---h-- --7 UNITS BOR STATIC
Sample Permissible LOAD TEST
Size No. of
Defectives
(1) (2) (3) (4)
up to 100 10 1 1
101 ), 200 15 1 2
201 ), 300 20 2 2
301 ,, 500 30 3 3
9. MARKING
9.1 The plant guard units shall be clearly and indelibIy marked with
the following particulars either during or after manufacture but before
testing, on the external surface in the top at a position so as to be easily
read after erection in position:
a) Year of manufacture, and
b) Maker’s serial number or trade-mark.
9IS : 9375 - 1979
9.1.1 Each plant guard unit may also be marked with the IS1 Certifica-
tion 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 IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the IS1 Certification Mark may be granted to manufacturers or
processors, may be obtained from the Indian Standards Institution.
APPENDIX A
( Clause 7.1 )
METHOD FOR STATIC LOAD TESTING OF PLANT
GUARD UNITS
A-l. The specimen shall be arranged horizontally with its face flat and
supported on round bars whose diameter shall be more than 25 mm, as
shown in Fig. 2.
A-2. The load shall be applied centrally as shown in Fig. 2 and increas-
ed gradually until the first visible crack is observed in the plant guard
unit. The applied load then shall be recorded as the test load. Careful
observation in good light is necessary to detect the first crack.
A-3. The load at any stage should not be maintained for longer than the
time necessary to check for the first visible crack.
10ROUND BAR PROVlDlNG
PLANT GUARD UNIT
LOAD POINT
130m0 m--1
FIG. 2 ARRANGEMENT FOR STATIC LOAD TESTIS a975 - 1979
( Continued from pugs 2 )
Precast Concrete Products Subcommittee, BDC 2 : 9
Mem bcrs Rtprssmting
DEPUTY DIRECTOR, STAXDARDS Research, Designs & Standards Organization,
(B&S, Lucknow
ASSISTANT DIREOTOR, STAN-
DARDS ( B & S ) II ( ALem& )
DEVELOPMENT MANAGER Hindustan Prefab Ltd, New Delhi
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Altcmate )
SHRI V. G. GOKHALE Bombay Chemicals Pvt Ltd, Bombay
SHRI B. K. JINDAL Central Building Research lnstitute ( CSIR ),
Roorkce
DR S. S. REESI ( A&cm& )
SHBI L. c. LA1 In personal capacity ( B/17, West End, NW Delhi )
DR A. K. MULLICK Cement Research Institute of India, New Delhi
DR S. C. MAITI ( Alfrrnatc )
SHRI S. NAEAROY Engineering Construction Corporation Ltd, Madras
SRRI A. RAMAICRI~ENA ( Alternate )
SERI D. B. NAIK Engineer-in-Chief’s Branch, Army Headquarters
SHRI SUCHAS IN~H ( Alternate )
SERI K. K. NAMBIAR In personal capacity ( ‘ Rumunaloyu ‘, II First Crescent
Park Road, Gundhinugar, Adyar, Mudrus )
SHRI P. S. NATARAJAN Tamil Nadu Housing Board, Madras
SHRI V. RAMALINQAX Neyveli Ligxiite Corporation Ltd, Neyvcli
SHRI K. A. RAMABEADRAN ( Altrrnute )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate)
SHRI B. G. SEIRKE B. G. Shirke & Co Pvt Ltd, Pune
SHRI U. S. DUR~AKERI ( Alter&c )
SERI C. N. SRINIVASAN Mcssrs C. R. Narayana Rao, Madras
SBRI C. N. RAQHAVENDRAN ( Altsrnatc )
SHRI B. ‘I’. UNWALLA Concrete Association of India, Bombay
SHRI E. T. ANTIA ( Alternate )
DR B. VENKATLSWARLU Struc;m4asEngincering Research Centre ( CSIR ),
12
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1121_4.pdf
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IS : 1121 (Part fv) -1974
hidian Standard
I
I
METHODS OF TEST FOR 1
DETERMITbATION OF STRENGTH PROPERTIES !
OF NATURAL BUILDING STONES
j
PART IV SHEAR STRENGTH
(First Revision)
Third ReprintS EPTEMBER1 993
UDC 691.21:620.176
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOCNI2
Ajwa 1975IS : 1121 (Part IV) - 1974
Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTIES
OF NATURAL BUILDING STONES
PART IV SHEAR STRENGTH
(First Revision)
Stones Sectional Committee, BDC 6
C/mirman Refiresenting
.%iRI c. B. L. MATH~R Public Works Department, Govermnent of Rajas-
than, Jaipur
Members
SHRI K. K. ACRAWALA Builders’ Association of India, Bombay
SHRI K. K. MADHOK (Alternate)
SHRI T. N. B~~ARGAVA Ministry of Shipping & Transport (Roads Wing)
CHIEF ARCHITECT Central Public Works Department, New Delhi
LALA G. C. DAS National Test House, Calcutta
SHRI P. R. DAS (Alternate)
DEPUTY DIRECTOR (RESEARCH) Public Works Denartment. Government of Uttar
Pradesh, Lugknow ’
DEPUTY DIRECTOR (RFSEARCII), Public Works Department, Government of Orissa,
CONTROL & RESE.~RCHI ,ABORA- Bhuvaneshwar
TORY
DR M. P. I)riIR Central Road Research Institute (CSIR), New Delhi
SHRI R. L. NANDA (Alternate)
DIRECTOR Engineering Research Institute, Baroda
DIRECTOR (CSMRS‘, Central Water & Power Commission. New Delhi
DEPU& DIRECTOR( CSMRS) (Alternate)
DIRECTOR, MERI Building & Communication Department, Govern-
ment of Maharashtra. Bombay
RESEARCH OFFICER, MERI (Alternate)
SHRI M. K. GUPTA HimalLy& Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATHAK (Altermzte)
DR IQBAL ALI Engineering Research Laboratory, Government
of Andhra Pradesh, Hyderabad
SHRI A. B. LINGAM (Alternate)
(Continued on page 2)
0 Copyright 1975
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.
L.IS : 1121( Part IV) - 1974
(Continfureodm pa ge 1)
Members Representing
SIIRI D. G. KADKADE Hindustan Construction Co Ltd, Bombay
SHRI V. 13. DFSAI (Alternate)
SHRI T. R. MEHANDRU Institution of Engineers (India), Calcutta
SHRI PREM SWARUP Department of Geology & Mining, Government
of Uttar Pradesh, Lucknow
Sam A. K. AGARWAL (Alternate)
DIZ A. V. 1~. RAO National Buildings Organization, New Delhi
DEPUTY DIRECTOR (MATERIALS)
(Allernate)
SIIRI lbf. L. SrJTHI Department of Geology & Mining, Government of
Raiasthan. Udainur
SHRI Y. N. DAVE (Alternate)
Da B. N. SINHA Geological Survey of India, Calcutta
SUPERINTENDINEGN GINEER Public Works Department, Government of Mysore,
Bangalore
SU~~. ~%DI.N G ENGINEER Public Works Department, Government of Tamil
(DESIGNS) Nadu, Madras
’ DEPUTY CHIEF ENGINEER( I & D)
(Alternate)
SUPERINTENDINGE NGINEER Public Works Department, Government of Andhra
Pradesh, Hyderabad
SU!%~N%N%~%ER Public Works Department, Government of West
(PLANNING CIRCLE) Bengal, Calcutta
SUPERINTENDINGS URVEYOR OP Public Works Department, Government of Hima-
WORKS chal Pradesh; Simla
SHRI M. V. YOGI Engineer-in-Chief’s Branch (Ministry of Defence)
SHRI J. K. CHARAN (Alternate)
SHRI D. AJITHA SIMHA, Director General, IS1 (Ex-o$jXo Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Deputy Director (Civ Engg), IS1
2IS : 1121 (Part IV) - 1974
Indian Standard
METHODS OF TEST FOR
DETERMINATION OF STRENGTH PROPERTTES
OF NATURAL BUILDING STONES
PART IV SHEAR STRENGTH
(First Revision )
0. FOREWORD
0.1 This Indian Standard (Part IV) (First Revision) was adopted by
the Indian Standards Institution on 1 October 1974, 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 and 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 strength properties of
various stones. This standard covering compressive, transverse and shear
strength properties was published in 1957 and is being revised based on the
actual use of it in the past 17 years and the experience gained in testing fat
these properties in the various research laboratories of this country. In
this revision, property of tensile strength has also been added which is also
important for assessing the suitability of stone.
0.2.1 This standard is now being issued in four parts, each part covering
a specific property. Part IV covers the determination of shear strength
of natural building stones.
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 IV) lays down the procedure for determination
of shear strength of natural building stones used for constructional purposes.
*Rules for roundingo ff numerical values (revised).
3IS : 1121 (Part IV) - 1974
2. SELECTION OF SAMPLE
2.1 The 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 from
the natural rock, as described in 2.2.1 and 2.2.2 and shall be of adequate
size to permit the preparation of the requisite number of test pieces.
2.2.1 Stones from Ledges or Quarries-The ledge or quarry Sate of the
stone shall be inspected to determine any variation in different strata.
Differences in colour, texture and structure shall he observed. Separate
samples of stone weighing at least 25 kg each of the unweathered specimens
shall be obtained from all strata that appear to vary in colour, texture and
structure. Pieces that have been damaged by blasting, driving rvedges,
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 hc obtained.
The different kinds of stones and their conditions 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,shalI be
selected.
3. TEST PIECES AND CONDITIONING
3.1 Saws shall be used for making test pieces from samples selected in
accordance with 2. Use of hand tools, such as chisel for cutting shall
not be permitted.
3.2 The load-bearing surfaces shall be finished to as nearly true and parallel
planes as possible by using rock cuttings saws, grinding, polishing wheels,
abrasive powder. The test pieces shall be measured to the nearest 0.2 mm
at the centre section.
3.3 The load-bearing surfaces and the direction of the rift shall be carefully
marked on each test piece after finishing.
3.4 Test piece for use in the Johnson shear tool shall be bars 50 x 50 mm
in section and not less than 180 mm in length.
3.5 Test piece for use with the Dutton punching shear device shall be
slabs 30 mm. in thickness, 100 mm in width and not less than 100 mm in
length.
3.6 Three test pieces shall be used for conducting the test in each of the
4IS : 1121 (Part IV) - 1974
conditions mentioned in 3.6.1 and 3.6.2. In each of these conditions,
separate tests shah be made for the specimen when load is parallel to the
rift and perpendicular to the rift.
3.6.1 Test pieces to be tested in the dry condition shall be dried in an
oven at 105f5”C for 24 h and cooled in desiccator to room temperature
(20 to 30°C).
3.6.2 The test piece shall be immersed in water maintained at room
temperature (20 to 30°C) for 72 h before testing and shall be tested in
saturated condition.
4. APPARATUS
4.1 The apparatus shall be either the modified Johnson shear tool (see Fig. 1)
or the Dutton punching shear device (see Fig. 2A and 2B) in conjunction
with any standard testing machine of sufficient capacity.
4.2 When the Dutton punching shear device is used, a spherical bearing
Mock of sufficient size to cover the upper end of the plunger of the punching
shear device shall be used.
5. PROCEDURE
5.1 Using Johnson Shear Tool-The test piece shall be carefully
centred in the shear tool as shown in Fig. 1 and the bolts drawn up tightly.
The tool shall then be centred in the testing machine with the centre of the
spherical block in contact with the centre of the top portion of the plunger
of the shear tool. Accurate adjustments shall be made by hand under
a small initial load. The speed of the moving head of the testing machine
during the application of the load shall be not more than one millimetre
per minute, During the test, the beam of the testing machine shall be
kept constantly in a floating position.
5.2 Using Dutton Punching Shear Device - Centre lines shall be laid
off on one surface of the slab and the thickness of the slab shall be measured
to the nearest 0.2 mm at not Iess than three points approximately equi-
distant around the circumference of a 50 mm circle centred on the inter-
section of the two centre lines. The test piece shall be carefully centred
between the upper and lower plates of the punching device so that the
measured section of the test piece is under the plunger. The upper plate
shall be carefully lowered to contact the test piece. The punching device
shall then be centred in the testing machine with the centre of the spherical
bearing block in contact with the centre of the top portion of the plunger
of the shear device. Accurate adjustment shall be made by hand under
a small initial load. The speed of the moving head of the testing machine
during the application of the load shall be not more than 1 millimetre per
minute. During the test, the beam of the testing machine shall be kept
constantly in a floating position.
5IS: 1121 (Part IV) - 1974
6. EVALUATION AND REPORT OF TEST RESULTS
6.1 Using Johnson Shear Tool-The shear strength of the text piece
shall be calculated as follo\vs:
,s’ L1. 1;
2A
\L.llClT
,S --: sllcar stlenglll in lig/cm2,
II7 -- total maximum load in kg indicated by the testing machine,
and
.4 -= area in ems of the centre cross-section of the test piece.
6.2 Using Dutton Punching Shear Device -- The shear strenglh of the
test piccc tcstcd shall be calculated as follows:
s __ WC-W*
_;-
77DT
\cherc
S = shear strength in kg/cm”,
W, = total maximum load in kg indicated by the testing machine,
W.. = initial load in kg required to bring the plunger in contact
with the surface of the specimen,
D :=d iameter in cm of the plunger, and
7. = thickness in cm of the specimen.
6.3 The average of all the three results separately for each condition
(see 3.6) shall bc calculated and taken as the shear strength of the test piece
and shall bc expressed in lg/cm2.
6.4 Identification of the sample, date when sample was taken and type 01
stone shall be reported.
6.5 The size and shape of test piece used in the tests shall be indicated.
6.6 The type of shear appliance used shall also be indicated.
i:
i’.^. . ” .’
;*’
. J 1 a,.
,,,bl*OO mm 8 HOLE SLIDE
FIT ‘WITH PLSNGER
WITH POSTS ON
LOWER MEMEEH
216 -------A
-95 0- 25mm 8 POSTS SLIOE FIT WITH
t,7 5 0- //2 2GPmOmST S0 , HOLES IN UPPER
/:
i I
I ,-
I
12 I I
I (
_ . ,
1 1
1 ’ I
/ I
I
12mm 8 DRIVE FIT
LOWER MEMBER
UPPER MEMBER
All dimensions in millimetres. 5f
$
2A Details of Parts
FIG. 2 DETAILS OF DUTTON PUNCHING SHEAR DEVICE - ContdIS : 1121 (Part IV) - 1974
STEEL PLUNGER
I
I
I
HELICAL SPRING
,-STEEL WASHER
SPECIMEN
UPPER MEMBER
LOWER MEMBER
2B Assembled View
FIG. 2 DETAILS OF DUTTON PUNCHING SHEAR DEVICE
10BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manakeqnsme
331 13 75 (Common to all Off ices)
Regional Offices : Telephone
Central : Manak Bhavan. 9, Bahadur Shah Zatar Marg. 331 01 31
NEW DELHI 110002 i
l Eastern ’ : 1114 C.I.T. Scheme VII M. “3”: :: z
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 22843
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 28348
! Peenya Industrial Area, 1st Stage. Bangalore-Tumkur Road. 39 48 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar. 55 40 n
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 53827
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 841037 2 67 05
Quality Matking Centre, N.H. IV, N.I.T., FARIDABAD 121001
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 98
5315 Ward No. 29. R.G. Barua Road, 5th By-lane, 33177
&UWAHAT~ 781603
5-8-56C L. N. GUUta Maw, ( Nampally Station Road ) 231083
HYDERABAD 5i)OOOl -
R14 Yudhister Marg, C Scheme, JAtPUR 302005 8 34 71
1171418 B Sarvodaya Nagar, KANPUR 208005 218876
Plot No. A-9, House No. 561163, Sindhu Nagar, Kanpur Roao. 55507
LUCKNOW 226005
Patliputra Industrial Estaie, PATNA 800013 62305
District Industries Centre Complex. Bagh-e-Ali Maidan.
SRINAGAR 190011
T. C. NO. 14/142i, University P. 0.. Palayam. 621 04
THIRUVANANTHAPURAM 695034
inspection Offices (With Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 52 51 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 5 24 35
PUNE 411005
‘Sales Office Calcutta is at 5 Chowringhee Approach. 27 6800
P. 0. Princep Street, CALClJlT’A
t Sales Office is at Novelty Chambers, Grant Road, eOMBAY 89 65 28
1 Sales Office is at Unity Building, Narasimharaja Square, 22 39 71
BANGALORE
Reprography Unit, BIS New Delhi. India
|
1029.pdf
|
IS : 1029 - 1970
(Reaffirmed 1997)
Indian Standard
SPECIFICATION FOR
HOT ROLLED STEEL STRIPS ( BALING )
( First Revision )
Fifth Reprint AUGUST 1998
( Incorporating Amendments No. 1 and 2 )
UDC 669.14-418.2-122.4
0 Copyright 197 5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADIJR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 March I 97 1
‘IS : 1029 - 1970
Indian Standard
SPECIFICATION FOR
HOT ROLLED STEEL STRIPS ( BALING )
( First Revision)
Wrought Steel Products Sectional Committee, SMDC 5
Chairman Representing
DR U. N. BHRANY The Indian Iron & Steel Co Ltd, Burnm
Members
SHRI M. ANJANEYULU Mining and Allied Machinery Corporation Ltd,
Durgapur
SHRI D. P. SANYAL ( Alternate )
SHRI N. C. BAGCHI National Test House, Calcutta
SHRI K. C. BANERJEE Guest, Keen, Williams, Ltd, Calcutta
DR S. BHATTACHARYA Directorate General, Ordnance Factories, Calcutta
SHRI D. SEN ( Alternate )
SHR~ P. K. CHAKRAVARN The Tata Iron & Steel Co Ltd, Jamshedpur
DR G. P. CHATTERJEE Indian Institute of Metals, Calcutta
SHRI B. N. DAS National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI D. M. DAYAMANA Mukand Iron & Steel Works Ltd, Bombay
SHRI S. K. DAM ( .4ltemate )
MAJ-GEN M. G. DEWAN The Tinplate Company of India Ltd, Golmuri
( Tatanagar )
SHRI S. BALA~HANKAR( Alternate )
DIRECTOR( it1 82 C ) Ministry of Railways
CHEMIST & METALLURGIST,
CHITTARANJAN LOCOMOTIVE
WORKS( Alternate )
SHRI K. C. Grxosa The Braithwait; Burn & Jessop Constructipn Co Ltd,
Calcutta
SHRI B. N. GUPTA Steel Re-Rolling Mills’ Association of India, Calcutta
SARI S. BANERJEE( Alternate )
SHRI HARCHANDS INGH The Indian Steel and Wire Products Ltd, Indranagar
SHRI R. R. KAPLISH ( Alternate )
JOINT DIRECTOR STANDARDS Ministry of Railways
( WAGON)
JOINT DIRECTOR( IRON & STEEL)
( Alternate )
SHRI M. N. KHANNA Hindustan Steel Ltd, Bhilai
SHRI U. C. SHARMA( Alternate)
SHRI D. P. LAHIRI Ministry of Defence ( R & D )
SHRI S. R. SAEIAY( Alternate )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
hlANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002ISI 1029- 1970
( continuodfiom page1 )
Members Reprcscnting
DR D. M. LAKHIANI The Indian Iron & Steel Co Lt& Burnpur
,Smr K. H. SHARMA ( Ahxate )
Smu P. LAXYINARAYANA Hindustan Shipyard Ltd, Visakhapatnam
SHRI G. S. LIITLEJOHN The Metal Box Co of India Ltd, Calcutta
Ssbx K. R. NARASIMHAN( Alternate )
Smx MOHAN PRASAD Hindustan Steel Ltd, Rourkela; and Boilers Sectional
Committee, EDC 40, IS1
SHRI DEEPAK CHA~TERJEE ( Alfcrnate )
SHRl P. R. NAIR Iron and Steel Control, Calcutta
SHRX A. B. PAUDA Indian Engineering Association, Calcutta
SHRI E. ABRAHAM ( Alternate )
Da S. R. PRAMANIK Hindustan Steel Ltd, Durgapur
DR B. R. DEORA~ ( Alternate )
SWRI P. G. V. RAo Inspection Wing, Directorate General of Supplies 8r
Disposals, New Delhi
SWRI D. K. IZAY ( Alternate )
SHRI D. V. REDDI Ministry of Defence ( DGI )
SHRI M. M. GUPTA ( Alternate )
SHR~ I. M. SAKHUJA Industrial Fasteners Association of India, Calcutta
SHRI M. M. MURARKA ( Alternate )
TECHNICALA DVISER ( BOILERS ) Central Boilers Board ( Ministry of Industrial
Development, Internal Trade & Company
Affairs)
SHR~K . S. VAIDYANATHAN M. N. Dastur & Co Private Ltd, Calcutta
SHRI R. K. SRIVASTAVA, Director General, IS1 ( Ex-o&o Member )
Deputy Director ( Strut & Met )
( Secretary )
2IS : 1029 - 1970
Indian Standard
SPECIFICATION FOR
HOT ROLLED STEEL STRIPS (BALING)
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 30 November 1970, after the draft finalized by
the Wrought Steel Products Sectional Committee had been approved by
the Structural and Metals Division Council.
0.2 This standard was first issued in 1956. As a result of experience gained
during these years, it has been decided to cover the requirements for hot
rolled strips of nominal thickness less than- 3 mm and width less than
75 mm, known as baling hoop. The tolerance requirements for hot rolled
strips have also been modified as per the manufacturing practice in the
country.
0.3 This standard contains clauses which call for agreement between the
purchaser and the manufacturer. Such clauses are 3.1, 8.1, 8.3 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 : 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 for hot rolled steel strips of
three grades, soft, medium and hard, of a nominal thickness of less than
3 mm and width less than 75 mm, known as baling hoop.
2. SUPPLY OF MATERIAL
2.1 Gcnelal rrrluirements relating to the supply of hot rolled steel strips
shall conlbrm to IS : 1387-19677.
_~ __.__.-__ .._.~. _
*Rules for rouding off numerical valurs ( lcciscd ).
fGencrn1 rcquircments for the supply OCm etallurgical materials (first rckion )._A . -_I_. _. -_-_
Is : 1029 - 1970
3. MANUFACTURE
3.1 The strips shall be manufactured from steel made 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.
4. CHEMICAL COMPOSITION
4.1 The ladle analysis of steel when made in accordance with IS : 228- 1959”
shall be as given below:
Grade Sulphur Phosfihorus
Percent Percent
Max Max
Soft O-060 O-060
Medium 0.060 0.060
Hard o-050 0.050
4.2 Product Analysis - The p&duct analysis shall be carried out on the
finished product from the standard position. Permissible variation in case
of such product analysis from the hmits specified in 4.1 shall be as follows:
Constituent Variatian Over the Sbecijed
.*
Maximum Limits, Max
Percent
Sulphur 0.005
Phosphorus 0.005
5. MECHANICAL PROPERTIES
5.1 Sampling- One tensile test and two bend tests shall be conducted
for every 10 tonnes or part thereof of the material of the same thickness and
width. Test samples may bc taken from either end of the strips and shall
be at least 1.5 metres in length.
5.2 Tensile Test - The tensile properties obtained from test pieces, when
tested in accordance with IS : 1663 ( Part I )-1960t, shall be as specified
in Table 1.
*Methods of chemical analysis of pig iron, cast iron and plain carbon and low-alloy
steels ( reuired ).
TTensile testing of steel sheet and strip : Part I Steel sheet and strip of thickness @5 mm
to 3 mm. ( Since revised ).e---- _“.“._.“__.____ .I _l”_- -._I._. .-...
;_.I_ _l___-i-.__l_“_._- . .._ ~. __~ __-.- . -- .-.-...- - ,“-1.1.--_1.-
IS : 1029 - 1970
TABLE 1 TENSILE PROPERTIES
( Clauses5 .2 and 5.3.2 )
GRADE TENSILE STRENGTH ELONGATION, Min, FOR BENDTEST
kgf/mn$ GAUCE LENGTH ( 180")
~---A______~ INTERNAL DIA-
5%51/~ 200 mm HETEROPTHE
Percent percent BEND
Soft 47 to 55 25 18 21’
wedium Over 55 to G3 22 15 41
Hard Over 63 to 709 15 12 4t
*t thickness of the strip.
5.3 Bend Test -Bend test shall be carried out in accordance with
IS : kB92-1960*.
5.3.1 The bend test piece shall be cut so that the longer axis of the
test piece is parallel to the direction of rolling.
5.3.2 The test piece shall be bent cold through 180”. The internal
diameter of the bend for different grades of material shall be as given in
Table 1. The test piece shall be deemed to have passed the test if the
outer convex surface is free from cracks.
5.3.2.1 It is sometimes difficult to ensure that the material is accu-
rately foll_owing the radius. In case of dispute, the test piece may be
pushed i&o a block of lead by a former of appropriate diameter.
6. RETEST
6.1 Should any one,of the test pieces first selected fail to pass any of the
tests specified in this standard, two further samples shall be selected from
the same lot 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 requirement of that parti-
cular test. Should the test pieces from either of these additional ‘samples
fail, the material represented by the test samples shall be deemed as not
cumplyin,g with this :<tandard.
7. FREEDOM FROM DEFECTS
7.1 Tile material shall be free from harmfiA defects.
*Methods for simple bend testing of stcrl shcrt and strip less than 3 mm thick.
5IS : 1029 - 1970
8. DIMENSIONS AND TOLERANCES
8.1 Unless otherwise specified, the hot rolled steel strips shall be supplied
in dimensions as per agreement between the purchaser and the
manufacturer.
8.2 Tolerance on thickness and width of the hot rolled steel strip shall not
exceed the following limit:
Tol07rnce
mm
Thickness f 0.16
Width f2
8.3 Unless otherwise specified, the hot rolled strips shall be supplied in
lengths which shall be at the manufacturer’s option subject to tolerances
mutually agreed to between the purchaser and the manufacturer.
9. FINISHING AND PACKING
9.1 The requirements in regard to finishin, u and packing shall be subject to
agreement between the purchaser and the mantifacturer, hut in the case of
strips required for baling jute, they shall be lacquered.
10. MARKING
10.1 Each length of strip shall be marked indicating the size and grade of
the material.
10.1. The product may also be marked with Standard mark.
lo..2 The use of the Standard Mark is governed by the provisions of the
Bureau o/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.BUREAU 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: Telephonf!
Plot No. 2019. Site IV, Sahibabad Industrial Area, SAHIBABAD 201010 8-77 00 32
Regional Offices:
Central : Manak Bhav?, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/l4 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 Olfices:
‘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, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No: 29, R. G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-58C, L. N. Gupta Marg. Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1‘171418 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 Estite, PATNA 800013 26 23 05
T. C. Nd. 1411421, University P. 0. Palayam, 6 21 17
THIRUVANANTHAPURAM 695034
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, PUNE 411005 32 38 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 Prlntlng Press, Khurja, India
*
..
AMENDMENT NO. 3 NOVEMBER 2002
TO
IS 1029:1970 SPECIFICATION FOR HOT ROLLED
STEEL STRIPS (BALING)
(First Revision)
( Page 3, clause 0.3 ) — Insert the following new clause after 0.3 and
renumber the subsequent clause :
‘0.4 For all the tests specified in this standard ( chemical/physical/others ), the
method as specified in relevant 1S0 standard may also be followed as an
alternate method.’
(MTD4)
ReprographyUnit,BIS,NewDelhi,India
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1173.pdf
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IS I 1173 - 1978
( Reaffirmed 1988 )
Indian Standard
SPECIFICATION FOR
HOT ROLLED AND SLIT STEEL TEE BARS
( Second Revision )
Seco~ld Reprint DECEMBER 1995’
UiC 669.14-423.4-122.4
0 Wyight 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MAR0 j
NEW DELHI 110002
Gr 2 ,October 1978 IIS r 1173 - 1978
( Reaffirmed 1998 )
Indian Standard
SPECIFICATION FOR
HOT ROLLED AND SLIT STEEL TEE BARS
( Second Revision )
Structural Sections Sectional Committee, SMDC 6
Chainnan Representing
SHRI M. DHAR Kamani Engineering Corporation Ltd,.Bombay
Members
SHRI S . BANERJ EE Steel Re-Rolling Mills Association of India,
Calcutta
SHRI N. BRATTACRARYA Garden Reach Workshops Ltd, Calcutta
SHRI N. S. CHATTR~E Hindustan Steel Ltd, Bhilai
SHRI V. MUKUN~AN ( Alternate )
SRRI B. B. CHAKRAVERTI Superintendence Co of India ( Pvt ) Ltd, Calcutta
SRRI A. K. SHONE ( Altmate )
CHIEF ENGINEER Central Design Organization, Central Public
Works DeoIa rtment. ’ New Delhi
EXECVTIVE ENQINEER ( AIternafe )
SHRI D. S. DESAI M. N. Dastur & Co Private Ltd, Calcutta
SRRI D. GADR Tata Iron and Steel Co Ltd, Jamshedpur
SARI G. R. NA~AR ( Altnnatc )
SHXI M. GANQVLY Hindustan Steel Ltd, Durgapur
SHRI J. PAVLRAJ ( Alternate )
SRRI A. K. GVHA Inspection Wing, Directorate General of Supplies
and Disposals, New Delhi
SRRI P. C. MVSTAFI ( Alternate )
SERI M. P. JASVJA Research and Development Organization,
Hindustan Steel Ltd, Ranchi
JOINT DIRECTOR STANDARDS Ministry of Railways
( WAQON ), RDSO
JOINT DIRECTOR STANDARDS
( B & S ), RDSO ( Alternate )
SHRI OM KROSLA EMC Projects Pvt Ltd, Calcutta
SHRI S. N. SINCH (Alfernate )
SHRI P. LAXMINAHAYANA Hindustan Shipyard Ltd, Visakhapatnam
SHRI V. S. NARAYANAI~AO ( Alternate )
( Continued on page 2 )
@ Copyight 1978
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyriglrl 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 : 1173- 1978
( Continuedfrom page 1 )
Members Refiresenting
SIIRI P. R. MERH Indian Iron and Steel Co I.td, Burnpur
SHRI S. K. MITRA (Alternate)
SHRI P. K. MUKI~E~ JEE The Braithwaite and Co Ltd, Calcutta
SHRI D. B. NAIK Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI D. D. RAMA RAO ( Alternate )
SHRI P. V. NAIK Richardson and Cruddas Ltd. Bombav
SHRI V. y. PATHAK Hindustan Steel Ltd, Rourkela ’
SHRI P. S. RANQAVITTALAN Iron & Steel Control, Calcutta
SHRI S. K. SADIZIJ Jessop and Co Ltd, Calcutta
SRRI S. C. CI~AKRABARTI ( Alternnte)
SHRI N. S. SAMBASIVAM Tube Investment of India Ltd, Madras
SHRI A. S. SHETTY ( Alternate )
SHRI M. C. SARAN~~HAR Stup ( India) Ltd, Bombay
SHRI M. K. CHATTERJEE ( Alternate )
SRRI P. K. SOM Institution of Engineers ( India ), Calcutta
SHRI D. SRINIVA~AN Joint Plant Committee, Calcutta
SHRI B. P. GHOSH I Alternate 1
SIIRI K. S. SRINIVASAN‘ ’ National Buildings Organization, New Delhi
SHRI H. K. JAQWANI ( Alternate )
SHRI K. SURYANARAYANAN Indian Aluminium Co Ltd, Calcutta
SIIRI R. K. MEHTA ( Alternate )
SHRI C. R. RAMA RAO, Director General, L%i ( Ex-ojicicioM ember )
Director ( Strut & Met )
Secretary
SHRI M. S. NAQARA J
Deputy Director ( Strut & Met ),,BIS
2IS:1173-1978
Indian Standard
SPECIFICATION FOR
HOT ROLLED AND SLIT STEEL TEE BARS
( Second Revision)
0. FOREWORD
0.1T his Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 10 April 1978, after the draft finalized by the
Structural Sections Sectional Committee had been approved by the Struc-
tural and Metals Division Council.
0.2 This standard was first published in 1957 covering a’ wrde range of
hot rolled and slit tee’bars and was revised in 1967, which covered slit
tee bars to be produced by slitting some of the Indian Standard light
weight, medium weight and H-beam sections conforming to IS : 808-
1964*.
0.2.1 In this revision Indian Standard provisional slit medium weight
tee bars have been deleted since the Indian Standard provisional medium
weight beam sections have been regularized as Indian Standard medium
weight sections. with slight modifications in their dimensions and have
now been covered in IS : 808 ( Part I )-19737. The dimensions of Indian
Standard slit medi,um weight tee bars have been modified to bring them
in line with IS : 808 ( Part I )-1973t. The geometrical properties have
been expressed in SI units.
0.3 In the preparation of this standard, the Sectional Committee has kept
in view the manufacturing and trade practices followed in the country in
this field.
0.4 For the purpose ‘of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960$. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
*Specification for rolled steel beam, channel and angle sections (revised).
tDimensions for hot rolled steel beams: Part 1 MB series ( second revision ).
SRules for rounding off numerical values ( revised ).
3IS t 1173 - 1978
1. SCOPE
1.1 This standard lays down the nominal dimensions, weight and basic
sectional properties of hot rolled and slit steel tee bars.
2. DEFINITIONS
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Y-Y Axis - A line passing through the centre of gravity of the profile
of the section, parallel to the axis of the web of the section.
2.2 X-X Ads - A line passing through the centre of gravity of the profile
of the section and at right angles to the T-T axis.
3. SYMBOLS
3.1 Letter symbols used in this standard have been indicated in Fig. 1,
Fig. 2 and Table 1. Other letter symbols used in the standard have the
meaning indicated against each as given below:
a = Sectional area in sq cm
Calculated weight in kg/m = ( 0.785 a )
W =
C, = Distance of centre of gravity from top of flange
I,: = Moment of inertia about the X-X axis
I I yy = Moment of inertia about the T-T axis
exx = Distance of extreme fibre from the X-X axis
Distance of extreme fibre from T-T axis
eYY =
x*-s= Modulus of section about the X-X axis
<rr=*; = Modulus section about the T-T axis
--
rxx = _I XX = Radius of gyration about the X-X axis
4 a
-.
I
ryy = _-KY_ = Radius of gyration about the T-T axis
J a
D = The angle between. the web and flange of the section, in
degrees.
4. CLASSIFICATION
4.1 Indian Standard Hot-rolled Steel Tee Bars may be classified as
follows:
a) Indian Standard Rolled Normal Tee Bars ( ISNT ),
b) Indian Standard Rolled Deep Legged Tee Bars ( ISDT ) ,
4I_^ ”^ . _. _,... ._I____., __.__
L_ . . _ .-_ _ __,_______Il_“__._...-.,_-_ ..--. -.-
IS : il73 - 19?8
c) Indian Standard Slit Light Weight Tee Bars ( ISLT ),
d) Indian Standard Slit Medium Weight Tee Bars ( ISMT ), and
e) Indian Standard Slit Tee Bars from H-Sections ( ISHT).
Y
FIG. 1 ROLLED NORMAL TEE BAR ( ISNT )
i
FIG. 2 SLIT TM:. BAR ANT) DEEP LEGGED TEE BAR
5fS : 1173 - 1978
4.2 For shop marking and drawing office purposes, the following
abbreviated reference symbols may also be permitted provided specific
understahding exists between the fabricator, the producer and the drawing
office that members designated by these symbols refer only to Indian
Standard Sections:
ClassiJication Abbreviated Reference Symbols
ISNT NT
ISDT DT
ISLT LT
ISMT .MT
ISHT HT
5. DIMENSIONS A&D PROPERTIES
5.1 Nominai dimensions and weight of Indian Standard Tee Bars shall be
as given in Table 1.
5.2 The tolerances on the dimensions shall be as specified in IS : 1852
1973*.
*Rolling and cutting tolrrancrs for hot-roll4 steel prodwts ( ~rrond revision ).
6IS : 1173- 1978
TABLE 1 NOMINAL DIMENSIONS, WEIGHT AND GEOMETRICAL PROPERTIES OF INDIAN STANDARD TEE BARS
( Clauses 3.1 and 5.1 )
WEIGHT SECTIOSAL SIZE THICK- THICK- RADIUS RADIUS SiOPE CENTRE MOMENTS OF RADII OF MOUULIOF
(w) ( Now- NESS OF NESSOF OF OF INERTIA GYRATIOX SECTIOX
NAL ) WEB FLAXGE RAOTOT T% FLANGE GRAVITY r---'-----, ,____A-_-7 r-----
(hxb) ( tw 1 (tf) (Q ) (rt) CD") POSITION IXS IYY IXX TYY GY
-
(Cxx)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16)
kg/m mm2 mmxmm mm mm mm mm mm 106mm’ 106mm4 mm mm 103mm3 103mm3
Indian Standard Normal Tee Bars
ISNT 20 1.1 145 20x20 4.0 4.0 4.0 3.0 ;:!j 0.005 0.002 5.8 4.1 0.3 0.2
ISNT 30 226 30x30 4.0 4.0 5.0 3.5 0.018 0.008 5.9 0.8 0.5
IS1L’T 40 ;:i 445 40x40 6.0 6.0 4.0 11.4 0.061 0.029 tY.8” 8.1 1.5
ISNT 50 4.4 566 50x50 6.0 4.0 13.5 0.123 0.057 14.7 10.1 3’:: 2.3
ISNT 60 5.4 685 60x60 ::; 6.0 6.5 4.5 ( &Fig. 1 ) 15.6 0.214 0.097 17.7 11.9 4.8 3.2
ISNT 75 10.0 1270 75x75 . 9.0 9.u 8.0 5.5 20.4 0.620 0.292 22.1 15.2 11.4 7.8
ISNT 100 14.9 1900 100x 100 10.0 10.0 9.0 6.0 26.2 1.64 0.768 29.4 20.1 22.2 15.4
ISNT 150 22.7 2 890 150x 150 10.0 10.0 10.0 7.0 36.1 ‘5.4t 2.50 43.3 29.4 47.5 33.4
Indian Standard Deep Legged Tee bars
ISDT 100 8.1 1040 100x50 10.0 8-O 4.0 30.3 0,990 0 096 30.9 9.6 14.2 3.8
ISDT 150 15.7 2 000 150 x 75 11.6 9.0 4.5 $1 47.5 4.50 0.370 47.5 13% 43.9 9.9
Indian Standard Slit Light Weight Tee Bars*
ISLT 200 28.4 3G20 200 x 165 8.0 12.5 16.0 8.0 ;;: 47.8 12.i 3.58 59.2 31.5 83.3. 43.4
ISLT 250 37.5 4 780 250 x 180 9.2 14.1 17.0 8.5 64.0 27.7 5.32 76.2 33.4 149.2 59.1
Indian Standard Slit Medium Weight Tee Barst
ISMT 59 5.8 735 50x70 4.5 7.5 9.0 45 98” 10.4 0.108 0,177 12.1 15.5 2.7 5.05
ISMT 62.5 6.7 850 62.5 x 70 5.0 8.0 9.0 4.5 $1 13.9 0.218 0.192 16.5 15.1 4.4 5’50
ISMT 75 7.5 955 75x 75 5.0 8.0 9.0 4.5 17.3 0,412 0.234 20.8 15.7 7.1 6.25
ISMT 87.5 9.8 1 240 87.5 x 85 9.0 10.0 5.0 98” 20.6 0.756 0.384 24.7 17.6 11.3 9.00
ISMT 100 12.7 1620 100 x 100 5”:; 10.8 11.0 5.5 98” 21.3 1.16 0.750 26.8 21.5 14.7 15.0
Indian Standard Slit Tee Bars from H-Section:
ISHT 75 15.3 1950 75x 150 8.4 9.0 8.0 4.0 94” 16.2 0.962 2.30 22.2 34.4 16.4 30.1
ISHT 100 20.0 2 550 100 x 200 7-8 9.0 9.0 4.5 94” 19.1 I.94 4.97 z’i?i 44.2 24.0 49.3
ISHT 125 27.4 3 480 125 x 250 8.8 9.7 10.0 5.0 23.7 4.15 10.0 34.5 53.7 41.0 79.9
ISHT 150 29.4 3 740 150x250 7.6 10.6 11.0 5.5 ;:: 26.6 5.74 11.0 39.2 54.1 46.5 87.7
*Slit from ISLB 200 and ISLB 500.
TSIit from MB 100, 125, 150, 175 and 200
SSlit from ISHB t50, 200, 250 and 300.
7BUREAU OF INDIAN STANDARDS
H8adquarws:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI-1 10002
Teletphones : 331 01 31
331 1375
Telegrams : Manaksanstha
(Common to ail Offices)
Regional Otkes: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 331 01 31
331 1375
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Northern : SC0 335338, Sector 34-A, CHANDIGARH 180 022 80 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 800113 23523 15
tWestern : Manakalaya, E9 MIDC, Marol, Andheri (East), BOMBAY 4OW93 832 92 95
Branch Offices:
‘Pushpak’, Nurmohamed Shafkh Marg, Khanpur, AHMADABAD 380001 301348
$ Peenya Industrial Area, 1s t Stage, BangaforsTumkur Road,, 39 49 55
BANGALORE 660058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 482003 55 40 21
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Kaiaikathir Building, 6/48 Avanashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 18 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 118 G.T. Road, GHAZIABAD 201001 8-71 19 98
53/5 Ward No. 29. R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-856C L.N. Gupta Marg, Nampatiy Station Road, HYDERABAD 500001 20 1‘0 83
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LUCKNOW 226001
Patiiputra Industrial Estate, PATNA 800013 26 23 05
C/o Smt. Sunita Mirakhur,, -
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T.C. No. 140421, University P.O., Palayarn, THIRUVANANTHAPURAM 895034 6 21 17
lnspecfion OMcss’(With Sale Point):
Pushpanjali. 1st floor, 205-A, West High Court Road, Shankar Nagar Square, 525171
NAGPUR 440010
Institution of Engineers (India) Buikfing 1332 Shivaji Nagar, 32 36 35
PUNE 411005
* Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 99 65
CALCUTTA 700072
tSaies Office is at Novelty Chambers, Grant Road, BOMBAY 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narasimharaja Square, 22 39 71
BANGALORE 560002
Printed at Printograph, Karol Bagh, New Delhi
|
1239_2.pdf
|
IS 1239 ( Part2) : 1992
Indian Standard
SPECIFICATIONF OR MILD STEEL TUBES,
TUBULARSANDOTHER WROUGHT
STEEL FITTINGS
PART 2 MILD STEEL SOCKETS TUBULAR AND OTHER WROUGHT
STEEL PIPE FITTINGS
( Fourth Revision )
First Reprint JULY 1992
UDC 621*643*41-034.141~24
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 1992 Price Group 11Steel Tubes, Pipes and Fittings Sectional Committee, MTD 19
FOREWORD
This Indian Standard ( Part 2 ) ( Fourth Revision ) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Steel Tubes, Pipes and Fittings Sectional Committee had been
approved by the Metallurgical Engineering Division Council.
This standard was first issued in 1969. After reviewing the standard, the committee responsible for
preparation of the standard, had prepared a revision incorporating the following major changes:
a>T he scope has been modified to cover the requirements of back nuts given in
IS 3468 : 1975 ‘Specification for pipe nuts (first revision )‘. In Table 3, requirements of
back nuts have been deleted since these are covered in the relevant standard.
b) A new clause has been added to permit the manufacturer to make plain-end fittings
without screwing.
cl Table 27 has been modified to cover both male taper thread size ( external ) and female
parallel thread size ( internal ).
d) Expansion test and other requirements have been included for sockets on the basis of
IS 1239 ( Part 1 ) : 1990 ‘Mild steel tubes, tubulars and other wrought steel fittings -
Specification : Part 1 Mild steel tubes (fflh revision )‘, to make the requirements for
sockets complete.
e>A mendments No. 1 and 2 issued to the standard have been incorporated.
Malleable cast iron pipe fittings are covered by IS 1879 : 1987 ‘Specification for malleable cast
iron pipe fittings ( second revision )‘.
The nominal bores specified in the standard and the corresponding nominal sizes of pipe threads
according to IS 554 : 1985 ‘Dimensions for pipe threads where pressure tight joints are required
on the threads ( third revision )’ are given in Annex B for information.
The standard keeps in view the manufacturing and trade practice followed In the country in this
field. In preparing this standard assistance has been derived from the following publications:
BS 1387 : 1967 Specification for steel tubes and tubulars ( suitable for screwing to
B. S. 21 Pipe threads ), issued by the British Standards Institution ( BSI ).
BS 1740 : 1965 Specification for wrought pipe fitting, iron and steel ( screwed B. S. P.
thread ), issued by the British Standards Institution ( BSI ).
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 same as that of the
specified value in this standard.Is 1239(Part 2'):1 9!I2
Indian Stamiard
SPECIFICATION FOR MILD STEEL TUBES,
TUBULARS AND OTHER WROUGHT .
STEEL FITTINGS
PART
2 MILD STEEL SOCKETS TUBULAR AND OTHER WROUGHT
STEEL PIPE FITTINGS
( Fourth Revision )
1 SCOPE 4.2.1 Type of Fittings
1.1 This standard ( Part 2 ) covers the The types of fittings are denoted as elbow,
requirements for butt welded and seamless, tee, cross, etc.
plain ended, screwed and socketed mild steel
4.2.2 Size Designation
tubulars and other welded and seamless wrought
steel pipe fittings. The requirements of back This is determined by the nominal bore in
nuts are covered in IS 3468 : 1975. millimetres of the pipe at the outlets.
2 REFERENCES 4.2.2.1 Equal fittings
2.1 The Indian Standards listed in Annex A are Where all outlets in a given fitting are of the
necessary adjuncts to this standard. same size, the fitting shall be referred to by
that one size, irrespective of the number of the
3 TERMINOLOGY outlets.
3.0 For the purpose of this standard, the
4.2.2.2 Unequal fittings
following definitions shall apply.
These are referred to by the size of each outlet.
3.1 Fittings - Term used to denote fittings like
elbows, tee, cross, etc. 5 SUPPLY OF MATRRIAL
3.2 Socket - The screwed coupling utilized in 5.1 General requirements relating to the supply
jointing the tubes together. of mild steel tubulars and other fittings shall
conform to IS 1387 : 1967.
NOTE - The term %ocket’ is synonymous with
the term ,coupling*.
6_MANUFACTURE
3.3 Tube ( Pipe ) - Along, hollow, open-ended
object circular or other cross-section. The 6.1 Tubulars conforming to this standard shall
terms tube and pipe are often used be made from tubes which comply with all the
synonymously. appropriate requirements of IS 1239 ( Part 1 ) :
1990.
3.4 Tubular - A term used to include pieces,
long-screws, bends springs, return bends and 6.2 Sockets
barrel nipples.
Sockets shall be manufactured from mild steel
4 DESIGNATION by any of the following pocesses:
4.1 Mild steel sockets and tubular covered by a) Hot-finished seamless ( HFS ),
this standard shall be designated by their
b) Electric resistance welded ( ERW ),
nominal bore.
c) High frequency induction welded
4.2 Other wrought steel fittings shall be ( HFIW ), and
designated giving the following particulars in
d) Hot-finished welded ( HIV ).
the sequence shown:
a) Type of fittings ( see 4.2.1 ), and NOTE - Hand welding of sockets may be permitted
provided the test requirements for the sockets
b)I Size designation (. see 4.2.2 1I covered by this standard are complied with.IS1239(Part2):1992
6.2.1 All sockets shall be either welded or 8.2 Nipples
seamless as agreed to between the purchaser
Close taper and running nipples shall be made
and the manufacturer.
only from heavy tubes. Barrel nipples shall be
6.2.2 All elctric welded sockets ( medium and made either from medium or heavy tubes. The
heavy class ) used for steam services shall be dimensions of nipples shall be as given in
normalized. Table 2.
6.3 Other Fittings 8.3 Longscrews ( Connectors )
Other wrought steel pipe fittings shall be manu- 8.3.1 Longscrews ( connectors ) shall be made
factured from mild steel by any approved only from heavy tube and shall be supplied
process. single or double, as may be specified, and shall
conform to the appropriate dimensions given
6.3.1 Unless otherwise specified by the purcha- in Table 3.
ser. all fittings shall be manufactured with
thread connections, complying with the 8.3.2 The sockets shall be suitably faced on
requirements of IS 554 : 1985. At the request the end which the back nut abuts. The face of
of the purchaser, the manufacturer is permitted the back but which abuts against the sockets
to make plain end fittings without screwing as shall be concave at an angle of approximately
per the dimensions given in the relevant Tables. I zo
IJ .
6.4 The steel from which the fittings are made, 8.3.3 The parallel threads on the longscrew
when tested in accordance with IS 1894 : 1972 and in the socket shall, in addition to
shall show on test a minimum tensile strength. complying with the appropriate requirement of
of 320 MPa. The percentage elongation on a IS 554 :\ 1985, be of such a size that the socket
gauge length of 5.65 J% ( where S, is the runs on the connector . hand-tight without
original cross section of the test specimen ) perceptible shake.
shall not be less than 9 500 divided by the tensile
NOTE - When it is necessary to use longscrew for
strength of the specimen.
running joints, the threads of the longscrew which
accommodates. the running socket and back nut
7 CHEMICAL COMPOSITION shall be parallel.
This type of joints is permissible for low pressures,
7.1 The ladle analysis of steel shall not show but is not recommended for higher pressures or for
sulphur and phosphorus in amounts exceeding work in which there are wide variations of
O-06 percent each. temperature.
7.1.1 The ladle analysis of steel shall be carried 8.4 Bends and Springs
out either by the method specified in IS 228 or
8.4.1 Bends and springs shall conform to the
any other established instrumented/chemical
appropriate dimensions given in Table 4. A
method. In case of dispute the procedure given
tolerance of fl-5” on the specified angle shall
in IS 228 and its relevant parts shall be refuel
be permitted.
method. However, the method is not given in
IS 228 and its relevant parts, the refuel method
8.4.2 Type 1A bends shall be made only from
shall be agreed to between the purchaser and
heavy tubes, and in addition to conforming to
the manufacturer.
the appropriate dimensions given in Table 4,
7.1.2 Product Analysis shall be fitted with sockets and back nuts
conforming to the requirements given in 8.3.2.
The maximum permissible variation of sulphur
and phosphorus, in case of product analysis 8.4.3 Each bend and spring shall be supplied
from the limits specified under 7.1 shall be 0*005 with one socket, if so specified by the
percent each. purchaser.
NOTE - The product analysis is not applicable to
rimming quality steel. 8.5 Return Bends
8 DIMENSIONS OF TUBULABS 8.5.1 Return bends shall be made from heavy
tube? supplied with socket at one end if so
8.1 Pieces
specified by the purchaser, and shall conform
Pieces shall conform to the dimensions given to the dimensions given in Table 5. The ends of
in Table 1. the bends shall be parallel within fl-5”.
2IS1239(Part2):1992
Table 1 Dimensions of Pieces
( Chse 8.1 )
All dimensions in millimetres.
Nominal Bore Approximate Standard Length, A
r -I_ -7
(1) (2) (3) (4) (5)
6 100 150 200 250
8 100 150 200 250
10 100 150 200 250
15 100 150 200 250
20 100 150 200 250
25 100 150 200 250
32 150 200 250 300
40 150 200 250 300
50 150 200 250 300
65 150 200 250 300
80 150 200 250 400
100 150 200 250 400
125 250 300 400 500
150 250 300 400 500
8.6 Sockets where
L = length of useful thread on pipe (see IS 554 :
Wherever tubulars are to be supplied with 1985 ), and
p = pitch of thread.
sockets, the dimensions of sockets shall be as
given in Table 6. Tapping of sockets shall be 2 For minimum length of faced sockets (see
done from one end only. Table 3 ).
9 DIMENSIONS OF WROUGHT STEEL
NOTES FITTINGS ( OTHER THAN TUBULARS )
1 The socket lengths shown in Table 6 meet 9.1 Sizes and dimensions of these fittings shall
the requirements of ISO/R 50, but the minimum be as specified in Tables 7 to 28. All the
length has been increased to allow for the chamfer dimensions given in ,these Tables enable the
at the ends of the socket and is based on:
fittings to be assembled with tubes screwed in
B= 2L + 3.5~ accordance with IS 554 : 1985.
3IS 1239 ( Part 2 ) : 1992
Table 2 Dimensions of Running Nipples; Close Taper Nipples and Barrel Nipples
( Clause 8.2 )
All dimensions in millimetres.
Close Taper Barrel Nipple
Nipple ( Taper ( Taper threads
( Parallel threads both both ends )
threads ) ends)
Standard Length
r-- - -I----- -‘5
Running Nipple Close Taper Nipple Barrel Nipple
--- r---A- r-----h--
Minimum Tolerance Minimum Tolerans Minimum Tolerance
(1) (2) (3) (4) (5) (6) (7)
6
f; $3
1: 21
+1*5
15 27
Z’ +4*5
E :I: 60 3
32) ‘01
40 %10 9 i-6
50)
65 51
:z 1%
1: z 87 114
) +3 +3 1 $8
125 1
150 ;tIS 1239( Part 2 ) : 1992
Table 3 Dimensions of Longscrews
( Chuse 8.3.1 )
All dimensions in millimetres.
NOTE - For particulars of back nuts, see IS 3468 : 1975.
Faced Socket Minimum Approximate Standard Len@, C
Effective -- -* --7
5&z---- Tolerance Len&h of
Min ’ Long Thread
A B
(2) (3) Cd) (5) (6) (7) (*I
100 150 200 250
150 200 250
%* 150 200 250
NO* 150 250
100* 150 i: 250
100* 150 200 250
150, 250
z z + 4.5 7701 150* 250
50 57 1 82 150+ 250
65 651 150* 250’
*$ 71 +6 11:2:1 ;g: ::
125 z: 130 250*
150 92 132 250* z!t
l Double longscrew are not supplied in these lengths.IS1239(Part2)‘:1992
Table 4 Dimensions of +ds and Springs
( Clause 8.41 )
All dimcnsioris in millimetres.
LENGTHC AS FOR ’
LONG-SCREWS
TYPE 1 TYPE 1A
Bends 90°, Approximate Approximate Centre to
Centre to Face Face for Springs
-- _---7
A B R
(9 (2) (3) (4) (5) (6) 0
48 44
f ii: 4’: 60 ZY 54
10 105 48 67 64 60
E ii: ?: ii: 76 zz
25 121 168 89 108 1:; 102
:z 197 108 133 127 124
z 219 127 149 143
50 203 264 159 181 175 ::
65 197 222 213
z: 248 z
1% ?i 467 iii E 324 318
125 - 4i6 457 444
150 572 540 527
I
6IS 1239 ( Part 2 ) : 1992
Table 5 Dimensions of Return Bends Table 6 Dimensions. of Mild Steel Sockets
( Clause 8.5.1 ) ( Clause 8.6 )
All dimensions in millimetres. All dimensions in millimetres.
Nominal Bore Awrepr;;sate Approximate Back Nominal Bore Minimum Outside Minimum Length
to Face Diameter
A B A B
(1) (2) (3) (1) 0) (3)
6 44 51 6 15 19
8 51 64 8 18.5 27
10 64 70 10 22 28
15 89 102 15 27 37
20 102 121 20 32-5 39
25 114 140 25 39.5 46
32 127 152 32 49 51
40 165 178 40 56 51
50 190 210 50 68 60
65 305 292 65 84 69
80 356 330 80 98 75
100 457 400 100 124 87
125 762 578 125 151 96
150 914 692 150 178 96
fIS 1239 ( Part 2 ) : 1992
Table 7 Dimeilsions of Screwed Ends of Fittings
( C&use 9.1 )
All dimensions in millimetres.
tf
D d
t t
EXTERNAL TAPER THREADS
Nominal Size Minimum Outside Minimum Outside Diameter Maximum Inside Diameter
of Outlet Diameter of Body Behind External of Body Bebind Intenral
Thread Tlweal
D E d
(‘1 (2) (3) (4)
6 15 9.8 8.6
8 18.5 13.3 11.4
10 22 16.8 I!*0
15 21 21.1 18.6
20 32.5 26.6 24.1
‘25 39.5 33.4 30.3
32 49 42.1 39.0
40 56 48 .O 44.8
50 68 59.8 56.7
65 84 75.4 72.2
80 98 88.1 84.9
100 24 113.3 110.1
125 51 138.7 135.5
150 78 164.1 160.9
NOTE - For particular of threads, see IS 554 : 1985.
8IS 1239 ( Part 2 ) -: 1992 .
Table 8 Dimensions of Elbows, Tees and Crosses, Equal
( Chuse 9.1 )
All dimensions in millimetres.
t----4 A-
ELBOW, EQUAL TEE, EQUAL
MOSS. EQUAL
Nominal Size Minimum Length,
of Outlet Centre to Face
(1) (2)
6 16
8 22
10 24
15 32
20 35
25 43
32 51
40 52
50 64
65 76
80 89
100 115
125 140
150 160
9l!31239(Part2):1992 .
Table 9 Dimensions of Elbows, Reducing
( czuuw? 9.1 )
42 5
7- I
B
+-- 01
LA-4
ELBOW,R EDUCING
Minimum Length, MinimumL ength,
Cadre to Face Centre to Face
(1)
(1) x (2)
mmxmm mm
8x6 21 22
10 x 6 21 24
10 x 8 22 24
15 x 8 25 32
15 x 10 27 32
20 x 8 27 35
20 x 10 29 3s
20 x 1s 32 3s
2s x 10 32 43
2s x 15 35 43
25 x 20 38 43
32 x 15 38 51
32 x 20 41 51
32 x 25 44 51
40 x 1s 38 52
40 x 20 41 52
40 x 2s 44 52
40 x 32 48 52
so x IS 41 64
so x 20 44 64
so x 2s 48 64
SO x 32 52 64
50x40 56 64
65 x 40 60 76
65 x SO 67 76
80 x 25 60 89
80 x SO 73 89
loo x so 83 11s
100 x 80 9s 115
10IS 1239 ( Part 2 ) : 1992
Tpble 10 Dimensions of Tees, Reducing ( on the Branch )
( Cluuse 9.1 )
I
02
I F
- i
B
I
1 -- -_-_ 01 -I
0-- $
lizizd
TEEjREDUCING(o n the branch)
%Z’ Minimum Length, Minimum Length, Nominal Minimum Length, Minimum Length,
Cede to Face Centre to Face sizeo f Centre to Fre Centre to Face
outlet Outlet
A B
B
(1) (2) (3) (1) (3)
(1)X(2) (1)x(2)
mm x mm mm mm mmxmm mm
8x6 21 22 50x40 56 64
10x6 21 24 65x25 54 76
10x8 22 24 .65x32 57 76
15x8 25 32 65x40 60 76
15x10 27 32 65x50 67 76
20x8 27 35 80x25 60 89
20x10 29 35 80x 32 64 89
20x 15 32 35 80x40 67 89
25x10 30 43 80x 50 73 89
25x8 32 43 80x65 79 89
25x15 35 43 100x25 70 115
25x20 38 43 100X40 76 115
32x 10 35 51 100x50 83 115
32x 15 38 51 100x80 95 115
32x20 41 51
105x80 115 140
32x25 44 51
125x100 130 140
40x10 37 52
150x 80 120 160
40x15 38 52
150x 100 135 160
40x20 41 52
40x25 48 52
40x32 49 52
50x15 41 64
50x20 44 64
50x25 48 64
50x32 52 64IS 1239 ( Part 2 ) : 1992
Table 11 Dimensions of Tees, Reducing ( on the Run and Branch, or on the Run Only )
( Clause 9.1 )
03
B
5 1 -- t -_
0 I- A A- 4
TEE,REOUClNG ON THE RUN AND TEE,REOUCING ON THE
BRANCH RUN ONLY
Nominal Size Minimum Length, Minimum Length,
of Outlet Centre to Face Centre to Face
A B
(1) (2) (3)
(1) x (2) x (3)
mmxmmxmm mm mm
20 x 15 x 15 32 35
20 x 15 x 20 35 35
25X20X 15 35 43
25 x 20 x 20 38 43
25 >( 20 x 25 43 43
32 x 25 x 20 41 51
32 x 25 x 25 44 51
32 x 25 x 32 51 51
32 x 25 x 40 52 52
40 x 32 x 25 44 52
40 x 32 x 32 49 52
40x32~40 52 52
40 x 32 x 50 64 64
50 x 32 x 50 64 64
fo x 40 x 25 48 64
50 x 40 x 40 56 64
50 x 40 x 50 64 64
50 x 50 x 50 67 76
50 x 50 x 65 76 76
80 x 50 x 50 73 89
80 x 50 x 80 S’ 89
100 x 80 x 80 f 115
12fS 1239 ( Part 2 ) : 1992
Table 12 Dimensions of Tees (Increasing Table 13 Dim&ions of Crosses, Reducing
on the Branch )
( Clause 9.1 ) ( Clause 9.1 )
TEE; INCREASING( on the
branch) 0 2
CROSS, REDUCING
Nominal Size Minimum Length, Minimum Length, Nominal Size of Minimum Length, Minimum Length.
of Outlet Centre to Face Centre to Face Outlet Centre to Face Centre to Face
A B A B
(1) (2) (3) (1) (2) (3)
(1) x (2)
(1) x (2) mmxmm mm
mmxmm mm mm
8x6 21 22
6x8 22 21 10x8 22 24
15x10 21 32
8 x 10 24 22
20x15 32 35
10 x 15 32 21 25x15 35 43
15 x 20 35 32 25x20 38 43
32x15 38 51
15 x 25 43 35 32x25 44 51
40x15 38 52
20 x 25 43 38
40x25 44 52
25 x 32 51 44 50x25 48 64
25 x 40 52 44 50x40 56 64
65x50 67 16
32 x 40 52 49 80x40 61 89
80x50 13 89
40 x 50 64 56
100x 50 83 115
50 x 65 76 67 100x80 95 115
50 x 80 89 73 125; 100 115 140
125x 100 130 140
65 x 80 89 19 150x80 120 160
80 x 100 115 95 150x100 135 I60
13IS 1239 ( Part 2 ) : 1992
Table 14 Elbows, Tees and Crosses, Side Outlet, Equal
( Cfuuse 9. I )
A11 dimensions ir: millimetres.
+> .--_
I--- ! [
A
q&i
i
A
i!
I
~A----&--- A --.tz.j
ELSOW, SIDE OUTLET, EQUAL TEE, SIDE OUTLET, EOUAL CROSS, SXIE OUTLET, EQlJA!
Nominal Size of Miaimmn Length,
outlet Centre to Face
for All Outlets
A
(1) (4
15 32
20 35
25 43
32 51
40 52
50 64
14IS 1239 ( Part 2 ) : 1992
Table 15 Dimensions of Elbows, Round, Male and Female, Equal
( Clause 9.1 )
All dimensions in miliimetres.
f
A I
t-
--I
@ 0
ELBOW, MALE b FEMALE, EouAl
Nominal Size Minimum Length, Minimum Length, Minimum Bore Maximum Bore
of Outlet Centre to Face Centre to Face of Male End of Male End
A B
(1) (2) (3) (4) (5)
8 19 21 615 8
10 21 29 8.5 10.5
15 25 35 11.5 13
20 30 40 18 21
25 37 46 24 26
32 43 54 30 32
40 49 57 37 39
50 59 70 48 51
65 68 83 62 66
80 81 94 75 79
100 100 115 97 104
15IS 1239 ( Part 2 ) : 1992
Table 16 Dimensions of Elbows, Equal, 135 Table 17 Dimensions-of Y-Pieces,
Female, Equal
( Clause 9.1 )
( Clause 9.1 )
All dimensions in millimetres. All dimensions in millimetres.
ELBOW-1 35, EQUAL
Y-PIECE, EOUAL
Nominal Size of Minimum Length, Centre Nominal Size of Minimumt~;~;~, Centre
Outlet to Face Outlet
A A
(1) (2) (1) (2)
6 16 15 27
8 17
20 35
10 19
15 22 25 36
20 21
32 44
25 33 40 49
32 38
40 44
50 57
50 51
65 71
65 60
80 79
80 73
100 105 loo 100
16IS 1239 ( Part 2 ) : 1992
Table 18 Dimensions of Socket, Reducing Table 19 Dimensions of Caps
( Clause 9.1 ) ( Clauses 9.1 )
All dimensions in millimetres.
SOCKET, REDUCING CAP, FLAT CAP, DOME
Nominal Minimum Nominal Minimum Nomind Size Minimum Length Minimum Thickness
Size of Length Size of Length
A T
Outlet Outlet
A A (1) (2) (3)
(1) (2) (1) (2)
6 19 3.5
(1) x (2) (1) x (2)
mm x mm mm mmxmm mm 8 24 3.5
8x6 25 50x 15 70
10 2-l 3.5
10x6 30 50x20 68
10x8 29 50x25 67 15 37 4.0
15x6 41 50x32 65
15x8 40 50x40 64 20 38 4-o
15x10 38 65x25 76
25 44 4.5
20x8 44 65x32 75
20x10 43 65x40 73 32 51 5.0
20x 15 41 65x50 71
25x8 54 80x25 86 40 54 5.5
25x10 52 80x32 84
50 60 6.0
25x15 51 80x40 83
25x20 49 80x50 81 65 67 6.0
32x 10 60 80x65 79
80 73 7.0
32x 15 59 100x40 105
32x20 57 100x 50 100 100 86 7.0
32x25 56 100x65 100
40x15 65 100x80 98 125 98 7.0
40x20 64 125x 80 115
150 98 7.0
40x25 62 125 x 100 115
40x32 60 150x 80 140 NOTE - Flat or dome pattern caps may be supplied
150x 100 140 at the option of the manufacturer. /
17IS1239(Pad2): 1992
Table 20 Dimensions of Plug
( Cfuwe 9.1 )
All dimensions in mlllimetres.
L--o-4
PLUG
MtfimgC$p$r Approx Size %tkr Minimum Fitting
of Square i-%&F
Basic Gauge Diameter APoYce
ACCQWCe
IS 5??1985
L s, n D K
(1) (2) (3j (4) (9 (6) (7)
6 6.5 6 6 . . . . . . 2f
8 9.7 9 6 . . . . . .
10 10-l ~ 11 10 . . . . . . :
15 13.2 13 10 . . . . . . 23
20 14.5 14 12 . . . . . . 28
25 16.8 17 12 22 4 22
32 19-l 22 16 31 5 2#
40 19-l 27 16 33 5 2f
50 23.4 32 19 48 5 3)
65 26.7 37 19 62 6 4
80 29.8 37 22 73 8 4
100 35.8 46 25 97 10
Y
125 40.1 51 29 120 12 5
150 40.1 60 32 145 12 5
NOTE - Plugs of Nominal sixes 25 to 150 mm may be either solid or hollow? and the attention of the purchaser
is drawn to the necessary of stating in his enquiry and order which pattern IS required.
18IS 1239 ( Part 2 ) : 1992
Table 21 Dimensions of Elbows, Tees and Crosses, Male, Equal
( Clause 9.1 )
All dimensions in millimetrer.
LA-I,A--+l
‘ELBOW, MALE,EQUAL TEE,MALE, EQUAL CROSS, MALE, EQUAI,
Nom~inali” of Minimom Length, Centce
to Face
A
(1) (2)
15 90
20 95
25 100
32 110
40 115
50 125
65 140
80 150
100 180
125 200
150 230
NOTE _ Made from heavy tube conforming to IS 1239 ( Part 1 ) : 1990.
19IS 1239 ( Part 2 ) ‘: 1992
Table 22 Dimensions of Y-Pieces and Angle Tees, Male, Equal
( Clause 9.1)
All dimensions in millimetres.
ANGLE TEE,MALE, EQUAL
V PIECE ,MALE , EWAL
Nominal Size of Minimum Length, Minimum Length,
Outlet Centre to Face Centre of Face
A B
(1) (2) (3)
15 120 57
20 130 64
2s 150 70
32 160 73
40 170 76
50 190 83
65 200 90
80 220 100
100 260 110
125 300 115
150 340 125
NOTE - Made from heavy tube confomling to IS 1239 ( Part 1 ) : 1990.
20IS 1239 ( Part 2 ) : 1992
Table 23 Dimensions of Twin Elbows and Sweep Tees, Male, Equal
( czause 9.1 )
All dimensions in millimetres.
J
f WIN ELBOW, MALE, EQUAL SWEEP TEE, MALE, EQUAL
Nomioi,iZe of Minimum Length,
%!EO%P Centre to Face
A B
(1) (2)
(3)
15 80 85
20 90 90
25 120 100
32 150 105
40 170 110
50 200 125
65 250 135
80 290 145
100 380 170
125 530 195
150 620
NOTE - Made from heavy tube conforming to IS 1239 ( Part 1 ) : 1990.
21IS 1239 ( Part 2 ) : 1992
Table 24 Dimensions of Socket Unions Table 25 Dimensions of Pipe Unions
( Clause 9.1 ) ( Clause 9.1 )
All dimensions in millimetres. All dimensions in millimetres.
SOCKET UNION PIPE UNION
Nominal Size of Minimum Length Nominal Size Minimum Length
Outlet of Outlet
A (‘1 G,
(1) (2) 6 95
6 38 8 100
8 44 10 110
10 51 15 115
20 120
15 57
20 67
25 125
25 76 32 135
32 85 40 140
40 100 50 150
50 110 65 165
65 120
80 180
80 135 100 205
100 160 125 215
125 185 150 230
150 210
NOTES
NOTE - Unions are normally supplied with flat
1 Bodies made from heavy tube conforming to
seats and fitted with a washer. Other types of
IS 1239 ( Part 1 ) : 1990.
seating are obtainable, if required.
2 Uniorc are normally supplied with flat seats and
fitted * ,h a washer. Other types of seating are
obtainable, if required.
22IS 1239 ( Part 2 ) : 1992
Table 26 Dimensions of Unions Bends
( Clause 9.1 )
All dimensions in millimetres.
UNION BEND
Nominal Size Minimum Length, Minimum Length,
of Oatlet Centre to Face Centre to Face
A B
(‘1 (2) (3)
6 54 100
8 64 115
10 73 125
15 83 140
20 100 160
25 120 185
32 150 220
40 170 240
JO 205 280
65 245 330
SO 290 380
NOTES
1 Bodies made from heavy tube conforming to IS 1239 ( Part 1 ) : 1990.
2 Unions are normally supplied with flat seats and fitted with a washer Other types of seating
are obtainable, if required.
23IS 1239 ( Part 2 ) : 1992
Table 27 Dimensions of Hexagon Bushes
( Clause 9.1 )
All dimensions in millimetres.
BUSH
Nominal Size I..eugtho f Useful Thicluwss Minimum Width Across
r--*-, Thmads for Basic of Overall Flats of
External Hexagon Leastas HaxB”g”
Threads k%z: stz%z T (Mu-x) A (Min)
L (Mill)
(1) (2) (31 (41 (9 (6)
8 6 12.5 6 18.5 15.5
10 8 12.5 7 20.5 17.9
15 8 17.5 8 25.5 23.0
10 17.k 7 25.5 23-O
10 19 10 29 27-8
20 IS 19 10 29 27.8
25 15 21 10 31 35.3
29 21 10 31 35.3
32 15 24 11 35 47.2
20 24 11 35 47.2
25 24 11 35 47.2
40 20 24 13 37 52-o
25 24 13 37 52-o
32 24 13 37 52-o
50 25 27 14 41 61.1
32 27 14 41 61.1
40 27 14 41 61.1
65 32 32 16 48 79
40 32 16 48 79
50 32 16 48 79
80 40 35 19 54 92
50 35 19 54 92
65 35 19 54 92
100 50 40 22 62 117
65 40 22 60 117
80 40 22 62 117
125 80 45 25 70 143
100 45 25 70 143
150 80 45 25 70 168
100 45 25 70 168
NOTE - External and internal threads shall be made as per IS 554 : 1985.
24IS 1239 ( Part 2 ) : 1992
Table 28 Dimensions of Nipples, Hexagon, Equal
( CZuwe 9.1 )
Ail dimensions in miiiimetres,
n
l------B4
HEIJAGON NIPPLE
Nominal Size Mi~pm.&ef~p Thickness Minimum Maximum wldtil
of Overall Diameter Across Fiats
Basic Gaage Hexagon Length of Bore of Hexagon
Length Pius
Dia Clearance
L T A C B
(1) (2) (3) (4) (5) (6)
6 9-5 6 25 5.5 13.1
8 12.5 6 31 6.5 15.5
10 12.5 8 33 9.5 17.9
15 17.5 8 43 12.5 23.0
20 19 10 48 19 27.8
25 21 20 52 25 35-3
32 24 11 59 32 47.2
40 24 13 61 38 52-o
50 27 14 68 51 61-l
65 32 16 80 64 79
80 35 19 89 76 92
100 40 22 102 100 117
125 45 25 115 125 i43
150 45 25 115 150 168
25IS 1239 ( Part 2 ) : 1992
9.2 Tolerances 11.1.1 The ends of fittings and sockets when
subjected to the required pressure, after having
9.2.1 Where maximum and minimum dimensions been made up wrench tight with the prior
are not specified, the tolerance for centre to application of lubricant, or sealant, or by any
face and centre to centre dimensions shall be as other appropriate method shall not show any
specified in Table 29. leakage. The test shall be carried out aftei the
fittings and sockets have been screwed and
9.2.2 Tolerance for the Alighment of Threads
before any protecting coating other than
The axes of the threads shall be coincident galvanizing has been applied.
with the theoretical axes of the fitting within a
tolerance of &0.5” on the run and on the 11.1.2 The sample size and the acceptance
branches. criteria for the pressure test shall be given in
Table 30 below.
9.2.3 Thread tolerances shall $e in accordance
with those specified in IS 554 : 1985. 11.2 Expansion Test on Sockets
At the option of the manufacturer any one of
10 JOINTS
the tests described in 11.2.1 shall be carried out.
10.1 Tubulars and fittings shall be screwed with
taper or parallel threads or both as detailed in 11.2.1 Drift Expanding Test
tables. Unless otherwise specified, sockets for
It shall be carried out on sockets, tubes, blanks
tubulars shall have parallel threads. All threads
shall be in accordance with IS 554 : 1985. or sockets m accordanae with IS 2335 : 1963.
On a conical mandrel having an included taper
11 TESTS ON FITTINGS AND SOCKETS on diameter 1 in 16 and the minimum increase
in outside diameter after expansion shall be as
11.1 The fittings and sockets before they leave follows:
the works, shall be subjected to either of the
following pressure tests, as mutually agreed Nominal Bore Percentage of
between the purchaser and the manufacturer: mm Expansion,
Min
4 The application of an internal hydraulic
pressure of not less than 5 MPa, or Up to and including 25 2.0
b) The application of an internal air 32 to 40 1.5
pressure of O-7 MPa whilst the fittings is 50 to 80 1.0
completely immersed in water or light
oil. 100 to 150 0.5
Table 29 Tolerance Table 30 Scale of Sampling and Acceptance
Criteria for Pressure Test
( Clause 9.2.1 )
( Clause 11.1.2)
Dimensions Tokaoce
mm mm Lot Size Stage Sample Cumc Accep Rejeo
---- Size lative tance tion
Above Up to and !h&e Num- NUUI-
Including
ber bar
(1) (2) (3) (1) (2) (3) (4) (5) (6)
- 30 f 1.5
UptolOOO First 13 13 0 2
30 50 f 2-o Second 13 26 1 2
50 75 f 2.5
1001t03000 First 20 20 0 2
75 100 f 3.0
Second 20 40 1 2
100 175 f 3.5
3001 to5000 First 32 32 0 3
NOTES Second 32 64 3 4
1 Centre to face dimensions apply to elbows, bends, 5 001 to 10000 First 50 50 1 4
tees, crosses, etc. Second 50 100 4 5
2 Face to face dimensions apply to sockets. nipples,
10 001 and above First 80 80 2 5
etc.
Second 80 160 6 7
3 Centre to centre dimensions apply to return bends.
26IS 1239 ( Part 2 j : 1992
11.2.2 Taper Screw Plug Test’ 11.2.2.5 For routine testing, use may be made,
if so desired, of unhardened steel plugs in
Sockets shall be capable of withstanding the
accordance with the dimensions given in
expansion test as described below without
Table 31 and having machined threads. the
showing any sign of fracture or failure.
thread form and angle of taper being in accor-
11.2.2.1 The test shall consist of screwing the dance with the appropriate dimensions and
selected socket on a taper screw plug. tolerance specified in IS 554 : 1985.
11.2.2.2 The threads sf socket shall be 11.2.2.6 In case of dispute, however in the test
thoroughly clean and free from foreign matter. shall be carried out with the hardened plugs
Should the threads show sign of burr, this shall specified in 11.2.2.3 and 11.2.2.4.
be removed by means of a pipe thread tap. The
threads of the socket and the end of the test 12 SAMPLING OF TUBULARS, SOCKETS
plug shall be lubricated with oil, and the socket AND FITTINGS
shall then be screwed on to the test plug
12.1 The procedure for sampling of tubulars,
between the jaws of a vice, or other suitable
sockets and fittings for various tests shall be
fixtures, and by rotating the socket with both
given in IS 4711 : 1974.
hands. The socket shall then be further rotated
five complete turns beyond hand tightness,
12.2 Re-test
either by means of a pipe wrench of an
adequate length to operate the test with gradual Should any one of the test pieces first selected
turning or by a power machine giving an fail to pass any of the tests specified, two further
appropriate leverage. The wrench shall not be samples shall be selected for testing in respect
hammered ( see Fig. 1 ). of each failure. Should the test pieces from
both these additional samples pass, the material
11.2.2.3 The plugs shall be manufactured from
shall be deemed to comply with the require-
steel and shall be hardened to give a vickers
ments of the particular test. Should the test
hardness between 700 and 800 HV when
pieces from either of these additional samples
determined by applying a load of 30 kgf in
fail, the material represented by the test samples
accordanae u,ith IS 1501 ( Part 1 ) : 1984.
shall be deemed as not complying with the
11.2.2.4 The dimensions of plug shall conform standard.
with those given in Table 31. The threads shall
13 GALVANIZING
be ground after the plugs are case hardened,
and the thread form and angle of taper shall be 13.1 Where tubulars, sockets and fitting are
in accordance with the appropriate dimensions required to be galvanized, the zinc coating
and tolerances specified in IS 554 : 1985. shall be in accordance with IS 4736 : 1986.
FIG. 1 MECHANICAELX PANSIONT ESTO N Soc~m
27Isl23!qPart2):1992
Table 31 Dimensions of Taper Screw Plugs for Expansion Test
( Chuses 11.2.2.4 and 11.2.2.5 )
lAPER PIPE 7 HRE ADS
,c -\
/ \
/ \
\
: I
+
1’
\ /
\ \
I
*._ I
0
@
Nominal Thre& Toleranceo n A B c D
Bore Per 25.4 Total Number
mm of Threads
(0 (2) (3) (4) (9 (‘5) (7) (81
6 9.728 28 2 1.8 13 11 7
8 13.157 19 2 2.8 19 13 10
10 16.662 19 2 2.8 19 16 13
10 20.955 14 2 3.6 25 19 14
20 26.441 14 2 3.6 25 29 17
25 33,249 11 2 4.6 32 29 21
32 41.910 11 2 4.6 32 32 27
40 47.803 11 2 4.6 32 38 32
SO 59.614 11 2 4.6 32 38 37
65 75.184 11 2 4.6 32 51 48
80 87,884 11 2 4.6 32 57 54
100 113.030 11 2 4.6 32 64 70
125 138.430 11 2 4.6 32 67 76
150 163.830 11 2 4.6 32 70 89
13.1.1 Tubulars, sockets and fittings shall be 15 MARKING
galvanzined before screwing.
15.1 Tubulars, sockets and fittings shall be
14 WORKMANSHIP suitably packed and threads protected from
damage and marked with the following details:
14.1 Tubulars, sockets and fitting shall be
clearly finished and reasonably free from scale,
a) Manufacturer’s name or trademark, and
surface flaws, laminations and other defects.
The screw threads of tubulars, sockets and b) Size designation
fittings shall be clean and well cut. The ends
shall be cut clearly and square unless otherwise 15.1.1 Tubulars, sockets and fittings may also
specified. be marked with the Standard Mark.
28P
IS 1239 ( Part 2) : 1992
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
228 Methods of chemical analysis 1501 Method for Vickers hardness
of steels (Part 1) : 1984 test for metallic materials :
Part 1 HV5 to HV 100 (second
554 : 1985 Dimensions for pipe threads revision )
where pressure tight jonts are 1879 : 1987 Malleable cast iron pipe fittings
required on the threads ( third ( second revision )
revision ) 1894 : 1972 Method for tensile testing of
steel tubes (first revision )
1239 Mild steel tubes, tubulars and 2335 : 1985 Method of drift expanding test
( Part 1) : 1990 other wrought steel fittings - on metallic tubes.
Specification : Part 1 Mild
3468 : 1975 Pipe nuts (first revision )
steel tubes ( jftth revision )
4711 : 1974 Methods for sampling of steel
pipes, tubes and fittings.
1387 : 1967 General requirements for the
supply of Metallurgical 4736 : 1986 Hot dip zinc coatings on mild
materials ( jirst revision ) steel tubes (first revision )
ANNEX B
( Clause 0.3 )
NOMINAL SIZE OF PIPE THREADS AND CORRESPONDING
NOMINAL BORES OF PIPES
Nominal Size of Pipe Threads Corresponding Nominal Bore
( As per IS 554 : 1985 ) ( As per IS 1239 ( Part I ) : 1990
mm
l/16 -
l/8 6
l/4 8
318 10
l/2 15
314 20
1 25
1t 32
14 40
2 50
26 65
3 80
34 -
4 100
5 125
6 150
29I I
I 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.
I IBureau of Indian Staudards
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 Jots 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. MTD 19 ‘>S59)
Amendments Issued Since Publication
Amend No. Date of Issue Text AfIected
.
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices; Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 311 01 31
NEW DELHI jlOOO2 331 13 75
Eastern : l/l4 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. IT’.C ampus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
PARIDABAD. GHAZ,IABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, SRINAGAR. THIRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi. IndiaAMENDMENT NO. 1 AUGUST 1993
TO
IS 1239 ( Part 2 ) : 1992 SPECIFICATION FOR MILD
STEELTUBES, TUBULARS AND OTHER WROUGHT
STEEL FI’ITINGS
PART2 MILD STEEL SOCKETS TUBULAR AND OTHER
WROUGHT STEEL PIPE FI7llNGS
( Fomth Revision )
(Page 26, clause 11.1.1) - Delete.
(Page 26, &use 11.1.2) - Renumber this clause as 11.1.1.
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 2 MARCH 1999
TO
IS 1239 ( PART 2 ) : 1992 SPECIFICATION FOR MILD
STEEL TUBES, TUBULARS AND OTHER WROUGHT
STEEL FITI’INGS
PART 2 MlLD STEEL SOCKETS TUBULAR AND OTHER
WROUGHT STEEL PIPE FIlTlNGS
(Fourth Revision)
(Page 26, clause 10.1) - Insert the following at tk end of para:
‘Gauging in accordance with IS 8999 shall be considered as an adequate test for
conformity of threads.’
(Page 26, clause 11.2, fine 2) - Insert ‘and 11.2.2’ after ‘113.1’.
(Page 29, Annex A) - insert the follawing at the end of Annex:
IS No. Title
‘8999 : 1979 Gauging practice for pipe threads where pressure tight joints
are required on the threads’
(MTD19)
ReprogmphyU nit, BIS, New Delhi, IodirAMENDMENT NO. 3 MARCH 2000
TO
1s 1239 ( PART 2 ) : 1992 SPECIFICATION FOR MILD
STEEL TUBES, TUBULARS AND OTHER WROUGHT
STEEL FI’ITINGS
PART 2 MILD STEEL SOCKETS TUBULAR AND OTHER
WROUGHT STEEL PIPE FITTINGS
(Fourth Revision)
[ Page 2, clause 8.4.1 ( second fine ), and clause 8.4.2 ( third line ) ] -
Substitute the word ‘approximate’for ‘appropriate’.
(MTD19)
Reprography Unit, BlS, New Delhi, India
|
1626_1.pdf
|
IS 1626 ( Part I ) : 1994
Indian Standard
ASBESTOSCEMENT BUILDINGPIPESANDPIPE
FITTINGS,GUTTERSANDGUTTERFITTINGS
AND ROOFING FITTINGS- SPECIFICATION
PART 1 PIPES AND PIPE FITTINGS
Second Revision /
(
First l&print NOVEMBER 1996
UDC 6’1.643.2 : 666T61 : 696.121
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MAN/& BHAVAN, 9 BAHADU‘R SHAH ZAFAR MARG
NEW DELHI II0002
Price Group 8
August 1994Cement and Concrete Sectional Committee, CED 2
FOREWORD
This Indian Standard ( P&t 1 ) ( Second Revision ) was adopted by the Bureau of Indian Standards.
after the draft finalized by the Cement and Concrete Sectional Committee had been approved by the
Civil Engineering Division Council.
Asbestos cement building pipes are used extensivelv as rain-water pipes, soil and waste pipes anti
ventilating pipes. The lightness 01 asbestos cement pipes and their durability make them suitable for all
normal building purposes.
This standard was first published in 1960 and subsequently revised in 1980. In the first revision,
the standard was split into three parts based on the types of fitting for ease in the u5e of this standard
Part I of this standard covers bullding pipes and pipe fittings. Part 2 covers gutters and glitter fittings
and Part 3 covers roofing fittings.
The present revision has been taken up in the light of experience gained in its use and also with n view
to bringing it in line with current practices in the manufacture of asbestos cement building pipes and
pipe fittings. In this revision, acid resistance test has been deleted and hydraulic bursting test has been
made optional. Further, the longitudinal bending test is made applicable to pipes having nominal length
244 m and above.
The composition of the committee responsible for the formulation of this standard is given in Annex B.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in
accordance with IS 2 : 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 1626 ( Part 1 ) : 1994
Indian Standard
ASBESTOS CEMENTBUILDINGPIPESANDPIPE
FITTINGS,GUTTERSANDGUTTERFITTINGS
AND ROOFINGFITTINGS- SPECIFICATION
PART 1 PIPES AND PIPE FITTINGS
( Second Revision J
1 SCOPE The series of the nominal diameters shall be 50,
60, 80, 100 and 150 mm.
This standard ( Part 1 ) covers the requirements
of socketed asbestos cement building and sani- NOTE - Nominal diameters other than mentioned
tary pipes and pipe fittings of diameter 50 to in 5.1.1 may be manufactured by mutual agreement
between the supplier and the purchaser, but in such
150 mm for use as rain water pipes, soil, waste
cases, the nominal thickness shall correspond to the
and ventilating pipes. thickness of nearest nominal diameter given in 5.1.2.
2 REFERENCES
5.1.2 Thickness
The Indian Standards listed in Annex A are
The nominal thickness of pipes and pipe fittings
necessary adjuncts to this standard.
shall not be less than the values given in Table 1
3 COMqOSiTIdN for different values of nominal diameters.
The material used in the manufacture of the Table 1 Thickness of Pipes and Pipe Fittings
asbestos cement building and sanitary pipes and and Tolerances on Thickness
pipe fittings shall be composed of an inert
aggregate consisting of clean asbestos fibre, ( Clauses 5.1.2 and 5.1.5.2 )
including other suitable fibres cemented together
by ordinary Portland cement, conforming to rt. Nominal Dia of Thickness of Pipe Tolerance
IS269 : 1989 or IS8112 : 1989 or IS 12269: 1987 Pipe or Pipe or Pipe Fitting
or Portland slag cement conforming to IS 455 : Fitting Thic%ess
1989 or Portland pozzolana cement conforming (1) (2) (3) (4)
to IS 1489 (Part 1) : 1991 or IS 1489 ( Part 2 ) : mm mm mm
1991 or rapid hardening Portland cement con- i) 50 6’5 + 1’0
forming to IS 8041 : 1990. Pozzolanic materials, ii) 60 6’5 f 1’0
pigments and fillers which are compatible with iii) 80 8’0 f 1‘0
asbestos cement may be added. iv) 100 8’0 f 1’0
v) 150 9’5 + 1’5
NOTE - In case of Portland pozzolana cement and
Portland slag cement, addition of pozzolanic mate-
rials shall not be permitted.
5.1.3 Length
4 GENERAL QUALITY AND
WORKMANSHIP 5.1.3.1 Nominal length
The material used in the manufacture of the The nominal lengths of pipes correspond to the
pipes and pipe fittings shall be intimately mixed. useful lengths of the socketed pipes exclusive
The interior surface of the pipes and pipe fittings of internal depth of socket, not taking tolerance
should be regular. into account, and shall be 500, 11000, 1 500,
1 830, 2000, 2 440, and 3000.
5 DIMENSIONAL AND PHYSICAL
REQUIREMENTS NOTE - Nominal lengths other than mentioned
in 5.1.3.1 may be manufactured by mutual agreement
5.1 Dimensional Requirements between the supplier and the purchaser.
5.1.1 Nominal Diameier 5.1.3.2 Overall length
The nominal diameter of the pipes and pipe The overall length is the sum of ndminal length
fittings corresponds to the internal diameter according to 5.1.3.1 and length of socket ( see
( bore ), tolerances n.ot being taken into account. Dimension G in Table 3 ).IS 1626 ( Part 1 ) : 1994
5.1.4 Other Dimensions 5.2 Physical Requirements
The other dimensions of pipes and pipe fittings 5.2.1 The deviation in straightness of pipes
shall be in accordance with figures and tables as determined in accordance with 12.2-l of
detailed in Table 2. IS 5913 : 1989 shall not exceed the following,
Nominal Diameter Deviation
5.1.5 Tolerance and Dimensions
mm mm
5.1.5.1 Internal diameter of plain ends and sockets 50 to 60 5.5 I
The ratio of the actual diameter ( maximum or 80 to 150 4.5 I
minimum bore of pipes, pipe fittings or sockets
measured over a given section ) and the nominal NOTE -I is the nomlnal length cf the pipe in
diameter (bore of pipes, pipe fittings or sockets) metres.
should lie between 0.95 and l-05 for all dia- 5.2.2 Hydraulic Pressure Test
meters of pipes and pipe fittings.
The hydraulic pressure test shall be carried out
NOTE - The manufacturer shall ensure that the on pipes and pipe fittings given in Table 2
pipe fittings reasonably match with the pipes of except on items at SI No. (xi) and (xii) and pipe
respective sizes. fittings provided with access doors.
5.1.5.2 Thickness 5.2.2.1 The apparatus used for this test and the
procedure for this test shall be generally in
The tolerances on thickness of pipes and pipe
accordance with IS 5913 : 1989 $uitably modi-
fittings shall be in accordance with Table 1.
fied to meet the requirements of the particular
Thickness shall be measured at the unmachined
product under test. The internal hydraulic
end of the pipe.
pressure should be raised generally to 0.1 MN/
5.1.5.3 The nominal length m* and maintained for 30 seconds to check
that there is no fissure or visible sweating on
The tolerances on nominal length of pipes and the outside surface of the pipes or pipe fittings.
pipe fittings shall be f IO mm and -&5 mm
5.2.3 Hydraulic Bursting Test ( Optional Test )
respectively.
When subjected to hydraulic bursting test in
5.1.5.4 The overall length
accordance with IS 5913 : 1989, the pipe shall
indicate a minimum bursting stress of 5 MN/m9.
The tolerances on the ovtrall lengths of pipes
shall be &- 10 mm. 5.2.4 Longitudinal Bending Test
5.1.5.5 The depth of sockets When subjected to the longitudinal bending test
in accordance with IS 5913 : 1989, the unit
The tolerances on the depth of the sockets of longitudinal bending stress shall not be less
pipe fittings shall be &5 mm. than 12.5 MN/m%.
Table 2 Details of Figures rod Tables for Various Asbestos Cement Pipes and Pipe Fittings
( Clause 5.1.4 )
SI No. Description of the Item Figure No. Table No.
i) Single socketed pipe 1 3
..,
1lI Loose sockrt 2 4
iii) Plain bend 3 5
iv) Swan neck 6
:gA 7
v) Sanitary bend 5 8
vi) Single and double equal junctions 6 9
vii) Single and double unequal junctions 7 IO
viii) Single and double equal inverted 8 11
junctions with spigot branch
ix) Hexagonal rain waler head 9 12
X1 Shoe 10 13
xi) Cone cap cowl 11 14
xii) Slotted vent cowl 12 15
xiii) W C corm:ctors 13 16
2IS 1626 ( Part 1 ) : 1994
NOTE - This test is required for pipes of nominal 8 MARKING
length of 2’44 m and above only.
8.1 Pipes and pipe fittings shall be clearly and
5.2.5 Transverse Crushing Test
indelibly marked suitably with the following:
When subjected to the transverse crushing test
a) Indication of the source of manufacture,
in accordance with IS 5913 : 1989, the unit
transverse crushing stress of pipes at failure
b) Size of the pipe or pipe fittings,
shall not be less than 14 MN/mS.
c) Date of manufacture, and
5.2.6 Water Absorption Test d) Pictorial warning signs as given in
IS 1208 I ( Part 2 ) : 1987.
When subjected to water absorption test as per
IS 5913 : 1989, the mean water absorption of
8.2 BIS Certification Marking
specimen shall not be more than 28 percent of
the dry mass of the material.
Each pipe or pipe fitting may also be marked
5.3 All the tests indicated in 5.1 and 5.2 are to with the Standard Mark.
be carried out on samples selected in accordance
with 6. 8.2.1 The use of the Standard Mark is governed
by the provisions of Bureau of Indian Standards
6 SAMPLING Act, 1986 and the Rules and Regulations made
thereunder. ,The details of conditions under
The sampling, inspection and acceptance of which the licence for the use of Standard Mark
pipes and pipe fittings shall be in accordance may be granted to manufacturers or producers
with IS 7639 : 1975. may be obtained from the Bureau of Indian
Standards.
7 MANUFACTURER’S CERTIFICATE
9 SAFETY RULES SHEET
The manufacturer shall satisfy himself that his
asbestos cement building pipes and pipe fittings
conform to the requirements of this standard, 9.1 All delivery of asbestos cement pipes and
and if required shall furnish a certificate to pipe fittings shall be accompanied by a safety
this effect to the purchaser or his representa- rules sheet as given in IS 11769 ( Part 1 ) :
iive. 1987.IS 1626 ( Part 1 ) : 1994
-E
1Omm
10 mm
WITHOUT BEADING
WITH dE~04t40
FIG. 1 SINGLE SOCKETED PIPE
Table 3 Dimensions of Single Socketed Pipes and Details of Socket for Accessories
( Table 2 and Fig. 1 )
All dimensions in millimetres.
Nominal Size A 8 0 E G
(1) (2) (3) (4) (5) (6)
50 50 6’5 16 8’0 70
60 60 6’5 86 8‘0 70
70 80 8’0 109 8’0 70
100 100 8’0 129 9’5 75
150 150 9’5 185 9’5 75IS 1626 ( Part 1 ) : 1994
WITH BEADING WITHOUT BEADING
FIG. 2 LOOSE SOCKET
Table 4 Dimensions of Loose Socket
( Table 2 and Fig. 2 )
All dimensions in millimetrcs.
lVominrl Size A B C E K
(1) (2) (3) (4) (5) (6)
50 50 15 13 30 6‘5
60 60 85 13 30 6’5
80 80 108 13 30 8’0
100 100 128 13 35 80
150 150 182 13 35 9‘51s 1626 ( Part 1 ) : 1991
I
‘WITH BEADING
?.‘iTHOUT BEADING
FIG. 3 PLAIN BEND
Table 5 Dimensions of Plain Bend
( Table 2 and Fig. 3 )
All dimensions in mihnetreS.
Nominal Size T A 8 0
or Bore Dia I-- ------ -h___ _---.T r--_-_--h_-_-.---,
92g0 1124 135” 921 1124” 135”
(1) (2) (3) (4) (5) (6) (7) (8) Pi
50 6’5 110 81 55 190 161 135 70
60 6’5 115 84 56 195 164 139 70
80 8’0 126 92 62 206 172 142 70
100 8’0 136 99 66 216 179 146 75
150 9’S 161 117 77 241 197 157 75
NOTES
I Supplied in plain or \cith ~CCCSS door.
2 Bends with included angle 8 other than those specified in the table may be supplied as agreed to between
the manufacturer and the purchaser.
6IS 1626 ( Part 1 ) : 1994
OFFSET
t OFFSET t_
WITHOUT BEADING WITH BEADING
FIG. 4A SWAN NECK
Table 6 Dimensions of Swan Neck
( Table 2 and Fig. 4A )
All dimensions in millimetres.
Nominal Size or T A D
Bore Dia ~----_-_-__--_--_ A_-_______-_-____.
60 mm 75 mm 100 mm 150 mm
OfTset Offse1 Offset Offset
(1) (2) (3) (4) (5) (6) (7)
50 6’5 23x 262 280 301 70
60 6.5 252 267 286 308 70
X0 8’0 257 277 298 325 70
I 00 X.0 273 286 317 338 75
I50 9’5 291 307 333 370 75
NOTE - Tolerance on offset shall not be more than +5 mm.IS 1626 ( Part 1 ) : 1994
WITH BEADING WITHOUT BEAMNO
F1ci.4B SWAN NECK
Table 7 Dimensions of Swan Neck
( Table 2 and Fig. 4B )
All dimensions in millimctres.
No;Fr;l;;;e or T A D
r---- -- --- A________~
225 mm 300 mm
Offset Offset
(1) (2) (3) (4) (5)
50 6’5 337 368 70
60 6’5 344 375 70
80 8’0 350 390 70
100 8’0 373 404 75
150 9’5 409 440 75
NOTE - Tolerance on offsets shall not be more than + 5 mm.
8IS 1626 ( Part 1 ) : 1994
ACCESS
All dimensions in millimetres.
FIG. 5 SANITARY BEND
Table 8 Dimensions of Sanitary Bend
( Table 2 and Fig. 5 )
Alld imensions in millimetres.
Nominal Size or Bore Dir X r
(1) (2) (3)
100 300 1000
100 375 1000
loo 450 loo0
loo 525 loo0
100 300 500
loo 375 500
100 450 500
100 525 500
9:WlTti BEAOING w\TtiOUT BEADING
FIG. 6 SINGLE AND DOUBLE EQUALJ UNCTIONS
Table 9 Dimensions of Single and Double Equal Jooctions
( Table 2 and Fig. 6 )
All dimensions in millimetres.
Nominal Size T A B D
or Bore Din c--d_ -- ---- *-_--------~ r~_-_-_-_-*--------~
926 1124 13Y 924” 1124 135”
(1) (2) (3) (4) (5) (6) (7) (8) (9)
50 6'5 84 105 145 274 265 279 70
60 6’5 91 114 160 284 276 295 70
80 8’0 99 124 179 302 294 319 70
100 8’0 113 145 210 335 329 355 75
150 9’5 141 186 215 389 388 432 75
NOTE - Supplied in plain or with access door.IS 1626 ( Part 1 ) : 1994
WITH BEADING
WITHOUT BEAGING
FIG. 7 SINGLE AND DOUBLE UNEQUAL JUNCTIONS
Table 10 Dimensions of Single and Double Unequal Junctions
( Table 2 and Fig. 7 )
All dimensions in millimctres.
Nominal Size T TI A B c D, D,
oc Bore Dia C--__h__-_7 r__-_h_____- C----h----~
c _ _--h_-----~ 921” 1 ; 2.”k ’ 135” 924” 112g0 135” S2& 1121” 135”
Bore Bore
c1 h
(1) (2) (3) (4) (5) (6) (7) (8) (9) (IO) (II)* (12) (13) (14) (15)
60 50 6’5 6’5 98 107 I52 117 112 154 289 251 289 70 70
80 50 8‘0 6’5 100 111 160 121 121 166 287 270 302 70 70
100 50 8.0 6’5 103 116 172 137 134 183 207 279 330 75 70
80 60 8’0 6’5 106 119 169 121 123 171 297 276 314 70 70
100 60 8’0 6’5 110 123 182 132 137 190 306 289 349 75 70
100 80 8’0 8’0 110 132 205 135 140 198 310 314 371 75 70
150 80 9’5 8’0 115 143 227 164 169 236 324 330 394 75 70
150 100 9’5 8’0 123 163 237 162 186 270 346 356 4’2 75 75
NOTE- Supplied in plain or with ilccess door.IS 1626 ( Part 1 ) : 1994
WITH BEADING WITHOUT BEADING
FIG. 8 SINGLE AND DOUBLE EQUAL INV~~RTED JUNC-IONS WITH SPIGOT BRANCH
Table 11 Dimensions of Siugle and Double Equal Inverted Junctions with Spigot Branch
( Table 2 and Fig. 8 )
All dimensions in millimctrc~.
Nominal Size T A B C D
or Bore Dia ,-- _-_-_*_.---_-~ ~~-__~h~~~~~~ 7 r---- _h-_ ---7
921” 11’1” 135” 9240 112l” 135” 921” Il2J” 135”
(1) (2) (3) (4) (5) (6) (7) (8) (0) (IO) (II) (12)
SO 6’5 67 51 37 147 I59 200 206 211 237 70
60 6’5 75 55 39 154 168 2 I (1 219 ‘23 255 70
80 8’0 81 60 42 160 180 235 235 241 277 70
100 8’0 93 69 48 179 306 272 ‘67 275 320 75
150 9’5 119 a7 59 205 246 33x 321 333 397 75
12IS 1626 ( Part 1) : 1994
50 mm
LFl
/7
100 mm
-l
FIG. -9 HBXAGONAL RAIN WATER HEAD
Table 12 Dimensions of Hexagonal Rain Water Head
( Table 2 and Fig. 9 )
All dimensions in millimetres.
Nominal Size A 8 C D E I?
(1) (2) (3) (4) (5) (6) (7)
400 x 300 400 300 200 150 330 75
300 x 250 300 250 140 135 280 75
200 x 200 2.50 200 165 90 225 50
Nominal Size T F
or Bore Dir
(1) (2) (3)
50 6’5 60
60 6’5 65
80 8’0 75
100 8’0 85
li0 9’5 115
i‘3IS 1626 ( Part 1 ) : 1994
WITH BEADING WIlHOUl BEADING
FIG. 10 SHOB
Table 13 Dimensions of Sboe
( Table 2 and Fig. 10)
Nominal Bore T A B C
(1) (2) (3) (4) (5)
50 6’5 64 70 70
60 6’5 67 77 70
80 8’0 70 94 70
100 8’0 73 107 75
150 9’5 85 145 75
FIG. 11 CONE CAP COWL
Table 14 Dimensions of Cone Cap Cowl
( Table 2 and Fig. 11 )
All dimensions in millimetres.
Nominal Size 5 C D E H T No. of Slots
(1) (2) (3) (4) (5) (6) (7) (8)
50 50 143 70 190 70 6’5 6
60 60 165 75 216 83 6’5 6
80 75 190 80 235 104 8’0 7
100 100 244 100 292 124 9’5 7
150 100 286 100 356 178 9’5 12
NOTE - Slots to be equally spaced.
14IS 1626 ( Part 1 ): 1994
CROSS SECTION XX
FIG. 12 SLOTTBDVBNTCOWL
Table IS Dimensions of Slotted Vent Cowl
( T&e 2 and Fig.1 2 )
Alld imensions in millimetres.
Nominal Size A I3 C 0 E r No. of Slots
(1) (2) (3) (4) (5) (6) (7) (8)
50 50 35 50 6-S 300 90 6
60 60 45 60 6'5 300 100 8
80 75 62 80 8‘0 330 138 8
100 100 82 100 8'0 360 140 12
150 100 128 150 9‘5 400 200 14
15IS 1626 ( Part 1) : 1994
FIG. 13 W C CONNBCTORS
Table 16 Dimensions of W C Connectors
( Table 2 and Fig. 13 )
Al! dimensions in millimetres.
A 225 300 375 450 525 600 615 750
ANNEX A
( Clause 2 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
269 : 1989 33 Grade ordinary Portland 8041 : 1990 Rapid hardening Portland
cement (fourth revision ) cement ( second revision )
455 : 1989 Portland slag cement (fourlh 8112 : 1989 43 Grade ordinary PortIand
revision ) cement (jirs, revision )
Guidelines for safe use of
1489
products containing asbestos:
(Part 1 ) : 1991
Part 1 Asbestos cement pro-
ducts
1489 Portland pozzolana cement: 12081
Recommendations for picto-
(Part 2 ): 1991 Part 2 Calcined clay based
( third revision ) ( Part 2 ) : 1987 rial warning signs and precau-
tionary notices for asbestos
5913 : 1989 Method of tests for asbestos and products containing
cement products ( first asbestos: Part 2 Asbestos and
revision ) its products
7639 : 1975 Methods of sampling of 12269 : 1987 53 Grade ordinary Portland
asbestos cement product cement
!6IS 1626 ( Part 1 ) : 1994
ANNEX B
( FoYewor)d
‘COMMITTEE COMPOSITION
Cement and Concrete Sectional Committee, CED 2
Chairman Re)rcJlnting
DB H. C. VIBVEBVARAYA In p?rsonal capacity ( Unirpersity of Roorkee, Roorkee 247667 )
M#mkrs
SEBI H. BHATTAOEARYA Orissa Cement Limited, New Delhi
SEBI G. R. BHARTIRAR B. G. Shirke and Co, Pune
SEBI U. N. RATE ( Alfernofr )
DR A. K. CHATTIRJBE The Associated Cement Companies Ltd, Bombay
SHRI S. H. SUBRAYANIAN ( Altemtr )
Cmm ENQINEER ( DESIQN ) Central Public Works Department, New Delhi
SIJ~ERINTICNDINQEN QINEER ( S&S ) ( Alternote )
Ca~rr ENGINEER, NAVAQA~ DAM Sarc$ar Sarovar Narmada Nigam Ltd, Gandhinagar
SUF~RINTENDINQE NQINEER, QCC ( Akmm 1
CHIEF EN~IREER ( RESEARCH-CU~-DIRECT~R ) Irrigation and Power Research Institqte, Amritsar
RESEARCH OFFICER ( CONCRETE TZCHNOLOOY ) ( Altrrnats )
DCPUTY DIRECTOR ( I ) National Buildings Organization, New Delhi
ASSISTANT DIRECTOR ( EH ) ( AItem& )
DIRECTOR A. P. Engineering Research Laboratories, Hyderabad
JOINT DIRECTOR ( Alternatr )
DIRECTOR ( CMDD ) ( N&W ) Central Water Commisrion, New Delhi
DEPUTY DIRECTOR ( CMDD ) ( NW&S ) ( Alternate )
SEEI K. H. GANQWAL Hyderabad Industries Ltd, Hyderabad
SHRI V. PATTABHI ( Altcrnatr )
Sam V. K. GHANEHAR Structural Engineering Research Centre ( CSIR ), Ghsziabad
SERI S. GOPINATH The India Cements Ltd, Madras
SHR~ R. TAMILAKARAN ( Alternate )
SERI S. K. GUHA THAKURTA Gannon Dunkerley and Co Ltd, Bombay
Soar S. P. SANKARANARAYANAN ( Alternat* )
DR IRSHAD MASOOD Central Building Research Institute ( CSIR ), Roorkee
DR MOHAYYAD KHALID ( Alternate )
SHBI N. C. IAIN Cemen; Corporation of India, New Delhi
DR S. ~m&~~~ ( Alternate )
JOINT DIRECTOR STANDARDS (B&S ) ( CB-I ) Research, Designs and Standards Organization ( Ministry of
Railways ), Lucknow
JOINT DIRECTOR STANDARDS (B&S) (CB-II)
( Alternate )
SEIRI N. G. JOSSI Indian Hume Pipes Ci, Ltd, Bombay
SHRI P. D. KELKAR ( Alternate )
SERI D. K. KANUN~O National Test House, Calcutta
SERI B. R. MEENA ( Attcrnntr )
SHRI P. KRISHNAMURTHY Larsen and Toubro Limited, Bombay
SHRI S. CHAKRAVARTHY ( Alternote I )
SHRI C. REDDY ( Alternate II )
DR A. G. MADHAVA RAO Structural Engineering Research Centre ( CSIR ), Madras
SIIRI K. MAN~ ( Alternate )
SHRI G. K. MAJUMDAR Hospital Services Consultancy Corporation ( India ) Ltd, New Delhi
SHRI S. 0. RANQARI ( Altcrnatc )
SERI M. K. MUKHERJEE Ministry of Transport, Department of Surface Transport ( Roads
Wing ), New Delhi
SHRI M. K. GHOSH ( Alternate )
MEMBER SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( CIVIL ) ( Alternate )
SERI NIRMAL SINGE Development Commissioner for Cement Industry ( Ministry of
Industry ), New Delhi
SHRI S. S. MIQLANI ( Alternate )
SHRI R. C. PARATE Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
COL R. K. SINQH ( Alternate )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ), New Delhi
SHRI S. S. SEEHRA ( Alternate )
SBRI Y. R. PHULL Indian Roads Congress, New Delhi
SHRI N. K. SINHA ( Alternate )
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
DR S. C. AHLUWALIA ( Alternate )
SBRI G. RAYDAS Directorate General of Supplies and Disposals, New Delbi
SHRI R. C. SHARMA ( Alternate )
( Continued on llopI 18 )
17IS 1626 ( Part 1 ) : 1994
( Continued from jagc 17 )
Members R+resentin,c
SHRI S. A.REDDI Gammon India Ltd, Bombay
SHRI N. PRABHAKAR ( Alteinate )
REPRESENTATIVE Builder’s Association of India, Bombay
SHRI J. S. SBN~ANERIA Geological Survey of India, Calcutta
SHRI L. N. AGARWAL ( Alternate )
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SRRI N. CHANVRASEKARAN ( Alternate )
SUPERJNTENDINOE NGINEER ( DESIGN ) Public Works Department, Government of Tamilnadu, Madras
EXECUTIVE ENGINEER ( S. M. R. DIVISION )
( Alternate )
SHRI TARVINDE,R SINGE Hindustan Prefab Ltd, New Delhi
SHKI Ar,o~c AGG~LRwAL( Alternate )
DR H. C. VISVESVARAYA The Institution of Engineers ( India ), Calcutta
SHXU D. C. CEATTURVEDI ( Alternate )
SBRJ Y. R. TANEJA Director General, BtS ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI J. K. PBASAD
Joint Director ( Civ Engg ), BIS
Fibre Reinforced Cement Products Subcommittee, CED 2 : 3
Convener
DR C. RAJKUMAR National Council for Cement and Building Materials, New Delhi
Members
Sarrr S. K. BEXEHJEE National Test House, Calcutta
SHRI N. G. BASAK Directorate General of Technical Development, New Delhi
S&RI P. K. JAIN ( Alternate )
SHRI S. N. BASU Directorate General of Supplies and Disposals. New Delhi
SERI T. N. UBOVEJA ( Alternate )
SHRT S. GANAPAT~Y Ramco Industries Limited. Madras
SHR; K. P. G~ENRA Sarbamangala Industries, Calcutta
SARI 1. P. GOENRA ( Alternate )
SHBI MOTWANI GURB~JX All India Small Scale A. C. Pressure Pipe Manufacturer’s Associa.
tion, Hyderabad
SHRI H. R. OZA ( Alternate )
SHRI SRINIVASAN N. IYER Eternit Everest Limited, Bombay
DR V. G. UPAnEYAYA ( Alternate )
JOINT DIRECTOR STANDARDS ( B&S ) Research Design and Standards Organization, Lucknow
JOINT DIRECTOR STANDARDS ( BRS ) ( Alternate 1
DR KALYAN DAS Central Building Research Institute ( CSIR ), Roorkee
SHRIP.S.KALANI Kalani Asbestos Cement Pvt Ltd, Indore
SHRI T. S. SUM~~I ( Alternate )
LT-COL KAYLESH PRARASH Engineer-in-Chief’s Branch, Army Headquarters
LT-COL A. K. BAN~IA ( Alternate )
SRRI A. K. LAL National Buildings Organization, New Delhi
SHRI A.G. DHONGADE (Alternate)
SHRI P. N. MEHTA Geological Survey of India, Calcutta
SHRI V. K. KASLIWAL ( dlternate )
SFIRI V. PATTABHI The Hyderabad Industries Limited, Hyderabad
SBRI A. K. GQPTA ( .4ltcrnate )
SERI S. PRAKASH Municipal Corporation, New Delhi
DR N. RAGHA~ENDRA National Council for Cement and Building Materials, New Delhi
SHRI RAJKUYAR Development Commissioner, Small Scale Industries, New Delhi
SERI S. C. KUMAR ( Alternate)
REPRESENTATIVE Indian Institute of Science, Bangalore
SHRI S. B. SURI Central Soil and Materials Research Station, New Delhi
SERX N. CHAUDRABEKARAN ( Alttrnatc )
SUPERINTENDING SLJRVEYOROFWORK~ (CZ) Central Public Works Department, New Delhi
SURVEYOR OF WOBKS ( Alternate )
SHRI U. N. VENKATES~ Shree Digvijay Cement Company Limited, Bombay
SFIBI K. S. RAMAKRISHNAN ( Alternate )
18Bureau of Indian Standards
BlS is a statutory institution established under the Burenu 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
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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 changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users
of Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 2 ( 4915 ).
Amendments Issued Since Publi‘cation
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)
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3836.pdf
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I
IS 3836:2000
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Indian Standard
FIRE SAFETY OF INDUSTRIAL BUILDINGS — JUTE
MILLS — CODE OF PRACTICE
(Second Revision )
ICS 13.220.20:91.040.20
0 BIS2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2000 Price Group 4Fire Safety Sectional Committe, CED 36
FOREWORD
This Indian Standard (Second Revision) wasadopted bytheBureau ofIndian Standards, after the draft finalized
by the Fire Safety Sectional Committee had been approved by the Civil Engineering Division Council.
Frequency of the out-breaks of fire in jute mill: and jute godowns would be appreciatively minimized if
predetermined safety measures are adopted in the construction of mill building, installation of machinery arrd
inthestorage godown. This safety codehas, therefore, been formulated withaview togiven necessary guidance
regarding the security measures on fire safety precautions, which if followed would safeguard the mill from
fire-hazard to a large extent. This standard was first published in 1966and revised in 1979. This revision is
based on developments in the field and comments received subsequently.
In the formulation of this standard due weightage has been given to international co-ordination among the
standards and practices prevailing indifferent countries in addition to relating it to the practices in the field in
this country.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed orcalculated, expressing theresult ofatest, shallberounded offinaccordance with IS 2: 1960 ‘Rules
forrounding off numerical values (revised)’. The number ofsignificant places retained inthe rounded off value
should be the same as that of the specified value in this standard.IS 3836:2000
Indian Standard
FIRE SAFETY OF INDUSTRIAL BUILDINGS — JUTE
MILLS — CODE OF PRACTICE
(Second Revision )
1SCOPE 3.7 Jute Godowns
1.1 This standard covers the essential requirements Godown containing jute fibres, baled or loose.
for the fire safety of jute spinning and weaving and
3.8 Jute Godown, Baled
processing mills;jute ropeandcarpetmakingfactories.
.—.—
Godown containing jute bales only.
1.2Forthepurpose ofthis standard, thetermjute shall
be deemed to include flax, hemp, sisal and similar 3.9 Jute Godown, Loose
vegetable tibre other than cotton or4capok.
Godown containing either loosejute orbundles ofjute
“2NORMATIVE REFERENCES which are not baled either by’s hand-powered or a
hydraulically operated press.
2.1 The Indian Standards listed in Annex A contain
provisions which through reference in this text, 3.10 Jute Peel
constitute provision of this standard. At the time of
Stacks ofjute located in the open.
publication, the editions indicated were valid. All
Standards are subject to revision, and parties to 3.11 Motor Alley
agreements based on this standard areencouraged to
Building housing only the electric motor drives ofthe
investigate the possibility of applying the most recent
mill.
editions of the standards as given in Annex A.
3.12 Processing
3 TERMINOLOGY
Buildings where any finishing operations, such as
3.0 For the purpose of this standard, the definitions
calendering, folding and baling are carried out.
given in IS 232 and IS 8757 and the following shall
apply. 3.13 Rope Alley
Building housing only thepower driving ropes of the
3.1 Batching Oil
mill.
The mineral oil used in softening machines for
softening ofjute fibres. 3.14 Static Tank
Awater reservoir reserved for fire fighting purposes.
3.2 Bitumen Coating and Lining Plant
3.15 Utility Buildings
Machinery used for bitumen coating of hessian and
subsequent liningofthesamewithpaper orpolythene. Buildings required for various operational needs of
the mill, namely, boiler house and pump house.
3.3 Caddi
3.16 Waste Recovery Plant
Jute waste
Plant comprising teasers and dust-shakers used for
3.4 Finished Goods Godown recovery ofjute fibre from mill sweepings.
Godown containing hessian and gunny bags in hoop
4 GENERAL
iron bound bales or broad loom cloths or both tightly
packed over steel cores. 4.1 Toreduce thefrequency andserious occurrence of
fire in a mill building, the premises of the building
3.5 Jute Bales, lfktcha shallbeprovided withautomatic sprinklers andproper
attention shall be paid to house-keeping matters.
Bales packed by hand-powered baling presses.
5LOCATION
3.6 Jute Bale% Pucca
5.1 The mills shall be located in an industrial area as
Balespackedbyhydraulically operated balingpresses. faraspossible.IS 3836:2000
5.2 When a mill islocated near arailwayline, the 7.4Buildings housing beaming, dressing, weaving and
working blocks and storageareas shallbenotlessthan calendering processes shall have a fire resistance of
30 m away from the railway line. not less than that of Type 2 structmes as specified in
IS 1641.
5.3 The mill shall abutt on a street and width of such
street shall not be less than 10m. 7.5 Buildings housing electrical power generators,
transformers and substations shall comply with
5.4 No waste shall be dumped within 30 m of the
provisions laid down in IS 3034.
boundary of the mill.
7.6 Buildings housing offices, engine house, pump
6 COMPOUND
houses and other utility services .as also motor and
6.1 The compound shall be sufficiently spacious to rope alleys shall have fire resistance of not less than
that of Type 3structures as specified in IS 1641.
enclose the processing, manufacturing, storage and
other subsidiary buildings in such a manner as to 7.7 Buildings housing manufacturing and processing
comply with the provisions of 9of this standard. sections shall be single storey structures unless the
6.2 The compound shall be kept free of unnecessary construction of the intermediate flooring and separa-
accumulation of combustible materials and the tion of horizontal and vertical opening comply with
immediate vicinity of all buildings and open storage provisions forTypeIstructure aslaiddown inIS 1641.
sites shall be kept clear of grass, weeds of any sort of
7.7.1 In no case shall such buildings be more than
rank vegetation.
two storeys in height; nor shall the highest point of
6.3 Paved orpucca roads of not less than 6m width the roof be more than 15m above ground level.
. Shallbe provided within the compound to facilitate
7.8Jutegodowns asalsofinished goodsgodowns shall
the passage of tire engines and particularly to give preferably be well ventilated single storey structures.
easy access to the static tanks.
7.9Theconstruction ofgodowns containing materials
6.4 At least two gateways of6mwidth andminimum other than jute or jute goods shall comply with
headroom of 5m shall be provided for entry into the provisions laid down in IS 3594.
compound. In addition it is preferable to have one
7.10The roofs ofthe jute godowns shallbeprovided
more exit of not less than 6.5 m width which may be
withsmokeventilating hatchespreferably ofautomatic
used during emergency.
typeofthe extent of lm2per 50m2offloor area. The
6.5The roadgiving accesstostatictanldreservoir shall size of the individual hatches shall be about 2.5 m2.
also provide space for fuming circle of tire fighting
7.11 No independent/individual jute godowns shall
appliances and shall have a minimum width of 6 m.
exceed 500 m2in floor area.
6.6 No part of the compound within the mill shall be
7.12 Where the area of the godown exceeds the
utilized for salvaging burnt jute and also for drying
prescribed limit (see 7.11) the godown shall be
loosejute/or balesunlessitisseparatedbyaclearspace
subdivided by a separating wall from the floor to at
of22.5 m.
least one metre above the ceilinghoof to make it fire
6.7 Nojute or combustible material dump shall abutt resisting for 4 hours.
the compound wall. Height ofcompound wall shall
7.13 No point within a godown shall be more than
beat least 2mmore than the maximum height ofany
20m away from an external door or fire exit or an
dump located within 8m of the wall.
emergency exit. The floors of every godown shall be
7BUILDING CONSTRUCTION adequately sloped towards.the external door toensure
proper drainage to avoid water logging during fire
7.1 The constructional features of all the buildings
fighting operation.
within the compound shall comply with the
requirements of IS 1641. 7.14 Every external wall of a jute godown shall be
provided with onedoorway ofatleast 3x 2msizeper
7.2 Buildings housing spinning and process pre-
every 10 m of its length or part thereof, with a
paratory thereto, sack sewing and bitumen coating
minimum of one doorway to each wall.
sections shall have a fire resistance of not less than
that of aType Istructure as specified inIS 1641. 8SEPARATING WALLS
7.3All godowns and storage buildings shallalsohave 8.1 Separating walls complying with 6.1.2 of IS 1642
atire resistance ofnot lessthanthatofType Istructure shall be provided to segregate the following sections
as specified in IS 1641. of the mill from one another:
2IS 3836:2000
a) Jute godowns; 10 MACHINERY AND PROCESSES
b) Finished goods godowns;
10.1 Not more than two days requirement ofjute shall
c) Rooms for waste recovery plant; be brought inside manufacturing and processing
d) Rooms for baling of jute, jute cutting and buildings.
waste;
10.2The flash point of the batching oilused shall not
e) Rooms housing bitumen coating and
be less than IOO”C.
polythene linin~
10.3 The batching oil tanks shall be located outside
o Jute selecting and assorting room;
the mill building and the capacity of the tank shall
g) The main-mill and factory building housing
not exceed the daily requirements.
softening, carding, roving, drawing,
spinning, beaming, dressing, weaving, sack 10.4Aclear spaceofatleast8 mbeprovided between
sewing and calendering machinery; and the soflening machines and the breaker cards. -..—
h) Rope and motor alleys.
10.5 The cards shall be spaced at intervals of notless
8.2 Separating walls complying with 6.1.2 ofIS 1642 than 2m from each other.
shallalsobeprovided between thefollowrnggodowns:
10.6Thefloor areaoccupied bymachinery subsequent
a) Baledjute godowns; to carding and up to weaving be transverse by clear
passageways of at least 3 m width at 50 m interval.
b) Loosejute godowns;
c) Finished goods godowns; 10.7 Steam piping of the dressing and calendering
d) Jute waste (caddi) godowns, machines shall be thoroughly lagged with incombus-
tible insulation and the same maintained in proper
e) Oil godowns;
order. It should not come in contact with any other
f) Stores for non-hazardous goods; and
flammable material.
@ Stores for hazardous goods.
10.8 No combustible material shall be used in the
8.3 Separating walk complying with 6.1.2 of1S1642 construction of totally enclosed dressing machinery.
shallalsobeprovided between thefollowing sections:
These machinery shall also be provided with
a) Pumps house, thermostatic controls so that steam supply would
be automatically cut off at a predetermined safe
b) Boiler house,
temperature.
c) Transformer house, and
d) Electrical generating station and sub-station. 10.9 A clear space of at least 6 m shall be provided
between theweaving looms andcalendering machines
and between the calendering machines and the sack
9DISTANCES
sewing machines.
9.1 Aminimum distance of 15mshallbe maintained
10.10 The twine carrying trays over the sewing ma-
between jute and caddi godowns and manufacturing
chinesshouldpreferably beofincombustible constmc-
and processing sections of the mill.
tion and separate trays shall be provided for a group
9.2 Aminimum distance of 7.5mshallbemaintained of machines not exceeding 6 in number.
between finished goods godown and other godowns
10.10.1 Aminimum clear space of 1m shall be pro-
and the manufacturing and processing sections of the
vided between the trays and each group of machines.
mill,unlesssuchgodowns forma partofthemillblock
and segregated therefrom and other godown by 10.11 Not more than daily out-turn of finished goods
separating walk. shall be allowed to accumulate in the sack sewing,
calendering and baling sections.
9.3No building shall bewithin 7.5mofthemanufac-
turing and processing sections of the mill, unless it 10.12 The bitumen melters for the bitumen coating
forms apart of the same block and isproperly segre- and paper or polythene lining machinery shall be
gated therefrom by separating walls. Open spaces located in the open outside the mill building. They
between themanufacturing/process buildings shallbe shallfhrther besegregated, therefrom, byaseparating
connected to aroad or yard of sufficient width to al- wall without any opening barring that required for
low the fire appliance an easy access. passage of the pipe line for conveying the molten
bitumen to the coating machinery.
9.4 Peels shall not be located within 30 m of aboiler
house or bitumen melting furnace or other storage in 10.13 Astop valve shall beprovided onthe incoming
the open and within 20 m of any other building. molten bitumen pipe line in a position which would
3IS 3836:2000
remain accessible in case of a tire in the coating jute bales shall be parked on any passage or paved
machine. roadapproaching anygodown orbetween godown and
approaches to the static water tanldreservoir.
10.14 The bitumen coating and the lining (paperer
polythene) machines shall be bonded and electrically 11.2.13 Every godown containing jute/jute bales shall
earthed. provide aboard onthedoorway ofthegodown stating
the number of jute bales and total quantity of jute
10.15‘Thecapacity of the molten bitumen vat of the
coating machine shall not exceed 50 litres. stored.
11 STORAGE CONDITIONS 11.3Finished Goods Godowns
11.1 General 11.3.1Notmorethan20 000quintals offinished goods
shall be stored in any one godown.
Storage ofmaterials other thanjute orfinished goods
shall comply with IS 3594. 11.3.2 The height of stacks shall not exceed 8m.
11.2 Jute Godowns 11.4 Caddi Godown
11.2.1 No baledjute godown shall contain more than Stackingofbalesofcaddishallcomply withprovisions
4000 quintals ofjute. laid down forjute bales.
11.2.2 No loosejute godown shall contain more than
11.5 Jute Peels
1000 quintals ofjute
11.5.1Nojute peel shallbeput up within 20mofany
11.2.3 Jute bales shall be piled sothat the stacks lean
building norwithin 30mofaboiler house orabitumen
slightly away from the aisles separating individual
melter in the open.
stacks. Bales shall beplaced asclose to eachother as
possible so that no air passage or pockets are formed 11.5.2 No jute peel shall contain more than 15000
within a stack. quintals ofjute, nor shallitbemore than 6minheight.
11.2.4 Jute bales shall not be stacked directly on 11.5.3 A minimum clear space of at least 25 m shall
godown floor but on wooden sleepers or masonry or beprovided between any twojute peels.
concrete plinths of at least 22.5 cm inheight.
11.5.4 The peels shall be put up over cemented
11.2.5 No stack ofjute bales shall have its length or platforms andshallbesurrounded by afencing sothat
breadth more than 15r.~.
no unauthorized person may gain access to the same.
11.2.6 The maximum height for stacks ofpucca bales
12ELECTRICAL INSTALLATION
ofjute shallnotbemore than 6mwhile that forstacks
ofkutchu bales shall not bemore than 5m. Innocase 12.1 General
shalltheclearance between the roof (orsprinkler head
incase of sprinkler protected building) and the top of 12.1.1 The electrical installation shall conform to
IS1646.
the stacks be less than 2 m.
11.2.7 Every stackofjute balesshallbeseparated from 12.1.2 Allmotors shallbe of the totally enclosed type
itsneighboring stackbylongitudinal andcrossaisles. (except in wet locations where they shall be of drip
proof type) and conform in all other respects, to the
11.2.8 Pucca bales shall notbe stacked within 1mor
relevant Indian Standards for textile motors.
godown walls or within 0.5 mof supporting columns
or pillars. 12.1.3 All equipment shall be of metal clad construc-
tion, dust tight and of adequate capacity.
11.2.9 No jute bales shall be stacked within 2 m of
doorways ofthegodown. 12.1.4 Lamp fittings within the manufacturing and
process areasshallbeofdust-tight type andthewiring
11.2.10 Every stack ofjute shall be soarranged that a
including the lead to the fitting shall be enclosed in
clear 2mpassage iskept from doorway tothe end of
steel conduits.
opposite wall terminating to another doorway at not
more than 20 m.
12.2 Jute Godown Lighting
11.2.11 As far aspossible no loosejute/bales shall be
“12.2.1Thesupplyofelectricity shallbeatlowvoltage,
kept outside the godown after the daily closure of
that is,not exceeding 250 V.
godown or mill.
12.2.2 All wiring shall be enclosed in a heavy gauge
11.2.12 Asfaraspossible novehicle loaded withjute/
screwed steelconduits orshallbeofmineral insulated
4IS 3836:2000
copper or aluminium sheathed cables with or without 13.2 The extent of the protection arrangements to be
PVC sleeving. provided will depend on various factors like size of
the factory, risk involved, availability of outside help
12.2.3 The conduit shall be aflkwdto(not recessed
formajorfirefighting andsoon. However, allfactories
into) the external side of the walls of the godowns
irrespective of their size shall employ at least one
excepting the lengths required to carry the cables to
whole time supervisory officer assisted by a few
the light fittings. The Latterportions of conduit run
firemen .tolook after the day to day fire prevention
shall be at least 1m above highest stacking level and
and first air fire fighting arrangements.
shall beof minimum length required for thispurpose.
13.3 Adequate fire prevention measures in consul-
12.2.4 No jointing of cable inside the godown shall
tation with local fire authority shall be laid down for
be permitted. -
all fire risk areas and these measure checked at least
12.2.5 Only bulkhead lighting fittings shall be once every month. Any irregularities observed shall
installed inside the godown. The glass cover of the be brought to the notice of the top manage~ent and —.—
fitting shall be protected by steel wire guards. remedial action taken immediately.
12.2.6 Each lighting fitting shall be fixed to the wall 13.4Firefireaidfirefighting appliances ofappropriate
or roof not more than 45 cm below roof of godown. typeandsizeasspecified inIS2190 shallbeprovided
Innocaseshallthefittings beinstalled below thelevel in allparts of the factory.
of the sprinkler heads nor shall there be a clearance
13.5 First aid fire appliances shall be properly
off lessthan 1mbetween the fitting andthetop ofthe
maintained, -checked, tested and refilled as specified
highest stack.
in IS 2190 and proper records maintained.
12.2.7 The controlling switch(es) of the lighting
13.6 All workers shall be periodically trained in
systemandallfusesorcut-out shallbesituatedoutside
observing thefireprevention measures andproper use
the godown in a convenient place and effectively
offirst aidfireappliances provided near their place of
protected from weather.
work. They shall be made fire conscious by repeated
12Q.8 Apilot lamp controlled bythe switch(es) shall lectures, demonstrations, display ofposters and other
be provided on the switch panel to indicate whether methods. ‘No Smoking’ boards shall be displayed at
the lights inside the godowns are on or off when the regular intervals throughout the premises.
godown isclosed and locked.
.13.7Clearly audible tire alarm shall be provided in
12.2.9 The control switch(es) shall be provided with all areas of the factory to alert the workers so that
locking arrangement to prevent unauthorized use. theycan evacuate themselves and also engage in tire
fighting operations immediately.
12.2.10 All perimeter, street and year lighting shall
beonseparate electric circuit independent ofbuilding 13.8 For high fire risk processes and storage areas
light circuit and shall be provided with separate specially those which -remain unattended for consi-
switches and main switches. derable period an automatic detection and alarm
system or an automatic sprinkler system shall be
12.3 Fi?ished Goods, Godmvns Lighting
installed. These systems shall be connected to a
Thewiring shallbeenclosed inscrewed steelconduits Central Control Room. All other risk areas shall be
or shall be of mineral insulated copperor aluminium periodically visited for fire watching. Suitable
sheathed cable with or without PVC sleeving and communication systems from different areas to a
fittings shallbeofbulkhead type fitted directly onthe CentralControl Room operatable both during working
roof.
and non-working hours shall be provided.
12.3.1 The circuit(s) shall be controlled by a linked 13.9 All factories irrespective of their size and risk
switch and cut-out which shall be placed outside the
shall make suitable provision for water supplies for
godown in a convenient position. fire fighting. The requirement of water will vary
according to the size and risk. However, generally
13FIRE PROTECTION ARRANGEMENTS
theminimum requirement forwater foramedium size
13.1 Jute being a highly combustible material its factory will be 1800 l/rein for process area and 3600
spinning, weaving, and other manufacturing process l/rein for storage areas. The total provision of water
and storage in large quantities is of considerable tire always available shall be for four hours at the above
risk. Toguardagainst thisrisksuitable fireprevention, rates. In case there is replenishment of water, the
first aid fire fighting and major fire fighting total provision forwater may be reduced to2hours at
arrangement shall be provided. the above rates.
5IS 3836:2000
13.1”0Arrangements forwater supplies forfirefighting Lux
shallbeinform offirs hydrants andstaticwater tanks. Weaving, spinning, flat, jacquard carpet 200
At least one half of the total requirements shall be in looms and cop winding
theformofstaticwater tanksandtheseshallbelocated Yam, calendering 150
atadistance not exceeding 180mfrom thebuildings/ Open compound 20
risks to beprotected.
15 GENERAL SAFETY PROVISIONS
13.11 Factories which are located within 8kmofwell
equipped Public orLocal Municipal FireBrigade may 15.1 No smoking or cooking shall be carried out in
depend on such fire brigade for major tire fighting the premises except inbuilding specially set apart for
such purposes.
arrangements. However, such mills shall make
arrangements for training ofthe workers intheuse of 15.2 No welding ormetal cutting operations, removal
thehydrant system under the guidance ofthefirestaff of paint by burning or work with open fires shall be ——
tocontain the tires tilltheassisting Local FireBrigade carried “outwithin 15 m of godowns or open storage
arrives. sites.
13.12 Factories which are located at a distance 15.3 No welding or metal cutting operations, or work
exceeding 8km from the nearest well equipped local with open fires shall ordinarily be permitted within
fire brigade shall make their own arrangements for manufacturing or process blocks. If such work is
major tire fighting. The requirements of major fire essential itshallbe carriedoutafterobtaining clearance
appliances water supplies for fire fighting, firestation from the Officer-in-Charge of the section concerned,
buildings, fire fighting staff and their duty system and in consultation with the safety/fire officer of the
shall beplanned and worked out inconsultation with mill. During such operation all necessary precautions
shallbe taken and skeleton fire staff with first-aid fire
the local fire authority.
fighting appliances detailed for standby duties.
13.13 Where main reliance for major fire fighting is
15.4 Locomotives, cranes, road rollers, etc, using coal
placed on the assisting local tire brigade close liason
orwood asfhel shall notbepermitted inside thefactory
shallalwaysbemaintained andperiodical firepractices
without proper spark arrestors. Diesel locomotives
shall be held to ensure prompt attendance.
may however beused.
13.14 Suitable arrangements shall be made for
15.5 Thedesign anduseofalltypes ofgoods handling
expeditious communication of tire messages between
appliances shall comply with relevant provisions laid
the mill and the assisting local Fire Brigades. This
down in IS 3594.
system shall be checked at the change of each shift
and alternative arrangements made in case of any 15.6 All godowns and manufacturing and process
failure. areas shall be swept clean of waste materials at the
endof theday’s work. Incaseofmillsworking round-
13.15 Notices inregional language, HindiandEnglish the-clock, thesweeping operations shallbecarried out
shall be displayed in prominent places of the mill
atthe end of each shift.
indicating theaction tobetaken incaseofanoutbreak
of fire. 15.7 Doors andwindows ofallbuildings shallbekept
locked when no work isbeing carried out therein.
13.16 Anemergency firefighting andrescueprocedure
shall be worked out, regularly ~racticed and 15.8 Every person shall be searched for matches or
periodically revised when necessary, smoking materials before being permitted inside jute
godowns.
14ILLUMINATION
15.9 Jute godowns shall be closed and locked imme-
14.1 Foreffective fire fighting purposes theminimum diately afier completion of every stacking or issuing
illumination of various sections of the premises shall operation. Before such closure, however, the godown
be asindicated below: shall be thoroughly inspected by mills security staff.
6IS 3836:2000
ANNEX A
(Clause 2)
LISTOF REFERRED INDIAN STANDARDS
IS No. Title 1SNo. Title
232:1985 Glossa~ of textile terms —Natural — Code of practice (second
fibres (second revision) revision)
1641:1988 Code of practice for fire safety of 3034:1993 Fire safety of industrial buildings:
buildings: General principles of tire Electrical generating and distri-
grading and classification @rst buting station — Code of practice
revision) (second revision) .—
1642:1989 Code of practice for fire safety of 3594:1991 Code of practice for fire safety of
buildings: General: Details of industrial buildings: General storage
construction (first revision) and warehousing including cold
2190:1992 Selection, installation and main- storages (first revision)
tenance offirstaidfireextinguishers 8757:1978 Glossaryoftermsassociatedwithfire
safetyBureau 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 rnattcrs 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 permissio[l 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 is taken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments or edition by referring tothe latest issue of
cBIS Catalogue’ and ‘Standards: Monthly Additions’.
b
This Indian Standard has been developed from Doc :No. CED 36 (5794).
Amendments Issued Since Publication
Amend No. Dateoflssue TextAffected
r
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
NEWDELHI 110002 { 3233841
Eastern : 1/14 C. 1,T. Scheme VII M,V. I.P.Road, Kankurgachi 3378499,3378561
CALCUTTA 700054 { 3378626,3379120
Nor.thero : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern :C.I.T. Campus, IVCross Road, CHENNAI 600113 2350216,2350442
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{
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MCJMBAI400093 { 8327891,8327892
Bmnches :AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
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LUCKNOW. NAGPUR. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Printed at PRINroGRAPH, New Delln
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9109.pdf
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IS 9109 : 2000
Indian Standard
FIRE SAFETY OF INDUSTRIAL BUILDINGS - PAINT
AND VARNISH FACTORIES - CODE OF PRACTICE
(First Revision )
ICS 13.220; 87.040; 91.040.20
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2000 Price Group 4Fire Safety Sectional C’ommitte, CED 36
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
by the Fire Safety Sccttional Committee had been approved by the Civil Engineering Division Council.
Paint and varnish factories present considerable fire risk in most of the processes and storage areas. Presence of
dense acid smoke, toxic fumes, explosion hazards, slippery floors, chances ofboil over, burning liquids travelling
long distances and involving other areas are some of the peculiar features of fires in such industries.
The hazards of fire and explosion in factories manufacturing and storing paints and varnishes may be considerably
lowered by adoption of certain pre-determined safety measures with regard to proper planning of building,
choice of proper materials and components, electrical equipment and making suitable provision for fire fighting
arrangements, etc. This standard has therefore been formulated to give necessary guidance in this respect.
This standard was first published in 1979. This revision incorporates some new clauses pertaining to process
safety provisions, fire protection arrangements and outdoor storage of paint/varnish with flammable liquid base
in containers and portable tanks, in addition to modifications in various clauses.
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.
The composition of the technical committee responsible for the formulation of this standard is given at Annex 9.
For the purpose of deciding whether a particular requirement oi this standard is complied with, the final value,
observed or calculated, expressing the result of a test, shall be rounded off in accordance with IS 2 : 1960 ‘Rules
for rounding off numerical values (revised)‘. The number of significant places retained in the rounded off value
should be the same as that of the specified values in this standard.IS 9109 : 2000
Indian Standard
FIRE SAFETY OF INDUSTRIAL BUILDINGS - PAINT
AND VARNISH FACTORIES - CODE OF PRACTICE
( First Revision )
1 SCOPE movement for tire engines and rescue operations.
This standard covers the essential requirements for 5.3 The factory shall be located in an industrial area,
the fire safety of premises, in which paints and preferably within 5 km of the nearest municipal fire
varnishes are manufactured and/or stored. brigade. The main gate of the factory shall be such
that it allows easy access to the tire appliances of the
2 REFERENCES factory and any assisting local firebrigades. The width
and headroom in any case shall be not less than 5 m.
The Indian Standards listed in Annex A contain
provisions which through reference in this text, 5.4 The minimum distance between any two buildings
constitute provisions of this standard. At the time of (from wall to wall) used for manufacturing purposes
publication, the editions indicated were valid. All should preferably be 15 m and in no case less than
standards are subject to revision, and parties to 8 m.
agreements based on this standard are encouraged to
5.5 Buildings separated by not less than 15 m of space
investigate the possibility of applying the most recent.
may communicate through enclosed passageway of
editions of the standards given at Annex A.
non-combustible construction provided that such
3 TERMINOLOGY enclosed passageways are specially designed for the
release of internal pressures and all the openings to
For the purpose of this standard, definitions given in
such passageways are protected ~by fire-proof doors
IS 1303 and IS 8757 shall apply.
conforming to IS 3614 (Part 1).
4 LOCATION 5.6 Transformer, electric generator, or boiler, any or
all of these, shall be at least 15 m from the
4.1 To prevent and reduce possible damage from
manufacturing building.
explosion or fire, or from both, to nearby property and
community, the factory shall have enough open space 5.7 Residential and office buildings shall be at least
around. It shall be so located as to be easily accessible 20 m away from the nearest manufacturing building.
for tire fighting. The premises shall be enclosed by a
fencing or compound wall. 6 BUILDING CONSTRUCTION
4.2 The factory buildings shall be at least 100 m away 6.1 The construction of all buildings within the
from railway siding, yard or lines, preferably on the compound shall comply with the requirements of
windward wide of the tracks. Distance may be reduced IS 1641.
to 30 m if these rail tracks are serviced by diesel or
6.1.1 There shall be separate buildings for raw
electrical locomotives only.
materials, mixing, milling, melting processes and for
4.3 The factory buildings shall be at least 100 m finished products store. Each building shall be
away from public buildings, dwelling houses, subdivided into smaller compartments as necessary
warehouse or other manufacturing establishments. by separating walls.
5 COMPOUNDS 6.1.2 The separating walls shall be of sound
construction, of non-combustible material and shall
5.1 The compound shall be sufficiently large to house have the same fire resistance as the walls of the main
the manufacturing and storage sections as also utility building.
buildings and shall allow for future expansion. The
6.1.3 No openings shall be provided in these walls.
compound and buildings shall be kept clean of all
combustible materials, such as grass, weeds and other
6.1.4 Buildings used for manufacturing purposes shall
vegetations.
have a fire resistance equivalent to that of Type I
structure, as specified in IS 164 1,
5.2 The area shall havepucca roads not less than 5 m
wide in between the blocks of buildings to allow free 6.1.5 Buildings used as godowns shall have a fire
1IS 9109 : 2000
resistance equivalent to that of Type II structure, as and shall be provided with devices to prevent opening
specified in IS 1641. inwards.
6.1.6 Utility buildings shall have fire resistance 7.5 The bottom of windows shall be at least 2.2 m
equivalent to that of Type III structures, as specified above floor level to deflect the full force of an-explosion
in IS 1641. above working head.
6.1.7 Manufacturing and storage buildings shall 7.6 Each room shall have at least two widely separated
preferably be single storeyed. They shall be as low as alternate exits to corridors or to the outside.
possible, and in any case not more than 10 m measured
from the average surrounding ground level to the 8 FLOOR
highest point of roof. Wooden flooring shall be
The floor of manufacturing area shall be water-
prohibited, except when laid on a concrete or masonry
proofed, curbed and drained to a point of safe discharge
floor without any intervening space.
to safeguard property and to prevent against damage
by over-flow of flammable liquids or by water in the
6.2 Roofs
event of tire.
6.2.1 Roofs shall be directly supported from wall
without any intermediate columns or posts. The roof 9 VENTILATION
covering shall be as light as possible but fire resistant.
9.1 In order to properly ventilate a room where
Roofs of corrugated iron sheets shall be either
processing is carried out, all partitions of the enclosure
galvanized or painted with aluminium paint and
must be considered and air inlets and outlets to the
corrugated asbestos sheets shall be inserted along the
enclosure must be controlled in relation to location
lower edges of roof near the walls at intervals of 6 m
and capacity. Failure of ventilating fan shall
to facilitate entry through the roof for fire fighting
automatically stop the heating and manufacture
purposes. If underside or roof is to be painted, only
operation.
tire-retardant paint shall be used. Such roofs shall be
leak-proof and no piping and other equipment shall 9.2 When ventilating system is associated with drying
be supported on them. Where roofs are provided with operations, utilizing a heating system, means shall be
skylight, the glasses shall be of glazed type. provided for pre-ventilation before heating system can
be started.
6.2.2 Wherever roof is planned as a part of explosion
venting methods, it shall be of fragile materials and
10 PROCESSING TANKS/VATS
shall be so fixed that it can provide adequate venting
of explosion shock waves. 10.1 Processing tanks/vats shall not be less than 15 cm
above the floor of the room where it is located to
6.3 Godowns shall be essentially single storey
prevent water flowing into the tank/vat and over
structures.
flowing contents during tire fighting.
6.4 Adequate ventilation shall be provided for the
10.1.1 Liquid level shall be maintained not less than
processing and storage blocks.
15 cm below top of tanks/vats to allow effective
6.5 Circular chutes and ducts shall be preferred to application of extinguishing agents in the event of fire.
square ones. Corners and dead ends in the ducts shall
10.2 Process tanks shall have metal covers arranged
be avoided to prevent accumulation of dust.
to close manually in the event of tire. Such covers
7 DOORS AND WINDOWS should overlap the sides of the tank at least 25 mm
and preferably have flange extending downward
7.1 Doors shall be of non-combustible material and
around the tank when it is closed.
of self-closing fireproof type conforming to IS 3614
(Part 1). Doors for ventling shall lead to the open. 10.3 Covers shall not be secured but loosely hung on
hinges or guides.
7.2 There shall be at least two doors in each room
and where possible more than two doors shall be 10.4 Large heavy covers shall be provided with
provided. These doors shall be protected against counter weights where necessary to prevent injury to
damage by lorries or other vehicles. workers.
7.3 There shall be no other external windows or 10.5 All pipings shall be strongly erected and rigidly
openings except those required for lighting and supported.
ventilation.
11 OVERFLOW PIPES
7.4 When explosion risk is involved, windows shall
11.1 Tank or vat of 700 litres in capacity or about
be fitted with 3 mm wired glass. They shall be hinged
one square metre liquid surface area each, shall be
or pivoted so as to open outwards if an explosion occurs
2IS 9109 : 2000
equipped with suitable overflow pipe leading to a safe and red pendants shall be erected for the lamps which
location outside the building. The size of the overflow shall be protected by well-glasses. Lighting shall be
pipe shall be sufficient to drain at least 900 litres per fixed at sufficient height (at least one metre) above
minute of water expected to be applied to the liquid the highest level of goods stored. A cutout shall be
surface of the tank from automatic sprinkler, or from placed outside the godown or storage area in a conven-
other sources in the event of fire. ient position.
11.1. l In case of larger diameter tank or vat, overflow
14 ILLUMINATION
pipe shall be proportionately increased.
The factory shall be fully illuminated as indicated
11.2 On large tanks/vats where more than one
below:
overflow pipes are provided, they can be joined to a
single large pipe provided the aggregate cross- Open compounds 20 lux;
sectional area is equivalent. Godowns 70 lux; and
Grinding, mixing, 200 lux milling, heating
12 BOTTOM DRAINS
places.
12.1 Tanks over 2 200 litres liquid capacity shall be
15 STORAGE (OUTSIDE BUILDING)
equipped with bottom drains which shall automatically
or manually drain the entire content of the tank in the 15.1 Tank Storage
event of fire, unless the viscosity of the liquid at normal
Tanks shall be of metal, gas-tight construction,
atmospheric temperature makes this impractical.
equipped with venting facilities sufficient to provide
Manual operated drain shall be located at a safe and
for normal filling and emptying operations and also
accessible position. Where gravity flow is not prac-
to relieve safely the internal pressure which may be
ticable, automatic pumps shall be provided.
caused by a tire around or outside the tank. Tanks
12.2 Such drains shall be piped or closed drains to shall be surrounded by bunds of sufficient height to
discharge to a tank or vat or to a safe location outside retain the entire contents in case of rupture or leakage.
the building. Alternately, adequate drainage facility may be provided
to carry the liquid to some area where it can bum
I3 ELECTRICAL INSTALLATIONS
without endangering adjacent buildings or other
13.1 All electrical installations shall be in accordance storage, subject to that no dykes are required around
with IS 1646. individual isolated tank or when no other tank or other
property is exposed to the fire danger arising out of
13.2 All wiring shall be carried out in heavy gauge
such tank.
screwed conduit. All lighting fittings and switches
shall be of the enclosed type. 15.2 Tanks shall be supported either by resting on
the ground or on masonry supports. Wood or steel
13.3 All electric motors and lighting fittings and
supports without fire-proofing shall not be permitted.
switches shall be flame-proof and dust-proof in
hazardous areas as defined in IS 5572 (Part 1). 15.3 All openings to tanks except required vents shall
be kept securely closed. The vents open to atmosphere
13.4 Provision shall be made for remote control of
shall be fitted with flame arrestors. Each tank shall
the electrical circuits so that the current for lighting
be clearly marked regarding its capacity, flammability
and power in the buildings and facilities can be
and nature of contents.
switched off by switches outside the building at a
distance of 1.25 m from the nearest doorway. Provision 15.4 All tanks shall be suitably earthed to dissipate
may also be made for switching off the whole factory static charge.
by switches located at one or more central points, such
15.5 The tank vents shall be provided with flame
as the office or watchman’s cabin.
arrestors or pressure-vacuum vent.
13.5 Use of properly earthed pumping system for the
15.6 The storage of liquid paint and varnish shall be
supply and removal of flammable liquids for the
made in accordance with Table 1.
process shall be considered safe and use of portable
containers avoided. 16 STORAGE (INSIDE BUILDING)
13.6 Electrical switches shall not be mounted on 16.1 The buildings shall be of non-combustible
machines having excessive vibration. construction throughout.
13.7 In case of godown and other storage areas, the 16.2 There shall be no other combustible contents in
lighting cables shall be enclosed in screwed conduits the buildings or section used for storage.
31s 9109 : 2000
Table 1 Outdoor Storage of Paint/Varnish with Flammable Liquid Base in
Containers and Portable Tanks
(Clause 15.6)
ChlSS Containers Storage PortableTanks Distance Between Distance to Property Distance to a
Maximum Per Pile Storage, Maximum Pile or Racks Line that Can be Street or a
/ Y r Built Upon PublicWay
Litres Height Litres Height metres (Min) metres (Ah) metres (Mitt)
(W (W
A 18 0001: 4 36 000 4 7 15 6
B 36 000 5 72 000 4 7 IO 5
C 95 000 6 200 000 4 7 5 4
‘I Each lot should not excceed 4500 litres. Each lot ofdrums shall be separated from the adjoining lot in the same pile by 1.5 m wide aisles.
16.3 Tanks used for storage of products having a flash 18 MAINTENANCE AND HOUSEKEEPING
point below 65°C shall be vented to the outside of the
18.1 Combustible racks, trays or spacers, flammable
building.
deposits, drippings, dust or lint shall be regularly
16.4 All buildings shall have adequate ventilation to cleaned.
prevent accumulation of flammable or toxic vapour
18.2 Oil or solvent impregnated rags or waste deposits
or dust in case of leakage of containers. This aspect
shall be kept in closed metal waste cans. The contents
shall receive special attention in the case of liquids
of waste cans shall be properly disposed off at least
with flash point under 26°C and conibustible dust
once at the end of each shift.
producing substances.
19 PROCESS SAFETY PROVISIONS
17 DRUM STORAGE (OUTSIDE BUILDINGS)
19.1 General
17.1 Sites fordrum storage shall be located at least
20 m from all buildings and other storage unless 19.2 Precautions shall be taken up to prevent the
separated therefrom by solid masonry walls. ignition of flammable vapours, source of ignition
include open flames; lightening; smoking; cutting and
17.2 Storage shall be in small shipping containers to
welding; hot surface frictional heat; static, electrical
facilitate easy detection of leakage and to aid fire
and mechanical sparks; spontaneous ignition
fighting and salvage operations.
including heat producing chemical reactions and
17.3 Drums shall be stored in lots not exceeding 500 radiant heat, etc.
and separated from adjoining lots by a clear space of
19.3 When the stirrer used for mixing paint and oil is
7 m.
cleaned of sticky materials, non-sparking or non-
17.4 Drums shall be arranged in stacks of each not ferrous tools shall be used.
exceeding 4 500 litres capacity, each stack being
19.4 Heat generated by grinding shall be cooled.
separated by aisles of at least 1.5 m wide.
Roller mills may be cooled by circulating water inside
17.5 Drums shall be stored on their side to prevent rolls.
infiltration of rain water and corrosion.
19.5 Temperature of paste shall not exceed the boiling
17.6 Drums shall be placed on suitable racks. point of the thinner.
Arranging in tiers shall be avoided as far as practicable
19.6 Thinner shall be added to the varnish under a
and in no case shall be tiered more than 3 m high.
hood with mechanical exhaust to prevent flammable
17.7 Any drums showing signs of leakage or corrosion vapour causing hazard of fire or explosion from a
or otherwise unserviceable shall be promptly removed spark.
from the storage area.
19.7 A measured amount of thinner shall be
17.8 All combustibles and vegetation shall be removed introduced into the thinning tank and blanketted with
from the vicinity of drums to a distance of at least carbon dioxide. The hot varnish shall be fed into the
10 m. thinner by gravity.
17.9 All open storage areas shall be properly fenced 19.8 Flammable solvents used, such as varnish,
and entry restricted. Smoking or naked lights shall turpentine, thinner, or white spirit, shall not exceed
not be permitted in and around the storage area. their boiling point.IS 9109 : 2000
19.9 Solvent, flammable vapours, dust, fumes, shall and inspect all processes and equipment facilities.
not be permitted to accumulate in the work area. They
21 OPEN FLAMES
shall be connected to an effective exhaust system to
the atmosphere through stack. 21.1 No open flames, naked lights, smoking electric
or gas cutting and welding equipment shall be
19.10 Not more than 900 litres shall be processed at
permitted within the building, or at tankage area. If
a time because of danger to foaming due to chemical
such work is essential it shall be carried out after
reaction during boiling or forming of steam from water
obtaining clearance from the officer-in-charge of the
present in the original resin or oil.
section concerned of the factory. During such
19.11 If agitation is provided by mechanical agitators, operation all necessary precautions shall be taken and
a mixture of nitrogen and CO, shall be bubbled skeleton fire staff with first aidftre fighting appliances
through the batch. detailed for standby duties.
19.12 Air under pressure shall not be used to fill or to 21.2 There shall be no open flame, spark producing
agitate oil/flammable liquids in tanks, unless the flash devices, or heated surface having a temperature
point of such oil or flammable liquids is over 93°C. sufficient to ignite vapours in any vapour area.
19.13 Combustible deposits shall not be allowed to 21.3 Unless elec)ric or muffled furnace is used, the
accumulate in the ducts or ovens. flames under the kettle shall be shielded from the oven.
Lighting of the fire shall be done from the opposite
19.14 Dripping in ovens and on drain boards shall be
side of partition and from the back of the kettles.
collected by using metal trays. Trays shall be of
removable type for cleaning purposes. 21.4 Locomotives, cranes, road rollers, etc, using coal
or wood as fuel shall not be permitted inside the
19.15 All paints and varnishes are capable of self
factory. Diesel locomotives with spark arrestors may
heating specially when they are in close contact with
however be used, if necessary.
cellulosic materials particularly fibres.
. 21.5 Aluminium and~other metallic enamels when
19.16 Temperature control at each stage of process
struck by a steel object produce sparks capable of
should be monitored by fail safe method either by
igniting flammable vapours and the hazard is
automatic or by manual system, and an excess
especially severe with nitro-cellulose based metallic
temperature alarm system shall be provided to attract
enamels. Only non-ferrous tools shall be used in such
attention of the persons in the surroundings to auto-
cases.
matic control the situation.
NOTE-The use of non-ferous tools may also produce sparks
20 EQUIPMENT FACILITIES and caution has to be exercised.
20.1 Conical hoods over the kettles shall be provided 22 SIGNS
with dampers. These dampers shall be so made to
enable closing them manually easily and quickly in 22.1 ‘No Smoking’ sign written in large letters on a
the event of a fire. background of contrasting colours shall be
conspicuously displayed in the vicinity of the
20.2 Oven shall be constantly watched during the
processing, tank farm and storage area.
process. An excess temperature alarm shall be
provided to attract attention of persons to manually 22.2 Signs designating the process zone as dangerous
control the situation. in regard to tire and accident shall be displayed.
20.3 Safe operating temperature shall not be exceeded.
23 PROTECTIVE EQUIPMENT
An automatic control shall be provided to ensure
against excessive temperature. Such a system shall Personal protective equipment namely, breathing
be interlocked with a device to shut off the heating apparatus and fire suit shall be provided and
medium. maintained in good condition for all employees to
protect them against inhalation, ingestion and contact
20.4 A separate excess-temperature-limit switch shall
of harmful substances.
be provided when temperature rises 25-5O’C above
normal.
24 EFFLUENT
20.5 Where conveyor system is employed, it shall
Process effluent shall be collected and treated before
automatically cease motion in the event of a fire.
disposal to comply with the requirements -of local
20.6 Periodical test schedules shall be drawn to test polluttion conrol authorities
5IS 9109 : 2000
25 FIRE PROTECTION ARRANGEMENTS different areas to a central control room operatable
both during working and non-working hours shall be
25.1 Paint and varnish factories present considerable
provided.
fire risk in most of the processes and storage areas.
To guard against these risks suitable fire prevention, 25.9 All factories irrespective of their size and risk
first aid fire fighting and major fire fighting shall make suitable provision for water supplies for
arrangements shall be provided. fire fighting. The requirement of water will vary
according to the size and risk. However, generally
25.2 The extent of the protection arrangements to be
the minimum requirement for a medium size factory
provided will depend on various factors like size of
of size about 1 000 sq. m. will be 1 800 l/min. The
the factory, risk involved, availability of outside help
total provision of water always available shall be for
for major fire fighting and so on. However, all factories
3 hours at the above rates. In case there is
irrespective of their size shall employ at least one
replenishment of water, the total provision of water
whole time supervisory officer assisted by a minimum
may be reduced to 2 hours at the above rates. Storage
of two trained personnel to look after the day to day
tanks containing flammable liquids shall be protected
fire prevention and first aid fire lighting arrangements.
by fixed foam or water spray or any other suitable tire
25.3 Adequate fire prevention measures in suppression system.
consultation with local fire authority shall be laid down
25.10 Arrangements for water supplies for fire
for all fire risk areas and these measures checked at
fighting shall be in form of fire hydrants and static
least once every month. Any irregularities observed
water tanks. At least one half of the total requirements
shall be brought to the notice of the top management
shall be in the form of static water tanks and these
and remedial action taken immediately.
shall be located at a distance not exceeding 180 m
25.4 First aid fire appliances of appropriate type and from the buildings/risks to be protected.
size as specified in IS 2 190 shall be provided in all
25.11 Factories which are located at a distance
parts of the factory. In addition minimum of 50 kg
exceeding 8 km from the nearest well equipped local
capacity foam compatible A, B, C dry powder trolley
fire brigade shall make their own arrangements for
mounted extinguishers shall be provided to cover major fire fighting. The requirements of major tire .
process and storage area where large quantities of
appliances, water supplies for fire fighting, fire station
flammable liquids are involved.
buildings, fire fighting staff and their duty system shall
25.5 First aid fire appliances shall be properly be planned and worked~out in consultation with the
maintained, checked, tested and refilled as specified local fire authority.
in IS 2 190 and proper records maintained.
25.12 Where main reliance for major fire fighting is
25.6 All employees shall be periodically exposed placed on the assisting local fire brigades close liaison
yearly to basic rules of prevention measures and proper shall always be maintained and periodical fire practices
use, upkeep and maintenance of first aid fire appliances held to ensure prompt attendance. Special
provided near their place of work. They shall be made requirements mentioned in 23.1 shall be checked and
fire conscious by repeated lectures, demonstrations, provided by the factory if these are not available with
display of posters and other methods. the assisting fire brigade.
25.7 Clearly audible fire alarm shall be provided in 25.13 Suitable arrangements shall be made for
all areas of the factory to alert the workers so that expeditious communication of tire messages between
they can evacuate themselves and also engage in fire the factory and the assisting local fire brigades.
fighting operations immediately.
25.14 Notices in regional language, Hindi and English
25.8 For high fire risk areas, specially those which shall be displayed in prominent places of the factory
remain unattended for considerable periods, a suitable indicating the action to be taken in case of an outbreak
automatic fire detection and alarm system directly of tire.
connected to a central control room shall be provided.
25.15 An emergency fire fighting and rescue
All other areas shall be periodically visited for fire
procedure shall be worked out, regularly practiced and
watching. Suitable communication system from
periodically revised when necessary.
6IS 9109 : 2000
ANNEX A
(Clause 2)
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
1303 : 1983 Glossary of terms relating to paints - Code of practice (second revision)
(secorld revision) 3614 (Part 1) : Specification for fire check doors:
1641 : 1988 Code of practice for fire safety of 1966 Part 1 Plate metal covered and
buildings (general): General rolling type
principles of fire grading and 5572 (Part 1) : Classification of hazardous areas
classification yirst revision) 1994 (other than mines) having
1646 : 1982 Code of practice for tire safety of flammable gases and vapours for
buildings (general): Electrical instal- electrical installation (second
lations (f&-d revision) revision)
2190: 1992 Selection, installation and main- 8757 : 1999 Glossary of terms associated with fire
tenance of first-aid fire extinguishers safety
7IS 9109 : 2000
ANNEX B
(Fomvord)
COMMITTEE COMPOSITION
Fire Safety Sectional Committee, CED 36
Chariman Representing
SHIUJ . N.VAKIL Tariff Adivsory Committee, Ahmedabad
Members
ASSISTANSTE CURITCYO MMISSIONER Ministry ofRailways, New Delhi
DIRECTOR(F IRES AFETY) Ministry ofDefence, (CEESO), New Delhi
DY DlRf:CroR (FIRES AFETY)( Alternate)
CHIEFF IREO FFICER Municipal Corporation of Mumbai (Mumbai Fire Brigade), Mumbai
CHIEFF IREO FFICER Bhabha Atomic Research Centre, Mumbai
SHRIR .N. CHACHRA Metallurgical and Engineering Consultants (India) Ltd, Ranchi
SHRIS UNILD AS (Alternafe)
SHRIS . K. DHERI Delhi Fire Service, Government of Delhi, New Delhi
SHRIS URINDEKRU MAR( Alternate)
SHR~S . M. DESAI In personal capacity (B-44 A. G. Khan RoadMunicipal OJicers Society, Worli, Mumbai)
SHRIO M PRAKASH Ministry ofHome Affairs, New Delhi
SHR~D . K. SHAMf( Alfernafe)
CHIEFE NGINEE(RE -l) Central Public Works Department, New Delhi
SHRlP . N. GHOSH In personal capacity (J-1916, Chittranjan Park, New Delhi-19)
SHRIJ . S. GAHLAUT State Bank of India, Mumbai
SHRIS . C. GUPTA Lloyd Insulation (India) Pvt Ltd, New Delhi
SHRIS ANJEEVA NGRA( Alternate)
SHRIM . M. KAP~~R Engineers India Ltd, New Delhi
SHR~P . C. SfNGHAf(. Alternate)
SHRIT . R. A. K~USHNAN Tariff, Advisory Committee, Delhi/Ahmedabad
SHRIP . K. MAJUMDAR(A lternate)
COL. KULDEESPI NGH Controllerate of Quality Assurance, Pune
SHRIA . I. PAWAR( Alternale)
SHRIA . R. KHAN Bharat Heavy Electricals Ltd, Bhopal/Trichy
SHRIN ATRAJAN(A lternafe)
SHRIG . B. MENON In personal capacity (16. Anikef Society Monjolpur, Vododara)
MEMBER Hydro-Construction Central Electricity Monitoring Authority, New Delhi
MANAGINGD IRECTOR Loss Prevention Association of India Ltd, Mumbai
SHRID . K. SARKAR( Alternate)
SHRIV . B. NIKAM In personal capacity (4/34, Haji Ali Municipal Officers Cooperative Housing Socie&
Mumbai)
SHRfP . N. PANWAL In personal capacity (46, Block E-I. Pocket II, Sector 15, Rohini, Delhi)
PRESIDEM. Institution of Fire Engineers (India), New Delhi
SHR~D . PADAMHABHA Tata Consulting Engineers, Mumbai
SHRIB . S. VENKATES(HA lternate)
SHRfV . M. RANAL~CAR Ministry of Petroleum and Natural Gas, New Delhi
Suru P. MAD~WSUNDAVRAA O Directorate General Factory Advice Service and Labour Insitute, Mumbai
SHR~D . R. K~USHN(AA lfernate)
DR. T. P. SHARMA Central Building Reserach Institute, Roorkee
DR GOPALK ~UWNAN(A lternate)
SHRIR . SUNDARAJAN National Thermal Power Corporation Ltd, New Delhi
SHRIS . K. CHAITOPADHYA(YA lternate)
SHRIS . K. SHANGAR~ Engineer-in-Chiefs Branch, New Delhi
LT-COL A. T. PARNAIK(A lfernate)
SHR~P . K. SUNKAR~A Department of Industrial Policy and Promotion, Ministry of Industry, New Delhi
SHRIK . C. MATWUR(A lternate)
SHR~S . S. SETHI, Directorate General, BIS @x-officio Member)
Director (Civ Engg)
Member-Secretary
SHIUS . CtfAWRmDI
Joint Director (Civ Engg ), BIS
-8Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
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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.
Review of Indian Standards
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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 Dot : No. CED 36 (5793).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110 002 Telegrams : Manaksanstha
Telephones : 323 01 31, 323 33 75,323 94 02 (Common to all offices)
Regional Offices : Telephone
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Printed at : F’rabhat Offset Press, New Delhi-2
|
10334.pdf
|
IS : 10334- 1982
Indiah Standard
CODE OF PRACTICE FOR
SELECTION, SPLICING, INSTALLATION AND
PROVIDING PROTECTION TO THE OPEN
ENDS OF CABLES USED FOR CONNECTING
RESISTANCE TYPE MEASURING DEVICES IN
CONCRETE AND MASONRY DAMS
Hydraulic Structures Jnstrumentation Sectional Committee, BDC 60
Chairman Repesenting
SIlR1 H. c. VERlCIA In personal capacity [ Associated Instrument Manu-
,fncturers ( India ) Privak? Ltd, 2G-?7 Asaf Ali
Road, New Delhi ]
Members
SHRI S. S. A~ARW.U, Central Scientific Instruments Organization
( CSIR ), Chandigarh
DR B. K. AG~XXVAL~~ National Physical Laboratory, New Delhi
SHltl N. BIiooTIIA1;TNo.&nT Kerala State Electricity Board, Trivandrum
CHIEF ENGINEER ( CIvrL ) Damodar Valley Ccrporation, P. 0. Maithon Dam
CHIEF ENOINRER ( DESIGN 6L Irrigation Department, Government of Punjab,
RESEARCH ) Chandigarh
SHRI PREBLAD SINGH ( Alternate )
CHIEF ENGINEER ( IRRIGATION ) Irrigation Department, Government of Tamil Nadu,
Madras
DIRECTOR, INSTITUTE OF
HYDRAULICS & HYDROLOGY ( Alternate )
CH;;~~NGINRRR & DIRECTOR, Irrigation Department, Government of Maharastra,
Bombay
SHRI 0. P. DATT.~ Beas Designs Organization, Nangal Township
S HIXI0 . R. M~rl~a ( Alternate )
SHJEI R. N. AGGARWAL ( Alternate )
~~IItECTOI~ Central Water & Power Research Station, Pune
SHRI S. L. MOKHASHI ( Alternate)
EXECUTIVE ENGINEER, TESTTNG Ram Ganga Project, Kalagarh
Sr QUAI,ITY CONTROL
SHRI P. GO~WAMI Phillips India Ltd, Bombay
SHI~I K. BASU ( Alternate )
( Continued on page 2 )
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
‘l‘hls publication is protected under rhe Indian Copyright Acf ( 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:10334 -1982
( Continued from page 1 )
Members Representing
SHRI S. N. GURU Rnu Ckntral Water Commission, New Delhi
SHRI G. S. NAR~YA~A ( Alternate )
SHRI 2. M. KARACHIWAL.~ Vasi Shums & Co Private Ltd, Bombay
SHRI R. G. PATEL Irrigation Deprartment, Government of Gujarat,
Gandhinagar
DR J. PU~USHOTTAM Irrigation Department, Government of Andhra
Pradesh, Hyderabad
CHIBF ENGINEER, SRISAILAM
PROJECT ( Alternate )
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SRRI SUBHASH SRARMA Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRI G. RAMAN, Director General, IS1 ( Ex-O&O Member )
Director ( Civ Engg )
Secretary
SHRI K. K. SEARMA
Deputy Director ( Civ Engg ), IS1IS :10334-1982
Indian Standard
CODE OF PRACTICE FOR
SELECTION,SPLICING,II’WTALLATIONAND
PROVIDING PROTECTION TO IHE OPEN
END-SOF CABLES USED FOR CONNECTING
RESISTANCETYPE MEASURING DEVICESIN
CONCRETE AND MASONRY DAMS ~
.—....—,,. .+
/.
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 29 October 1982, after the draft finalized by theHydraulic
Structures Instrumentation Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 Rubber insulated and rubber sheathed 3-conductor and 4-conductor
stranded flexible cords are used for connecting highly accurate measuring
instruments embedded in concrete and masonry dams to suitable
terminal boards located in the galleries of the dam.
0.3 A large portion of the cord is embedded. in the concrete or ,mortar
in the dam and hence rugged construction, positive imperviousness to
moisture at higher pressure, uniform conductor resistance and long life .
are of paramount importance. The usually severe conditions to which
this cord is subjected include ambient air and ccmcrete temperatures of
50”C or so, excessively damp locations, alkaIine reaction of concrete and
rough treatment during installation.
0.4 In the field, in order to add additional length of cable to that
already attached to the instrument for joining it to the terminal boards
locatecl in the gallery, it is necessary to splice. the cable ends in the
field laboratory prior to the embedment of the instruments in the
structure.
0.5 Where the ends of cables attached to the instrument are left loose or
uncovered for a while until these are properly terminated, agood care
for, prevention of moisture or water from entering the instrument
through the cable ends, is considered necessary.
3
—---—- -—- ...—, ,
,(. ,.
.IS:10334- 1982
0.6 It is not practical to vulcanize natural rubber with synthetic rubber.
It is, therefore, necessary that the cable to be used should be of the same
specification as that attached to the instrument.
0.7 In the case of masonry dams, it is considered necessary to take
horizontal and vertical runs of cable through conduits.
1. SCOPE
1.1 This standard covers the details of specifications of cables, method
of splicing and installation of cables, mode of delivery, inspection and
test to be carried out on the material used in the manufacture of cables
as also on finished cable, pre-embedment tests, cable end protection and
fixing the size of conduits.
2. CABLE SPECIFICATIONS
2.1 Type, Size and Ratings - The cord sha!l consist of three or four
cores of tinned annealed high conductivity copper wire with a nominal
area of each conductor of 1’5 sq mm insulated with moisture and heat
resisting elastomer or PVC insulation and jacketed with elastomer or
PVC sheathing. Elastomer insulated cord shall comply with
IS : 9968 ( Part I )-1981” and PVC insulated cord shall comply with
IS : 694-19777.
2.2 Method of Delivery - The cord shall be in lengths of 300 to
1 000 m with inner and outer ends of each length extending at least one
metre outside the reel to facilitate sampling for test purposes.
2.3 Inspection and Tests - Proper inspection and testing shall be
carried out with a view to examining the cables in accordance with the
provisions contained in IS : 9968 ( Part I j-1981* or IS : 694-1977t,
whichever is applicable.
3. CABLE SPLICING PROCEDURE
3.1 The instruments for embedment in concrete or masonry dams are
often supplied with one metre of multi-core cable attached initially, SO
that the work of cable splicing shall be done where cable extension is
required. Faulty splices are generally a potential source of trouble.
*Specification for elastomer-insulated cables : Part I For working voltages up to and
including 1 100 volts.
tspecification for PVC insulated cables for working voltages up to and including
1 100 volts ( second revision ).
4IS:10334- 1982
3.2 There are three methods for cable splicing for cable extension to the
terminal boxes, namely:
a) Vulcanized rubber splice,
b) Rubber sleeve covering, and
c) Self-bonding tape.
3.2.1 Vulcanized Rubber Splice - The following steps shall be followed
in the procedure -for vulcanizing cable splices:
a) The cable sheath for 80 mm from the cable end shall be removed
and joint made ,of the individual pair of conductors staggered
by 25 mm lengths ( Fig. 1A ) so that the finished splices do not
lap;
b) ‘Ten millimetres of rubber insulations from each conductor shall
be cut, while taking care not to damage the conductor;
c) The individual conductors shall be twisted and conductors of the
same, colours put into a copper sleeve and then soldered
( Fig. IB and 1.C );
d) The surface of copper sleeve and insulation shall be wiped by
using benzene absorbed clean cloth and unvulcanized repair tape
wound on it ( Fig. 1D );
e) On completion of conductor splicing, the ends of insulations
are marked on the cable and unvulcanized tape tightly wound
along the whole jointing portion. In this case, in order to
obtain a strong adhesion, the surface of sheath, on which un-
,vulcanized tough rubber tape is to be wound shall be roughened
for length of about 40 mm by use of file or knife, and poly-
chloroprene rubber paste shall be applied ( Fig. 1E );
f) After drying, the splice shall be wrapped with unvulcanized
tough rubber tape, carrying the tape up onto the sheath, at least
two layers half-lapped ( see Fig. 1F );
g) Wrapping on the splice shall be completed with vulcanizing
tough rubber tape, and all projections shall be cut off with a
knife just before completion of the final layer;
11) Continue until the splice is built up to the size of the mould of
the vulcanizer;
j) Silicone oil or soapwater shall be applied on the inside surface of
metal mould of the vulcanizer. The vulcanizer shall be connec-
ted and energized according to the manufacturers’ instructions;
5IS:l0334- 1982
k) After the indication of the vulcanizer has, reached 100°C ( pre-
heating point ), vulcanizer shall be opened and the splice put in
the metal mould;
m>
While energizing, the mould shall be gradually tightened until it
is uniformly fastened; and
4 The temperature shall be raised to 140-160% and kept at that
level for about 30 min. Then energizing shall be stopped and
after the temperature comes down to about 12O”C, the metal
mould shall be opened and the splice shall be taken out and
excess rubber trimmed off.
3.2.2 Rubber Sleeve Covering - The following steps shall be followed:
4 Cable shall be removed and cable ends shall be joined in accord-
ance with the procedure indicated. in 3.2.1(a), through 3.2.1(c).
Insulating sleeves shall be provided over copper sleeves
( Fig. 2A and 2B );
b) The jointed conductors shall be enclosed in a rubber sleeve or
plastic pipe having open gap, by passing the conductors through
the open gap. The rubber sleeve shall be wound on two grooves
fixed one on each side of the splice ( Fig. 2C ). Voids between
the rubber sleeve and jointed conductors shall be filled with
cable compound;
Finally, the splicing portion shall be wound with adhesive vinyl-
chloride tape ( Fig. 2D).
3.2.3 Self-Bonding Tape - The self-bonding tape is made from synthe-
tic resin and rubber, which is a good electric insulator and is particularly
durable against watering and aging. The following steps shall be
followed:
a) Sheath of the cable attached to the instrument shall be removed
and conductors spliced in accordance with the procedure given
in 3.2.1(a); and
b) Cover with self-bonding tape. After jointing the conductors
each of the conductors shall be wrapped with the tape extending
it 30 to 40 mm on each side of the splice of individual con-
ductors. In order to obtain a strong adhesion, the surface of
the sheath on which self-bonding tape is to be wound shall
be roughened for a length of about 30 mm by the use of pumice,
file or knife.
The conductors shall then be assembled in a bench and
wrapped with the tape extending to make a smooth rounded
cross-section.
6IS:10334 - 1982
TWIST IN THIS MANNER7 1
+-20-l L COPPER SLEEVE
18
COPPER SLEEVE
r WRAPPEO UNVULCANISEO REPAIR
10
PENCILLEO ROUGHENED
UNVULCANISEO TOUGH RUBBER SHEATH
1F
All dimensions in millimetres.
FIG. 1 VULCANIZED RUBBER SPLICE
7IS : 10334 - 1982
INSULATING
2A
t-2oi
I f
1 t
28
NOTE - Ends of rubber sleeve &all be tied with wire before pouring cable
compound through each gap.
/--ADHESI’VE VINYLCHLORIDE TAPE
All dimensions in millimetres.
FIG. 2 RUBBER SLEEVE COVERING
8IS: 10334 - 1982
4. CABLES AND CONDUITS
4.1 In estimating the length of the cable to be added, a suitable route
between the point of embedment of the instrument and the terminal
station in the gallery shall be selected by a study of the drawing. In
selecting the route, due consideration shall be given to the construction
procedures involved in placing the concrete where the instrument is to
be embedded and to possible obstructions along the chosen route. After
the selected route has been verified, the length of cable required shall be
estimated, and a small amount, usually 10% or 1’5 m, whichever is
larger, shall be added to allow for extra length required due to normal
variation from the selected route. Length of cable should be limited to
75 m as far as possible.
4.2 In genera!, cables run within conduits in masonry and concrete,
both in horizontal and vertical directions. Separate conduit should be
used for each individual lift. The conduit may be of any material
which will not collapse i,n fresh concrete, such as galvanized iron,
or rigid PVC. The size of the conduit may be chosen by drawing
circles to represent the diameter of the cables. In order to allow
for pulling friction, provide for one and a half times the number
of cables where the conduit is of short length and up to twice
the number of circles, as there are cables where the runs are long or
there are many bends. Circumscribe these circles with a larger one
to find the inside diameter of the conduit.
4.2.1 The size of the conduits may also be chosen according to Table 1.
-~
TABLE 1 CONDUIT CAPACITIES
No. OF MINIMUM INTERNALDIA OFTHE MAXIMUM INTERNAL
CABLES CONDUIT REQUIRED CROW-SECTIONAL AREA
TO BE OFCONDUITTHAT MAY
DRAWN BE OCCUPIED BY
CABLES
(1) (2) (3)
1 1’49 d ( see Fig. 3 A ) 45%
2 2’58 d ( seeF ig. 3 B ) 30%
3 2.74 d ( see Fig. 3 C ) 40%
4 3.24 d ( see Pig. 3 D ) 38%
5 3.78 d ( see Fig. 3 E ) For 5 or more
cables 35%
NOTE - These capacities are valid only for conduit runs of length not exceeding
40 metres.
9IS : 19334- 1982
d
3.A
3E
3c
NOTE - lliagrams indicate group diameter of cables and minimum internal
diameter of conduit in terms of cable diameter d.
FIG. 3 COMXJIT CAPACITIES
10IS :10334-1 982
4.2.2 When all cables are not of the same size, the conduit diameter
shall be worked out on percentage basis.
4.2.3 For diameters and thicknesses of conduits see IS : 1653-1972*.
4.3 Where a group of cables is to be run horizontally in a lift, they may
be taped together at intervals and laid on the top of the next to last layer
of concrete in the lift, covered with pads of fresh concrete throughout
their length, and placement of the final concrete lift layer allowed bt o
proceed in the normal manner. Leads of single or pairs of cables may
be ‘walked into’ the concrete.
4.4 Cables of instruments located above terminal reading station are run
in downward conduit from lift containing instrument with separate
conduits serving each individual lift. Each cable shall be threaded
individually into the conduit, SO that each cable will be required to
support only its own weight. At the entrance of the cables into the
conduit, suitable protection, such as padding with burlap, should be
provided around each cable and in the interstices between the cables to
prevent sharp bends and to prevent the entrance of concrete and grout
into the conduit.
4.5 Cable leads shall be run upward when the instruments are located
below terminal reading station, without conduit from the lift in the case
of concrete dam and within conduits in the case of masonry dam,
Reinforcing bar shall be embedded in the concrete of successive lift for
providing support for cables. The cables shall be tied to the reinforcing
bars, at short intervals before placing each lift and the remainder of the
cable coiled and hung clear of the fresh concrete.
4.6 In the general case where a number of cables from widely separa-
ted points are collected at one central point and run downward in
conduit, the cable may be run in two steps. A collecting box or
concrete form is erected around the grouped conduits, so that the lift is
left about 450 mm below the conduits. During the placement of the
concrete in which the meters are embedded, the cables should be brought
horizontally to the collection point and then coiled and hung out of the
fresh concrete. As soon as the concrete has set sufficiently to bear traffic,
the cable coils shall be taken down the conduit to the terminal boards.
The advantage is that it is much easier to sort and run cables when they
are not muddled with fresh concrete.
4.7 If the cable leads are to cross contraction joints in the structure, a
slack cable recess should be provided at the crossing point. This may
consist of a wooden box block out, forming a recess into which the cable
*Specification for rigid steel conduits for electrical wiring ( second revision ).
11IS :10334- 1982
will run. During placement of concrete in the adjacent block, a 300 mm
loop of slack cable should be left in the unfilled block out and the
remaining length of cable laid in the usual manner.
5. CABLE END PROTECTION
5.1 In order to prevent moisture and water from entering the instru-
ments, the cable ends should be suitably sealed.
6. PRE-EMBEDMENT RESISTANCE MEASUREMENTS
6.1 Prior to embedment of instruments in the newly placed concrete,
each instrument shall be thoroughly checked for meter resistance as also
for lead resistance and these shall be entered in the pro forma given in
Appendix A. The resistance ratios before splicing and after splicing
shall also be recorded in the pro forma meant for recording pre-embed-
ment tests. The pre-embedment tests quite often prove valuable during
the analysis of data.
APPENDIX A
( Clause 6.1 )
PRO FORMA FOR RECORD OF PRE-EMBEDMENT
RESISTANCE MEASUREMENT
~&stance Type Pore Pressure Meters
Project Instrument
Air temperature .I Manufacturer’s No.
Wet Bulb Temperature Project No.
Location
I. RESISTANCE BEFORE CABLE SPLICING
i) Red-black ii) Red-green
iii) Green-black iv) Resistance of one pair
II. RATIO INSTRUMENT ONLY
i) Direct ratio ( white-green-black)
ii) Reverse ratio ( black-green-white)
12IS : lo334 - 1982
III. INDIVIDUAL CONDUCTOR RESISTANCE
i) Length ii) Black
iii) Green-black iv) Resistance one pair
IV. RATIO INSTRUMENT WITH CABLE
i) Direct ratio ( red-black-green )
ii) Reverse ratio ( green-black-red )
Date of Test:
Date of Embedment:
Name and Signature of
OBSERVER
Notes:INTERNATIONAL SYSTEM OF UNITS ( SI UNITS)
Base Unit@
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 SYPBOL DEFINITION
Force newton N 1 N = 1 kg.m/s*
Energy joule J 1 J = 1 N.m
Power watt W 1 W=lJ/s
FlUX weber Wb lWb= 1 V.s
Flux density tesla T 1 T = 1 Wb/m
Frequency hertz Hz 1 Hz = 1 c/s (s-1)
Electric conductance siemens S 1 S 0 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m’
|
2506.pdf
|
IS :2506- 1985
Indian Standard
GENERAL REQUIREMENTS FOR
CONCRETE VIBRATORS, SCREED BOARD TYPE
( First Revision )
Construction Plant and Machinery Sectiongl Committee, BDC 28
Chairman Representing
MAJ-GEN J. S. SOIN C-24, Green Park Extension, New Delhi
Members
SHRI R. P. CHOPRA National Projects Construction Corporation
Limited, New Delhi
SHRI 0. S. GLJPTA ( Alternate )
CHIEF ENGINEER Punjab Irrigation and Power Department,
Chandigarh
DIRECTOR ( PLANT DESIGNS) ( AIfernate )
CHIEF ENGINEERS( ELEC ) I Central Public Works Deuartment. New Delhi
SUPERINTENDINGE NGINEER,D ELHI
CENTRAL ELECTRICAL CIRCLE ( Alternate )
DIRECTOR ( P & M ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( P & M ) ( AZternate )
DR A. K. MULLICK National Council for Cement and Building
Material, New Delhi
SHRI RATAN LAL ( Alternate )
DR K. APRAMEYAN Bharat Earth Movers Limited, Bangalore
SHRI K. S. PADMANABHAN( Alternate )
-DR M. P. DHIR Central Road Research Institute ( CSIR ),
New Delhi
SHRI Y. R. PHULL ( Alternate )
DR A. K. RAY Jessop and Company, Calcutta
SHRI A. K. MUKHERJEE( Alternate )
SHRI D. M. GUPTA UP State Bridge Corporation, Lucknow
SHRI V. GULATI Heatly and Gresham ( India ) Limited, New
Delhi
SHRI S. A. MENEZES ( Ahernate)
JOINT DIRECTOR ( WORKS ) Railway Board ( Ministry of Railways )
JOINT DIRECTOR ( CIVENGG ) ( Afternate 1
SHRI Y. R. KALRA Bhahra Beas Management Board, Chandigarh
SHRI M. L. AGGARWAL ( Alternate )
( Continued on page 2 )
0 Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957) and re-
production in whole or in part by any means except with written permission of t‘ne
publisher shall be deemed to be an infringement of copyright under the said Act.IS: 2506- 1985
( Continuedfrom page 1 )
Members Representing
MAJ-GEN P. N. KAPOOR Research and Development Organization
( Ministry of Defence ), New Delhi
SHRI S. N. SIDHANTI ( Alternate )
SHRI J. P. XAUSHISH Centr~ooB;~$ng Research Institute ( CSIR ),
SHRI S. S. WADHWA ( Alternate )
SHRI S. Y. KHAN Killick Nixon and Company Limited, Bombay
SHRI A. MEHRA (~AIternate )
SHRI V. K. KHANNA International Engineering and Construction
Compauy, Calcutta
SHRI S. K.’ KELAVKAR Marshall Sons and Company Manufacturing
Limited, Madras
SHRI B. V. K. ACHAR ( Alternate )
SHRI M. E. MADHUSUDAN Directorate General of Technical Development,
New Delhi
SHRI K. L. NANCIA ( Alternate )
BRIG S. S. MALLICK Directorate General Border Roads, New Delhi
SHRI L. M. VERMA ( Alternate )
SHRI J. F. ROBERT MOSES Sahayak Engineering Pr~raanecLhirniaeryderaba~
SHRI M. NARAINASWAMY* Engineer-in-Chief’s Head-
quarters, New Delhi ’
SHRI H. S. DUGGAL ( Alternate )
SHRI S. S. PRAJAPATHY Sayaji Iron and Engineering Company Private
Limited. Vadodara
SHRI NAVIN S. SHAH ( Alternates)
SHRI T. H. PESHORI Recondo Limited, Bombay
SHRI S. J. BASU ( Alternate )
SHRI T. H. PESHORI Builder’s Association of India, Bombay
BHAI TRI~OCHAN SINGH ( Al ternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals.
New Delhi
SHRI I. C. KHANNA ( Alternate )
SHRI R. C. REKHI Intern;221 Airport Authority of India, New
SHRI H. K. KULSHRESHTHA( Alternate )
MAJ RAVINDRA SHARMA Department of Standardization ( Ministry of
Defence )? New Delhi
SHRI K. S. SRINIVASAN National Buildmgs Organization, New Delhi
SHRI MUHAR SINGH ( Alternate )
SHRI G. VISWANATHAN Ministry of Shipping and Transport ( Roads.
Wing )
SHRI M. N. SINGH Indian Road Construction Corporation
Limited, New Delhi
SHRI G RAMAN, Director General, ISI ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI HEMANT KUMAR
Assistant Director ( Civ Engg ), ISI
( Continued on page 10 )
*Chairman for the meeting.
2IS:2506-1985
Indian Standard
GENERAL REQUIREMENTS FOR
CONCRETE VIBRATORS, SCREED BOARD TYPE
( First .Revision)
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Stndards Institu-
tion on 30 September 1985, after the draft finalized by the Construction
Plant and Machinery Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 The compaction of concrete by vibrations has revolutionized the
concept of concrete technology, making possible practical use of low
slump, stiff mixes for production of high quality concrete with required
degree of strength, density, durability and impermeability. Concrete
vibrators of screed board type are essentially suited for compaction of
concrete roads, runways, floors, pavements, thin slabs, etc, where the
area to be compacted is large or the thickness is too small to allow the
use of immersion vibrators. As is generally known, the strength of
concrete of stipulated mix proportions depends largely on the degree of
compaction imparted to it in plastic stage.
Insufficient compaction results in formation of voids in concrete
which,~in turn, reduces the strength. If the void content is 10 percent,
the strength may be reduced by as much as 50 percent.
In such vibrators, as research results of Central Road Research Insti-
tute, New Delhi and work abroad have established, reasonably high
amplitude of vibration corresponding to a matching frequency is of
primary importance for efficient compaction.
This standard has been prep_ared with a view to providing guidance
both in the manufacture and purchase of concrete vibrators of screed
board type capable of giving satisfactory performance.
0.3 The prime mover to be used with~the vibrator shall be of sufficient
power to ensure required performance. The prime mover may be with
internal combustion engine or electric motor conforming to relevant
Indian Standard. It may be mounted on a suitable base. A suitable
device for starting or stopping the vibrator without disconnecting the
llexible~shaft from the prime mover may also be provided.
3
iIS : 2506 - 1985
03.1 The moving parts of the vibrator shall be suitably encased and
appropriate safeguards against accident be provided. Suitable earthing
and other safety arrangements shall also be provided for the electrical
motors and components in accordance with the provisions laid down in
relevant Indian Standard.
0.4 This Indian Standard was first published in 1961. While reviewing
this standard in the light of the experience gained during these years, it
has been decided to revise the standard with modifications in the perfor-
mance characteristics of screed board vibrators and the title of the
standard has been changed to general requirements.
0.5 A mere measurement of amplitude and frequency may not always
yield a firm basis for judging the efficiency of a screed board vibrator.
On the other hand, a direct measurement of the degree and uniformity
of compaction of concrete achieved with such a vibrator would give a
more convincing and fairer appreciation of its performance. However,
in view of large number of variables involved, it has not been found
feasible as yet to prescribe in this standard, a simpleand practical method
of test for direct measurement of compaction characteristics. Further,
the Sectional Committee has also appreciated that even the requirements
in regard to amplitude and frequency may considerably vary from case
to case and, therefore, the attempt in this standard has been to lay down
only the limiting rangesof the operational and performance characteristics
besides the physical dimensions of the vibrators on the basis of available
technical literature on the subject, experience and the current
manufacturing practices in the country.
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 lays down the requirements for materials, sizes,
construction, assembly and performance of screed board concrete vibra-
tors, screed board vibrators operated by pneumatic power are not
covered in this standard.
*Rules for rounding off numerical values ( revised ).
4IS : 2506 - 1985
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall apply.
2.1 Amplitude of Vibration - Maximum displacement of a vibrating.
body from its mean position during vibration. It is usually expressed
as half of its total displacement.
2.2 Eccentric Shaft ( Rotor ) - The rotating shaft of the vibrating unit
designed to produce the required frequency and amplitude of vibration.
2.3 Anchor - The arrangement provided to give a support to the screed
board when desired.
2.4 Frequency of Vibration - Number of complete cycles of vibrations
per minute.
2.5 Screed Board ( Tamping Beam or Vibrating Beam ) - The beam to
which the vibrating unit is affixed and which compacts the concrete due
to its vibration.
2.6 Tube (Casing ) - Fitting whieh encases the eccentric shaft.
2.7 Vibrating Units - The complete assembly of tube, the eccentric
shaft and its bearings, affixed to the screed board to impart vibrations
to it.
2.8 Vibration of Acceleration - The maximum acceleration per cycle of
vibration. It is usually expressed as a multiple of g, the acceleration
due to gravity.
3. MATERIALS
3.1 The eccentric shaft shall be made of carbon steel of Grade 35C8 of
IS : 1570 ( Part 2 )-1979” and shall be tempered and polished
3.2 The tube or casing of the vibrating unit and other parts shall
conform to IS : 226 - 19757.
3.3 The rivet bars shall conform to IS : 1148 - 1982$ or IS : 226- 1975t.
3.4 Spring shall be manufactured from suitable grade of wire conforming
to IS : 4454 ( Part 1 )-19813.
*Schedules for wrought steels: Part 2 Carbon steels ( unalloyed steels ) (first
revision ).
tSpecification for structural steel standard quality (fifth revision ).
SSpecification for hot rolled steel rivet bars ( up to 40 mm diameter > for
structural purposes ( third revision ).
JSpecification for steel wires for cold formed springs: Part 1 Patented and coldi
drawn steel wire - unalloyed ( second revision ).
5IS : 2506 - 1985
3.5 V-belt shall conform to IS : 2494 - 1974”.
3.6 All other materials to be used in construction of the screed board
vibrator shall conform to the relevant Indian Standards.
4. SIZES
4.1 Size Designation - The size of the vibrator is designated by the
*overall length of the screed board expressed in metres. Common sizes
of the vibrators are 3, 4 and 5 m.
t
i
5. CONSTRUCTION
5.1 The screed board vibrator shall consist of one or more vibrating
units mounted on a screed board ( see Fig. 1 ).
HANDLE FITTED WITH
ANTI-VIBRATION
i
SCREED BOARD
FIG.~ 1 TYPICAL SKETCH OF SCREED BOARD CONCRETEV IBRATOR
5.1.1 The vibrating unit or units shall be rigidly affixed to the screed
‘board so that there is no relative : movement between the vibrating beam
s
and th-e vibrating unit, during operation. Suitable arrangements shall be
provided- to allow for easy fixing and removal of the vibrating unit from
the screed board. Suitable arrangement shall also be provided for occa- S
sional tightening of the fixing joint between the vibrating unit and~the t;
screed board which may become necessary during operation.
5
Where the power unit is not directly connected with the eccentric
rotor of the vibrating unit, the power unit shall be so mounted that the
s,
*Specification for V-belts for industrial purposes ( first revision ). P
6IS : 2506 - 1985’
vibrations of vibrating unit or the vibrating beam are not transferred to
it thereby affecting its life and performance; and the efficiency of the
ard
drive shall be such that there is no significant slippage under full opera-
ting loads. In case of belt drives, multiplev-belt drives should preferably
be used, tensioning device shall be provided to keep the transmitting
medium adequately tensioned during operation.
the
5.1.2 The vibrating unit or units shall be suitably positioned, generally,
zes
symmetrically with respect to the centre of length of the screed board,
to ensure that the amplitude ,and frequency of the screed board are as
far as possible uniform all along its length.
The vibrating beam shall be rigid enough and vibrating units and
the beam supports shall be so placed as to prevent excessive vibration
;ing
( whipping ) of the beam between the positions of vibrating units. The,
weight of the beam and the elasticity of the supports shall be so
proportioned that the vibrations are not damped aut by the supports.
5.2 Vibrating Unit - The vibrating unit shall be of totally enclosed
construction and shall be filled with correct amount of lubricant and
properly sealed to protect against the entry of dust and moisture.
5.2.1 The tube or casing of the vibrating unit shall be seamless in
construction and shall be of material as specified in 3.2. The minimum
finished wall thickness of the tube anywhere in its length including the
thickness on the bearing seating shall not be less than 4 mm.
5.2.2 The bearings and the eccentric shaft shall be-so assembled as
to enable the easy removal of the shaft for repairs and replacements.
Suitable arrangements shall be provided for adequate lubrication of
bearings so as to prevent them from being heated excessively-in actual
operations. Such a provision also should take care of prevention of
entry of moisture or cement slurry by providing a one way entry for the
lubricant with the help of valve.
R 5.3 Screed Board - The screed board shall generally be of well-seasoned
reed hard wood timber of cross-section not less than 75 X 150 mm or any
other suitable material. The width of the screed board in any case
)eam
shall not be less than 75 mm. If made of hard wood the screed
~11b e
board shall be shown with steel plate not less jthan 1’6 mm thick. The
from
screed board should be checked periodically against bending of board so
acca-
that the vibrated surface does not result in a curve.
d the
5.4 Handles - The vibrator shall be provided with two handles, each
ntric suitably mounted on either end of the screed board. Each handle shall
it the be provided with suitable anti-vibration packings or springs so as to
protect it from direct vibrations of the screed board. The handles and
7
Pis:2506 -1985
their braces shall be made of suitable steel section of adequate strength,
and their design sha. 11 be such as to prevent injury or discomfort to the
operator during operation.
5.5 Anchor - An anchor of suitable design shall be provided at one
end of the screed board, preferably mounted on the handle so as to give
support to the entire unit when required. The anchor shall be designed
to dig into ordinary ground without much difficulty.
6. PERFORMANCE REQUIREMENTS
6.1 Operation Characteristics - The vibrators shall be so designed that
when tested for operational characteristics shall comply with the
provisions given in 6.1.1. The requirements given in 6.1.1 shall be
checked on selected samples on the basis of suitable sampling scheme.
6.1.1 Frequency and Amplitude - Frequency and amplitude under no
load ( operation in air ) shall be tested in accordance with IS : 6923-
1973* and shall be as given below:
Frequency of Vibration Minimum Amplitude
Vibrations/minute mm
3 000 to 3 200 for thickness of 1’5
concrete up to 15 cm
3 000 to 3 200 for thickness of 2’0
concrete from 15 to 25 cm
3 500 to 3 700 1’5
NOTE - In no case frequency less than 3 000 shall be accepted.
6.2 Mechanical Efficiency - After continuous running of vibration for
more than 4 hours, the rotor temperature shall not be more than 70°C
and shall be tested in accordance with IS : 6923 - 1973*.
6.2.1 Endurance Test - The endurance test shall be in accordance with
IS : 6923 - 1973*.
7. INSTRUCTION SHEET
7.1 An instruction sheet containing instructions relating to installation,
maintenance and lubrication of the vibrator and the prime mover shall
be given.
*Method of test for performance of screed board concrete vibrator.
8IS :2506 - 1985
8. MARKING
‘9
e 8.1 Each vibrator shall have firmly attached toit a mark plate ‘bearing the
following information:
a) Manufacturer’s name or trade-mark:
e
e bj Vibrator reference number;
1 cl Type and rating of the power unit to be used;
d Year of manufacture; and
e) Frequency and amplitude.
t
:
:
1
9IS:2506- 1985
( Conrinuedfrom page 2 )
Panel for Concrete Vibrators, BDC 28 : P2
Convener Representing
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ),
HEAD, RIGID PAVEMENTDIVISION- New Delhi
Members
SHRI K. C. AGGARWAL Hindustan Prefab Limited, New Delhi
SHRI V. K. MATHUR ( Alternate )
DIRECTOR( P & M ) Central Water Commission, New Delhi
DY DIRECTOR( P & M ) ( Afternate )
SHRIV. GULATI Heatly and Gresham ( India) Limited,
New Delhi
SHRI S. A. MENEZES( Alfernate )
SHRI S. Y. KHAN Killick, Nixon and Company Limited, Bombay
SHRI V. K. KHANNA International Engineering and Construction
Company,, Calcutta
SHRI J. P. KAUSHISH Central Buildmg Research Institute, Roorkee
SHRI S. S. WADHWA ( Alternate )
SHRI J. F. R. MOSES Sahayak Engineering Pvt Ltd. Hyderabad
SHRI M. NARAINASWAMY Engineering-in-Chief’s Branch, Army Head-
quarters, New Delhi
MAI V. V. SINGH ( Alternate )
SHRI A. G. PATEL Millars, Bombay
SHRI N. B. JOSHI ( Alternate 1
SHRI G. RAMDAS Directorate General of Supplies & Disposals,
New Delhi
SHRI I. C. KHANNA ( Alternate )
SHRI P. VBNKATACHALAM Gammon India Ltd, New Delhi
10
|
5640.pdf
|
ISr5640-1970
Indian Standard
METHOD OF TEST FOR DETERMINING
AGGREGATES IMPACT VALUE OF SOFT
COARSE AGGREGATES
( Fourth Reprint AUGUST 1991)
I
.- I
UDC 691.322:620.178.7
..-
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1 lOOCY2
Cr2
Lkcemhcr 1970IS : 5640 - 1970
Indian Standard
METHOD OF TEST FOR DETERMINING ’
AGGREGATES IMPACT VALUE OF SOFT
COARSE AGGREGATES
Stones Sectional Committee, BDC 6
Rrpesenting
Central Public Works Department, New Delhi
SHRI K. K. MI:AW.YT.A Builders’ Association of India, Bombay
(Alternntr)
SHRI K. xc. hlrc~lloIc
SHHIT . K. BII \i:<::,\-r\ Ministry of Shipping & Transport ( Roads Wing )
Cti I m 1211I( ,‘‘1,‘ ,,Y‘J ’ Central PublicWorks Department. N&v Delhi
stct<1 G. c. I).\S National Test House, C.&eta ’
Uli RI. I’. DIllit Central Road Research Institute ( CSIR ), New Delhi
gilIt 1~. 1.. S\‘;DA (dit.mntC)
SIrI: hl. I<. (;irrT.\ Himalayan Tiles and Marble Pvt Ltd, Bombay
Slllil Ii. 1). (;I I”,‘., Public Works Drpartment, Government of Kajjasthan
Ill< Iqtr:\t, ‘%\I, Engineering lirwnrch I.aboratory, Governntent of
Andhr:r 1’1w lcsh
SIlkI .4. B. 1,1~4,:\nt (Altern&)
SIII:~ J~con ‘i‘itoat~s Public 14’orks Dcpnrtmmt, Govcrnmcnt of Kerala
SHIII V, s. Knvl’r The Hintlustau Constriiction Co Ltd, Bombay
Sttur V. s. KI:ISLLNASWAMY Geological Survey of India
SHI:I T. 1~. h’h:HANl>RU Institution of I:ngincers ( India ), Calcutta
Siirrt G. S. LII,:II~oTRA Central Builrling Rcwarch Institute (CSIR ), Roorkee
&;‘:I 1~. H. P.AlLIl<H Associntctl S~onr‘ Industries ( Kotah ) Ltd, Ramganj-
mandi ( Rainsthan )
YI!~:I J. S. SHAH ( Alfernotc)
Sil ,:I Plil3l SwAnuP Department of Geology & Mining, Government of
Uttar Pradesh
Snnr I\. K. .bARWAL ( Alternate)
SUEI RM~DEIZ STNQH National Buildings Organization: New Delhi
Dir A. V. R. RAO (Alternate)
Slll:l H. SF:I~-l’l1A17A3IAIH Public Works Department, Government of Mysore
sill:1 M. I,. Si..‘l.HI Public Works Department, Government of Mysore
SH I:I Y. X. DAVF. ( Alternate )
SI~PICIlIN’J~leVnlNR E x R 1 N E E R Pubhc ,Works Department, Government of Tamil
( DI.:SIGS AX D M.\n~r~: WORKS ) Nadu
D! PII~ CHIPF ENQINEER
( I & D ) ( _4lternate )
( Continued on page 6 )
BUREAU OF INDlAN STANDARDS
MANAK BHAVAN, 9 RAHADUR SHAH ZAPAR MARC;
NEW DELHI 110002IS : 5640- 1970
Indian Standard
METHOD OF TEST FOR DETERMINING
AGGREGATES IMPACT VALUE OF SOFT
COARSE AGGREGATES
0. FOREWORD
9.1 This Indian Standard was adopted by the Indian Standards Institution
on 15 May 1970, after the draft finalized by the Stones Sectional
Committee had been approved by the Civil Engineering Division Council.
0.2 The road system in the country is developing at a fast rate in order to
meet the needs of expanding economy. In view of large scale construction
programme and for effecting economy in the cost of construction, soft
aggregates having adequate mechanical strength in terms of impact value
may be made use of in the bases and sub-bases of road pavements. As ma-
jority of soft aggregates, such as laterite, kankar, shale, etc, lose their stren-
gth on wetting, the standard procedure [see IS : 2386 (Part IV)-1963* ] has
been modified by the Central Road Research Institute, New Delhi, so as to
determine the impact value of such aggregates under saturated condition.
NOTE- This method of test for aggregate impact value may also be equally applied
to brick aggregates.
0.3 In the formulation of this standard assistance has been derived
from Road Research Monograph No: 5 issued by Central Road Research
Institute, New Delhi.
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 : 2-1960t.
1. SCOPE
1.1 This standard covers the procedure for determining the aggregates
impact value of soft coarse aggregate used for bases and sub-bases of road
pavements.
2. APPARATUS
2.0 The apparatus shaI1 consist of the following:
*Methods of test for aggregates for concrete: Part IV Mechanical properties.
*Rules for rounding off numerical values ( revised ).
2IS : 5640 - 1970
2.1 The impact testing machine of the general form shown in Fig. 1 and
complying with the following:
4 Total weight not more than 60 kg nor less than 45 kg.
bj The machine shall have a metal base weighing between 22 and
30 kg with a plane lower surface of not less than 30 cm diameter,
and shall be supported on a level and plane concrete or stone block
or floor at least 45 cm thick. The machine shall be prevented
from rocking either by fixing it to the block or floor or by support-
ing it on a level and plane metal plate cast into the surface of the
block or floor.
cl A cylindrical steel cup of the following internal dimensions and not
less than 6.3 mm thick with its inner.surface case-hardened, that
can be rigidly fastened at the centre of the base and easily removed
for emptying:
Diameter 102 mm
Depth 50 mm
4 A metal tup or hammer weighing 13.5 to 14.0 kg, the lower end of
which shall be cylindrical in shape, 100 mm in diameter and
50 mm long, with a 2-mm chamfer at the lower edge, and
case-hardened. The hammer shall slide freely between vertical
guides so arranged that the lower ( cylindrical ) part of the hammer
is above and concentric with the cup.
e>
Means for raising the hammer and allowing it to fall freely
between the vertical- guides from a height of 380 & 5.0 mm on to
the test’ sample in the cup, and means for adjusting the height
of fall within 5 mm.
f) Means for supporting the hammer whilst fastening or removing the
cup.
NOTE- Some means for automatically recording the number of blows is desirable.
2.2 Sieves - IS Sieves of sizes 12.5 mm, 10 mm and 2.36 mm.
2.3 Measure - a cylindrical metal measure, tared to the nearest gram, of
sufficient rigidity to-retain its form under rough usage, and of the following
internal dimensions:
Diameter 75 mm
Depth 5omm
2.4 Tamping Rod-a straight metal tamping rod of circular cross-section
10 mm in diameter and 230 mm long, rounded at one end.
31s:5640-1970
2.5 Balance- capacity not less than 500 g, readable and accurate
to 0.1 g.
2.6 Oven- a well-ventilated oven, thermostatically controlkd to maintain
a temperature of 100 to 110°C.
LOCKING PIN FOR ADJUSTABLE STOP
MECHANISM FOR RELEASE
LIFTING
HANDLE
\
RACHET COUNTER
RELEASE CLAW-/ (TO COUNT NUMBER
OF BLOWS)
TUP(WEIGHT
13.5 - 14-O kg) -/
y2mm CHAMFER
100 g
\
CASE-HARDENED
SURFACE
380*5 TUP GUIDE BAR
L /-
CYLlNCIRldAL STEEL
102 $tl /- CUP INNER SURFACES
CASE-HARDENED
CIRCULAR BASE
All dimensions in millimetrea
FIG. 1 IMPACTT ESTING MACHINE
4IS : 5640 - 1970
3. PREPARATION OF TEST SAMPLE
3.1 The test sample shall consist of aggregate the whole of which passes a
12*5-mm IS Sieve and is retained on a lo-mm IS Sieve. The aggregate
comprising the test sample shall be dried in an oven for a period of
four hours till the time, the weight becomes constant at a temperature
of 105 to 110°C and cooled.
3.2 The measure shall be filled about one-third full with the aggregate and
tamped with 25 strokes of the rounded end of the tamping rod. A further
similar quantity of aggregate shall he added and a further tamping of
25 strokes given. The measure shall finally be filled to overflowing,
tamped 25 times and the surplus aggregate struck off, using the tamping
rod as a straight-edge. The net weight of aggregate in the measure shall be
determined to the nearest gram ( weight A) and this weight of aggregate
shall be used for the duplicate test on the same material.
3.3 This oven-dried sample is immkrsed in water for three days.
3.4 Myet sample after the immersion period is surface dried by suitable
cloth.
‘t. TEST PROCEDURE
4.1 The impact machine shall rest without wedging or packing upon
the level plate, block or floor, so that it is rigid and the hammer guide
columns are vertical.
4.2 The cup shall be fix.ed-&rmly in position on the base of the machine and
the whole of the test sample placed ?n it and compacted by a single tamping
of 25 strokes of the tamping rod.
4.3 The hammer shall be raised until its lower face is 380 mm above
the upper surface of the aggregate in the cup, and allowed to fall freely on
to the aggregate. The test sample shall be subjected to a total of 15
such bIows each being delivered at an interval of not less than one
second.
4.4 The crushed aggregate shall then be removed from the cup and the
whole of it sieved on the 2*36-mm IS Sieve and washed with water till no
further significant amount passes in one minute. The fraction retained on
the sieve shall be dried in an oven to the constant weight at 105 to 110°C
and weighed to an accuracy of 0’1 g (weight B). The fraction retained
on the sieve ( weight B) shall be subtracted from the weight of the original
oven-dried sample ( weight A ). The resultant weight (weight A -weight B)
shall represent the fraction passing 2*36-mm IS Sieve ( weight C). Two tests
shall be nilade.
5IS : 5640 - 1970
5. CALCULATIONS
5.1’ The ratio of the weights of the fines formed to the total sample in each
test shall be expressed as percentage of the oven dried, the result being
recorded to the first decimal place:
Aggregate impact value = s x 100
where
C= weight of the fines formed, and
A = weight of the oven-dried sample.
6. REPORTING OF RESULTS
6.1 The mean of the two results shall be reported as aggregate impact
value ( wet ) of the tested material.
( Continuedf rom page 1 )
Members Re@mnting
SRRI S. V. SURYANARIANA Central Water & Power Commission, New Delhi
SHRI M. v. YOQI Engineer-k-Chief’s Branch, Army Headquarters
(Ministry of Defence )
SHRI K. N. SUBHA RAO ( Alternate )
SHRI R. NA~ARAJAN, Director General, ISI ( Ex-ojkio Member )
Director ( Civ Engg )
secmty
SHRI K. M. MATHUR
Assistant Director ( Civ Engg ), ISI
6BUREAU OF INDIAN STANDARDS
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 : l/l4 C. I. T. Scheme VII M, V. I. P: Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 I 3 1641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Prea 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
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 t0 83
HYDERABAD 500001
6 34 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
( 6 98 32
21 68 76
117/418 B Sarvodaya Nagar, KANPUR 208005
( 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/1421. University 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 at 5 Chowringhre Approach, P. 0. Princep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chdmbers, Grant Road, 89 66 28
Bombay 400007
@ales Office% Bangalore is at unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, IndiaAMENDMENT NO. 1 APRIL 1982
TO
IS:5640-1970 METHOD OF TEST FOR DETERMINING AGGREGATES
IMPACT VALUE OF SOFT COARSE AGGREGATES
-A -l -t erat-i-o n
(Page 5, clause 3.1, second sentence) - Substitute
the following for the existing sentence:
'The aggregate comprising the test sample shall be dried
in
an oven at a temperature of 105 to llO°C for a period
of f0u.rh ours and cooled, until the weight becomes'
constant.'
(BDC 6)
Reprography Unit, BIS, New Delhi, India
|
3025_44.pdf
|
IS 3025 (Part 44) : 1993
(Reaffirmed 1999)
Edition 2.1
(2000-10)
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 44 BIOCHEMICAL OXYGEN DEMAND (BOD)
( First Revision )
(Incorporating Amendment No. 1)
UDC 628.1/.3 : 543.3 : 66.094.3
© 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 2Environmental Protection Sectional Committee, CHD 012
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Environmental Protection Sectional Committee had been approved by the
Chemical Division Council.
Biochemical Oxygen Demand (BOD) is the most important parameter to determine the degree of
pollution in lakes and streams at any time and their self purification capacities, assess the
biodegradable organic load of the wastewaters for design of wastewater management system and
thereafter to evaluate the efficiency of the same. As per definition BOD of a sample is defined as
the amount of oxygen required by the micro-organisms to oxidise the organic matter by aerobic
microbial decomposition to stable inorganic forms at some standard time and temperature. As per
recommendations of the Royal Commission of Great Britain standard conditions are laid down as
20°C and 5 days. The standard temperature of 20°C is based on the average aquatic temperature
of Great Britain and 5 days incubation period with an assumption that most of the carbonacious
organic demand is satisfied during this period. The BOD test is being carried out with these
standard conditions for nearly 3 decades throughout the world and our country is no exception.
However, it is felt that 20°C is not a universal average temperature and particularly for a tropical
country like India where the temperatures of surface water in rivers, lakes, etc, vary from 20 to
35°C in different seasons and in different parts of the country. The average aquatic temperature in
our country is around 27°C. Hence, to be more realistic to the Indian aquatic environment the
technical committee responsible for formulation of this standard felt necessary to establish a
higher temperature and thereby lower incubation period which would yield BOD values
comparable to the standard conditions of 20°C and 5 days.
Biochemical oxygen demand (BOD) test uses standard laboratory procedures to determine the
relative oxygen requirements of waters, wastewaters, effluents, etc. There are a number of
variations to the oxygen demand test prescribed in this standard. These include using shorter or
longer incubation periods, higher temperatures, etc.
In the preparation of this standard, considerable assistance has been derived from Standard
Methods for Examination of Water and Wastewater published by American Public Health
Association, Washington, USA, 16th edition. This standard supersedes Clause 12 of IS 2488
(Part1) : 1966 Methods of sampling and test for industrial effluents, Part 1 and Clause 53 of
IS3025:1964 Methods of sampling and test (physical and chemical) for water used in industry.
This edition 2.1 incorporates Amendment No. 1 (October 2000). Side bar indicates modification of
the text as the result of incorporation of the amendment.
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 3025 (Part 44) : 1993
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 44 BIOCHEMICAL OXYGEN DEMAND (BOD)
( First Revision )
1 SCOPE 5 SAMPLING AND PRESERVATION
This standard prescribes oxygen depletion Sampling and sample preservation shall be
method based on bio-assay procedure for done as prescribed in IS 3025 (Part 1) : 1986.
measurement of biochemical oxygen demand.
6 APPARATUS
2 REFERENCES
6.1 Incubation Bottles
The following Indian Standards are necessary
adjuncts to this standard: 300 ml capacity narrow neck special BOD
bottles with planed mouth with ground glass
IS No. Title stoppers. New bottles should be cleaned with
5N hydrochloric acid or sulphuric acid followed
3025 Methods of sampling and test
by rinsing with distilled water. In normal use,
(Part 1) : 1986 (physical and chemical) for
bottles once used for Winklers procedure should
water and wastewater: Part 1
only be rinsed with tap water followed by
Sampling (first revision)
distilled water.
3025 Methods of sampling and test
During incubation (if incubator is used) to
(Part 38) : 1989 (physical and chemical) for
ensure proper sealing, time to time, add water
water and wastewater:
to the flared mouth of the bottle.
Part38 Dissolved oxygen
7022 Glossary of terms relating to 6.2 Water Bath or Air Incubator
(Part 1) : 1973 water, sewage and industrial
Air incubation with thermostatically controlled
effluents, Part 1
27°C ± 1°C. Avoid light to prevent possibility of
7022 Glossary of terms relating to photosynthetic production of oxygen.
(Part 2) : 1979 water; sewage and industrial
NOTE — Thermostatically controlled at 27°C ± 1°C
effluents, Part 2
water bath with continuous stirring may be preferred.
3 TERMINOLOGY 7 REAGENTS
For the purpose of this standard, definitions 7.1 Phosphate Buffer Solution
given in IS 7022 (Part 1) : 1973 and IS 7022
(Part 2) : 1979 shall apply. Dissolve 8.5g potassium dihydrogen phosphate
(KH PO ), 21.75g potassium hydrogen
2 4
4 PRINCIPLE phosphate (K HPO ), 33.4 g disodium hydrogen
2 4
phosphate (Na HPO .7H O) and 1.7g
2 4 2
The biochemical oxygen demand (BOD) test is ammonium chloride (NH Cl) in about 500ml
4
based on mainly bio-assay procedure which distilled water and dilute to 1litre. pH of the
measures the dissolved oxygen consumed by solution should be around 7.2 without any
micro-organisms while assimilating and further adjustment.
oxidizing the organic matter under aerobic
conditions. 7.2 Magnesium Sulphate Solution
The standard test condition includes incubating Dissolve 22.5 g magnesium sulphate
the sample in an air tight bottle, in dark at a (MgSO .7H O) in distilled water and dilute to
4 2
specified temperature for specific time. 1litre.
1IS 3025 (Part 44) : 1993
7.3 Calcium Chloride Solution 8 PROCEDURE
Dissolve 27.5g calcium chloride in distilled 8.1 Preparation of Dilution Water
water and dilute to 1 litre.
Aerate the required volume of distilled water in
a container by bubbling compressed air for 8 to
7.4 Ferric Chloride Solution
12 hours to attain dissolved oxygen saturation.
Dissolve 0.25 g hydrated ferric chloride (FeCl . Let it stabilize for 4 h at room temperature
3
6H O) in distilled water and dilute to 1litre. (around 27°C).
2
7.5 Acid and Alkali Solution At the time of use, add 1ml each of phosphate
buffer, magnesium sulphate, calcium chloride
1 N sodium hydroxide and 1 N sulphuric acid and ferric chloride for each litre of dilution
for neutralization of samples. water.
NOTE — Any of the above solutions showing any sign of Add 2 to 5 ml of treated sewage per litre of
biological growth may be discarded. dilution water or use commercially available
microbial seed mixture, as per manufacturer’s
7.6 Glucose-Glutamic Acid Solution
direction, for seeding purposes.
Dry reagent grade glucose and reagent grade
NOTE — Seeding is not required for domestic sewage or
glutamic acid at 103°C for 1 hour. Add 150mg
surface water samples.
of glucose and 150mg of glutamic acid to
8.2 Dilution of Sample and Incubation
distilled water and dilute to 1 litre. Prepare
fresh immediately before use. 8.2.1Neutralization
7.7 Other Reagents for Dissolved Oxygen Neutralize the sample to pH around 7.0 using
Measurement alkali or acid of such strength that the quantity
of reagent does not dilute the sample by more
7.7.1Manganous Sulphate Solution than 0.5 percent.
Dissolve manganese sulphate (480 g of MnSO 4. 9 PROCEDURE
4H O or 400 g of MnSO . 2H O or 364 g of
2 4 2
MnSO .H O) in freshly boiled and cooled 9.1 Sample Volume and Dilution
4 2
water, filter and make up to 1000 ml. The Techniques
solution should not give blue colour by addition On the basis of chemical oxygen demand
of acidified potassium iodide solution and (COD), determine expected BOD. Use the
starch. following formula for calculating sample
volume:
7.7.2Alkaline Iodide Solution
Sample volume in ml,
Dissolve 500g of sodium hydroxide (or 700g X
per litre dilution = ---------------------------------------×1000
ofpotassium hydroxide) and 135g of sodium expected BOD
iodide (or 150 g of potassium iodide) in
freshlyboiled and cooled water and dilute to For keeping 2 dilutions take X = 2.5 and 4.0
1litre. For single dilution take X = 3.0 or 3.5.
Round off to nearest convenient volume
7.7.3Sulphuric Acid, Concentrated
fraction.
7.7.4Starch Indicator In case of high BOD samples, prepare primary
dilutions with distilled water and then make
Dissolve 2 g of starch and 0.2 g of salicylic
the final dilution.
acidas preservative, in 100 ml of hot distilled
water. 9.2Take requisite quantity of sample in one
litre volumetric flask. Dilute to the mark with
7.7.5Sodium Thiosulphate Stock Solution
the dilution water by siphoning from the
Dissolve approximately 25g of sodium container (8.1). Mix well. Rinse three BOD
thiosulphate (Na S O .5H O) in boiled distilled bottles with the diluted sample and fill up these
2 2 3 2
water and make up to 1000 ml. Add 1g of bottles with the diluted sample. Stopper the
sodium hydroxide to preserve it. bottles immediately after removing the air
bubbles.
7.1.6Standard Sodium Thiosulphate Solution
Samples of natural surface water bodies like
Dissolve 250ml of stock solution (7.7.5) in river, lake and marine, generally do not
boiled distilled water and make up to 1 litre requireseeding and dilution due to naturally
and standardize sodium thiosulphate against available microbiological population and low
known standard before use. BOD values. For such samples which are likely
2IS 3025 (Part 44) : 1993
to have BOD less than 5 mg/l, BOD
D = DO of sample after incubation in mg/l,
2
determination may be carried out as such (100
percent) without any dilution. B 1 = DO of seed control before incubation in
mg/l,
9.3 Determination of Initial Dissolved
Oxygen (DO) B 2 = DO of seed control after incubation in
mg/l,
Determine initial DO for one bottle and keep
two bottles for incubation at 27°C ± 1°C for f = ratio of seed in diluted sample to seed
3days. Prepare six blanks by siphoning out in control; [volume (ml) of seed in
dilution water directly into the bottles. diluted sample/volume of seed in seed
Determine initial DO in two bottles and control],
incubate remaining four bottles at 27°C ± 1°C
P = sample volume (in ml) diluted to 1 litre
for 3 days.
with dilution water.
NOTE — DO shall be determined as per IS 3025
(Part38) : 1989. NOTE — f may be used only when seed correction is to
be applied.
9.4 Determination of Final DO
After 3 days incubation at 27°C ± 1°C, 11 GLUCOSE GLUTAMIC ACID CHECK
determine final DO in incubated bottles.
BOD being a bioassay test, is greatly influenced
NOTE — DO shall be determined as per IS 3025 by factors like toxicants, poor seeding, etc. For
(Part38) : 1989.
periodical checking of these factors, use a
10 CALCULATION mixture of 150mg glucose and 150mg glutamic
acid per litre as a standard check solution.
10.1 When Sample is Undiluted
Determine the 3 days 27°C BOD of 2 percent
BOD, mg/l = DO before incubation – dilution of the glucose-glutamic acid standard
DO after incubation. check solution as in 9. If the BOD value of the
10.2 When Dilution Water is not Seeded: check is outside the range of 200 ± 37mg/l,
reject any BOD determinations made with the
BOD, mg/l =
D -----1-----– ----D -----2--×1000 seed and dilute water and seek the cause of the
P problem.
10.3 When Dilution Water is Seeded: 12 EXPRESSION OF RESULTS
D –D –( B –B ) f
BOD, mg/l =
-----1--------------2------------------1-------------2----------×1000 BOD is expressed as mg/l, 3 days at 27°C as
P given in 10 and round off the values as follows:
where i)0 to 10 up to first decimal
D = Initial DO of sample in mg/l, ii)Above 10 — whole number.
1
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 Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CHD 012 (9498).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 October 2000
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.
|
3025_21.pdf
|
IS : 3025 (Part 21) - 1983
(Reaffirmed 1996)
Edition 2.1
UDC 628.1/.3:543.32 (2000-01)
Adopted 30 December 1983 © BIS 2002 Price Group 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 110002
])2488(62
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Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 21 TOTAL HARDNESS
( First Revision )
(Incorporating Amendment No. 1)
1. Scope — Prescribes two methods for determination of total hardness, namely:
a)Ethylenediamine tetraacetic acetate acid (EDTA) method, and
b)Method based on analytical data.
1.1The first method is based on the reaction of calcium and magnesium salts with ethylenediamine
tetra acetic acid or its disodium salt and is applicable to all types of water but not applicable to waste
water. The analytical data method is based on computation from analytical results of the sample and
is applicable to water and waste water. In case of dispute, the method based on analytical data shall
be used.
2. EDTA Method
2.1 Principle — This method depends on ability of ethylenediamine tetraacetic acid (C H O N )
10 16 8 2
or its disodium salt to form stable complexes with calcium and magnesium ions. When the dye
eriochrome black T (EBT) (C O H . N O S)
2 13 3 7
is added to a solution containing calcium and magnesium ions at pH 10.0 a wine red complex is
formed. This solution is titrated with standard solution of disodium salt of EDTA, which extracts
calcium and magnesium from the dye complex and the dye is changed back to its original blue colour.
Eriochrome black T is used to indicate the end-point for the titration of calcium and magnesium
together.
2.2 Interferences
2.2.1The EDTA forms stable complexes with iron, manganese, copper, lead, cobalt, zinc and nickel.
Heavy metal interferences can be eliminated by complexing the metals with cyanide. In the presence
of cyanide, the procedure may be used even when iron, copper, zinc or lead concentrations are as high
as 10mg/l.IS : 3025 (Part 21) - 1983
2.2.2The higher oxidation states of manganese above Mn++ react rapidly with the indicator to
form discoloured oxidation products. Hydroxylamine hydrochloride reagent may be used to reduce
manganese to divalent state. The divalent manganese interference can be removed by addition of
one or two small crystals of potassium ferrocyanide.
2.2.3In presence of high aluminium concentrations, the blue colour near end point starts
disappearing and reverts to red.
2.2.4 Phosphate and carbonate ions may precipitate calcium at the pH of titration.
2.3 Reagents
2.3.1Buffer solution — Dissolve 16.9g ammonium chloride (NH Cl) in 143ml concentrated
4
ammonium hydroxide (NH OH), add 1.25g of magnesium salt of EDTA and dilute to 250ml with
4
distilled water.
Store the solution in a polyethylene bottle tightly stoppered to prevent loss of ammonia or
pick-up of carbon dioxide for no longer than 1 month. Dilute 10ml of the solution to 100ml with
distilled water and check that the pH value is 10.0±0.1.
2.3.2In the absence of magnesium salt of EDTA, dissolve 1.179g disodium salt of EDTA (AR
quality) and 780mg magnesium sulphate (MgSO .7H O) or 644mg magnesium chloride (MgCl .
4 2 2
6H O) in 50ml of distilled water. Add this solution to 16.9g ammonium chloride and 143ml
2
concentrated ammonium hydroxide with mixing and dilute to 250ml with distilled water. To
attain the highest accuracy, adjust to exact equivalance through appropriate addition of a small
amount of EDTA or magnesium sulphate or chloride. The exact amount can be determined by
taking an appropriate aliquot of buffer and titrate it with disodium salt of EDTA as in 2.4.1. Keep
the solutions tightly stoppered to prevent loss of ammonia or absorbance of carbon dioxide and do
not store for more than a month. Dilute 10ml of the solution to 100ml with distilled water and
check that the pH value is 10.0±0.1.
2.3.3Standard calcium solution — 1.00ml=1.00mg calcium carbonate (CaCO ). Dry analytical
3
grade calcium carbonate (CaCO ) in an oven at 180°C for 1 hour. Weigh 1.000g, suspend it in
3
distilled water and add 1:1 hydrochloric acid AR quality, dropwise slowly to dissolve the solid.
Use minimum amount of acid. Boil for a few minutes, cool, add a few drops of methyl red indicator
and adjust to orange colour with 3N ammonium hydroxide or 1:1 hydrochloric acid. Dilute to
1000ml with distilled water.
2.3.4Eriochrome black T indicator solution — Dissolve 0.40g eriochrome black T and 4.5g
hydroxylamine hydrochloride (NH OH HCl) in 100ml 95 percent ethanol. This indicator is stable
2
for more than 2 months. Alternatively, dissolve 0.5g eriochrome black T in 100ml
triethanolamine or 2-methoxyethanol or mixed 0.5g EBT dye and 100g soduim chloride in a
pestle and mortar. Store in a tightly stoppered bottle. All indicator formulations tend to
deteriorate especially when exposed to moisture. If the end point colour change is not sharp
enough it is either due to the presence of some interfering ions or due to deterioration of the
indicator. In the latter case, addition of inhibitor sodium cyanide or sodium sulphide (NaCN or
Na S) does not sharpen the end point colour change.
2
2.3.5Inhibitors — For most waters inhibitors are not necessary. If interfering ions are present,
inhibitors given in 2.3.5.1 to 2.3.5.4 may be used.
2.3.5.1Hydroxylamine hydrochloride solution — Dissolve 45g hydroxylamine hydrochloride
(NH OH.HCl) in demineralised water and dilute to 1 litre, or dissolve 4.5g hydroxylamine
2
hydrochloride in 100ml of 95 percent ethanol or isopropanol.
2.3.5.2 Potassium ferrocyanide crystals
2.3.5.3Sodium sulphide inhibitor — Dissolve 5.0g sodium sulphide (Na S.9H O) or 3.7g Na S.
2 2 2
5H O in 100ml distilled water. Tightly stopper so as to avoid excessive contact with air.
2
2.3.5.4Sodium cyanide solution — Dissolve 2.5g sodium cyanide (NaCN) in demineralised water
and dilute to 100ml. As sodium cyanide is extremely poisonous, it should be handled with care.
The solution should not be made acidic and should be flushed down the drain with large amounts
of water when it is to be disposed off.
2IS : 3025 (Part 21) - 1983
2.3.6Standard EDTA solution — Dissolve 3.723g EDTA (Na H C H O N .2 H O) which has
2 2 10 12 2 2
been dried overnight in a sulphuric acid desiccator, in demineralised water and dilute to 1000ml.
The reagent is stable for several weeks and large volume is usually prepared. Check the reagent by
titrating 25ml of standard calcium solution as described in 2.4.1. Store in polyethylene bottles.
2.4 Procedure
2.4.1Standardization — Pipette 25.0ml of standard calcium solution in a porcelain basin and
adjust the volume to 50ml with distilled water. Add 1ml buffer solution (2.3.1). Add 1 to 2 drops
of indicator (2.3.4), titrate slowly with continuous stirring until the redish tinge disappears,
adding last few drops at 3 to 5 second interval. At the end point the colour is sky blue.
2.4.2Procedure for drinking, surface and saline waters — Pipette an aliquot of water sample,
maximum 50ml, in a porcelain dish or 150-ml beaker and adjust the volume to approximately
50ml. Add 1ml hydroxylamine hydrochloride (NH OH.HCl), solution. Add 1 to 2ml buffer
2
solution so as to achieve pH of 10.0 to 10.1. If the end point is not sharp (as determined by practice)
add 2ml sodium cyanide or sodium sulphide inhibitor solution. The addition of sodium cyanide or
sodium sulphide may be omitted if copper, zinc, lead, cobalt and nickel are absent and if the
sample contains less than 0.25mg of iron and 0.025mg of manganese. If manganese is present,
add 1 or 2 small crystals of potassium ferri cyanide [K Fe (CN) . 3H O]. Stir and wait for at least
4 6 2
5 minutes until sodium ferri cyanide precipitates. Add 2ml eriochrome black T indicator solution,
titrate with standard EDTA solution stirring rapidly in the beginning and slowly towards the end
till end point is reached when all the traces of red and purple colour disappear and solution is clear
sky blue in colour. Blank titration, carried out in a similar way as that for sample, may be used for
comparison.
2.4.3Procedure for waste waters and highly polluted waters — Digest an aliquot of the sample
with 3ml of distilled concentrated nitric acid in a beaker on a hot plate and evaporate to near
dryness cautiously making sure that the sample does not boil. Repeat digestion with nitric acid till
the digestate is light in colour. Evaporate to near dryness and cool the beaker. Add a small
quantity of 1:1 hydrochloric acid (5ml) and warm on a hot-plate or steam-bath to dissolve the
residue. Cool, adjust to a suitable volume and take an aliquot of this digested sample. Proceed as
given in 2.4.2.
Note 1 — For water with very low hardness (less than 5mg/l) micro burette may be used.
Note 2 — Selection of sample size may be made such that the result lies between 200 to 300mg/l of hardness
(asCaCO ).
3
2.5 Calculation — Calculate the hardness as follows:
Total hardness as (CaCO ), mg/l=[100 (V –V )/V ]×CF
3 1 2 3
where
V = volume in ml of the EDTA standard solution used in the titration for the sample,
1
V = volume in ml of the EDTA solution used in the titration for blank,
2
V = volume in ml of the sample taken for the test,
3
CF = X /X =correction factor for standardization of EDTA,
1 2
X = volume in ml of standard calcium solution taken for standardization, and
1
X = volume of ml of EDTA solution used in the titration.
2
2.6Report — Report hardness in mg/l as CaCO rounded to the first decimal place when the value
3
is less than 10mg/l and to the nearest unit if the value is more than 10mg/l.
2.7Precision and Accuracy — The precision is within 1mg/l. The accuracy depends on the
interfering substances present. In the absence of any interference, it is within 1mg/l.
Note — Standard deviation of 1.2mg/l has been reported.
3. Method Based on Analytical Data
3.1Principle — Total hardness computed from the concentration of the different metallic cation
(other than alkali metals) in the sample but most often the cations taken into account are calcium,
magnesium, iron, aluminium, zinc, strontium, barium and manganese.
3.2 Calculation
Total hardness (as CaCO ), mg/l=(2.497×mg/l Ca) + (4.116×mg/l Mg) + (2.69×mg/l Fe) +
3
(5.567×mg/l Al) + (1.531×mg/l Zn) + (1.822×mg/l Mn) +
(0.894×mg/l Ba) + (1.319×mg/l Sr).
3IS : 3025 (Part 21) - 1983
E X P L A N A T O R Y N O T E
Total hardness of water is the sum of the concentrations of all the metallic cations other than
cations of alkali metals, expressed as equivalent calcium carbonate concentration. In most natural
waters, hardness is mainly due to calcium and magnesium ions. In some waters, measurable
concentrations of iron, aluminium, manganese, barium, zinc and other metals may be present.
When the hardness is numerically greater than the sum of carbonate alkalinity and bicarbonate
alkalinity; the amount of hardness which is equivalent to total alkalinity is called ‘carbonate
hardness’ and the amount of hardness in excess of this is called ‘non-carbonate hardness’. Some
waters containing high concentrations of borates, phosphates, silicates, may contribute to total
alkalinity.
This edition 2.1 incorporates Amendment No. 1 (January 2000). Side bar indicates modification
of the text as the result of incorporation of the amendment.
4
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13496.pdf
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Indian Standard
GENERAL REQUIREMENTS OF SUCTION
MACHINE FOR CLEANING SEWERS,
MANHOLES AND ANCILLARY STRUCTURES
PROVIDED ON SEWER LINE AND CLOSED
STORM WATER DRAINS
UDC 628.28
Q BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK. BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1992 Price Gmp 1Fublic Health Engineering Equipment Sectional Committee, CED 40
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Public Health Engineering Equipment Sectional Committee had been approved by the Civil Engineering
Division Council.
Keeping the sewers clean is an important obligation of the civic authorities. If this is not done or
:- ^_^_^.. 1.. A,...... &LA..,3
Ullyl “ycl ,y ““UG, . ..a11 Is- . . ..“..h+l.. A......(l,...... ,.E . ..a.*.“,.^ ..,I.:,.l. . . ..a ..rr+ ,..I.. ,,,+h,,+:,.,ll., -__A
LUG;1G Will UC; uLIsIg;I*LIy “YSI11”WD CII acwap w111\111 CUG 1I”L “My acoLuGLllrQIIy lll”SL
repulsive, but also a source of danger to the health of the community.
The suction machine is used to syphon the mud, sand and other debris along with the sewage from deep
sewerlines, manholes, gulley sewer trap and other such ancillary structures through negative pressure.
This standard is intended to cover essential features of the machine to serve as a guidance to the manu-
facturers and the users.IS 13496 : 1992
Indian Standard
GENERALREQUIREMENTSOFSUCTION
MACHINEFORCLEANING SEWERS,
\~AAhTUnCIO Ahl'nA \lf-'1ATDT' VCTDIlpT1IDCC
lvlfilYL-lluiL,Gl3Ul Yi LYLlLLrlL~\1I1 \uLlul\li#
PROVIDEDONSEWERLINEANDCLOSED
STORMWATERDRALNS
1 SCOPE loading should be provided. All pipes will have
quick-coupling devices. Hose pipe shall be so
This standard covers the general requirements
designed and the material used shall be such
of suction machine used for cleaning deep
that it can withstand 90 percent vacuum, and
sewer lines, stagnant manholes, gulley sewer
corrosion and abrasion resistant. Shut off valve is
trap, cess pools, septic tanks and other such
. . . SO designed and manufactured that it shall be
ancillary structures provided in the sewer and
quick acting, corrosion and abrasion resistant
storm water system.
and shall be able to pass sewage containing grit .,
i REFERENCE floating hbre material up to _50 mm dia.
The Indian Standard IS 10002 : 1981 ‘Per-
4.4 Loading Arm
formance requirements for constant speed
compression ignition ( diesel ) engines for The gulley arm shall be fully counter balanced
general purposes ( above 20 kW )’ is a necessary and shall be easy to manipulate by hand. It
adjunct to this standard. should be easy to rotate it by hand around the
pivot by 270”. The lowering and lifting operation
3 DIMENSIONS
of the gulley arm into and out of the pit can be
The overall dimensions of the machineslequip- performed manually or hydrauhcally.
- ll_ x ”_ L_ h_ L_ . S.L ,L- ”.. U,A IL l L “La “ D.x U- th iL l that it &ould ,I, =CrInII%UlI;,nL
within the requirements of Mu/or Vehicles Act 4.5 Tank
and should not unduly obstruct traffic and
movement on the road, while the equipment is The tanks shall be built from steel. It shall be
operating. designed at a safety factor of 4 times the operat-
ing pressure.
4 CONSTRUCTION
4.1 Prime Mover Two-thirds volume of the tank at the rear will’
carry solid contents. This portion again shall be
The prime mover shall be a standard commercial
divided into one-third and two-thirds by a sludge
chassis with at least 25 percent overloading
screen. The sludge screen will separate water
capacity and shall conform to IS 10002 : 1981.
from solids. Water can be drained back into the
4.2 V . n YC V. Yll ”lm n. ’ PL n“ma.n.= manhole. The bottom portion of the sludge
screen shall be tilting while doing tipping opera-
The pump shall be of a simple design and shall tion In vacuum and the tank should be provided
be easy to maintain, Vacuum pump shall be run with a back door which can bc opened and
through arrangements. Rotary Vane type pumps closed manually or hydraulically for tipping or
are recommended to be used, Tt should be able transporting as the case may be. The door
to develop sufficient vacuum to suck slurry which should be clamped to the rear portion of the
consist of grit and other solid materials from a tank through reliable clamping system.
depth of 8 m up to depth of 12 m with deep SLIC-
rion device. 4.6 Tipping Gear
4.3 Suction Pipe
There should be a Front End Tipping Gear pro-
The minimum dia of suction pipe shall bc 100 mm vided in the front portion of the tank. The
and a Quic’k Acting Valve . W . .. ,I ,l. c U, C;. t J. ’. “c Y-.. ,: L,~ IC-,, U f ,“‘ I,. . .l l, J.? L, lJ ,r . Ux. U,l I; I, Y- n y. u,n ,r- ,n y f1-\,1r 1 r“,,n‘Cp”r e,.t .;.,I,C. br 111.1,p” t“;ynyn.;.“.bC T aw-“p’; ,,
loading. This valve and pipe should be so desig- shall draw power from the vehicle drive onl) _
ned as not to allow tank contents to leak. A Control valves shall be provided to tip, hold and
replaceable wear plate should be provided abo\,e lower the tank. The operating lcvcrs shall bc
the top end ol‘thc suction pipe. Proper hoses for provided in the driv,cr’s cab at convenient place-
1IS 134% : 1992
4.7 Discharge Pipe pump to be provided in order to reduce friction
losses in the pump.
A discharge pipe of 100 mm minimum diameter
with a quick-acting valve of sufficient bore A rotary control valve to be provided between the
should be provided on the rear side or rear door Air Pump and the Tank so that the tank can be
of the tank for pressure discharge of the liquid. pressurised while discharging screened water to
Proper hoses for discharge at a point away from Gulley pits. Level gauges transparent pipe shouid
the vehicle should be provided. All pipes will be provided so that the levels of contents of the
have quick coupling devices. tank can be visually noted in the fresh water
tank and also in the sludge compartment.
4.8 Accessories
An overhead filling, suction filling, hydrant :illing
it should be fitted with necessary accessories or a combination of two or more methods fe>r
such as Full Bore Quick Acting Valves in the filling the fresh water tank shall be provided.
sewage paths so that the bores do not offer any
resistance or blockage to the flow 2 Nos. Prcssure An inter-connecting vnlvc to be provided
Relief Valves, one at the Air Pump to safeguard between the front and rear compartment fog
the pump from overload and another on the hushing the left overs after. completion t,I‘ 1h e
sewage portion of the tank to safeguard the tank pressure/tipping discharge.
from excessive pressure due to effervescence of
gases, 1 No. Vacuum Relief Valve on the Air 5 PAINTING AND FINISHING
Pump Suction line to limit the vacuum level, a
compound valve pressure/vacuum gauge to be 5.1 As the contents arc corrosive, fc>l!u)wrng
provided on the tank in an easy to see position. treatments are recommended.
A sludge trap shall be provided between the air
5.1.1 The interior of the tank shall hc cleaned
pump and the tank to trap solid particles and
by sand blasting and treated with epoxy,hitu;-,les-
prevent them from entering the pump.
tic paint.
A Aoat cut-out valve to be provided on the tank
5.1.2 Finish paint on the external side may be
so that the pump suction line is sealed off once
done as per the choice of the buyer.
the liquid level crosses the specified limit. This
will work as a safeguard against liquid entering 5.2 Side racks shall be provided on both hides ,$
the air pump. A lubricating system for the air the sludge tank to store hose pipes.Standard Mark
The use of the Standard Mark is governed by the provisions of the Buteuu OJ 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
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 con-
formity 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.Bareau of Indian Stmdards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director ( Publications ), BIS.
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
fo llowing reference:
Dot : No. CED 40 ( 4690 )
w
Amendments Issued Since Publication
Amend No. Date of lssue Text Affected
BUREAU OF INDIAN STANDARDS
Headquartersl
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones t 3310131,331 13 75 ( Common to all offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 1 331 13 75
Eastern : 1 14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
c! ALCUTTA 700054 t 37 86 26, 37 86 62
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
I 53 23 84
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16, 235 04 42
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 400093 i 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Printed at New lndia Rintint Prera. Khum. Lodla
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13276_2.pdf
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... .. .. .
I
IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
)
EVALUATION OF HUMAN EXPOSURE TO
WHOLE-BODY VIBRATION
PART 2 CONTINUOUS AND SHOCK-INDUCED VIBRATION
IN BUILDINGS ( 1 HzTO 80 Hz )
UDC 534”1:612”014”45
@BIS 1992
BUREAU OF INDIANS TAN DARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 1992 Price Group 8IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
Indian Standard
EVALUATION OF HUMAN EXPOSURE TO
WHOLE-BODY VIBRATION
PART 2 CONTINUOUS AND SHOCK-INDUCED VIBRATION
IN BUILDINGS ( 1 Hz TO 80 Hz )
NATiONAL FOREWORD
This Indian Standard, which is identical with ISO 2631-2: f1989‘Evaluationof human exposure
to whole-body vibration — Part 2: Continuous and shock-induced vibration in buildings ( 1 to
80 Hz )’, issued by the International Organization for Standardization ( ISO ), was adopted by
the Bureau of Indian Standards on the recommendations of the Mechanical Vibration and
Shock Sectional Committee ( I-M 04 ) and apProval of the Light Mechanical Engineering
Division Council.
The text of ISO 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 in ISO Standard while in Indian
Standard the current practice is to use point ( . ) as the decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standards which are to be substituted in their
place are listed below alongwith their degree of equivalence for the editions indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 2041 :1975 IS 11717:1985 Vocabulary on vibration and shock Identical
ISO 2631-1:1985 IS 13276 ( Part 1 ) : 1992 Evaluation of human Identical
exposure to”whole body vibration : Part 1 General
ISO 5805:1981 IS 13281 :1991 Mechanical vibration and shock Identical
affecting man — Vocabulary
1As in the Original Standard, this Page is Intentionally Left BlankIS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
—.
O Introduction Adjustments and variances may be allowed for short-term
engineering works (for example foundation excavation and
Structural vibration inbuildingscan be detected byand affect tunneling) where good public relation practices are followed
the occupants inmanyways. The quality oflifecanbereduced and prior warning is given.
just ascan the working efficiency.
This part of ISO 2631 isnot intended to provide guidance as to
This part of ISO 2631 offers guidance on the application of the likelihood of structural damage to buildings or injury to
ISO 2631-1 to human response to building vibration. This part occupants of buildings subject to vibration, as defined in
of ISO 2631 is also intended to encourage the uniform collec-
1s02631-1.
tion of data on human response to building vibration.
This part of ISO 2631 isconcerned only with tactile perception
No guidance is given on complaint levels from occupants of and does not take into account auditory perception of re.
buildings subject to vibration or to any acceptable magnitudes radiated sound.
or limits of building vibration, but this part-of ISO 2631 does
contain weighting curves for human response to vibration of
2 References
buildings.
ISO 2041, Vibration and shock – Vocabulary.
1 Scope and field of application ISO 2631-1,Evaluation of human exposure to whole-body
vibration — Part 1: General requirements.
Primarily with respect to annoyance of human beings subject to
building vibration, this part of ISO 2631 islimited to the follow- ISO W15, Mechanical vibration and shock affecting man –
ing considerations : Vocabulary.
a) continuous vibration;
3 Characteristics of building vibration
b) intermittent vibration.
The state of the art on transient (impulsive) vibration is 3.1 Direction of vibration
presented in annexes A and B.
As a building may be used for many different human activities,
General guidance isgiven on human response to building vibra- for example standing, sitting, lying or a combination of all
tions and weighting curves of frequency response for equal an- three, vertical vibration of the building may enter the body as
noyance of humans are included together with measurement either z-axis, x-axis or y-axis vibration, as shown in figure 1.
methods to be used.
The measured vibration should normally be referred to the
Consideration isgiven to the time of the day and the use made appropriate axis. If it isnot clear which direction isappropriate,
of the occupied space in the building, whether workshop, it may be more cotwenient to consider the combined curve as
office, residential, hospital operating-theatre or other critical explained in 4.2.3.
area.
3.2 Multi-frequency vibration
Acceptable magnitudes of vibration are not stated in this part
of ISO 2631 since these cannot be specified rigidly and depend There is evidence from research concerning the building en-
upon specific circumstances. TentetiOe guidance is given in vironment to suggest that there are summation effects for
annex A on the magnitude of vibration at which adverse com- vibration at different frequencies. Therefore for the evaluation
ment may begin to arise. In cases where sensitive eijuipment or of buildl%g vibration wjth respect to the annoyance and com-
delicate operations impose more stringent criteria than human fort effe@s on occupants, overall weightad vibration values are
comfort, the corresponding more stringent values should be preferred, as described in ISO 2631-1. A suitable weighting
applied. curve for investigation is described in 3.5.
3
.IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
3.3 Characterization of transient, continuous and NOTE – For methods dealing with crest factors other than small crest
intermittent vibration with respect to human factors, see annexes A and B.
response
Ifthe position of the occupants with respect to the vibration en-
vironment is constant and known, the weighting functions
The borderline between transient and intermittent vibration is
established for the z-direction and the x-, y-directions shall be
difficult to define. For the purpose of this part of ISO 2631,
used. Ifthe position of the occupants varies or isunknown with
transient (sometimes called impulsive) vibration isdefined as a
respect to the interfering or annoying vibration, then either the
rapid build-up to a peak, followed by a damped decay which
most stringent of ~-, x- and y-directions or a weighting
may or may not involve several cycles of vibration (depending
characteristic obtained by the combination of the z-axis and x-,
on frequency and damping). Itcan also consist of several cycles
Y-axes can be used. Where the combined weighting function is
at approximately the same amplitude, providing that the dura-
used it has a corner frequency of 5,6 Hz and an attenuation
tion isshort (i.e. less than 2 s),
given by:
Intermittent vibration isa string of vibration incidents, each of
attenuation = ~ 1+ (Y/5,6)Z
short duration, separated by intervals of much lower vibration
magnitudes. Intermittent vibration may originate from impulse
where j’ is the frequency, in hertz. (See curves explained in
sources (for example pile drivers and forging presses) or
4.2.3. )
repetitive sources (for example pavement breakers) or sources
which operate intermittently, but which would produce con-
There are insufficient data on human response to transient (im-
tinuous vibration if operated continuously (for example inter-
pulsive) vibration to justify inclusion hereof apreferred method
mittent machinery, lifts, railway trains and traffic passing by).
for analysing such motions. Guidance on assessment currently
used in some countries is illustrated in annex A and additional
In this partof1S02631, continuous vibration isvibration which methods at present being researched and tested are identified
remains uninterrupted over a time period under consideration
in annex B.
(see annex A).
Measurement of vibration should be taken on a structural sur-
Single high-magnitude events, such “asblasting, which occur face supporting the human body at the point of entry to the
only a few times per day are a special case. It is generally human subject.
recommended that operations of this nature should not take
place at night in order to avoid disturbance. During the day- NOTE – Insome conditions, measurements may have tobe made out-
time, they should be limited to a small number of events. An side the structures oronsome mmface other than points ofentry to the
event may comprise a single significant impulse vibration or a human subject, In these cases, transfer functions need to be deter-
group of transient vibrations with individual impulses separated mined.
by ashort period (with the group lasting no longer than 1 rein).
Measurements should be taken along the three orthogonal axes
Under practical conditions, vibration due to impulsive events and reference should be made to the appropriate human axis
may be acceptable even if it is an order of magnitude greater curve. Alternatively, the combined x-, y- and z-curve could be
than those due to traffic and general building vibration. The considered in relation to the worst case found (see 4.2.3).
magnitudes of vibration for minimum adverse comment will de-
pend upon the time period over which events occur inan area.
4 Characterization of building vibration with
respect to human response
3,4 Classification of buildings and building areas
The classification with respect to human response should be 4.1 Criteria of satisfactory magnitude with
performed solely on the basis of the expected occupation, respect to human response
tasks performed by the occupants and the expected freedom
from intrusion. Each occupied room of a building shall be All the following proposals are based on the recommendations
analysed with respect to these criteria. for general vibration on humans given in ISO 2631-1.
NOTE – Forstate-of-the-art guidance, seeannex A. Experience has shown in many countries that corriplaints re-
garding building vibrations in residential situations are likely to
arise from occupants of buildings when the vibration
3.5 Measurement of vibration magnitudes are only slightly in excess of perception levels. In
general, the satisfactory magnitudes are related to the
The preferred measurement technique is one which records un- minimum adverse comment level by the occupants and are not
filtered time histories from which any d~ired value can later be determined by any other factors, such as short-term health
determined. If possible, building vibrations should be measured hazard and working efficiency. indeed, ,in practically all cases
in acceleration terms, but in some cases it may be found ap- the magnitudes are such that there isno possibility of fatigue or
propriate to measure in terms of velocity or displacement. other vibration-induced symptoms. Situations exist where mo-
tion magnitudes above those for minimum adverse comment
The preferred method for assessing the influence ofcontinuous level can be tolerated, particularly for temporary disturbances
vibrations is to determine the r.m.s. value of the weighted and infrequent events of short d~ration. An example isa con-
acceleration (as recommended in ISO 2631-1). struction or excavation project. Any startle factor can beIS 13276 [ Part 2 ) :1992
ISO 2631-2:1989
reduced by warning signals, announcements andlor regularity At magnitudes of acceleration below the base curve, adverse
of occurrence and aproper programme of public relations. Only comment is very rare. This does not mean that values above
in extremely rare cases should it be necessary to consult the this curve will give rise to adverse comment, as the magnitude
“fatigue.-decreased proficiency boundary” and “exposure which is considered to be satisfactory depends on cir-
limits” as given in ISO 2631-1 as guidance. cumstances.
For situations in which vibration occurs over an extended
period, long-term familiarization may give rise to a change in 4.2.2 Basecurvesfor side-to-sideorback-to-chest
adverse comments. (x-ory-axis)vibration
4.2 Base curves For x- and y-axis human vibration, different base curves apply
which are shown in figures 3a and 3b. Table 1 gives the cor-
The base curves represent magnitudes of approximately equal responding acceleration and velocity/frequency values at the —.
human response with respect to human annoyance andlor preferred one-third octave band centre frequencies for the
complaints about interference with activities. The base curves curves in figure*3e and-3b.
for acceleration and for velocity are given in figures 2a, 3a and
4a, and in figures 2b, 3b and 4b, respectively. Satisfactory For frequencies from 1 to 2 Hz, an acceleration magnitude of
vibration magnitudes in rooms and buildings should be 3,6 x 10-s m/s2 will apply.
specified in multiples of the base curve magnitudes specified in
4.2,1, 4.2.2 and 4.2.3. At vibration acceleration andlor velocity
For frequencies greater than 2 Hz, aconstant velocity curve ap-
magnitudes below the values corresponding to the base curves
plies.
shown in figures 2a, 3a and 4a andlor figures 2b, 3b and 4b in
general no adverse comments, sensations or complaints have
It will be noted that the base curves for x- and y-axis vibration
been reported. However, this statement does not imply that,
are more stringent than the z-axis case at low frequencies. This
depending on circumstances and expectations, annoyance
is due to the sensitivity of the human body to x- or y-axis
and/or complaints shall be expected at higher magnitudes.
motion at these low frequencies.
NOTE – Weighted acceleration values shall be evaluated with respect
to the base acceleration magnitudes in the frequency band of maxi-
mum sensitivity as stated in ISO 2631-1. 4.2.3 Combined-standard basecurvesfor undefined
axesof human vibrationexposure
Establishing design criteria and aims by raising the base curves
shown in this part of ISO 2631 should be done by consulting In many situations the same building area may be used by
state-of-the-art experience and proper consideration should be humans in both the lying and standing positions at different
given to social, public relations and economic factors. times of the day. If this isthe case, then a combined standard
using the worst case combination of both the z-axis and x- and
NOTES y-axis conditions may be applied. This has to be obtained by
1 Annex A summarizes the state of the art of multiplication factors using the z-axis response from 8 to 80 Hz and the x/y-axis
frequently used in connection with the base curves shown inthis part response from 1to 2 Hz. For frequencies between 2 and 8 Hz,
of ISO 2631. It is hoped that use of this part of ISO 2631 facilitates there is an interpolation between the two curves. These com-
uniform collection of additional data. bination curves are shown in figures 4s and 4b. Table 1 gives
2 The base curves presented do not take into account the possibility the corresponding acceleration and velocity/frequency values
that, at frequencies above approximately 30 Hz, wall vibration- can for the curves in figures 4a and 4b.
introduce undesired acoustical disturbances.
These coMbined standard base curves (see annex A and figure
4.2.1 Basecurvesfor foot-to-head [z-axis)vibration 5a) could be used for preliminary investigations to decide
whether further investigation is necessary.
For z-axis vibration, the base curves are shown in figures 2a
and 2b. Table 1 gives the corresponding acceleration and NOTE – In some countries it is preferred to use the : and x, v base
velocity/frequency values at the preferred one-fhird octave curves separately rather than the provisional combined weighting
band centre frequencies for the curves in figures 2a and 2b. curve.
5IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
Table1– Accelerationand velocityatthe one-third octaveband centrefrequencies
for the basecurvesshown infigures2a,2b,3a,3b,4aand4b
Frequency Acceleration (r.m.s.) Velocity (r.m.s.)
Centre frequency of mlsz mls
one-third octave
band) Basecurve Basecurve Basecurve Base curve Base curve Base curve
Hz figure 2a figure 3a figure 4a figure 2b figure 3b figure 4b
1 1 x 10–3 i 3,6 X 10-3 3,6 X 10-3 1,59 X 10–3 5,73 x 10-4 5,73 x 10-4
1,25 8,9 X 10-3 3,6 X 10-3 3,6 X 10-3 1,13 x 10-3 4,58 x 10-4 4,58 x 10-4
1,6 8 x 10–3 3,6 X 10-3 3,6 X 10-3 7,96 X 10-4 3,56 x 10-4 ~ 3,56 x 10-4
2 7 x 10–3 3,6 X 10-3 3,6 X 10-3 5,57 x 10-4 2,87 X 10-4 2,87 X 10-4
2,5 6,3 X 10-3 4,51 x 10-3 3,72 X 10-3 4,01 x 10–4 2,87 X 10-4 2,37 X 10-4
3,15 5,7 x 10-3 5,66 x 10-3 3,87 X 10-3 2,88 x 10-4 2,87 X 10-4 1,95 x 10-4
4 5 x 10–3 7,21 X 10–3 4,07 x 10-3 1,99 x 10-4 2,87 X 10-’$ 1,62 X 10-4
5 5 X,1O–3 9,02 X 10-3 4,3 x 10-3 1,59 x 10–4 2,87 X 10-4 1,36 x 10-4
6,3 5 x 10–3 1,14 x 10-2 4,6 X 1o-3 1,26 X 10–4 2,87 X 10-4 1,16 X 10–4
8 5 x 10–3 1,44 x 10-3 5 x 10–3 9,95 x 10-5 2,87 X 10–4 9,95 x 10–5
10 6,3 X 10-3 1,8 X 10–2 6,3 X 10-3 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
12,5 7,81 X 10-3 2,25 X 10-2 7,8 X 1o-3 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
16 1 x 10–3 2,89 X 10-2 1 x 10–2 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
20 1,25 X 10-2 3,61 X 10-2 1,25 X 10-2 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
25 1,56 x 10-2 4,51 x 10-3 1,56 x 10-2 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
31,5 1,97 x 10-2 5,68 x 10-2 1,97 x 10-3 9,85 x 10-5 2,87 X 10-4 9,95 x 10–5
43 2,5 X 10–2 7,21 X 10-2 2,5 X 10-2 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
50 3,13 x 10-2 9,02 X 10-2 3,13 x 10-2 9,95 x 10-5 i 2,87 X 10-4 9,95 x 10-5
63 3,94 x 10-2 1,14 x 10-1 3,94 x 10-2 9,95 x 10-5 2,87 X 10-4 9,95 x 10-5
80 5 x 10–2 1,44 x 10-1 5 x 10–2 9,95 x 10-”5 2,87 X 10-4 9:95 x 10-5
6IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
z
I
z
R
n
Supporting
/
surface
x
Supporting
surface
ax,ay,az = acceleration inthe directions ofthex-, y-, z-axes
x-axis ——back-to-chest
y-axis = rightaideto left side
z-axis = foot-(or buttocks-)to-head
Figure1– Directionsof basicentriccoordinatesystemsfor mechanicalvibrationsinfluencing humans
7IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
0,1
0,063
0,04
0,025
0,016
0,01
0,0063
0,004
0,0025
0,0016
0,001 j
1,6 2,5 4 6,3 10 16 25 40 63 100
Centre frequency ofone-third octave bands, Hz
Figure2a– Buildingvibrationz-axisbasecurvefor acceleration
(this representsthe foot-to-head vibration base curve, see4.2.1)IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
,()-2
-...
,()-5I
1 10 100
Centre frequency of one-third octave bands, Hz
Figure2b – Buildingvibrationz-axisbasecurvefor velocity
(thisrepresentsthefoot-to-headvibrationbasecurve,sea4.2.1)
9IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
1
i
— —
0,63 f..
—
0,4
J-
0,25 —+–—
0,16 +
)
i=0,1
*
*
/
ij0,063
rim
2 0,04 A — ..—
;
)
: 0,025
c
.o-
/
0,016
~
/
: 0,01
/
0,0063
/
0,004
/
0,0025“
0,0016‘
L
0,001
1 1,6 2,5 4 6,3 10 16 25 40 63 100
Centre frequency of one-third octave bands, Hz
Figure3a— Buildingvibrationx- andy-axisbasecurvefor acceleration
(this represents the side-to-side and back-to-chest vibration base curve, see 4.2.2)
10IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
,()-3
—
—
—
\ , i
z
,il
,(J5 I
1 10
Centre frequency of one-third octave bands, Hz
Figure3b – Buildingvibrationx-andy-axiabasecurvefor velocity
(this represents the side-to-side and back-to-chest vibration base curve, see 4.2.2)IS 13276 ( Part 2 ) :1992
ISO 2631-2.1989
0,1
0,063
0,04
0,025 “
; 0,016
; 0,01
&
“j0,0063
),004
0,0025 I
~
0,0016
0,001,
1,6 2,5 4 6,3 10 16 25 40 63 100
Centre frequency one-third octave bands, Hz
Figure4s– Buildingvibrationcombineddirection(x-, y- ,z-axis)accelerationbasecurve(thiscurveshallbeusadwhenthe
directionofthehumanoccupantsvariesorisunknownwithrespecttothemostinterferingorannoyingvibration.Sae4.2.3]IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
.—
— —
I T—
—
—
—
—
—
—
\
——
—
—
—- —-—. —
—
—
—. —
—
—
—
I
I
,()-5 .— —
1
Centre frequency of one-third octave bands, Hz
Figure4b – Buildingvibrationcombined direction[x-,y-, z-axis)velocitybasecurve (thisfigure shall be
used when the direction of the human occupants varies or is unknown with respect to the most interfering or annoying
vibration. See 4.2.3)
13IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
Annex A
Information on currently used evaluation criteria
(This annex does not form an integral part of the standard. )
State-of-the-art information on the results of surveys on the magnitudes of building vibration found to be satisfactory with respect to
human response is presented in table 2.
The various criteria curves specified by table 2for the combined-direction base curves offigures 4a and 4b are illustrated infigures 5a,
5b and 5c.
-.
Table 2 – Ranges of multiplying factors used in several countries to specify satisfactory
magnitudesof buildingvibrationwith respectto human response .
[these factors have been applied to the basic curves shown infigures 2a, 3a and 4a 1)]
Transient vibration
Continuous or inter-
Place Time excitationwithseveral
mittent vibration)
occurrencesperday
Critical working areas (for
Day
example some hospital
1 121,3)
operating-theatres, some
Night
precision laboratories, etc. )
Day 2 to 441 30 to904)75~6).7)
Residential
Night 1,4 1,4 to 20
I
Office 48} 60 tu 1288)
Night
Day
Workshops! 881,lot 80 to 128a~ lo}
Night
1) Table 2 leads to magnitudes of vibration below which the Drobabilitv of reaction islow. (Anv acoustic noise
causedbyvibratingwa~s isnotconsidered.)
2) Also includesquasi-stationary vibrationscaused byrepetitive shocks. Shock isdefined in ISO 2041:1975,
clause 3, and issometimes referred to astransient (impulsive)vibration.
3) Magnitudes oftransientvimation inhospitaloperating-theatres andcriticalworking placespertaintoperiods
oftime when operations are inprogress orcritical work isbeing performed. At other times, magnitudes as high
as those for residence are satisfactory provided that there isdue agreement and warning.
4) Within residential areas there are wide variations invibration tolerance. Specific values are dependent upon
social and cultural factors, psychological attitudes and expected interference with privacy.
5) The “trade-off’ between number of events per day and magnitudes isnot well established. The following
provisional relationship shall be used for cases of more than three events a day pending further resaarch into
human vibration tolerance. This involves further multiplying by a number factor Fn = 1,7N-0,5 where N isthe
number of events per day. This’ ‘trade-off” equation does not apply when values are lower than those given by
the factors for continuous vibration. When the range ofevent magnitudes issmall (within a half amplitude ofthe
largest), the arithmetic mean can be used. Otherwise only the largest need be considered.
6) For discrete events with durations exceeding 1s, the factors can be adjusted by further multiplying by a
duration factor, Fd :
Fd = T-1.22 for concrete floors and T isbetween 1and 20
Fd = T-0,32 for wooden floors and T isbetween 1and 60
where T isthe duration of the event, inseconds, and can be estimated from the 10percentage (–20 dB) points
of the motion time histories.
7) In hard rock excavation, where underground disturbances cause higher frequency vibration, afactor of up
to 128 has been found to be satisfactory for residential properties in some countries.
8) The magnitudes for transient vibration inoffices and workshop areas should not be increased without con-
sidering the possibility of significant disruption of working activity.
9) Vibration acting on operators of certain processes, such as drop forges or crushers which vibrate working
places, may be ina separate category from the workshop areas considered here. Vibration magnitudes, for the
operators of the exciting processes, which are specified in ISO 2631-1, will then apply.
10) Doubling the suggested vibration magnitudes for continuous or intermittent vibration and repeated tran-
sient vibration (fourth column) may result inadverse comment and this may increase significantly ifthe levels are
quadrupled (where available, dose/response curves can be consulted).
I
14IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
This part of ISO 2631 isintended to be forward looking, in that users are encouraged to collect vibration data, together with descrip-
tions of human response. Advice has been included on methods of data acquisition and recording methods to allow for future re-
analysis of the records. It ishoped that additional data thus provided on human response to different forms of vibration, at a range of
frequencies and magnitudes in a variety of situations and resulting from numerous force actions, can be used to update future
editions of this International Standard.
15IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
1
0,63 Y
128
CUrVe =
0,4
0,25
0,16 --
0,1
_.
; 0,04
&
5
: 0,o16
I
I
0,01
2
0,0025
0,0016
4
0,001
1 1,6 2,5 4 6,3 10 16 25 40 63 100
Frequency or centre frequency of one-third octave band, Hz
Figure5s – Vibrationinbuildings – Combined-directioncriteriacurves(thisrepresentsacombinationfor the worst case for
all three axes as explained in 4.2.3. Curves are shown corresponding to the various multiplying factors given in table 2)
16IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
0,1
\
0,063
\
0,04
0,025
\
0,016 \
0,01
~60.
0,0063 \
\
0,004 T \
32
\ \ -- .—
0,0025
16
: 0,0016 \
~
8
\
P
: 0,001
g
k
~ 0,00063
4
0,0004 \
A
0,00025
2
\ \
1#4—
0,00016
1
0,0001
0,000063~
0,00004
0,000025
0,000016
0,00001,
1,6 2,5 4 6,3 10 16 25 40 63 100
Frequency orcentre frequency of one-third octave band, Hz
Figure5b – Vibrationinbuildings– Comtined-direction criteriacurves(thisrepresen@acombinationfortheworstcasefor
allthreeaxesasexplainedin4.2.3.Curvesareshowncorrespondingtothevariousmultiplyingfactorsgivenintable2)
17IS 13276 ( Part 2 ) :1992
1S0 2631-2:1989
0,1
0,063
0,04
0,025
0,016
0,01
0,0063
:
~ 0,004
m
: 0,0025
g 0,0016
0,001
0,00063
0,0004
0,00025
0,00016
I I I I I J
0’0001 1 1,6 2,5 4 6,3 10 16 25 40 63 100.
Frequency ar centre frequency of one-third octave band , Hz
Figure5C– Vibrationinbuildings – Combined-direction peakvelocitycurves(thisrepresentsacombinationfortheworst
casefor all three axes as explained in 4.2.3. Curves are shown corresponding to the various multiplying factors given in table 2.
Vibration criteria in terms of velocity are frequently stated as peak values, which are by a factor 2 above the corresponding
r.m. s. value]
18IS 13276 ( Part 2 ) :1992
ISO 2631-2:1989
Annex B
Evaluation methods under development
(This annex does not form an integral part of the standard. )
This annex lists the evaluation methods for a more detailed characterization of the annoyance effects of impulsive vibration which are
currently being researched and tested.
B.1 Peak method —
This method has been in use for some time and in this case the values resulting from the use of table 2 are multiplied by Z
B.2 Impulsive extended r.m.s. method
The frequency-weighted vibration signal ispassed through an r.m.s. exponential averaging circuit with atime constant of 125 ms the
peak of which is time-extended with a decaying time constant of 60 s. (All time constants refer to the squared signal. )
B.3 “Root mean quad” method
/
The root mean quad [r.m.q. = ~ a4(t ) df 1/4] of the weighted acceleration signal a(t)may be used to assess the severity of
[~ ]
o
individual shocks.
The same relation between duration and acceleration may be used to accumulate the exposure to intermittent vibration which occurs
I
throughout the day [i.e. accumulated value = ~4(f) df].
~
o
The value obtained by this method should be related to the value corresponding to the boundaries for continuous vibration. The
method allows greater magnitudes with shorter and/or less frequent periods of intermittent vibrations.
B.4 Response spectra method
The ability of the impulse to induce responses in simple physical systems isused as a basic criterion for the severity of the impulse.
19lS13276(. Part2) :1992
ISO 2631-2:1-
Bibliography
Beurteilung der Einwirkung mechanischer Schwingungen auf den Menschen; VD1-Richtlinie 205z Verein Deutscher Ingenieure,
Diisseldorf (Germany, F.R.).
Vorrwrrn DIN 4150 Teil 1und Teil 2, Erschiitterungen im Bauwesen, DIN Deutsches Institut fur Normung e.V., Berlin (Germany:
F.R. ).
SPLITTGERBER, H. Untersuchungen uber die Wahrnehmungsschwelle des Menschen bei einivirkenden mechanischen Schwingungen,
Gesundheits-hrgenieur, Heft 4, 93, Jg. 1972: pp. 113-118.
SPLITTGERBER, H. Die Einwirkung von Erschutterungen auf den Menschen in Gebauden, Technische Uberwachung, Band 10, Nr 9,
1969: pp. 325-330.
Schwingungen auf den Menschen, hrt. Z. angew. Physiol. einschl. Arbeitsphysiol. 16, 1957: pp 519-564.
OKADA, A., YAMASHITA, T. and FUKUDA, K. City vibration and its threshold limits, Environmental Research, 4, 1971 :pp. 471-477.
KRYZE, B. The Czechoslovakian hygiene regulation on protection against vibration; Work-Environmental-Health, Vol. 7, No. 1,1970:
pp. 51-56.
MCKAY, J. R. Human response to vibration; Some studies of perception and startle, PhD Thesis, Universi~ of Southampton, 1972.
Vibration in Buildings – 1, Digest, Building Research Station United Kingdom, 117, 1970.
Japan Environmental Agency, Tokyo. Dietl~ Getting Legislation to Regulate Vibrations, Japan Environmental Summary, Vol. 4,
No. 3, loth March 1976.
USSR Standard No. ?3@5, Health Norm of Permissible Vibration in Residential Buildings, June 1975.
ASHLEY, C. International recommendations on vibration exposure and man (1971 ), Seeco 71, Proc. Symp. S.E.E., London, pp. 1-28.
ASHLEY, C. Proposed International Standards concerning Vibration in Buildings; Proc. Symp., Instrumentation for Ground Vibration
and Earthquakes, The Institute of Civil Engineers, 1977.
Von GIERKE, H.E. Guidelines for environmental impact statements with respect to noise, published in the 7977 Proceedings of Noise-
Con 77, NASA Langley Research Center, Hampton, Virginia.
SISKINO, D., STAGG, M. S., KOPP, J.W. and ~OWDING, C.I-l. Structure response and damage produced by ground vibration from mine
blasting, Report of Investigations 850Z US dept. of Interior, Bureau of Mines, 1960.
MURRAY, T.M. Acceptability criterion for occupant-induced floor vibrations; Engineering Journal/American Institute of Steel Con-
struction, 1981.
GRIFFIN, M. J., and WITHMAN, E.M. Discomfort produced by impulsive whole-body vibration, J. Acoustic. Sot. Am. 66(5), Nov. 1960.
ALI_HQ, D.E. and RAINER, J.H. Vibration criteria for long-span floors, Canadian Journal of Civil Eng., Vol 3, No. 2, JVNL 1976.
ALLEN, D. E. Vibration behaviour of long-span floor slabs, Canadian Journal of Civil Eng., Vol. 1, No. 1, 1974.
ANSI S3.2919!Z3, American National Standard Guide to the Evaluation of Human Exposure to Vibration in Buildings.
1) Japanese Parliamentary Assembly.
20
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2720_9.pdf
|
IS2720(Patt9):1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 9 DETERMINATION OF DRY DENSITY-MOISTURE CONTENT
RELATlON BY CONSTANT MASS OF SOIL METHOD
First Revision )
(
First Reprint MARCH 1997
UDC 624.131.433.2
0 BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Group 2
aSoils and Soil Engineering Sectional Committee, CED 23
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Soils and Soil Engineering Sectional Committee, had been approved
by the Civil Engineering Division Council.
With a view to establish uniform procedures for the determination of different characteristics
of soils and also for facilitating comparative studies of the results, an Indian Standard methods
of test for soils ( IS : 2720 ) has been published in 41 parts. This part deals with the deter-
mination of moisture content-dry density relation of soil using a constant mass of dry soil. This
is a rapid method and is essentially useful as a field control method. It may be used as a
substitute for the tests covered by IS 2720 ( Part 7 ) : 1980 ‘Methods of test for soils: Part 7
Determination of water content-dry density relation using light compaction ( second revision )’
and IS 2720 ( Part 8 ) : 1983 SMethods of test for soils: Part 8 Determination of water content-
dry density relation using heavy compaction ( second revision )‘.
This standard was first published in 1971. In this revision apart from general updation, the
amendment issued has been incorporated. Further the revision has been made in SI units only.
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 2720 ( Part 9 ) : 1992
Indian Standard
METHODS OF TEST FOR SOILS
PART 9 DETERMINATION OF DRY DENSITY-MOISTURE CONTENT
RELAT!ON BY CONSTANT MASS OF SOIL METHOD
First Revision )
(
1 SCOPE at 90” to each other shall be provided in the
wall of the tube.
1.1 This standard ( Part 9 ) lays down the
method for the determination of the dry 4.2 A Metal Rammer
density-moisture content relation of soil passing
4.75 mm IS Sieve, using constant mass of soil 48 mm in diameter and about 48.5 mm in
height attached to a metallic rod and knob so as
on oven dry basis in the compacted mass.
to have a combined height of about 550 mm
2 REFERENCES and a total mass of 2.6 kg. The rod shall also
carry a cap for the tube. The rammer shall
2.1 The following Indian standard are the have a drop of 310 mm. When the rammer is
necessary adjuncts to this standard. resting on the base plate without the specimen
the position of the rod touching the cap of
IS No. Title the tube shall be marked zero. The rod shall
460 Specification for test sieves : then be marked in cm and mm upto 8 cm,
(Part 1 ) :,I985 Part 1 Wire cloth test sieves downwards from zero.
( third revision )
4.3 Balances
2720 Methods of test for soils :
One of capacity of 10 kg sensitive to 2 g, and
( Part 1 ) 1983 Part 1 Preparation of dry soil
another of capacity of 200 g sensitive to
samples for various tests
0.01 g.
( second revision )
4.4 Oven
2720 Methods of test for soiIs :
( Part 2 ) : 1973 Part 2 Determination of Thermostatically controlIed with interior of
water content ( second non-corroding material to maintain temp-
revision ) erature between 105 and 110°C.
2809 : 1972 Glossary of terms and 4.5 Container
symbols relating to soil
engineering (first revision ) Any suitable non-corrodible air-tight container
to determine the moisture content of soils for
3 TERMINOLOGY tests conducted in the laboratory.
3.1 For the purpose of this standard, the 4.6 Sieve
definitions given in IS 2809 : 1972 shall apply.
4.75 mm IS Sieve conforming to the require-
ments of IS 460 ( Part 1 ) : 1985.
4 APPARATUS
4.1 A Cylindrical Metal Tube with Base Plate 4.7 Pipette
Having an interna diameter of 50 mm and 4.8 Mixing Tools
height of 435 mm. The tube shall be fitted
Miscellaneous tools like mixing pan, spoon,
with a detachable base plate. A suitable design
trowel, spatula, etc, or a suitable mechanical
of the tube with flange and base plate is shown
device for thoroughly mixing the sample of
in Fig. 1. The internal surface of the tube shall
soil with additions of water.
be smooth. At a height of about 100 mm from
the bottom 8 holes of I.5 mm dia, equally 5 SOIL SPECIMEN
spaced, shall be provided in the wall of the
tube. Similarly at a height of about 50 mm 5.1 Soil specimen obtained as indicated in 5.2
from the top of four holes of 1.5 mm. diameter shall be used for the test.
1IS 2720( Part9): 1992
0 TO 8cm DIVIDED
IN MILLIMETRES
\
KNURLED +
L HOLES,915 mm
- 946
550
/-METALLIC
ROD
APP R(
8 HOLES,914
EQUALLY SPACED-\
RUBBER GASKET
RAMMER
FLANGE\
-
1‘- I3ASE PLATE
All dimensions in millimetres.
FIG. 1 APPARATUSF OR COMPACTION BY CONSTANT MASS METHOU
5.2 A representative thoroughly mixed air- this sample shall be determined in accordance
dried soil sample passing 4.75 mm IS Sieve with IS 2720 ( Part 2 ) : 1973.
and weighing about 2 kg obtained in accord-
6 PROCEDURE
ance with the procedure laid down in
IS 2720 ( Part 1 ) : 1983 shall be taken for the 6.1 The empty tube shall be cleaned; dried and
test. This sample shall be put into an assembled with the base plate. A known
air-tight container. The moisture content of exact mass of the air-dried soil equivalent to
2IS 2720 ( Part 9 ) : 1992
200 g of oven-dried soil shall be taken. If IV NOTE -As the internal diameter of the tube is
percent is the moisture content of the air- 50 mm and dry mass of soil for each stage in the
test is 200 g, if R is the reading on the rod of the
dried soil sample obtained in accordance with
rammer (height of compacted soil in the tube)
5.2, then for 200 g of oven dried soil for each in centimetres,
test the mass of the air-dried soil to be taken
will be ( 200 + 2 w ) g. Water shall be added Dry density = - 200 = R10 .2 g/cma
in measured quantity so as to have a known n (5”) R
-.
moisturezontent on the oven-dry mass of soil. 4
This shall be thoroughly mixed with a spatula
7.2 The moisture content at each test shall be
and then poured into the mould. The wet
calculated from the water added and moisture
soil shall be given 8 blows of the rammer for
already present in the air-dried soil. If W, ml
light compaction tests and 36 blows of the
of water is added in one test the moisture
rammer for heavy compaction tests falling
content in terms of percent of dry mass of
through a height of 310 mm. The height of
soil will be ( w + O-5 W, ) where w is the per-
the compacted mass shaI1 be read from the
cent moisture already present in the soil sample
calibration on the rod. Similar tests shall be
taken for the test.
carried out with increasing percentage of
moisture, each time using a fresh specimen
8 REPORT
obtained from the sample in 5.2 so as to have
enough points even after the volume has started 8.1 The results of the test shall be recorded
increasing after decreasing initially. suitably. A recommended proforma for the
record of results is given in Annex A.
7 CALCULATIONS
8.2 The dry density-moisture content relation-
7.1 The dry density in g/cm3 shall be calculated ship curve shall then be drawn and the
bv dividing the factor 10.2 by the reading on maximum dry density and the corresponding
tGe rod of-the rammer in cm (see 6.1 ). - moisture content shall be reported.
ANNEX A
( Clause 8.1 )
COMPACTION TEST DATA SHEET ( CONSTANT MASS OF SOIL METHOD )
Mass of oven-dried soil = 200 g
Moisture content of air-dried soil taken for test = w percent
Test No. 1 2 3 4 5 6
Water added We ml
Reading on rod R, cm
_~____
Moisture content, percent (w + O-5 Wa )
10.2
Dry density, in g/cm3 = R
3Bureau of Indian Standards
BIS is a statutory institutionestablishedunder the Bureau oflndian StandardsAct, 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 editiorrby referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
This Indian Standard has been developed from Dot : No. CED 23 ( 5026 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIPN 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 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 I 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
2351519,2352315
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95,832 78 58
MUMBAI 400093 I 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATQRE: FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at New India Printing Press, Khuja, India
I
’ . .
|
1367_16.pdf
|
IS 1367( Part 16) :2002
ISO 8991:1986
n
doll Cih@f?l-a
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
,,
THREADED STEEL FASTENERS
PART 16 DESIGNATION SYSTEM FOR FASTENERS
Revision )
(Third
ICS 21.060.01
>---“-
I
i“.
..
,$ ‘
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 2002 Price Group 1.,,.,,,, _ ,...., . .,-.
‘fgjj
,,
‘:
,“,-
..,
%
,,
Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33 p;
q
NATIONAL FOREWORD
This Indian Standard (Part 16) (Third Revision) which is identical with ISO 8991:1986 ‘Designation ,,.,
,-,
system for fasteners’ 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. 1’
.fl 1
k,
This standard was originally published in 1961 and subsequently revised in 1967 and 1979. This revision
of the standard has been taken up to align it with ISO 8991:1986 by adoption under dual numbering ~~ ~
system.
Designation of various fasteners are also given in product standards. This standard, however, sets
out as system of sequence of designation for standard fasteners. Such a designation would assist in
ordering requirements of fasteners even for those for which designations are not already covered in
product standard. ,
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
I
deviations. Certain terminology and conventions are, however, not identica~ to those used in Indian
1
Standards. Attention is drawn especially to the following: ‘4
i
a) Wherever the words ‘International Standard’ appear referring to this standard, they should
2
be read as ‘Indian Sfa~dard’.
b) Comma (,) has been used as”a”decirM marker while in Indian Standards;4he current practice
is to use a point (.) as the decimal ma?k~r.IS 1367 (Part 16) :2002
ISO 8991:1986
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 16 DESIGNATION SYSTEM FOR FASTENERS
( Third Revision)
1 Scope and field of application
This International Standard specifies a system for the designation of fasteners inproduct standards.
i
2 System
Y ‘~‘“lnxnxnxn- - -
Denomination
(nameofproduct)
TTT
Reference tothe appropriate ~
International Standard
Thread sizeornominal size -.. --
(e.g. diameter)
.>
Further diameters orfeatures
(e.g. tolerance of pin
diameter, ifnecessary)
Ill
Nominal length (for bolts, screws, studs, pina,
ifnecessary)
Thread length orshank length
(ifneceaae~)
Type of product (ifnecessary)
Property classorhardnessormaterial I
Product grade (ifnecessary) I
I
Type ofdrive (ifnecessary) I
Surface protection (ifnecessary)
1
1’IS 1367 (Part 16)
ISO 8991 :1986
3 Examples 3.5 Example for the designation of a hexegon thin nut
ISO 4036 with thread size d = M6, made from ateel with
110HV min. (St):
3.1 Example for the designation of a hexagon heed bolt
ISO 4014 with thread sized = M12, nominallengthI = ~ mm Hexagon nut ISO 4036- M6 -St
and property class8.8:
Hexegon heed bolt ISO 4014- M12 x SO. 8.8
3.6 EXerllpkfdtthedesignationofacroee—mceeaedpenhead
@P@l ~ ISO~ * fireedsizeST3,5,nominal length
3.2 Example for the designation of a hexagon hd screw /=, f6n$ia#ucnaerrdtypecendreceeatypez:
ISO ~6 with thread size d = M12, and pitch 1,5, rI&hwl
length 1= 100 mm and property class10.9: TappinfJaCfewlso7046- si3#5x16-c-z
Hexagon headscrew ISO6576- M12 x T,6 x la -10.9
9.7 Exarnpbfwthedaa@@Onofenunkdand Pefewm
t602336wtthnomineldbmeterd= 6’,mm,tdamnCent6,
3.3 Example for the designation of a hexagon head bolt
ISO 4014 with thread sized = M12, nominallength/= 80mm, nominallengthI =#OWW, t$fBd&’rrk@kMe@’
property class8.8, electroplated accordingtoISO 4042, symbol
A2P: PamllelplnlSO~-Hx3D -A-St -
Hexagon head bolt ISO 4014- M12 x 80-8.8- A2P
3.8 Exampleforthedesignationofanormalearieachamfered
plainwasher ISO 70W ofnominal size8mm,’rpedefrom etael,
3.4 Example for the designation of a hexagon nut ISO 4032
of rnechenicel proparty 140 HV:
with thread sized = M12 and prope~ class8:
Haxagon nut ISO 4@32- M12-8 Waahar ISO7080-6-140 HV
2
/ IBureau of Indian Standards
BIS is a statutory institution established under the Bureau of Mian 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 Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Dot: No. BP 33 (0268).
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 Vll M, V.I.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
(602025
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 2541216,2541442
{2542519,2541315
Western : Manakalaya, E9 MlDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 {8327891,8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM.
Printed at Simco Printing Press, Delhi
I
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