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IS a 4410 ( Part Xl/Set 2 ) - 2972
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART XI HYDROLOGY
Section 2 Precipitation and Run Off
Terminology Relating co River Valley Projects
Sectiona! Committee, BDC 46
Chairman Representing
SHRI I. P. KAPILA Central Board of Irrigation and Power, New Delhi
Members
SHRI B. S. BHALLA Beas Designs Organization ( Ministry of Irrigation
& Power )
CHIEF ENGINEER ( IRRIOAT~ON) Public Works Department, Government of Tamil
Nadu
SUPERINTENDINGE NGINEER ( Alternate 1
DIRECTOR Land’ Reclamatioo, Irrigation & Power Research
Institute, Amrltsar
DIRECTOR ( HYDROLOOY) Central Water & Power Commission, New Delhi
SHRI N. K. DWIVEDX Irrigation Department, Government of Uttar
Pradesh
SHRI K. C. GHOSAL Alok Udyog Cement Service, New Delhi
SWRI A. K. BISWAS ( Alternctc )
SHRI N. K. GHOSH Public Works Department, Government of West
Bengal
SHRI R. L. GUPTA PubhPca5z;s Department, Government of Madhya
SUPERIN~ENDINO ENOINEER ( DESIONS 1
DR R .‘ c”.% ?% ) In personal capacity (M 18 New Delhi South
Extension, Part II, New Delhi 16 )
SHRI M. S. JAIN Geological Survey of India, Calcutta
SHRI N. V. KHURSALE Public Works Department. Government of
Maharashtra - .
SHR~ E. C. SALDANHA ( Alternate )
SRR~ T. S. MURTHY National Projects Construction Corporation Ltd,
New Delhi
SHRI K. N. TANEJA ( Alternate )
SHRI M. VENKATA RAO Public Works Department, Government of Andhra
Pradesh - .
SHRI R.K. SAHU Irrigation 8s Power Department, Government of
Orissa
PROF SARANJITS INOH Indian Institute of Technology, New Delhi
( Ccntinued on pug8 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHAJXJR SHAH ZAFAR MARG
NEW DELHI 110002IS : 4410 ( Part XI/Set 2 ) - 1972
( Cbntinurdframp ugs1 )
Members Refm-sen ting
DRP.P. SEHGAL University of Roorkee
COL N. K. SPN Survey of India, Dehra Dun
COL P. MISRA ( Alternate )
SHRI G. S. SIDHU Irrigation Department, Government of Punjab
SHRI M. M. ANAND ( Alternate)
SOIL CONSERVATION ADVISER Ministry of Food, Agriculture, Community Develop-
ment & Co-operation
S~IRIV IJENDRAS YNCH Irrigation Department, Government of Uttar
Pradesh
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-O&&YM cmbcr )
Director ( Civ Engg )
Secretaries
SHRI K. RAGHAVENDRAN
Deputy Director ( Civ Engg ), ISI
SHRI S. P. MAGGU
Senior Technical Assistant ( Civ Engg), ISI
Panel for Glossary of Terms Relating to Hydrology, BDC 46 : P6
Convener
PROF SARANJIT SINGH Indian Institute of Technology, New Delhi
Members
SHRI S. BANERJI National Committee for International Hydrologi-
cal Decade, New Delhi
DIRECT~K ( HYDROLOGY) Central Water & Power Commission, New Delhi
DEPCTY DIRECTOR ( HYDROLOGY)
( .?l!ernal?)
Soar M. M. LPL KHANNA Irrigation Research Institute, Roorkee
DR K. V. RAGHAVA RAO Central Ground Water-Board, Faridabad
DR SUBHASHC IIANDER Indian Institute of Technology, New Delhi)(’I L;gS IIXqU qmqJp ) qJ1 XIjSa3 ;7 ( iWS opodsap qk l[ra 1upmu
Sreup“”pS IuSl~lV~OU 0u z)- JaqJnZh 16L17‘ ”3lal $qa p1.”31 yXt~!Z?p qk lqa
~amt!uo~oZ.k xaypuB FO a!t‘aJ A”Ilail dr_o@s sa31~0uzp 3oruru~~laa qep
qaau sddloAap qil tqa !AFI 3r$uaapuS a!zI!s!ou 3onm!I*
o’t v umuqas 03 ~upmu s~zupzn.ps qes qaau dnqlrsqap ,:oAal!u8 Am.!ons
ssdaws 03 x!AaJ mIIaA dlofaw mp e Iex.Sa unruqax. ojs~ut~qn. s~mpm.ps is
su aqa dloDass OJ 3oImnlel!ou- L;qasa s2eupe~ps !mlnpa ia3ymI ia1xus‘ lqa
dt.aD!sa payuyyous ojMq!3q 8x.a Jabnqap 10 e~o!p omq%.n!~X su 3qarI !ular.-
dlaxyow .TLO xyaaa pps sup‘ lya ~usylnyou !s q~!uB!uB onl , ~up!eu
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~q!pt ,!s qafuB dnqyyap fu dexa*
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30AaJ 3qa snqfa31 !u p!Bax.aul saal!ous* saDpou z aohax.s dlaz!d!l?xpou aup
1.nu ~JJ* 03yar- sa3gous iu 2ya sar.ras M!II qa lqa JOI~OM!UB:
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sa+u s ~uyqxe~~ou 2tup mtiaI. 10ssas
sayou + HXpx.osJedqs
sayou ;I dqps
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gaapou L a!xye%a Iuassm.amau~s
gaDpou 3f aneylX oj Melaxs
o’p IU lya ~ouupepou Oflq!s sleupe~p pna Ma@Q-?& yes qaau @au 30
rulawipoxp ,:o-OI~IX~OU EIXLOUB lqa s~s~perps e-up dlxlxas dlam;l!uB
!u p!gax.aua ,:onulyas !u epp!~tou 10 ~aqy!uB 1$ 10 tqa dJx,!>as fu lya yalp !u
aq!s ,:onuh- ,J~S qes qaau uxp qX pa+fuB esps~emza j‘.om *ya jo~~oMfuB
dnqIxel!ous*
nNfZ.IZIC NVLIONS‘ 3DONOPPlD 3OHPvISSION dOi? VSIV VNI( aJH3 JVX
3vsL* )f~ossm.il oj qdp~olol$s lamus nsap !u vs!zt mp iga dm
sIS : 4410 ( Part XI/Set 2 ) - 1972
INDIA. INTERNATIONAL COMMISSION ON IRRIGATIONA ND DRAINAGE.
&&tilingual technical dictionary on irrigation and drainage.
.
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.
American Society of Civil Engineers. Nomenclature for hydraulics.
1962. New York.
0.4.1 All the definitions taken from c Multilingual Technical Dictionary
on Irrigation and Drainage ’ are marked with asterisk ( * ) in the staqdard.
1. SCOPE
1.1 This standard ( Part XI/Set 2 ) covers definitions of terms relating to
precipitation and run off in the field of hydrology.
2. PRECIPITATION AND RUN OFF
2.1 Antecedent Precipitation - The precipitation occurring during
some period antecedent to the defined event or some part of the defined
event.
2.2 Antecedent Precipitation Index - A weighted summation of daily
precipitation amounts used as an index of soil moisture. The weight given
to each day’s precipitation is usually assumed to be an exponential or reci-
procal function of time with the most recent precipitation receiving the
greatest weight.
2.3 Anti-Cyclone - An area of relatively high pressure with closed isobars,
the pressure gradient being directed from the centre so that the wind blows
spirally outward in a clockwise direction in the northern hemisphere,
counter-clockwise in the southern hermisphere.
2.4 Channel Precipitation* - Precipitation which falls directly on
surface or lakes and streams.
2.5 Cloud Burst - Rain storm of high intensity and of a relatively short
duration, usually over a relatively small area.
2.6 Coxivective Precipitation* - Precipitation resulting from the up-
ward movement of air that is warmer than its surrounding. It is generally
of a showery nature with rapid changes of intensities.
2.7 Critical Storm Period - The duration of that storm which causes
the greatest peak at a station in a drainage basin.
4IS : 4410 ( Part XI/Set 2 ) - 1972
2.8 Cyclone - A low atmospheric pressure area manifest on the synoptic
chart having a very low central pressure and surrounded by a system of closed
isobars, circular or oval in form. The wind circulation is anti-clockwise
around the centre (in the northern hemisphere ) and is associated with
heavy rain and very high winds reaching above 6 Beafort scale ( 55 km/h ).
Usually winds of 100 to 200 km/h is reached in severe cyclones.
2.9 Cyclonic Precipitation - The precipitation associated with the
passage of depressions or cyclones.
2.10 Depression-The term is used for circulation on the synoptic
weather chart delineated by closed isobars with wind circulating around it
anti-clockwise ( northern hemisphere) with or without lateral motion. It
is generally associated with cloudy to rainy weather and falling pressure in
the direction of its motion.
‘2.11 Depth Area Curve (Rainfall Intensity Area Curve) - A
curve which graphically expresses relation between progressively decreas-
ing average depth of rainfall over a progressively increasing area from
centre of maximum precipitation of a storm outward to its edges.
2.12 Depth Area Duration Curve - A curve which graphically indicates
the precipitation amounts for various areas and durations for a particular
rainstorm.
2.13 Depth Duration Curve (Rainfall Intensity Duration Curve) -
A curve which shows relationship between duration and depth of preci-
pitation of storm for a specific area.
2.14 Depth of Run Off-The total run off from a drainage area or basin,
divided by the area; expressed in either units of depth or units of volume
per unit area of the basin.
2.15 Direct Ikun Off l -The sum of surface run off, interflow and
channel precipitation.
2.16 Effective Rainfall
a) Part of the rain that appears as run off in the stream; and
b) In agricultural practice, that portion of total precipitation which
is retained by the soil so that it is available for use for crop
production ( see also 2.42 ).
2.17 Eye of the Storm - The small central region of a tropical cyclone
usually extending to 15 km in diameter having the lowest pressure and
associated with features like absence of rain, light winds and broken layers
of clouds.
2.18 Ground Water Ran Off- The part of the run off which consists of
water that has passed into the earth and entered the zone of saturation,
and has later been discharged into a water body.
5IS : 4410 ( Part XI/Set 2 ) - 1972
2.19 Hail - Small, roughly spherical lumps of approximately concentric
shells of clear ice and compact snow usually ranging from 5 to 10 mm or
more in diameter which fall either separately or agglomerated into larger
irregular lumps precipitated during thunder storms.
2.20 Histograph - A map or chart of a river, drainage or sewer system,
upon which a series of time lines are placed. These time lines give the
time of transit of water, originating on a time line to flow down to the
outlet of the system.
2.21 Interception -The process by which precipitation is caught and
held by foliage, twigs and branches of the trees, shrubs and other vegeta-
tion, and lost by evaporation, never reaching the surface of the ground.
2.22 Isohyet - A line drawn on a map passing through places having
equal amounts of rainfall recorded during the same period at these places
( these lines are drawn after giving consideration to the topography of the
region ) .
2.23 Isohyetal Map * - A map showing isohycts.
2.24 Isopercental Map - A ‘map showing lines connecting points of
equal percentage of rainfall after showing the annual or monthly rainfall
at each raingauge station as a percentage of the annual long-average
figures for that station.
2.25 Low ( Trough ) - An area of comparatively low pressure with or
without closed isobars ( in case of troughs ). These low may be the result
of movement of depression unequal heating or movement of fronts in the
troposphere ( lower atmosphere ).
2.26 Mass ‘Rainfall Curve ( Mass Precipitation Curve ) - A graph
showing the accumulated precipitation against time.
2.27 Maximum Possible Precipitation - The maximum amount of
precipitation that can theoretically occur for a certain duration in a
drainage area or basin during the present climatic era.
2.28 Maximum Probable Precipitation - The amount of precipitation
that is the physical upper limit for a given duration over a particular basin
and in a designated length of time.
2.29 Mean Annual Precipitation - The mean of annual amount of
precipitation observed over a period which is sufficiently long ( say 30 years
or more ) to produce a fairly constant mean value.
2.30 Mean Annual Run Off and Mean Monthly Run Off* - The
value of the annual volume of water discharged by the stream draining the
area, the period of observation being sufficiently long to secure a fair
mean, similar!y mean monthly run off.
6IS : 4410( Part XI/S* 2 ) - 1972
surface. The maximum extent of penetration would be up to ground
water table.
2.46 Rain ~Gauge* -An instrument for measuring the quantity of rain
that falls at a given place and time.
2.47 Rain Storm - Storm accompanied by rain.
2.48 Rate of Run Off or Discharge - The volume of water flowing in
the stream channel past any given section in a unit of time.
2.49 Recording Rain Gauge ( Phviograph ) - A rain gauge which
automatically records, usually in graphical form the cumulative amount
of rainfall with reference to time.
2.50 Residual Mass Curve* -A plotting of the year-to-year residual
departure of rainfall or run off from the arithmetical average accumulated
for the period under consideration.
2.51 Return Period or Recurrence Interval - Statistical parameter
used in frequency analysis as measure of most probable time interval
between occurrence of a given event and that of an equal or greater
event.
2.52 Run Off
a) It is defined as that portion of the precipitation which is not
absorbed by the deep strata but finds its way into the streams
after meeting the persistent demands of evapo-transpiration
including interception and other losses. It includes surface run
off received into the channels after rainfall, delayed run off that
enters the streams after passing through portion of the earth, and
other delayed run off that has been temporarily detained as snow-
cover or stored in natural lakes or swamps.
b) Also the total quantity of run off during a specified period.
2.59 Ruin Off Coefficient - The ratio of run ofI’ to precipitation.
2.54 Snow - Precipitation from the atmosphere in the form of branched
hexagonal crystals or stars, often mixed with simple ice crystals, which fall
more or less continuously from a solid cloud sheet. These crystals may
fall either separately or in coherent clusters forming snowflakes.
2.55 Snow Pellets or Soft Hail- Precipitation of white opaque rain
of ice, structure of which resembles to that of snow, the grains are spheri-
cal, or sometimes conical, about 2 to 5 mm in diameter.
2.56 Soil Moisture Deficit-The amount of water that should be
applied to the soil to cause thorough drainage and is substantially equal
to the soil moisture deficit then existing.
8IS r 4410 ( Part XI/See 2 ) -1972
2.57 Storm - Term commonly used for violent atmospheric motion, such
as a gale, thunderstorm, rain storm, snow storm or dust storm.
2.58 Storm Track-The path traversed by the centre of the storm.
2.59 Sub-Surface Run Off ( Interflow ) - Run off that moves through
upper soil layers and returns to the surface or appears in streams without
entering the water table in the zone of saturation.
2.60 Surface Run Off -The water which reaches the stream by
travelling over the soil surface or falls directly into the stream channels.
2.61 Thiessen Polygon - The points of location of rain gauges on a
map are joined by straight lines and their perpendicular bisectors are
drawn. The polygon formed around each rain gauge station by these
perpendiculars is called, after its originator, a Thiessen polygon.
2.62 Thunderstorm -A local and short-lived atmospheric disturbance
accompanied by lightning and thunder and often by showery precipitation,
gusts of wind, and sometimes by hail.
2.63 Tornado - A rotary storm, one of the most violent types -of storms
known, of small diameter, which travels across the country and leaves
reat devastation along a narrow path. Its chief characteristics are the
Po llowing:
a>
Under a heavy cumulonimbus cloud there hangs a funnel-
shaped cloud which marks the vortex and, as the storm moves
along, may or may not touch the earth;
b) Heavy precipitation and ( usually ) hail occur, with thunder. In
addition to the thunder, there is the roar attending the tornado
cloud when it touches the surface:
4 The winds blow spirally upward around the axis of the tornado
cloud; and
4 The speed of the storm itself in travelling over the earth is
comparatively slow 40 to 65 km an hour; its path is short ,
averaging about 480 km.
2.64 Totalizer or Storage Rain Gauge* - A type of rain gauge which
totalizes the quantity of precipitation.
2.65 Weighted Mean Monthly Precipitation-The weighted mean
precipitationf or each month for a large area.
2.66 Yield of Drainage Basin* - Total volume or flow from a drainage
basin for a long stipulated period of time, for example ( annual yield of
drainage basin ’ is the mean annual run off.
2.67 Zero Mchsture Index - The index of moisture when the precipita-
tion is just adequate to supply all the water that would be needed for
maximum evaporation and transpiration in the course of a year.
9
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11229.pdf
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IiS : 11229- 1985
Indian Standard
SPECIFICATION FOR
SHEAR BOX FOR TESTING OF SOILS
Soil Engineering Sectiod Committee, BDC 23
Chairman Representing
SARI SHAMSHER PI~AKASIL Central Building Research Institute ( CSIR ),
Roorkee
Members
PSOF ALAM SINQH University of Jodhpur, Jodhpur
SHRI B. ANJIAH Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
CHIEB ENQINEER ( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( DAM ) ( Alternate )
SHBI C. S. DABEE Howe ( India ) Pvt Ltd, New Delhi
SHRI G. V. MURTHY ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 12/I,
Hungerford Street, Calcutta )
DIRECTOR ( D&QPC ) Public Works Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR ( B&SD ) ( Altert‘ate )
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction ( P) Ltd,
Bombay
SHRI A. N. JANGLE ( Alternate )
DIRECTOR Central Soil & Materials Research Station,
New Delhi
DEPUTY DIRECTOI~ ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee; and Institute of
Engineers ( India ), Calcutta
SHRI S. GUPTA Cemindia Company Limited, Bombay
SHRI N. V. DE-SOUSA ( Alternate )
SHRI M. IYeNoAil Engineers India Limited, New Delhi
SHRI ASHOE K. JAIN G. S. Jain and Associates, New Delhi
SEHI VIJAY K. JAIN ( Alternate )
JOINT DIRECTOH. RESEARCH Ministry of Railways
( GE )-I, RDSO
JOINT DIHECTOR RESEARCII
( GE )-II, RDSO ( Alternate )
( Continuad on pag6 2 )
0 C@yrighl 1985
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indinn Copyright Act ( XIV 01 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 : 11229- 1985
( Confinuedfrom puge 1 )
Members Representing
SERI A. V. S. R. MURTY Indian Geotechnical Society, New Delhi
SHRI D. R. NARAHARI Ceni;tLrkzilding Research Institute ( CSIR ),
SERI T. K. NATRAJAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI RANJIT SINQH Ministry of Defence ( R&D )
SHRI V. B. GHORPADE ( Alternate )
DRG. V. RAG Indian Institute of Technology, New Delhi
DR K’ K. GUPTA ( Alternate )
RESEARCII ORH’ICER ( B&RRL ) Public Works Department, Government of
Punjab, Chandigarh
SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( C ) ( Alternate )
SHRI N. SIVAQURU Ministry of Shipping and Transport ( Roads
Wing )
&III TJ. JAYAKODI ( Alternate )
SIIRI K. S. SHINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BEI~RY ( Alternate )
DR N. SOM Jadavpur University, Calcutta
SHRI N. S~:BI~A?~ANYAC~ Karnataka Engineering Research Station,
Krishnarajasagar
COL R. R. SUDHINDRA Ministry of Defcnce ( Engineer-in-Chief’s Branch )
SHRI S. S. Tosar (Alternate 1
SIJPER~NTIZND;& E N Q I N E ‘IZi t Public Works Department, Government of Tamil
( P&DC ) Nadu, Madras
EXECU~~IVEE NGINEER ( SMRD )
( Alternate ) ’
SHRI H. C. VERMA All India Instrument Manufacturers’ and Dealers
Association, Bombay
SHRI H. K. GIJHA ( Alternate)
SHRI G. RAMAN, Director General, IS1 ( Ex-ofiio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Senior Deputy Director (Civ Engg), IS1
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convene7
SHBI H. C. VERMA Associated Instrument Manufacturers ( I ) Pvt
Ltd, New Delhi
Members
SHRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
SHRI AXED KRIS~FINA Saraswati Engineering Agency, Roorkee
SHRI RAKESH GOEI. ( Alternate )
( Continued on pngc: 10 \
2IS t 11229- 1985
Indian Standard
SPECIFICATION FOR
SHEAR BOX FOR TESTING OF SOILS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 25 January 1985, after the draft finalized by the Soil Engineering
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Indian Standards Institution has already published a series of
standard on methods of testing soils. It has been recognized that reliable
and intercomparable test results can be obtained only with standard testing
equipment capable of giving the desired level of accuracy. The Sectional
Committee has, therefore, decided to bring out a series of specifications
covering the requirements of equipment used for testing soils to encourage
its development and manufacture in the country.
0.3 The equipment covered in this standard is used as a part of the assem-
bly for the equipment used for the determination of shear strength of the
soil covered in IS : 2720 ( Part 13 )*.
0.4 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960-t.
1. SCOPE
1.1 This standard covers specification for shear box used as a assembly for
the determination of shear strength of' the soil with a maximum particle
size of 4.75 mm.
*Methods of test for soils : Part 13 Direct shear test.
tRules for rounding off numerical values ( revised ).
3IS : 11229 - 1985
2. GENERAL REQUIREMENTS
2.1 The shear box shall consist of the following ( see Fig. 1 ):
a) Upper and lower parts of shear box coupled together with two
pins,
b) Grid plates - 2 pairs,
C>S tone plates,
4 Base plate,
e>
Top plate,
f) Loading pad, and
g) Water jacket.
STONE PLATE 7” 1
LOADING PAD 7
GRID PLATE
SHEAR BOX
GRID PLATE
‘\\ \_
\ BASE PLATE
WATER JACKET---
k STONE PLATE
FIG. 1 SHEAR Box ASSEMBLY
3. MATERIALS
3.1 The materials of the construction of the different components of shear
box shall be as given in ‘I’aMe I.IS : 11229 - 1985
TABLE 1 MATERIAL OF CONSTRUCTION OF DIFFERENT
COMPONENT PARTS OF SHEAR BOX
( Clause 3.1 )
PART MATERIAL REFERENCE TO INDIAN
STANDARD
Upper and lower parts of shear Mild steel/Brass IS : 513-1973*/IS : 292.19833
box coupled toeether with
two pins _
Grid plates - two pairs Mild steel/Brass IS : 513-1973*/IS : 292-1983#
Stone plates Sand stone IS : 3622-1977$ of size 60 x
6Ox6mm
Base plate Mild steel/Brass IS : 513-1973*/IS : 29%19833
Top plate Mild steel/Brass IS : 513-1973*/E : 292-19831
Loading pad Mild steel/Brass IS : 513-1973*/IS : 292-19831
Water jacket Mild steel/Brass IS : 513-1973*/IS : 292-19833
*Specification for cold rolled carbon steel sheets ( second revision ).
tSpecification for sandstone ( slabs and tiles ) (Jirst revision ) .
‘JSpecification for brass ingots and castings ( second reuision ).
4.1 The dimensions of the component parts of shear box shall be as
detailed in Fig. 2 to 7. The tolerance to the dimensions shall be as given
in IS : 2102 ( Part 1 )-1980* and shall be of medium class.
5. MARKING
5.1 The following information shall be clearly and indelibly marked on
each part of the component:
4 Name of the manufacturer or his registered trade-mark,
b) Type of material, and
Cl Date of manufacture.
5.1.1 The equipment may also be marked with the IS1 Certification
Mark.
NOTE - The use of the IS1 Certification Mark is governed by the provisions of
the Indian Standards Institution ( Certification Marks ) Act and the Rules and
Regulations made thereunder. The IS1 Mark on products covered by an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products arr 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 ISI Certification Mark may be granted to manufacturers
or processors, may be obtained from the Indian Standards Institution.
*Specification for general tolerances for dimensions and form and position : Part 1
General tolcranc!,s for linear and angular tlirucnsions ( secoud reoision ).
5IS t 11229- 1985
67-j+-11
1
_L
18
ii-
l---A
.
T
70 7
3
2
l-
A
SECTION AA
All dimensions in millimetres.
Tip. 7 WATER ,JACKET
9IS t 11229- 1985
( Continued from page 2 )
Members Rsfircscnting
DEPUTY DIRECTOIL RESEARCH Ministry of Railways
( GE )-III, RDSO
JOINT DIRECTOR RESEARCH ( GE )-II, RDSO
( Alternate )
DIRECTOR ( CSbRS ) Central Soil & Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Ahnate )
SHRI H. K. GUHA Geologists Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA (Alternate I
DR S. C. HANDA Uiiversity of Roorkee, Roorkee
SHRI P. K. JAIN ( Alternate )
SHRI VIJAY K. JAIN G. S. Jain Associates, New Delhi
DR B. R. MALHOTRA Central Road Research Institute ( CSIR ), New
Delhi
SHRI S. K. MITRA K. N. Dadina Foundation Engineers, Calcutta
BRIG M. K. PAUL Ministry of Defence
SHRI M. P. SHUKLA ( Alternate )
DR T. RAMAMURTRY Indian Institute of Technology, Delhi
DR G. V. RAO ( Alternate )
SHRI RIZSHAM SINGH Hydraulic & Engineering Instruments Company,
New Delhi
~HRI JATINJIRR SINUH ( Alternate )
SHRI S. VENKATESAN Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. R. SONBJA (Afternate)
10
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5964.pdf
|
UDC 815’477’2 (-First Reprint FEBRUARY 1983 ) IS : 5964.197
Indian Standard
i
SPECIFICATION FOR
ROUND SPUR FOR ORTHOPAEDIC CALIPERS
1. Scope- Dimensional and other requirements of round spur for orthopaedic calipers.
2. Shape and Dimensions -As shown in Fig. 1.
0 DIA
I I LA
i ,j:
1
X--l t
SECTION XX
All dimensions in milllmetrss.
8120~ L. h La 4 D(Dla)
1 160 11 3 ‘20 6
2 185 13 3 30. 6
3 225 18 4 Iw) 8
4 255 15 5 40 8
FIG. 1 ROUND SPUR FOR ORTHOPAEDIC CALIPERS
3. Material - Cold rolled mild steel.
4. Workmanship and Finish -The spur pin shall be soundly fixed by riveting. It shall be square
with the longitudinal axis of the spur. All surfaces shall be finished smooth and free from surface
defects and tool marks. All sharp edges shall be removed.
5. Marking- The joint shall be marked with the following:
a) Manufacturer’s name, initials or recognized trade-mark: and
b) Size of the joint ( see Fig. 1 ).
5.1 I.9 Certification Marking - Details available from the Indian Standards Institution.
6. Packing - As agreed to between the purchaser and the supplier.
Adopted !Z!i January 1071 @ June 1971, ISI Gr 1
I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
|
1367_e_3.pdf
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IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3: 1997
yn%-q
(%’i’w
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 14 MECHANICAL PROPERTIES OF CORROSION-RESISTANT
STAINLESS-STEEL FASTENERS
Section 3 Set Screws and Similar Fasteners
not Under Tensile Stress
(Third Revision)
ICS 21.060.10
@ BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002 Price Group 7
\ -.Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
NATIONAL FOREWORD
This Indian Standard (Part 14/Sec 3) (Third Revision) which is identical with ISO 3506-3:1997
‘Mechanical properties of corrosion-resistant stainless-steel fasteners — Part 3 : Set screws and
similar fasteners not under tensile stress’ issued by the lnternation~l 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,
This standard was originally published in 1961 and subsequently revised in 1967 and 1984. The last
revision was in conformity with ISO 3506:1979. Consequent upon the revision of ISO 3506:1979 into
three parts, the Committee decided to revise the Indian Standard into three sections aligning them with
ISO 3506-1:1997, ISO 3506-2:1997 and ISO 3506-3:1997 respectively.
In view of the above IS 1367 (Part 14) has been splitted into three sections by adopting Part 1,
Part 2 and Part 3 of ISO 3506 respectively, The other two sections of this part are given as under:
IS 1367 (Part 14/Sec 1) : 2002 Technical supply conditions for threaded steel fasteners : Part 14
Mechanical properties of corrosion-resistant stainless-steel fasteners,
Section 1 Bolts, screws and studs (third revision)
IS 1367 (Part 14/Sec 2) : 2002 Technical supply conditions for threaded steel fasteners : Part 14
Mechanical properties of corrosion-resistant stainless-steel fasteners,
Section 2 Nuts (third revision)
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain terminology and conventions are, however, not identical to those used in Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should
be read as ‘Indian Standard’.
b) Comma (,) has been used as a decimal marker while in Indian Standards, the current
practice is to use a point (.) as the decimal marker.
In this adopted standard, reference appears to certain International Standards for which Indian
Standards also exist, The corresponding Indian Standards which are to be substituted in their place
are listed below along with their degree of equivalence for the editions indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
Iso 68-1:1) IS 4218 (Part 1) : 2001 ISO General purpose metric screw Identical
threads : Part 1 Basic profile (second revision)
ISO 261:’) IS 4218(Part 2) : 2001 ISO General purpose metric screw do
threads : Part 2 GeneraI plan (second revision)
ISO 262:lJ IS 4218(Part 4) : 2001 ISO General, purpose metric screw do
threads : Part 4 Selected sizes for screws, bolts and nuts
(second revision)
(Continued on third cover)
1t3ince published in 1998.
\
‘\IS 1367 (Part 14/Sec 3): 2002
ISO 3506-3:1997
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 14 MECHANICAL PROPERTIES OF CORROSION-RESISTANT
STAINLESS-STEEL FASTENERS
Section 3 Set Screws and Similar Fasteners
not Under Tensile Stress
(Third Revision)
1 Scope
This part of ISO 3506 specifies the mechanical properties of set screws and similar fasteners not under tensile stress
made of austenitic stainless steel when tested over an ambient temperature range of 15“Cto 25‘C. Properties will
vary at higher or lower temp~ratures.
Itapplies to set screws and similar fasteners
— with nominal thread diameters (d)from 1,6 mm upto and including 24 mm;
— oftriangular ISO metric threads with diameters and pitches according to ISO 68-1, ISO 261 and ISO 262;
— of any shape.
Itdoes not apply to screws with special properties such asweldability.
This part of ISO 3506 does not define corrosion or oxidation resistance in particular environments.
The aim of this part of ISO 3506 is a classification into property classes of corrosion resistant stainless steel
fasteners. Corrosion and oxidation performances and mechanical properties for use at elevated or sub-zero
temperatures must be the subject of agreement between user and manufacturer in each particular case. Annex D
shows how the risk of intergranular corrosion at elevated temperatures depends on the carbon content.
All austenitic stainless steel fasteners are normally non-magnetic in the annealed condition; after cold working,
some magnetic properties may be evident (see annex E).
2 Normative references
The following standards contain provisions which, through reference inthis text, constitute provisions of this part of
ISO 3506. At the time of publication, the editions indicated were valid. All standards are subject to revision, and
parties to agreements based on this part of ISO 3506 are encouraged to investigate the possibility of applying the
most recent editions of the standards indicated below. Members of IECand ISO maintain registers of currently valid
International Standards.
ISO 68-1:—1),ISO general purpose screw threads - Basic profile - Part 1:Metric screw threads.
ISO 261:-2), /S0 general purpose metric screw threads - General plan.
1) To be published. (Revision of ISO 68:1973)
2) To be published. (Revision of ISO 261:1973)
1IS 1367 (Paq 14/See 3) :2002
ISO 3506-3:1997
ISO 262:—3), /S0 general purpose metric screw threads - Selected sizes forscrews, bolts and nuts.
ISO 898-5:— 4), Mechanical properties of fasteners - Part 5: Set screws and similar threaded fasteners not under
tensile stresses.
ISO 965-3:—5), /S0 general-purpose metric screw threads - Tolerances - Part 3: Deviations for constructional
threads.
ISO 3651-1 :—5), Determination of resistance to intergranular corrosion stainless steels - Part 1: Austenitic and
ferritic-austenitic (duplex) stainless steels - Corrosion test in nitric acid medium by measurement of loss in mass
(Huey test),
ISO 3651-2:—6), Determination of resistance to intergranular corrosion stainless steels – Part 2: Ferri~c, austenitic
and ferritic-austenitic (duplex) stainless steels - Corrosion test in media containing sulfuric a~id.
ISO 6506:1981, Metallic materials - Hardness test- Brinell test.
ISO 6507-1:1997, Mets//ic materia/s - Hardness test- Vickers test - Part 1:Test method.
ISO 6508:1986, ~etallic materials - Hardness test- Rockwell test (scales A - B-C-D -E-F- G.-H- K).
3 Designation, marking and finish
3.1 Designation
The designation system for stainless steel grades and property classes for set screws and similar fasteners isshown
in figure 1.The designation, of the material consists of two blocks which are separated by a hyphen. The first block
designates thesteel grade, the second block the property class.
The designation ofthe steel grade (first block) consists ofthe letter
A for austenitic steel
which indicates the group of steel and a digit which indicates a range of chemical compositions within this steel
group.
The designation of the propeny class (second block) consists oftwo digits representing 1/10 of the minimum Vickers
hardness and the letter Hreferring to hardness, see table 1.
Table 1—Designations of property classesin relatfon toVickera hardness
Property class 12H 21H
Vickers hardness, HV min. 125 210
EXAMPLE:
A1-12H indicates:
austenitic stainless steel, soft, minimum hardness 125 HV.
3) To be published. (Revision of ISO 262:1973)
4) To be published. (Revision of ISO 898-5:1980)
5) To be published. (Revision of ISO 965-3:1980)
.6) To be published. (Revision of ISO 3651-1:1976)
7) To be published. (Revision of ISO 3651-2:1976)
2
\,,IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
‘7
SteeL group Austenitic
Steel grade1)
‘=
Property class 12H 21H
soft Cold-
worked
1) The steel grades classified infigure 1are described inthe informative annr4xA and specified bythe chemical
composition intable 2.
2) Low carbon stainless steels with carbon content not exceeding 0,03 ‘?tomay additionally be marked with an L.
Example: A4L - 21H
Figure 1— Designation systemforstainiesssteei grades and property ciassesforsetscrewsand simiiar
fasteners
3.2 Marking
3.2.1 Setscrews
Marking of set screws is not mandatory.
Only if aii requirements in this part of iSO 3506 are met, parts shaii be marked and/or described according to the
designation system described in3.1.
3.2.2 Packages and containers
Marking with the designation and manufacturer’s identification mark is mandatory on aii packages of aii sizes.
3.3 Finish
Unless otherwise specified, fasteners in accordance with this part of iSO 3506 shaii be supplied ciean and bright, For
maximum corrosion resistance passivation isrecommended.
4 Chemical composition
The chemicai compositions of stainiess steeis suitabie for fasteners in accordance with this part of ISO 3506 are
given intable 2.
The finai choice of chemicai composition within the specified steei grade is at the discretion of the manufacturer
unless by prior agreement between the purchaser and the manufacturer.
in applications where risk of intergranular corrosion is present, testing in accordance with ISO 3651-1 or ISO 3651-2
is recommended. In such cases, stabilized stainiess steeis A3 and A5 or stainless steeis A2 and A4 with carbon
content not exceeding 0,03 ‘Yoare recommended.
3
\\ ..IS 1367 {Part 14/Sec 3) :2002
ISO 3506-3:1997
Table 2—Stainless”steelgrades —Chemical composition
Chemical composition
Group Grada % (m/m)1, Notes
c Si Mn P s Cr Mo Ni Cu
Austenitic Al 0,12 1 6,5 0,2 0,15 to0,35 16to 19 0,7 5to 10, 1,75to 2,25 2)3)4)
A2 0,1 1 2 0,05 0,03 15t020 _ 5) 8to 19 4 6)7)
A3 0,08 1 2 0,045 0,03 17to 19 _ 5) 9to 12 1 8)
A4 0,0-8 1 2 0,045 0,03 16to 18,5 2t03 loto 15 1 7)9)
A5 0,08 1 2 0,045 0,03 16to 18,5 2t03 lo,5to 14 1 8)9)
NOTES
1 A description ofthe groups and grades ofstainlesa steels also entering into their specific properties and application is
given in annex A.
2 Examples for stainless steels which are standardized inISO 663-13 and inISO 4954 are given inannexes Band Crespectively.
1) Values are maximum unless otherwise indicated.
2) Sulfur maybe replaced byselenium.
3) Ifthe nickel content isbelow 8%,the minimum manganese content must be5%,
4) There isno minimum limit tothe copper content provided that the nickel content isgreater than 8%.
5) Molybdenum may be present atthe discretion ofthe manufacturer. However, iffor some applications limiting ofthe
molybdenum content isessential, this must bestated atthe time ofordering bythe purchaser.
6) Ifthe chromium content isbelow 177., the minimum nickel content should be,12‘%..
7) For austenitic stainless steels having amaximum carbon content of0,0370, nitrogen maybe present to amaximum of
0,22 %.
8) Must contain titanium >5 xCup to0,8 ?4.maximum for stabilization and be marked appropriately inaccordance with this
table, or must contain niobium (columbium) and/or tantalum > 10x Cupto 1% maximum for stabilization and be marked
appropriately inaccordance with this table.
9) Atthe discretion ofthe manufacturer the carbon content maybe higher where required to obtain the specified mechanical
properties at larger diameters but shall notexceed 0,12%.
5 Mechanical properties
The mechanical properties ofset screws inaccordance with this part of ISO 3506 shall conform to the values given in
tables 3 and 4.
For acceptance purposes the mechanical properties specified in 5.1 and 5.2 apply and shall be tested in accordance
with 6.1 and 6.2 respectively.
5.1 Prooftorque of hexagon socket setscrews
Hexagon socket set screws shall rmnforrn to the torque requirements given intable 3.
4
\\\ ..IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
Table 3— Prooftorque requirements
Nominal thread Minimum Iengthl) ofsetscrewsfortest,mm Prooftorque, Nm
diameter min.
(d) Property class
Flat point Cone point Dog point Cup point 12H 21H
4
1,6,, 2,5 3 3 2,5 0,03 0,05
2 4 4 4 3 0,06 0,1
2,5 4 4 5 4 0,18 0,3
3 4 5 6 5 0,25 0,42
4 5 ‘6 8 6 0,8 1,4
5 6 8 8 6 1,7 2,8
6 8 8 10 8 3 5
8 10 10 12 10 7 12
10 12 12 16 12 14 24
12 16 16 20 16 “25 42
16 20 20 25 20 63 105
20 25 25 30 25 126 210
24 30 30 35 30 ~ Lu.n u I 3a .S- L. I
1) The minimum lengths to betested are the lengths below the dotted line inthe product standard, i.e.the lengths
having the normal hexagon socket depth.
5.2 Hardness
Set screws shall conform to the hardness requirements given intable 4.
Table 4— Hardness
Prqxrty class
Testmethod 12H I 21H
, Hardness
Vickers hardness HV 125to 209 210 min.
I 1
Brinell hardness HB 123t0213 214 min.
Rockwell hardness HRB 70 to 95 96 min.
6 Test methods
6.1 Prooftorque testforhexagon socket setscrews
The set screw shall be inserted inatest block as shown infigure 2 ~ntil the top surface ofthe screw face isflush with
the test block and the point bears on afirm base, for example a backing screw inserted from the other side.
Using a hexagon test bitwith atolerance of h9for the width across flats, with a minimum width across corners equal
to 1,13 s~,nand a hardness of 50 HRC to 55 HRC, engaging the full depth of the set screw socket, the screw shall
withstand the proof torque given intable 3without splitting, cracking orthread stripping.
Forthis proof torque test, acalibrated torque measuring instrument shall be used.
NOTE — Visual marks atthe socket due to torque testing shall’not be cause for rejection.
5IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
1
I
m
I I
\
1
I
Key
1 Torque wrench
2 Screw under test
3 Test block minimum 50 HRC,tolerance 5H (ISO 965-3} for the internal thread
4 Backing screw 450 I-IVto 570 HV
Figure2- Torque testequipment
6.2 Hardness testHB,HRBorHVforsetscrews
The hardness test shall be carried out in accordance with ISO 6506 (HB), ISO 6508 (HRB), or ISO 6507-1 (HV). In case
of doubt, the Vickers hardness testis decisive for acceptance (see table 4).
The test procedure shall be asspecified in ISO 898-5.
\IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
Annex A
(informative)
Description ofthe groupsand grades ofstainlesssteels
A.1 General
In ISO 3506-1, ISO 3506-2 and ISO 3506-3 reference ismade to steel grades Al to A5, Cl to C4 and FI covering steels
ofthe following groups:
Austenitic steel Al to A5
Martensitic steel cl to C4
Ferritic steel FI
In this annex the characteristics ofthe above mentioned steel groups and grades are described.
This annex also gives some information on the non-standardized steel group FA. Steels ofthis group have aferritic
austenitic structure.
A.2 Steel group A (austenitic structure)
Five main grades of austenitic steels, Al to A5, are included in ISO 3506-1, ISO 3506-2 and ISO 3506-3. They cannot
be hardened and are usually non-magnetic. In order to reduce the susceptibility to work hardening copper may be
added to the steel grades Al to A5 as specified intable 2.
For non-stabilized steel grades A2 and A4 the following applies.
As chromic oxide mekes steel resistant to corrosion, low carbon content is of great importance to non-stabilized
steels. Due to the high affinity of chrome to carbon, chrome carbide is obtained instead of chromic oxide which is
more likely at elevated temperature. (See annex D.)
For stabilized steel grades A3 and A5 the following applies.
The elements Ti, Nb orTa affect the carbon and chromic oxide isproduced to itsfull extent.
For offshore or similar applications, steels with Cr and Ni contents of about 20 ?/. and Mo of 4,5 ?4. to 6,59’o are
required.
When riskof corrosion ishigh experts should be consulted,
A.2.1 Steel grade Al
Steel grade Al is especially designed for machining. Due to the high sulfur content of the steels within this grade
have lower resistance to corrosion than corresponding steels with normal sulfur content.
A.2.2 Steelgrade A2
Steels of grade A2 are the most frequently used stainless steels. They are used for kitchen equipment and apparatus
for the chemical industry. Steels within this grade are not suitable for use in non-oxidizing acid and agents with
chloride content, i.e. swimming pools and sea water.
A.2.3 Steel grade A3
Steels of grade A3 are stabilized “stainless steels=with properties ofsteels in grade A2.
A.2.4 Steelgrade A4
Steels of grade “A4are “acid proof steels”, which are Mo alloyed and give considerably better resistance to corrosion.
A4 is used to a great extent by the cellulose industry as this steel grade is developed for boiling sulfuric acid (thus
given the name “acid proof”) and is,to a certain extent, also suitable in an environment with chloride content. A4 is
also frequently used bythe food industry and bythe ship-building industry.
7
\\ -.IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
A.2.5 Steel grade A5
Steels of grade A5 are stabilized “acid proof steels=with properties ofsteels in grade A4.
A.3 Steel group F (ferritic structure)
One ferritic steel grade (F1)isincluded in ISO 3506-1, 1S03506-2 and 1S03506-3.The steels within the steel grade FI
cannot be hardened normally and should not be hardened even if possible in certain cases. The FI steels are
magnetic.
A.3.1 Steelgrade F1
Steel grade FI is normally used for simpler equipment with the exeption of the superferrites which have extremely
low Cand N contents, The steels within grade F1 can, if need ,be, replace steels of grades A2 and A3 and be used at
higher chloride content.
A.4 Steel group C (martensitic structure)
Three types of martensitic steel grades, Cl, C3 and C4, are included in ISO 3506-1, ISO 3506-2 and ISO 3506-3. They
can be hardened to an excellent strength and are magnetic.
A.4.1 Steelgrade Cl
Steels within grade Cl have limited resistance to corrosion. They are used inturbines, pumps and for knives.
A.4.2 Steel grade C3
Steels within the grade C3 have limited resistance to corrosion though better resistance than Cl. They are used in
pumps and valves.
A.4.3 Steel grade (X
Steels. within grade C4 have limited resistance to corrosion. They are intended for machining, otherwise they are
similar to steels ofgrade Cl.
A.5 Steel group FA (ferritic-austenitic structure)
Steel group FA is not included in ISO 3506-1, ISO 3506-2 and ISO 3506-3 but will most probably be included in the
future.
Steels of this steel group are the so-called duplex steels. The first FA steels to be developed had some drawbacks
that have been eliminated in the recently developed steels. The FA steels have better properties than steels of the
types A4 and A5 especially as strength is concerned. They also exhibit superior resistance to pitting and crack
corrosion.
Examples ofcomposition are shown intable A.1
Table A.1— Ferritic-austenitic steels- Chemical composition
Chemical composition I
Group ?40(m/mi
c Si Mn Cr Ni Mo N
max.
Ferritic- 0,03 1,7 1,5 18,5 5“ 2,7 0,07
austenitic 0,03 <1 <2 22 5,5 3 0,14
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ehT
)?
.)3991nides~er(
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cs/71
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llA.taehehtgnihsiniffoesoprupehtrofnahtrehto,resahcrupehtfotnemeergaehttuohtiwle~tsehtotdeddayllanoitnetniebtonllahselbatsihtnidetouqtonstnemelE
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—
.noisorrocralunargretniotecnatsisertnellacxE)4IS 1367 (Part 14/Sec 3) :2002
ISO 3506-3:1997
Annex D
(informative)
Time-tempertire-dagram of intergranular corrosioninaustenitic stainlesssteels,
grade A2 (18/8 steels).
Figure D.1 gives the approximate time for austenitic stainless steels, grade A2 (18/8 steels), with different carbon
contents inthe temperature zone between 550.°Cand 925 ‘C before riskof intergranular corrosion occurs.
u
.
w’
.
2
%
k H C=0,08
E 900 / ‘
& /
/
800 / C=0,06
/ c=0,05
/ T c=0,03
700
/ /
c=0,02’
.
\
600 \ \ \
\ -.
12s 1min
1h 10h
0,2 0,5 1 5 10 50 100 500 1000
Time,min
FigureD.1
11IS 1367 (Part 14/See 3) :2002
ISO 3506-3:1997
Annex E
(informative)
Magnetic properties for austenitic stainiess steeis
All austenitic stainless steel fasteners are normally non-magnetic; after cold working, some magnetic properties may
be evident.
Each material ischaracterized by its ability to be magnetized, which applies even to stainless steel. Only a vacuum
will probably be entirely non-magnetic. The measure of the material’s permeability in a magnetic field is the
permeability value U,for that material in relation to a vacuum. The material has low permeability ifpr becomes close
to 1.
EXAMPLES
A2: p,==1,8
A4: >,= 1,o15
i L: &r = 1,005
Fl: /4=5
12
\IS 1367 (Part 14/See 3) :2002
ISO 3506-3:1997
Annex F
(informative)
Bibliography
[11 ISO 683-13:1986, Heat-treated steels, alloy steels and free cutting steels - Part 13:Wrought stainless steels.s)
[21 ISO 4954:1993, Steels for cold heading and cold extruding.
8) International Standard withdrawn.
13
\\(Confinued from second cover)
/nternationa/ Corresponding Indian Standard Degree of
Standard Equivalence
ISO 898-5:1) IS 1367(Part 5) :2002 Technical supply conditions for threaded Identical
steel fasteners : Part 5 Mechanical properties of fasteners made
of carbon and alloy steel — Set screws and similar threaded
fasteners not under tensile stress (third revision)
ISO 965-3:11 IS 14962 (Part 3) : 2001 ISO general purpose metric screw do
threads — Tolerances : Part 3 Deviations for constructional
screw threads
ISO 6506:1981 IS 1500:1983 Method for Brinell hardness test for metallic Technically
materials (second revision) equivalent
ISO 6507-1:1997 IS 1501 (Part 1) : 1984 Method for Vickers hardness test for do
metallic materials : Part 1 HV 5 to HV 100 (second revision)
ISO 6508:1986 IS 1586:1988 Method for Rockwell hardness test for metallic do
materials (Scales A–B– C–D– E–F– G–H– K15N,30N,
45N, 15T, 30T and 45T) (third revision)
The concerned Technical Committee has reviewed the provisions of following ISO Standards referred
in this adopted standard and has decided that they are acceptable for use in conjunction with this
standard:
/S0 Standard Title
ISO 365’ -1:2) Determination of resistance to intergranular corrosion stainless steels — Part 1:
Austenitic and ferritic-austenitic (duplex) stainless steels — Corrosion test in nitric acid
medium by measurement of loss in mass (Huey test)
ISO 365’ -2:3) Determination of resistance to intergranular corrosion stainless steels — Part 2:
Ferritic, austenitic and ferritic-austenific (duplex) stainless steels — Corrosion test in
media containing sulfuric acid
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)’.
~)since published in 1998.
4T~ be publishe(dRevisioofnIso 3651-1:1976),
s)To be publishe(dRevisioofnIso 3651-2:1976).
\
‘..Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of hdian 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 reprodued in any
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course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright maybe addressed to the Director (Publications),
BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards
are also reviewed periodically; a standard along with amendments is reaffirmed when such review
indicates that no changes are needed; ifthe review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards: Monthly
Additions’.
This Indian Standard has been developed from Doc : No, BP 33 (0267).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Printed by Dee Kay Printers,
\ -.
‘.,
|
13301.pdf
|
Is13301:1992 .,
srers ml-5
I
Indian Standard
VIBRATION ISOLATION FOR MACHINE
FOUNDATIONS -GUIDELINES
UDC 624.15 : 628-517.4
I@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
July 1992 Price Group 3Foundation Engineering Sectional Committee, CED 43
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Foundation Engineering Sectional Committee, had been approved by the Civil Engineering Division
Council.
This code is meant to provide necessary information and assistance in the choice of vibration isolators
in machine foundation so as to ensure a smooth working of the machinery supported by it as well as to
reduce the transmitted vibration into the surrounding environment. It does not imply, however, that
use of external isolators is obligatory in a machine foundation.
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 signifi-
cant places retained in the rounded off value should be the same as that of the specified value in this
standard.
3Indian Standard
WBRATION ISOLATION FOR
FOUNDATIONS - GUIDELINES
1 SCOPE influence of the supported weight of the system
in the direction of vibration considered.
X.2 T4is standard lays down general guidelines
fat vibration isolation for machine foundation. For effective vibration isolation, the natural
frequency shall preferably be less than @4 f,,,
2 REFERENCE
under harmonic excitation where fm is the
2.X IS 5249 : 1991 GMethod of test for deter- frequency of operation of the machine.
mination of dynamic properties of soil ( seamd
Table 1 Effective Freqtmcy Range for
revision )’ is a necesary adjunct to this standard.
Vibration Isolators
3 TERMINOLOGY
SI Type Ra e of Natural
3.0 For the purpose of this standard, the folbw- No. ? reqmenciee
ing definitions shall apply. (_fm in HZ)
1) Metal helical5 2-10
3.1 Active Isolation
2) Rubber 5-30
Reduction of the periodic or shock type of 3) Cork 2560
forces transmitted by a machine installation
4) Air ( pneumatic type 1 053’0
into the surroundings by the working of the
machinery itself.
5 DYNAMIC PROPERTIES OF C!EBTAIEJ
MATERIALS USED IN VIBRATION
3.2 Passive Isolation
ISOLATION
Isolation of a sensitive installation against
ambient vibrations emanating from external 5.1 Coil Springs
sources and already existing in the vicinity. The vertical stiffness of closely coiled helical
springs is given by
3.3 Transmissibility
The ratio of the peak amplitude of the trans- ,&,+-- $
mitted force to the applied dynamic force in the
case of active isolation. where
kr - vertical stiffness,
The ratio of the amplitude of .the sensitive
bpment to that prevailing at the base in the G - shear modulus of the spring material,
case of passive isolation. d I diameter of wire,
3.4 Frequeuey Rtio D = diameter of coii, and
F&Go of operating frequency of the machine to n -_ number of coils.
the natural frequency of an elastic system. The damping in steel may be taken in the range of
0 to 0.5 percent of critical unless more appropriate
3.5 Damping Ratio
values based on actual test data are available.
Ratio of the damping present in a system to The horizontal stiffness of the spring is given by
that of critical damping for the same system.
Kh =kv- R
4 TYPES OF VIBRATION ISOLATORS where
c
Table 1 gives an approximate range of natural 1.0613
RSI - tan ( 0.942 2
frequencies that can be obtained with diffe- E voc ) -
rent types of vibration isolators. For an
idealized single degree freedom system, the l)]
%‘-
natural frequency ‘fn’ may be obtained using
the relation C= l( two 1 - 0,614 2 ]I’*
_7
fn= -$I/+ vo - WD
PO = W’
s, = vertical deformation, and
w%cre g is the acceleration due to gravity and
6, is the static deflection suffered under the h height of spring.
C
1IS 13301 : 1992
5.2 Rubber Springs where
Rubber springs can be used either under com- E = Young’s modulus of the material,
pression or shear. The stiffness of the rubber G = shear modulus of the material,
pad under axial compression can be obtained
from the relation A = bearing area,
t - thickness, and
1 t 1.0
-_=-- + i-1 k,, kb = vertical and horizontal stitl’ne~s,
&? A II E( 1+2a AZ,) respectively.
where
The dynamic modulus of cork shows a high
k, = vertical stiffness under axial com- degree of scatter and generally lies in the range’
pression, 10 to 40 N/mm% The damping ratio lies in the
range of 2.5 to 1.5%. A figure of 60/, ‘is’
t= thickness of the rubber pad, recommended in design practice for preliminary
designs.
A= bearing area over the pad,
A, = area ratio defined as the ratio of Felt has a Young’s modulus of around 80 i?i/mn;~
the force free surface area to the and has a damping factor nearly same as cork.
bearing area,
6 DESIGN OF VIBRATION ISOLATORS
E, B and GL- constants given in Table 2.
6.1 Under Sieady State Loads
Table 2 Properties of Natural Rubber The term transmissibility ( T) under a steady
Compounds state excitation for an idealized single degree’
freedom system may be written as
Shore Young’s Sbear Bulk ( 1 + 4 $J 52 )I’2
T
Hardness Mo~lus M$lus Modulus = = [ ( 1 - q )a + 49 E2 11/a
t S” 1 B
N/sq. mm N/sq. mm N/s+ mm
where
40 1’53 0’46 I 019’4 0’85
45 1’84 0’55 1019’4 0’80 T m transmissibility,
50 2’24 0’6.5 I 019.4 0’73 ? = the frequency ratio ( W/W, )
55 3’31 0’83 1111’1 0’64 w = operating frequency,
60 4’54 1’08 1 172.2 0’57
wn = natural frequency, and
65 5 ‘96 1’40 1 233’4 0.54
E = damping ratio.
70 7’49 1’76 1 294’4 0’53
Figure 1 shows a plot using which the static
deflection required for the supported weight i?#
The horizontal stiffness is given by
the system to obtain any given level of trans..
missibility in the desired direction for variouS
disturbing frequencies of the machinery may be
derived. The ragion below the shaded line
where indicates amplification while that above this
line suggests isolation. For effective isolation,
kh - horizontal stiffness,
the frequency ratio shall he greater than
A t bearing area, and
+/ T( Fig. 2 ).
f = thickness.
6.2 Shock Loading
The damping ratio in rubber generally varies
The natural period shall bc at least:
between 2% and 10%. A figure of 5% is
recommended for design practice for prefimi- a) 6 times the duration liar rectangular
nary designs. pulse,
S.3 Other Materials b) 3.75 itmes the duration for the sinusoidaI
The stiffness of other elastic materials such as pulse, and
cork, felt, etc, which are also available in the
c) 3.00 times the duration ~‘or the triangular
form of pads can be obtained using the
pulse to achieve transmissibility less than
relations
unity.
k, = ( En/t)
The variation of transmissibility in the cast of
and kh = ( GA/t) an undamped system for different pulse-shapes000
000
1
I I I hl IlrJI
-0025 ,003 .0125 .025 905 -125 .25 05 1625 245
STATIC OEFLECTION (cm)
FIG. 1 ISOLATIONE FFICIENCYO F RESILIENTLMY OUNTEDS YSTEMS
FREQUENCY RATIO \
FIG. 2 VARIATION OF TRANSMISSIBILITY (T) WITH FR~QU~NCT RATIO (,q) FOR STEADY
S.I.ATE DYNAMIC LOADING
36 shown in Fig. 3. The notation used in Fig. 3 W Stability - To avoid instability of coiled
are: springs, the axial deformation shall be
limited to O-5 h and the buckling stability
Pp = transmitted force, factor ‘s’, to be evaluated from the
P i= peak force, following expression, shall be greater than
r = duration of the pulse, and l-5.
Tp = natural period. S =: l-296 ( &,/v. - 1 )p + $; “’
c
7 OTHER DESIGN CONSIDERATIONS
11
- ( B&Jo- 1
7.1 Metal Springs
a) Stmgth - The shear stress in a closely The factors f, and v,, are defined in 5.1.
coiled helical spring under axial loading
can be obtained from the relation 7.2 Rubber Spring
a) Allowable Bearing Pressure - The allow-
.rp = (“y/D) able bearing pressure shall be specified by
the manufacturer. For preliminary designs,
whcrc however, linear variation in allowable
bearing pressure between 0.8 N/mm’ and
7. = shear stress,
l-6 N/mm2 may be assumed in the range
P = applied load, of shore hardness values between 40 and
D c diameter of coil, 70 degrees.
n = diameter of wire, and Allowable Shear Stress - The allowable
shear stress is also required to be specified
av - 1-k 1.25 ( d/D ) + O-875 ( d/D )s by the manufacturer. As in the earlier
+ ( dtD Is- case, a linear variation in allowable shear
The shear stress under horizontal loading is stress between 0.3 to O-5 N/mm2 may be
given by assumed for preliminary designs for shore
hardness values lying between 40 and 70
degrees.
4 From stability considerations. the thick-
ness of the rubber pad shall be limited to
horizontal shear stress,
one-fifth of its width.
applied horizontal load, and
d) Tests have shows that the dynamic
( V”/il) + Do -- vo. characteristics of rubber pad4 exhibit a
PERIOD RATIO (t/Tn)
FIG. 3 VARI[A*~IO~OJ F TR.~NSMISSIBILIIY WITH PERIOD RAT-ICIF OR PULSE l.OADlK(;
4IS 13301 : 1992
non-linear character. Further, the stiffness treated with suitable preservatives before
of the rubber pad depends on the level use.
of the static stress and the amplitude of d) The dynamic characteristics of cork pads
vibration ( or dynamic strain ). Laboratory show considerable scatter and non-
tests in the form of steady state resonance linearity. Tests have shown that the
tests are, therefore, recommended on thickness of the cork pad, the static stress
randomly chosen product samples under level and the amplitude of vibration
the expected static stress and dynamic influence its dynamrc properties. Besides,
strain levels. This will provide the true considerable creep deformation occurs
picture of the dynamic stiffness and under a given static stress level and this
damping present in vibration isolators, tends to increase the stiffness and reduce
that are being commercially marketed isolation efficiency. All the above factors
today. are required to be considered in the
~~~~~e~_~I,_~~~I~~~o_~_~~_thd.~~mic__
‘efc;are’srM D6-ia~~-~o-~~revar~s~~~l~u
properties of cork pads before they are
free sides of the pad type isolators where
used in important machinery installations.
used.
7.3 Cork Pads 8 TRENCH ISOLATION
a> B earing Pressure - The allowable bearing Trench isolation can be effectively used for
pressure on cork pads usually varies be- active isolation in an industrial environment
tween 1 and 4 kg/cm*. The true value shall ( Fig. 4 ).
be ascertained from the manufacturers’
For active isolation, the depth of the trench
recommendation based on tests.
shall at least be 0.6 L, where L is the length of
Cork sheets lose their strength under the Rayleigh wave which is nearly equal to the
compressive loads if the edges of the pads length of the shear wave ( L,). The latter is
are left free. Hence, the side faces have given by [( G/P )1/s/f] where G is shear modulus,
to be enclosed in steel frames to prevent p is the mass density of the soil, and f is fre-
their lateral expansion. quency ( Hz ) of incoming wave. L is obtained
cl Contact with oil or water reduces the from in-situ wave propagation tests as in
efficiency of cork pads and hence shall be IS 5249 : 1991.
P Sib wmt
I
X
m
t
l
(a, Active Type (b) Passive Type
FIG. 4 VIBRATION ISOLATION
5Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standardr Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an lndian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well de&xx3 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.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.
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 43 ( 4492 )
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 : 331 01 31, 331 13 75 ( Common to all offices)
Regional Offices :
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 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 41 29 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95
BOMBAY 400093
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
hinted at New India Printing Press. Khuria. India
3
|
1573.pdf
|
IS:1573 - 1986
Indian Standard
SPECIFICATION FOR
ELECTROPLATED COATINGS OF
ZINC ON IRON AND STEEL
( Second Revision /
Second Reprint-SEPTEMBER 1994
UDC 669.587:669.1:621.357
@ Copyright 1974
BUREAU -OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Grs May 1974IS : 1573-1986
Indian Standard
SPECIFICATION FOR
ELECTROPLATED COATINGS OF
ZINC ON IRON AND STEEL
( Second Revision )
Metallic and Non-metallic Finishes Sectional Committee, SMDC 23
Chairman Representing
DR R. C. SHARMA Eveready Flashlight Company, Lucknow
Members
SHRI G. S. BHATTACHARJEE Ministry of Defence ( R & D )
SHR.II . N. BH~\TIA( Alternate )
Stuu A. T. BORATE Premier Automobiles Ltd, Bombay
SHKI A. G.PKABKU ( Alternate )
SIIHI M. S. CHAKRAVORTY Premier Metal Finishers ( P ) Ltd, Calcutta
SHRI R. K. CHATTEKJEE( Alfernal ‘e )
CHEMIST& METALLUWIST-I, RDSO, Ministry of Railways
LUCKNOW
CHEMIST& METALLURGIST.I CF.
MADKAS ( Alternate )
SHRI JAYENDRAK . DALAL Kohinoor Electra-Gilders? Bombay
DK R. P. DAMBAL Indian Telephone Industries Ltd, Bangalore
SHKI E. D. DHAKMARAJ Plateweli Processes & Chemicals Ltd, Vadodara
SHI~IK AUSHIK G~KALDAS Canning Mitra Phoenix Ltd, Bombay
DR S. GURUViAH Central Electrochemical Research Institute
( CSIR ), Karaikudi
SHRI S. KONGOVI Kongovi Electronics Pvt Ltd, Bangalore
SHRI P. R. RAO ( Alterrzate )
DR S. KRISHNAMURTHY In liersonal capacity ( ‘Shubhodava’ 38. XI Main
Road, Malleswaram West, Bangalore-)
SHRI V. KRISHNAMURTH~ NGEF Ltd, Bangalore
SHRI ASWATHANARAYANA( Alternate I )
SHRI M. K. AI-AGE ( Alternate II )
( Continued on page 2 )
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 1573- 1986
( Continuedfrom page i )
Members Representing
SHRI V. S. KULKARN~ Grauer & Weil ( India ) Ltd, Bombay
SHRI Susan GOINKA ( Alternate )
SHRI M. ERABHAKAR MAHANDALB HMT Ltd, Bangalore
SHR~K . R. SATHYANARAYANA ( Afternate )
SHRI R. C. MATHUR Ministry of Defence ( DGI )
SHRI M. R. GHOSH( Alternate )
SHRI K. L. MUTHU T.I. Cycles of India, Ambattur, Madras
DR S. K. NARANG National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI R. S. RAGHAVAN Development Commissioner ( Small Industries
Services Institute ), New Delhi
SHRI R. S~MASEKHARA Bharat Electronics Ltd, Bangalore
SHRI K. NAGE~H( Alternate)
DR J. VAID Peico Electronics and Electricals Ltd, Pune
Smu K. RAOHAVENDRAN, Director General, BIS ( Ex-o_#icio Member )
Director ( Strut 8c Met )
Secretary
SHRI S. K. GUPTA
Deputy Director ( Met ), BISIS : 1573- 1986
Indian Standard
SPECIFICATION FOR
ELECTROPLATED COATINGS OF
ZINC ON IRON AND STEEL
( Second Revision)
0. FOREWORD
0.1 This Indian Standard ( Second Revision 1 was adopted by the Indian
Standards Institution on 10 September 1986, after the draft finalized by the
Metallic and Non-metallic Finishes Sectional Committee had been approved
by the Structural and Metals Division Council.
0.2 This standard was first published in 1960, revised in 1970 and covered
three types of zinc plating depending on the coating thickness. In the first
revision of the standard, grades of thickness were revised keeping in view
the utility of the coatings and the trade practices followed in the country.
In this revision, efforts have been made to include many details to make
this standard a comprehensive one. Additional terms are included under
terminology, limitations are referred to regarding finish and appearance
under coating requirements. More details are furnished under information
to be given by the purchaser and the manufacturer regarding chromate
passivation, test for coatings, handling, inspection, packaging and service
life of the coatings.
0.3 Unlike cadmium, zinc is of low toxicity and zinc coatings are widely
used but prolonged contsict with some liquids or damp foodstuffs which
c
are acidic or liable to become acidic, should be avoided.
0.4 Zinc protects steels cathodically, that is by sacrXcia1 protection in
most environments and this protection is given to steel even at disconti-
nuities in thecoatings. But zinc plating looses its initial bright appearance
due to environmental conditions like dust, condensed moisture at high
relative humidities, acidity, high ambient temperatures, etc, and forms
bulky, white corrosion products, usually of basic zinc carbonate. One of
the best methods of retarding this type of corrosion is by the application
of inhibitive chromate passivation films. Passivation by chromate conver-
sion coatings gives additional protection against corrosion and should be
3Is: 1573- 1986
applied unless there is a reason to the contrary. Articles which are to be
frequently painted may require alternative treatment such as phosphating
to provide good adhesion. Chromated zinc coatings may also be further
protected, if necessary, by water-based lacquer, or nitrocellulose ( NC )
lacquer ( conforming to IS : 349-1981* ) or any transparent lacquer
coatings. NC lacquer coatings give better corrosion protection under
tropical conditions than water-soluble lacquer.
NOTE- Chromate passivated zinc coatings contain hexavalent chromium which
may irritate the skin and cause ulcers on the skin. Cotton, nylon or rubber hand
gloves may be used to prevent skin ulceration while handling chromated zinc coated
parts. This will also prevent finger print corrosion on zinc coatings.
0.5 This standard includes the whole range of iron and steel products as
basis metals. Designers are advised, however, that all forms of iron and
steel are not equally readily electroplated. Many castings can be satis-
factorily plated but are apt to be more difficult than forgings. Acid zinc
plating baths or neutral chloride baths are available commercially to plate
satisfactorily the carbo-nitrided steel castings and other difficult-to-plate
iron and steel substrates. Conventional cyanide and low cyanide baths may
also be used with adequate precleaning steps.
0.5.1 Attention is also drawn to the effects of the contour of the article
to be plated. In general, the requirements for minimum thickness apply
only to those portions of the article which can be described as stgnificant
surfaces. It helps to reduce process costs if the designer of an electroplated
part consults a platin g specialist before the design is finally issued for
production.
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 accor-
dance 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 covers requirements for electrodeposited zinc coatirrgs
applied to iron or steel articles except for coatings applied to components
having threads of basic major diameter from 1.25 to 12.5 mm-and coatings
applied to sheet or wire in the unfabricated formor to close-coiled springs.
_
*Lacquer, cellulose nitrate, clear, finishing, glossy for metat (first revision ).
tRules for rounding off numerical values ( revised ).
4Is:1573-1!&6
1.2 Requirements are specified for appearance, thickness, adhesion, heat
treatment before or ‘after plating, precleaning standards, and if the coating
is chromate-passivated, the corrosion resistance.
2. TERMINOLOGY
2.0 For the purpose of this standard; the following definitions shall apply.
2.1 Surface - The part of the surfaces on which the electroplater has to
work.
2.2 Sign&ant Sorface - Significant s&aces are those surfaces, normally
visible, which are essential to the appearance or serviceability of the article
when assembled-in normal position, or whichmay be the source of corro-
sion products that deface visible surfaces on the assembled article and are
subject td wear or corrosion or both, or surfaces on which the coating is
otherwise functionally necessary. This applies also to surfaces visible by
reflection
NOTE1 - The significant surfacemay be generally de&d as that part of the
visible surface which can be touched with a ball of diameter 20 mm or a diameter
agreed upon by the manufacturer and the purchaser.
NOTE2 -The designatiob of significant surface shall be agreed upon by the
manufacturer and the purchaser and may be indicated in the drawings.
2.3 Non-significant Surfaces - Surfaces such as holes. recesses, bases of
angles and similar areas where a controlled deposit ordinarily cannot be
obtained, are designated as non-significant surfaces.
2.4 Miiimum Local Thickness - This is defined as the lowest value of the
coatipg thickness at any point on the significant surfaces.
2.5 Minimum Average Thickness - This is the average of thicknesses at a
number of points on the significant surfaces.
2.6 Iridescent Passivation - When a stable and adherent chromate coating
is formed over zinc electrodeposits by reaction with an acidified dichromate
solution under suitable pEI and duration of passivation, producing more
than one or two intermingling colours, -the passivation is termed as
iridescent passivation.
2.7 -Post-Plating Treatment - Heat treatment for relief of hydrogen
embrittlement, bright dipping? chromate passivation, dyeing, lacquering,
painting or other organic coatmgs after plating are termed post-plating
treatments.
5IS:1573 -1986
2.8 Hydrogco Embrittlemknt - Embrittlement caused by the entry of !
hydrogen into a metal. j
3. COATING CLASSIFICATION NUMBER
3.1 Manner of Specifying Requirements - When ordering the electroplating
of articles, the purchaser shall state the number of this standard, the date
of issue, the class or service condition number and type ( see 3.2 and 3.3 ).
3.1.1 If necessary, the purchaser shall include, on his part, drawings or
purchase order giving the following:
a) Electroplating application to high-strength steel, if specified;
b) Thickness, if other than that specified in this standard;
c) Lustre;
d) Location of significant surface;
e) Corrosion resistance test, if specified;
f) Hydrogen embrittlement test, if required;
g) Sample size for inspection, if other than the specified; and
h) Supplementary treatment, if applicable as per Table 1,
3.2 Grading of Service Conditions - In order of increasing severity of
service conditions, numbers 1 to 4 have been allotted to be referred to as
Service Grade Numbers. The purchaser shall specify the service grade
number and, if desired, also the classitication number ( see 3.3.1 j. Typical
service conditions which correspond to various servi,e grade numbers have
been explained in Appendix A for guidance.
3.2.1 Service life of zinc coatings has been given in Appendix B for
guidance only.
3.3 Classification of Coating
3.3.1 The classification number comprises:
4 chemical symbol for the basis metal ( iron or steel ), Fe;
b) chemical symbol for zilfc, Zn; and
.
c.J a number indicating the minimum local thickness of zinc in
micrometres.
6Is:1573-1 986
TABLE I SUPPLEMENTARY T’RBATMIINTS
(CIauses3.1.1,~3.3.2.4.1,2,4.5.1 und9.2.3 )
SL No. TYPE TyPICAL APPROXIMATE
APPEARANCE FILM DENSITY
-41) (2) (3)
g/m’
1. Chromate Conver-
sion Coatings:
A Clear [Transparent up to 0.5
Icl ear,~some-
times with a
bluish tinge
Colourless
B Bleached Transparent up to 1.0 5 to 10
with slight
1 iridescence
C Iridescent [itel; iri- o-5 to 1.5 50 to loo
Coloured
D Opaque ;;;d;ny. More than 100 to 2oc
I to 1.5
brown or
bronze
2. Phosphate Coatings:
E Phosphate conversion coating ( see Note 2 )
NOTE I- The supplementary treatment types A, B, C and D shall be further
protected by organic protective coatings like water soluble lacquer, nitrocellulose
lacquer or paint, if specified by the purchase order.
NOTE 2 - Type E shall be covered by painting, if specified in the purchase
order. The type of phosphate c,oz!:ag shall be specified as light, medium or heavy
( according to IS : 3618-1966 Specification for phosphate treatment of iron and steel
for protection against corrosion’ ).
3.3.2 The type number indicating the nature of conversion coatings
applied is given in Table I.
4. COATING REQUIREMENTS
4.1 Finish and Appearance
4.1.1 Over the significant surface, the plated article shall be free from
clearly visible plating defects such as blisters, pits, roughness, nodules,
cracks, burning or unplated areas :\nd shall not be stained or discoloured.
On articles, usually where a contact mark is inevitable, this contact mark is
excluded for inspection of appearance. Superficial stains that result from
7ls:ls73-1986
rinsing or slight discolouration resulting from drying or heating operation
to relieve hydrogen embrittlement shall not be the cause for rejection.
NOTE1 - Unless otherwise specified, the finish shall be bright, semi-bright or
dull. The~plated article shall, however, be clean and free from any damage.
Nope 2 - Defects on :he surface of the basic metal, such as scratches, porosity,
pits, inclusions, cracks, roll marks and die marks may adversely affect the appearance
of coatings applied thereto,-despite the observance of the best electroplating practices.
-- _ Accordingly, the electroplater’s responsibility for defects in the coating resulting from
such conditions shall be waived.
4.1.2 Supplementary Treatments - Appearance of supplementary treat-
ments shall be as given in Table 1.
4.2 Thickness and Type of Zinc Coating
4.2.1 Thickness - The minimum thickness of zinc coating is designated
by the classification number ( see 3.3 ).
4.2.1.1 Local thickness - The minimum local thickness of the zinc
coating shall be measured at points on the significant surface as agreed to
between the purchaser and the supplier and shall satisfy the requirements
of Table 2.
TABLE 2 REQUIREMENIS OF ZINC COATINGS ON IRON AND STEEL
(Clauses 4.2.1.1 and4.2.1.2 1
SERVICEG R.MX CLASWICATION LOCALT HICKNESS, A-RAGE g;y,
No. Min
(1) cNFj (3) (4)
Irm
4 Fe/Zn 25 ;: 38
3 Fe/Zn 12.5 125 18
2 FelZn 7.5 1.5 12
1 Fe/Zn 5 5 8
NOTE 1 - In any particular environment, the protective value of a zinc coating is
directly proportional to its mass per unit area. Therefore, a coating of 40 pm mini-
mum thickness and 60 pm average thickness may also be used for special purposes.
When very long service life is required, for example, on structural steel components,
the thicker zinc coatings required are usually applied by hot-dip galvanizing or by
zinc spraying.
NOTE2 - Barrel-plated items like screws, nuts, bolts, etc, are usually plated
according to classification Fe/Zn 5 and FelZn 7.5. Tolerances and inspectionproce-
dure shall be as agreed mutually.
NOTES- Average thickness is determined for small parts and fasteners where
minimum local thickness cannot be determined.
8IS : 1573 - 1986
4.2.1.2 Average thickness - In ca%x, where it is not possible to
measure local thickness, the average thickness of zinc coating shall satisfy
the appropriate requirements of Table 2.
4.3 The zinc coating shall not contain mercury, unless otherwise desired by
the purchaser.
4.4 Lustre - Unless otherwise specified by the purchaser, a bright, semi-
bright or dull lustre shall be acceptable.
4.5 Corrosion Resistance
4.5.1 Wowed Coatings - Coloured coatings ( Types C and D as given
in Table 1) on zinc coatings shall be subjected to neutral salt spray test as
specified in IS : 9844- I98 1* . White corrosion products shall not be visible
within 96 hours.
4.5.2 Colourless Coatings - Colourless coatings ( Types A and D as
given in Table 1 ) on zinc coatings shall be subjected to neutral salt spray
test without break-down of the coating or any appearance of white corro-
sion products within 12 and 24 hours respectively, when carried out by the
procedure given in IS : 9844-1981”.
NOTE1 - Black spots shall be ignored for corrosion interpretations and shall
not be the criteria for rejection.
Nope 2 - The failure of the test is defined as the first appearance of the white
corrosion products on surfaces visible to the unaided eye at normal reading distance.
However, appearance of black spots and white corrosion products on very low
current density areas, sheared Fdges, formed edges, very near pierced/tapped/blind
h$iaGesizs, contact/wiring pomts, bases of angles, curves and threaded portions shall
NATE 3 - Bimetal contact points/inside of blind holes shall be protected suitably
against galvanic corrosioos.
5. BASIS METAL
5.1 Cleaning of Basis Metal - Proper preparatory procedures and
thorough cleaning of the basis metal are essential to ensure satisfactory
adhesion and corrosion resistance performance of the coating. The cleaning
shall be done in accordance with the method prescribed in IS : 3194-198Ot.
5.2 Unless otherwise specified, high-strength steels having a tensile strength
greater than 1,500 MPa ( corresponding hardness 45 HRC. 440 WV or
*Methods of testing corrosion resistance of electroplated and anodized ahnninium
coatin~.p.b y neutral salt spray test.
tRecommcn&d practice for clianing metals prior to electroplating (first rev&&m) .
9IS : 1573 - 1986
415 HB approx ) should not be electroplated with zinc by conventional
methods.
6. HEAT TREATMENT
6.1 Heat treatment shall be performed on certain basis metals to reduce
the risk of damage by hydrogen embrittlement. In all cases, the duration
of heat treatment shall commence from the time at which the whole of each
part attains the specified temperature.
6.1.1 Parts made from steels with maximum specified iensile strengths
of 1 050 MPa or higher ( corresponding hardness values of approximately
34 HRC, 340 HV or 325 HB ) and surface-hardened parts shall require
heat treatment. It is recommended that unless otherwise specified, steels
having tensile strength greater than 1 450 MPa ( corresponding hardness
45 HRC, 440 HV or 415 HB ) should not be electroplated with zinc by
conventional methods.
6.2 With the exception of surface-hardened parts, the heat treatment
conditions shall be selected on the basis of the specified maximum tensile
strength. Steels shall be categorized according to specified maximum tensile
strength according to Table 3. If the steel specification is only in terms of
minimum tensile strength, the corresponding maximum tensile strength
shall be determined from Table 3.
TABLE 3 CATEGORIES OF STEELS AND MAXIMUM TENSILE STRENGTH
CORRESPONDING TO SPECIFIED MINIMUM TENSILE STRENGTH
SL No. MINIMUMS PECIFIJIDTE NSILE CORRESPONDINMGA XIMUM
STRENGTHR, m TENSILES I-REPKX~,R m
Min Max
(1) (2) (3)
MPa MPa
3 Rm Min < 1 000 Rm Max < 1050
ii) lOOO<RmMin<14OO 1 050 -c Rm Max < 1 450
iii) 1400<RmMin<1750 145O-cRmMax< 1800
iv) 1 750 < Rm Min lSOOr.RmMax
6.3 Stress-Relief Before Plating -All steel parts having an ultimate
tensile strength of 1050 MPa ( corresponding hardness 34 HRC, 340 HV or
325 HB approx ) and above, and that have been machined, ground or cold-
formed, or cold-strengthened, shall be heat-treated for stress-relief. As a
10IS:1573- 1986
guide, they may be heat-treated at the highest temperature within the limit
imposed by~the tempering temperature for 30 minutes or maintained at a
temperature of 190 to 220°C for not less than I hour.
Nor~l- If stress-relief is given after shot-peening or other cold working
processes, the temperature shall not exceed 22O’C.
NOTE2 - Some steels which have been carburized, flame hardened or induction
hardened, and subsequently ground would be impaired by the treatment given in
Note 1 and should instead be stress-relieved at a lower temperature, for example,
at 170°C for not less than 1 hour. Guidance is given in Table 4.
TABLE 4 GUIDANCE OF HEAT TREATMENT. FOR STRESS-RELIEF
BEFORE ELECTROPLATING
(EXCLUDING SURFACE-HARDENED PARTS )
!3~N o. MAXIMUM SPECIFIED TEMPERATURE TIME
TENSILE STRENGTH,
Rm Max
(1) (2) (3) (4)
MPa “C h
i) Rm Max < 1 050 Not required -
ii) 1 050 < Rm Max < 1 450 190-220 1
iii) 1450i:RmMax<1800 190-220 1s
iv) 1800-c RmMax 1g o-220 24
6.4 Heat-Treatment After Plating Hydrogen Embrittlement Relief -
Components subject to fatigue or sustained loading stress in service and
made from severely cold-worked steels or nitrided steels or steels of tensile
strength of 1 050 MPa ( corresponding hardness 34 HRC, 340 HV, 325 HB
approx ) or greater should be heat-treated after plating. Guidance is given
in Table 5.
6.4.11 In case the heat-treatment temperature would be harmful, for
example, to surface-hardened steels ( except for nitrided steels ), it may be
necessary to apply a lower temperature for a longer time.
No-re 1 - The baking should be done as soon as possible after electroplating
and before any supplementary chemical treatment of the’ plated surfaces. The best
time and temperature in some cases shall be established by experiment.
No1132 - Electroplated springs and other parts subject to flexure shall not be
flexed -before the hydrogen embrittlement relief treatment. Steel springs shall be
treated in boiling water for not less than 2 hours. The spring rating may be affected
at a higher temperature.
11Is : 1573 - 1986
NOTE 3 - Other conditions of time and temperature may be specified and used
if they have been shown to be effective for the particular part and are acceptable to
the purchaser but parts shall not be heat-treated above their tempering temperature.
TABLE 5 GUIDANCE OF HEAT TREATMENT FOR
HYDROGEN EMBRITTLEMENT RELIEF AFTER ELECTROPLATING
( EXCLUDING SURFACE-HARDENED PARTS )
SL No. MAXIMUM SPECIFIED TBMPERATURE TXMB
TENSILE STRENGTH,
Rm Max
(1) (2) ( 3) (4)
MPa “C h
RmMax<lOXI Not required -
1 050 < Rm Max ( 1 450 W-220 8
1450iRmMaxg1800 190-220 IS
1 800 < Rm Max 190-270 24
6.5 Activation Treatment - Electroplated surfaces passivated as a result of
the baking operation shall be reactivated before receiving a supplementary
treatment. Surface intened for supplementary treatment, namely, A, B, C
and D types may be activated by immersion in a dilute acid solution.
Surfaces shall be activated as soon as possible following baking and should
be handled carefully to avoid contamination.
7. SELECTION OF SAMPLES
7.1 Out of each lot of similar parts, a number of samples shall he selected
at random. The size of the lot and the number of samples to be selected
shall be agreed upon between the manufacturer and the purchaser. All the
samples selected shall be visually examined for any defects referred to in.
8. TEST SPECIMENS
c
8.1 If separate test specimens are used to represent the coated articles in a
test, the specimens shall be of the same nature, size and number and be
processed as required in the purchaser’s order.
8.1.1 Unless a need can be demonstrated, separately prepared specimens
shall not be used in place of production items for non-destructive and
visual examinations.
8.2 Thickness and Adhesion Teat Specimens - If separate specimens for
thickness and adhesion tests are required, the strips shall be used approxi-
mately 25 mm in width, 100 mm.in length and 1 mm in thickness.
12IS:1573-1986
8.3 Corrosion Resistance Test Specimens - If separate specimens for
corrosion resistance tests are required, the panels not less than 150 mm in
length;100 mm in width and approximately 1 mm in thickness shallbe used.
8.4 Hydrogen, Embrittlement Test Spechens - If specimens are required,
the configuration shall be specified by the purchaser.
9. TEST METHODS
9.1 Supplementary Treatments
9.1.1 The supplementary film treatments ( see Table 1 ) for Types A, B, C
and D shall be in accordance with IS : 9839-1981*. The treatment
required for conversion to Type E ( phosphate coating ) shall be in
accordance with IS : 361%1966t.
zinc surface is attacked by supplementary treatments, thereby
NOTE -The
diminishing the amount of metallic zinc present. Therefore, it is recommended that
no supplementary treatments be applied to zini: coatings, having a minimum thickness
of 3 micrometres.
9.1.1.1 Appearance of chromate coating - The appearance of a
chromate film on zinc coating may vary from as olive drab, olive green
shading to brown orbronze, iridescent to colourless. In case of iridescent
passivation, the combination of colours will vary according to the process
conditions like pH, conditions. of the basis metal and zinc deposit, tempe-
rature, time of reaction, agitation and composition of the passivation bath.
9.1.1.2 Performance of chromafy coating - The passivated article shall
be subjected to the humidity test described in Appendix C. Breakdown of
the film or the appearance of white corrosion products after 2 cycles of the
test constitutes failure to comply with this standard.
9.1.1.3 Covering - A chromate film shall be free from bare patches.
The presence of the film is verified by the test method prescribed in
Appendix D for colourless and bleached passivation.
9.1.1.4 Adhesion - A chromate film shall be adherent, when tested by
one of the methods described in IS : 8602-19771.
*Specification for chromate conversion coatings or electroplated zinc and cadmium
coatings.
tSpe&cation for phosphate treatment of iron and steel for protection against
corrosion.
$Metheds of tests for chromate conversion coatings on zinc and cadmium surfaces.
13ls:l573-1986
9.2 Thickne!3s
9.2.1 Local Thickness - The local thickness of the coating may be
determined by methods as given in IS : 3203-1982*.
9.2.2 The method given in Appendix E shall be used for determining
average thiekness in case of zinc plated fastener hardware.
Now 1 - Other methods may also be used if it can be demonstrated that the
uncertainty of the measurement with these methods is less than 10 percent.
NOTE2 - If the coatings are rough or matt, the microscopical and protilometric
methods may give unreliable results, and magnetic/eddy current methods may give
measurements which are somewhat greater than those obtained on smooth coatings
of the same maas.
9.2.3 Thickness measurements of zinc coatings may be made ( for Types
A, B, C, D and E ) after application of the supplementary treatments.
When BNF jet test method as given in IS : 3203-1982* is used, the
supplementary treatment prior to testing shall be removed. The chromate
film may be removed from Types A, B, C and D as given in Table 1 by
using a very mild abrasive (as paste of levigated alumina rubbed on with
the finger). Type E coating may be treated with a concentrated ( 28 percent )
ammonia solution to quickly dissolve the ph0sphat.e coating without
affecting the underlying zinc.
9.3 Adhesion - Adhesion of the coating shtill be such that when examined
in accordance with Appendix F, the coating shall not show separation
from the basis metal at the interface.
9.4 Corrosion Resistance - When specified in the contract ,or purchase
order, corrosion resistance shall be determined in accordance with IS :
9844-198lt. The samples shall be subjected to salt spray test; the length
of time to be applicable for the type of supplementary coating shall be in
accordance with the requirements given in IS : 9839-1981:. To secure
uniformity of results, Types A, B, C and D supplementary coatings shall be +.
aged at room temperature for 24 hours before subjecting to salt spray test.
9.5 Visual Examination - Each article shall be examined for compliance
with requirements of lustre ( 4.4 ) and appearance ( 4.1 and 9.1.1.1 ) after
electroplating and passivation.
*Methods of testing local thickness of electroplated coatings ( firs! revision ).
tMethods of testing corrosion resistance of electroplated and anodized alumiaium
coatings by neutral salt spray test.
$Specification for chromate conversion coatings on electroplated zinc and cadmium
coatings.
14IS.: 1573- 1986
10. REJECTJON
10.1C oatings not conforming to this specification or to authorized modi-
fications shall be rejected.
11. TEST REPORT
11.1 If mutually agreed, the manufacturer/supplier shall furnish the test
report and test certificate stating that the finished product conforms to
this standard.
12. PACKAGING AND PACKING
12.1 Presentation, packaging, and packing methods for zinc electroplated
parts or articles employed by a supplier shall be such as to preclude any
damage during shipment and handling.
13. MARKING
13.1 The marking related to the coating shall include service grade and
classification numbers as specified in this standard and the name or trade
mark of the manufacturer.
13.1.1 The coated article may also be marked with the Standard Mark
which sba!l relate to the coating of the article.
13J.2 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 co-nditions under which the licence for the use of
Standard Mark may be granted to manufacture-k or producers may be obtained
from the Bureau of Indian Standards.
15IS: 1573-1986
APPENDIX A
( Clause 3.2 )
EXAMPLES OF SERVICE CONDITIONS
A-l. SERVICE GRADE NUMBER 4
A-l.1 Severe involving either continuous or intermittent ,outdoor exposures
and prone to scratching and abrasive wear examples of articles subjected.to
such conditions are tubular furniture, screws, window fittings, builders’
hardware, military hardware, washing machine parts, bicycle parts, etc.
A-2. SERVICE GRADE NUMBER 3
A-2.1 Severe involving indoor exposures and prone to scratching and abra-
sive wear to some extent. Example of articles subjected to such conditions
are tools, zippers, machine parts, etc.
A-3. SERVICE GRADE NUMBER 2
A-3.1 Involving indoor exposures normally with occasional condensation,
and subjected to minimum wear or abrasion. Examples of articles subject-
ed to such conditions are barrel-plated items like fasteners, washers, nuts,
screws, bolts, etc.
A-4. SERVICE GRADE NUMBER 1
A-4.1 Mild involving indoor exposures without condensation and subjected
to sAipim_um wear or_abrasion. _ ____
APPENDIX B
( Clause 3.1.1 )
RECOMMENDED SERVICE LIFE OF ZINC
B-l. SERVICE LIEE OF ZINC
B-l.1 .The service life of zinc coating is a function of thickness and the
type of environment to which it is exposed. -Though it is not possible to
predict-the exact life, guidelines ( very approximate ) are available on the
basis of world-wide collection of corrosion data.
16IS:1573- 1986
Atnzosphm Mean Corrosion Rate
Industrial 5.6 pm /year
Urban. non-industrial l-5 pm/year
or marine
Suburban 1.3 pm/year
Rural 0.8 pm/year
Indoors Considerably less than
0.5 pm/year
NOTE 1 - The mean corrosion rates given above are subjected to wide variations
and are relative values only.
NOTE 2 -The mean corrosion rates are applicable to iinc only and do not
include corrosion rates when zinc is passivated or is in contact with other materials.
APPENDIX C.
( Clause 9.1.1.2 )
HUMIDITY TEST
C-l. APPARATUS
A heat-insulated chamber. A fan to circulate air in the chamber and
non-corrosive support for the specimen near the centre of the chamber
constitute the humidity chamber.
C-2. TEMPERATURE OF THE TEST
The test shall be conducted at a temperature of 55 i: 2°C followed by
cooling to 30°C.
C-3. HUMIDITY
The relative humidity shall not be less than 95 percent.
C-4. TEST CYCLE
The article shall be subjected to the above mentioned temperature and
humidity conditions for 16 hours continuously. The source of heat shall
then be turned off. Circulation of the air shall be maintained. The tempe-
rature shall be allowed to fall to 30%. The article shall be kept at this
temperature for 5 hours. The article shall be examined after each cycle.
17IS : 1573 - 1986
APPENDIX D
( Clause 9.1.1.3 )
.
TEST FOR CHROMATE FILM
D-l. TEST SOLUTION
D-l.1 The test solution shall have the following composition:
a) Distilled water 40 ml
Glacial acetic acid 60 ml
b)
4 Diphenyl carbozide lg
d) Wetting agent ( sulphonated o-1 g
alcohol type )
e) Concentrated hydrochloric acid 15ml
( relative density l-16 )
f) Sodium hypochlorite ( 10-15 30 ml
percent solution )
g) Hydrogen peroxide ( 100 vol ) 5 ml
NOTE - The reagents shall be added in the above order and the resulting solu-
tion kft in an open beaker for about 24 hours in order to allow excess chlorine to
escape before use.
D-2. _PROCEDURE
A drop of the test solution shall be applied to the coated sample. The
formation of a red or purple colouration within five minutes of applying
the drop denotes the-presence of the chromate film. In case of bleached or
colourless coatings, the colour will be less intense.
APPENDIX E
( Clause 9.2.2 )
METHOD FOR DETERMINATION OF AVERAGE THICKNESS
E-l. STRWPING SOLUTION
Dissolve 20 g of antimony trioxide in 1 000 ml of cold, concentrated
hydrochloric acid ( relative density l-16 ).
18IS: 1573- 1986
k-2. PROCEDURE
Accurately determine the area of the plated part. Degrease it with an
organic solvent such as trichloroethylene, dry thoroughly and weigh to an
accuracy of one part in 10 000. Then totally immerse it and turn it over so
that the reagent has free access to all surfaces. After the effervescence has
ceased, remove the loose coating of antimony and immerse in clean acetone
to remove any trapped water. Then remove the sample, dry by the process
previously used and reweigh.
NOTE 1 - If the article is of complex shape, an area should be agreed to between
the contracting parties.
NOTE 2 - The presence of a chromate passivation film cau be ignored in this
test.
E-3. CALCULATION
141 X 103(rn, - mz)
Zinc coating thickness in micrometre = --.--- -----A--. -.. ~~--.-
where
~21 - original mass in g of the sample,
IIT?= final mass in g of the sample, and
A ZZ area in mm2 of coating.
NOTE - The above calculation assumes a density of 7 I g/cm” for kc.
APPENDIX %
( Clause 9.3 )
BURNISHING TEST FOR ADHESION
F-l. Rub an area of not more than 650 mm2 of the plated surface, selected
at the discretion of the inspector, rapidly and firmly with a smooth metal
implement for I5 seconds.
F-2. A suitable ~burnishing implement is a copper disc ( for example, a
copper coin ) used edgewise and broadside. The pressure shall be sufficient
to burnish the film at every stroke but not so great at to cut the deposit. A
poor adhesion will be shown by the appearance of a loose blister which
grows as the rubbing is continued. If the quality of the deposit is also poor,
the blister may crack and the plating will peel away from the base metal.
F-3. More than one area may be tested, if desired.
19BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Matg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhovan, 9 Bahqdur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
I
*Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 ’ 31641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113
1 f: 22: :s9
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
*Pushpak’. Nurmohamed Shaikh Mari, Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1st 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
-BHOPAL 462003
PlotNo. 82/83., Lewis Road, BHUBANESHWAR 751002 5 36 27
53j5. Ward No! 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
6 34 71
RI 4 Yudhister Marg. C Scheme, JAlPUd 302005
1 6 98 32
117/4 18 B Sarvodaya Nagar. KANPUR 298005
{ 5: :; :2”
‘Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 1411421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 16 21 17 +
/nspection Offices ( With Sale Point ):
Pushpanjali. First Fldor, 205-A west High Court Road, 2 51 71
Shankar Naaar Sauare, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sal& Office in Calcutta is at 5 Chowringhre Approach, F. 0. Princep 27 68 00
Street. Calcutta 700072
tSeles Oftice in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
$Sales Office in Bangalore is at Unity Building, Naresimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
11050_1.pdf
|
., -FO[i ui-”t-,l~!~u —~~...~-,— 4 ,:) ~’~
,. .::~--
.“
.!
IS :11050 ( Part 1 )-1984 ‘ ‘~~
ISO 717/1-1982 . -
UDC 534”633+22”4 :699’84
!rrdian Standard
,.
RATING OF SOUND INSULATION IN BUILDINGS ~ I
AND OF BUILDING ELEMENTS
Q!!!3rl
PART 1 AIRBORNE SOUND INSULATION IN BUILDINGS
AND OF INTERIOR BUILDING ELEME+WS
( ISO Title : Acoustics — Rating of Sound Insulation in Buildings
and of 6uilding Elements — Part 1 : Airborne Sound Insulation in
Buildings and of interior Building Elements )
National Foreword
This Indian Standard, which is identical with ISO 717/1-1982 ‘ Acoustics — Rating of
sound insulation in buildings and of building elements —Part 1 : Airborne sound insulation in
buildings and of interior building elements ‘, issued by the International Organization for Stan-
dardization (iSO), was adopted by the Indian Standards Institution on the recommendation
of Acoustics Sectionai Committee and approved by the Electronics and Telecommunication
Division Council.
u
Cross Reference
In this indian Standard, the follo-wing International Standards are referred to. Read in ;
their respective places the following :
; International Standard, Corresponding Indian Standard I
a
.
u iSO 140 Acoustics — Measurement of sound IS : 99OI Measurement of sound insulation in
L c insulation in buitdings and of building buildings and of buiiding elements :
—l- elements :
c
Part 3Laboratory measurements of airborne Part 3 Laboratory measurements of airborne
sound insulation of building eiements sound insulation of building elements
(Technicality equivalent)
Part 4 Field measurements of airborne sound Part 4 Field measurements.of airborne sound
insulation between rooms insulation between rooms
(Technically equivalent)
In the adopted standard certain terminology and conventions are not identical with those
used in Indian Standards, attention is especially drawn to the following :
Comma ( , ) has been used as a decimal marker while in Indian Standards the current
practice is to use a point ( . ) as the decimal marker.
......
,
.
Adopted 15 Oc!ober 1984 @ August 1985, ISI Gr2
I
INDIAN ST AND AR CJSIINST ITUT ION
h4ANAK BHAVAN, rJ 6AHA0Ufi SHAH 2t4FAR MARG
NEW DELHI 110002 .:;
..’: .,
.....IS : l1050(Partl) -1984
ISO 717/1-1982
.
0 Introduction 3 Definitions
Methods of measurement of airborne sound insulation in 3.1 single-number quantity for airborna sound insula-
buildings and of interior building elements have been standar- tion rating : The value, in decibels, of the reference cu&e at
dized in ISO 140/3 and ISO 140/4. These methods give values 500 Hz after shifting it according to the method laid down in
for airborne sound insulation which are frequency dependent. this part of ISO 717.
The purpose of this part of ISO 717 is to standardiz~ a melhod Terms and symbols for the single-number quantity used de-
whereby the frequency dependent values of airborne sound in- pend on the type of measurement. They are listed in table 1for
sulation can be converted into a single riumber characterizing airborne sound insulation properties of building elements and in
the acoustical performance. table 2 for airborne sound insulation between rooms in
\
buildings.
NOTE – In order to distinguish “clearly between values with and
without flanking transmission, primed symbols (for -example R’) are
1 Scope and field of application used to denote values obtained with flanking transmission.
This part of ISO 717 3.2 margin : The shifting of the reference curve; necessary
in order to satisfy the deviation requirement laid down in this
– defines single-number quantities for the airborn’e sound part of ISO 717. The margin is expressed in decibels and is
insulation in buildings and of interior building elements such positive when the reference curve has to be shifted in the
as walls, floors, doors, and favorable direction and negative if it has to be shifted in the
unfavorable direction.
– gives rules for determining these quantities from the
results of measurements carried out in one-third octave The airborne sound insulation margin is denoted by Ma or
bands according to ISO 140/3 and ISO 140/4. M;.
The single-number quantities accordirig to this part of ISO 7’17 NOTE - The following relations exist between the single-number
are intended for rating the airborne sound irw.ulation and for quantities listed in table 1and the margins :
simplifying the formulation of acoustical requirements in
Ma = Rw - 52dB
building codes. The required numerical values of the single-
number quantities can be specified according to varying needs. or
M;= R;–52dB
. 4 Procedure for evaluating ~ingle-nutnber
2 References
quantities
ISCJ140, Acoustics – Measurement of sound insulation in
buildings and of building elements 4,1 General
Part 3: Laboratory measurr=ments of airborne sound in- The values obtained according to ISO 140/3 and ISO 140/4 are
sulation of building elements. compared with reference values (see 4.2) at the frequencies of
measurement within the range of 100 to 3 150 Hz.
Part 4: Field measurements of airborne sound insulation
between rooms. The comparison is carried out according to 4.3.
2
,-~~ IS: 11050 (Part 1) -1984
ISO 717/1-1982
4.2 Reference values The value, in dycibels, of the reference curve at 500 Hz, after
shifting it according to this procedure, is RW, R;, Dw or
The set of reference values used for comparison with measure- Dn ~,~, respectively.
ment results is specified in table 3 and shown in the figure.
In addition, the maximum unfavorable deviation at any fre-
quency shall be recorded, if it exceeds 8,0 -dB’
4.3 Method of comparison
To evaluate the results of a measurement of R, R’, D or DnTin 5 Statement of results
one-third octave bands (preferably given to one decimal place),
the reference curve is shifted in steps of 1dB towards the The appropriate single-number quantity and/or the correspon-
measured curve until the mean unfavorable deviation, ding margin shall he given with reference to this part of
calculated by dividing the sum of the unfavorable deviations ISO 717. Also, the maximum dnfavourable deviation shall be
by the total number (i.e. 16) of measurement frequencies, is as reported, if it exceeds 8,0 dB.
large as possible but not more than 2,0 dB. An unfavorable
deviation at a particular frequency occurs when the resu,lt of The results of measurements shall also be given in the form of a
measurements is less than the reference value. Only the un- diagram as specified, in ISO 140/3 and ISO 140/4, and shall in-
favorable deviations are taken into account clude the shifted reference curve exemplified in the figure.
=.
Table 1 – Single-number quantities of airborne sound insulation
properties of interior buildinq elements,
Derived from one-third octave
I band values ,(- ‘
I
Singl~-number quanti,ty Symbol
t
E
Weigh?ecl sound
R“,
reduction index
---- .....----
Weighted apparent apparent
3 (5)
sound reduction’” R~ sound reduction R’
4 (6)
index l — index
l Formerly known as ‘:airborne sound insulation index, la”.
Table 2 – Single-number quantities of airborne sound insulation
between rooms in buildings
r
Derived from one-third octave
band values
{
defined in
Single-number quantity Symbol name symbol 1s0140
part formula
Weighte{j-level
[)w level difference D 4 (2)
difte+rjce
+, ,,.,:~. —.——..__
W1-li/llfrjd$ ,.:
~t;,r!dorI(i..?(,.;1 !’;~Ju) . ‘- [.)” ~, ,, leS veta lnr dra iffr em reze nd ce [). , ‘4 (3)
rillfcr(;nqe
...— ____ “ .
3IS: 1~050 (Part 1) -1984
1S0 717/1-1982
Table 3 – Raference values for airbor~e sound
Frequency Reference value
Hz dB
100 33
125 36
160 39 ,,
2CQ 42
250 45
315 40
400 51
500 52
630 53
Buo 54
Im 55
1250 -50
1000 50
-2000 M
2500 56
3150 56
\
\
dB
\
60
56
’56
5P
50
40
3?
x I I I I I I I I I 1
125 250 500 1000 2000 Hz
Frequency—
Figure – Curve of reference values for airborne sound
4
|
1252.pdf
|
IS 1252 : 1991
m5h w-m
Tef&rT~*~*~~w~
( vm YF*m 1
Indian Standard
HOT ROLLED STEEL BULB ANGLES-
DIMENSIONS
( First Revision )
UDC 669’14’122: 669’14-423
@J BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November I 991 Price Group2Structural Sections SectionaI Committee, CED 8
FOREWORD
This Indian Standard ( First Revision ) was adopted by the Bureau of Indian Standards, after the
draft finalized by the Structural Sections Sectional Committee had been approved by the Civil
Engineering Division Council.
Bulb angles are generally used in ship building and car-building industries. In the preparation
of this standard the Sectional Committee specially kept in view the requirements of these
industries.
This standard was first published in 1958. In this revision apart from general updating, the
designation of bulb angles has been modified.
For the purpose of deciding whether a particular requirement of this standard is complied with,
the final vaIue, observed or calculated, expressing the results 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 vaIue should be the same as that of the
specified value in this standard.Indian Standard
HOT ROLLED STEEL BULB ANGLES -
DIMENSIONS
( First Revisiofl
)
1 SCOPE C&= Distance of centre of gravity of the section
from the back line of the web
1.1 This standard lays down the nominal
dimensions, mass and sectional properties of I=, = M oment of inertia about the X-X axis
hot rolled steel bulb angIes.
&y = Moment of inertia about the Y-Y axis
2 REFERENCE
&U = Moment of inertia ( Max ) about the u-u
2.1 The Indian Standard IS 1852 : 1985 ‘Speci- axis
&cation for rolling and cutting tolerances for
hot-rolled steel products (fourth revision )’ is a 1~ = Moment of inertia ( Min ) about the v-v
necessary adjunct to this standard. axis
3 TERMINOLOGY exx= Distance of extreme fibre from the X-X
axis
3.0 For the purpose of this standard, the
following definitions shaII apply. e,, = Distance of extreme fibre from the Y-Y
axis
3.1 Y-Y Axis - A line passing through the
centre of gravity of the profiIe of the sections
and paralle1 to the axis of the web. ’ Z,,= 15X = ModuIus of section about the X-X
axis
3.2 X-X Axis - A Iine passing through the
ccntre of the gravity of the profiIe of the section
and at right angles to the Y-Y axis. z Jy = !& = Modulus of section about the Y-Y
CYY
3.3 U-U and V-V Axis - Lines passing through axis
the centre of gravity of the profiIe of the
section, representing the principa1 axes of the
rxx=
section.
4 SYMBOLS
y’5
4.1 Letter symbols used in this standard have by = YY= Radius of gyration about the
been indicated in the Figure in TabIe 1. More
Y-Y axis
explicit definitions for certain symboIs used in
the table and figure are given below:
ruu= Radius of gyration about the
a = SectionaI area in sq cm
m = Nominal mass in kg per m = 0.785 a
D = Projection of the bulb from the inside rrr= /I V v = Radius of gyration about the
face of the web Y
v-‘-v ati s
C,.= Distance of centre of gravity of the
section from the back line of the flange a = Angie between the U-U and the X-X axis
1IS 1252 : 1991
5 DESIGNATION angles sections shall be as given in Table 1.
5.1 Hot roIled steel bulb angles conforming to Sectional properties of the bulb angles have
this standard shall be designated by letters BA been given in Table 1 for information.
foIlowed by a figure denoting the depth of
Ionger side of the angle in mm. * and ** to
denote heavier sections.
6 DIMENSIONS AND SECTIONAL 6.2 The robing and cutting tolerances of the
PROPERTIES bulb angIes shall be as stipulated, in IS 1852 :
6.1 The nominal dimension and mass of bulb 1985.
2IS 1252 : 1991
Table 1 Nominal Dimeosiow, Mnss nod Sectional Properties of Bulb Angles
( Clauses 4.1 and 6.1 )
Sect- Size Thick- (0 Radi- Centre of Gravity Dirtaaec of Tna CC Momeotr or Inertin Radii of Gvration MOd”li Of
ional VOx(b) UPa , .--__L__ Extreme Fibrelr Sectioo
A (r 4e a
(4
G,
lu
wf1 w.X rxr r,, (Mh l7”
.z)
(Mrr i”r
) 2.. Z”,
(1.)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) 03) (14) (15) (lb) (17) (18) (19) 00) (21) 02) (23) (24) (25) (26)
kg cm’ rnrnXrnrn mm mm InIn mm mm InIn cm cm cm Enl ml’ Crn~ cnl’ ml’ cm cm cm cm cnP cm’
DA IOU 8.6 10’94 100x 65 6’0 6’0 13 10’0 5’0 4’0 3’92 1’43 6’08 5’07 0’291 143 33‘0 113 22’8 3’6, 1’74 3’74 1’44 23’5 6’5 BA1 00
BA 100’ 9’6 12’17 100 x 65 7’0 6’5 13 10’0 5’0 4’0 3’95 1’43 6’05 5’07 0’288 15s 35’7 165 24’9 3’56 1‘7, 3’69 1’43 25’6 7’0 BA 100’
BA 125 12’2 15’60 ,25x75 7.0 7’0 16 11’0 5’5 5’0 5’06 1’60 7’44 5’90 0’248 322 60’4 339 43’3 4’54 1’97 4’66 1’67 43’2 10’2 BA 125
BA 12s’ 13’4 17’1, 125x75 8’0 7’5 16 11'0 5’5 5’0 5’08 1’61 7’42 5’89 0’246 344 64’6 362 46’6 4’49 1’94 4’60 1’65 46’4 11’0 BA 125’
BA 150 16’1 20’45 150x75 8’0 8’0 20 11'0 5’5 6’0 6’52 1’55 8’48 5’95 0’167 613 71’4 628 55’9 5’47 1’87 5’54 1’65 72’2 12’0 BA 150
BA IJO’ 18’8 23’94 150x75 10’0 9’0 20 11‘0 5‘5 6’0 6’53 1’57 a.47 5’93 0’162 686 79’8 703 63’4 5’36 1’83 5’42 1’63 81’1 13’5 BA 150’
BA 175 20’0 25’54 175x90 8‘0 9’0 23 13’5 6‘5 7‘0 7.44 1’89 10’06 7’11 0’185 l 070 137 ,110 104 6‘48 2’32 6’58 2’02 107 19’3 BA 175
BA 175* 23’3 29’66 175 x 90 10’0 10’0 23 13’5 6’5 7’0 7’46 1’90 10’04 7’10 0’181 1190 152 1 2 30 117 6’34 2’27 6’43 1’99 119 21’4 BA 17s’
BA 175** 26.5 33’74 175x90 12’0 11’0 23 13’5 6’5 7’0 7’49 1‘92 10’01 7’08 0’177 1310 166 13JO 130 6‘23 2’22 6’32 1’96 131 23’5 BA 175’.
BA 200 28’2 35’95 200 x 90 II’0 I I’0 26 13’5 6’5 8’0 8’87 1’86 11’13 7’14 0’136 1 880 172 1910 140 7’23 2’19 7’29 1’97 169 24’1 B4 200
BA 200’ 33.6 42’76 200 x 90 14’0 12’5 26 13’5 6’5 8‘0 8’89 1’91 11’11 7’09 0’131 2 130 194 2 160 160 7’06 2’13 7’12 1’93 192 27’3 BA 200’
BA 225 31’4 39’94 225x90 1L’O 11’0 29 13’5 6’5 9’0 10’4 1’80 12’10 7’20 0‘103 2 660 179 2 690 152 8’17 2’12 8’21 1’95 220 24’9 BA 225
BA 225’ 37’3 47’50 225x90 14’0 12’5 29 13‘5 6’5 9’0 10’4 1.85 12’13 7’15 0’098 3 020 202 3 040 175 7’97 2’06 8’01 1’92 249 28’2 BA 225*
BA 250 34’9 44’4, 250 Y 90 II’0 11’0 33 13’5 6’5 10’0 12’1 1’78 12’93 7‘22 0’075 3 680 188 3 700 168 9’11 2’06 9’13 1’95 285 26’0 BA 250
BA 250* 39’2 49’96 250 x 90 13’0 12’0 33 13’5 6’5 10’0 12’0 1’81 13‘01 7’19 0’072 4 010 205 4 030 185 8’96 2 02 8’98 1’92 308 28’5 BA 250’
BA 175 40’9 52’13 27s x 90 12’0 12’0 36 13’5 6’5 11’0 13’5 1’80 13‘96 7’21 0’057 5 160 213 5 180 197 9‘95 2’02 9’97 1’94 370 29’6 BA 275
BA 275’ 45’6 58.15 275 X 90 14’0 13’0 36 13‘5 6‘5 11’0 13‘4 1’83 14’05 7’17 0’054 5 580 231 5 600 215 9’80 1’99 9.8, 1’92 397 32 2 BA 275.
BA 300 47’5 60’47 300 x 90 13’0 13’0 39 13’5 6’5 12’0 15’0 1’82 15’02 7’18 0’042 7 030 241 7 030 229 10’8 2’00 10‘8 1‘95 468 33’6 BA 300
BA 300’ 52’6 66’96 300 x 90 15’0 14’0 39 13’5 6’5 12’0 14’9 1’86 15’08 7’14 0’040 7 370 260 7 580 248 10’6 1’97 10’6 1’92 502 36’4 BA 300’
3Standard 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.
I
.-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.
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 8 ( 4873 )
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 311 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16
Western . Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, BANGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
|
6926.pdf
|
IS 6926 : 1996
Indian Standard
p
DIAMONDCOREDRILLING- SITE
INVESTIGATIONFORRIVERVALLEY
PROJECTS- CODEOFPRACTICE
(First .Revision)
ICS 93.020.173.100.30
0 BIS 1996
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 B&IADUR SHAH ZAFAR MARC;
NEW DELHI 110002
October 1996 Price Group 5Geological Investigation and Sub-surface Exploration Sectional Committee, RVD 5
FOREWORD
This Indian Standard (First Revision) was adopted by the Bureau of India; Standards, after the draft
finalized by the Geological Investigation and Sub-surface Exploration Sectional Committee had been
approved by the River Valley Division Council.
River valley projects and other major civil engineering works being undertaken in the country may require,
for site investigation, core drilling with diamond drills for sub-surface exploration. It is essential that such
drilling is carried out in the~best possible manner to obtain maximum possible data relating to the substrata
and to obtain good cores for study. This standard has been prepared to provide necessary guidance for the
same.
This standard was first published in 1973 and was based on the practices being followed by the various
construction agencies at that time. This revised standard has been prepared based on the practices being
followed internationally and which have also been adopted in this country. In this revision specific
guidance has been provided on operating pump pressures and flow rates. Further, consequent upon
the publication of IS 10208 : 1982 ‘Specification for diamond core drilling equipment’ provision has
been made in this revision that the equipment. prescribed for usage is in conformity with those given
in IS : 10208. Elaboration made in this respect provides guidance on the selection of bits forvarious strata
which was not given in the earlier version.IS 6926 : 1996
Indian Standard
DIAMONDCOREDRILLING -SITE
INVESTIGATTONFORRIVERVALLEY
PROJECTS -CODEOFPRACTICE
(First Revision )
1 SCOPE
IS No. Tille
This code covers the procedure for diamond core
5313: 1980 Guide for core drilling
drilling designed for securing samples of rock and
observations (first revision)
soils which are too hard to sample by soil sampling
methods. This code is primarily meant for obtaining 7422 (Partl): Symbols andabbreviations for use
data for foundation design and treatment. 1974 in geological maps, sections and
subsurface exploratory logs :
2 REFERENCES
Part 1 Abbreviation
The following Indian Standards atz necessary
adjunct5 to this standard : 10208 : 1982 Diamond core drilling equipmetlt
IS No. Title 3 EQUIPMENT
2131 : 1981 Method of standard penetration 3.1 Diamond Core Drilling MaGw
test for soil (f;rst revision)
The diamond core drilling machine should be capable
2132 : 1986 Code of practice for thin walled of providing a sufficient rotary motion (rpm) and gear
tube sampling of soils (second to control it for using suitable core drilling bits as
revision) specified in Table 1. The feeding, chucking and
retraction process should be hydraulirally/mechani-
4078 : 1980 Code of practice for indexing and
storage of drill cores (first tally operated. The machine should also be capable
revision) of drilling angular holes, where required by the
prevailing geological site conditions. Two types of
4464 : 198.5 Code of practice for presentatiou
Diamond Core Drilling machines used are:
of drilling information and core
description in ’ foundation i) Conventional, with wire line winch; and
investigation yirst revision) ii) Hydrostatic machine.
Table 1 Selection of Core Drilling Bits in Bed Rock
(Clnuse 3.1 1
Type of Rocks Type of Bit Im regnated Bit with
8 or Flat Profile
TC Surface Set Diamond Bit
l-
Matrix SPC
Extra Hard 1.5 20 30 90
Hard -
1. Soft rock 1
2. fS,oieTd medium
3. Medium hard I
with abrasive
rock
4. Medium hard
abrasive rock
5. Hard slight1
abrasive rot E
6. Hard non-abrasive
rock I
I. Very hard rock
8. Very abrasive rock I
I . ^
NOTE - Imprcgnar Bits are avaua : for various ocks. I ; esen ltia 1 to mentton II roqk type tor purchase ot
impregnated bits.
TC -Tungsten carbide
SPC -Stones per carat
1IS 6926 : 1996
3.2 Pump 3.3.4 WT Design
3.2.1 Requirement for Drilling These are thin wall core barrels used for hard, dense
The basic requirement of pump for core drilling is to and friable, shattered rock formations. Thin kerf
supply wateror mud at sufficient pressure and flow has the additional advantage of requiring fewer
rate, diamondsper bit and less torque for drilling in hard
formations. This core barrel being thin and light
3.2.2 Pump Pressures
weight in nature should be handled and used with
Normal pump operating pressures required 0:
utmost care.
diamond~core drilling rigs range from 5 to 50 kg/cm’
3.4 Core Bit
depending on the depth of the hole.
3.2.3 Pump Flow Rntes Core bits should be selected from surface set with
diamonds, impregnated with small diamond particles,
Sufficient flow rates should be ellsured for up-hole
polycrystallined diamond bits (PCD bits), tungsien
velocity of 1.5 m/s for water and 0.4 to O.Gm/s for
carbide insert bits, all as iappropriate to the formation
mud. These veldcities will keep the cuttings moving
being cored and with the concurrence ofthe geologist
u~pward and will avoid blockages. Higher velocities
or engineer. Nominal size of the bits are given in
will erode the walls of the hole. Table 2 shows the
IS 10208 : 1982. Guidance with regard to selection
flow rates ~required for various hole sizes that may
of suitable core drilling bit type is given in Table 1.
vary from 8.00 l/min to 50 l/min depending upon
For general relationship of casing to core bit sizes and
size of drilling bit used with W series of rods.
metric barrel to casing nesting sizes reference should
3.3 Core Barrels
be made to Fig. 1 and 2 respectively.
Core barrels should conform to IS 1020%: 1982. The
3.5 Reaming Shells
design of the core barrels should be selected, keeping
in view the points given in 3.3.1 to 3.3.4. Reaming shells should be surface set with diamond,
3.3.1 WF Design impregnated with small diamond particles, inserted
The system minimizes the wash effect on the core with tungsten carbide strips or hard faced with
various types of hard surfacing materials, all as
and permits good core recovery in soft formations.
appropriate to the formation being cored (see IS
3.3.2 WG Design
10208 : 1982).
WG design is characterized by a short, pin threaded
bit into which core lifter is inserted. It is commonly 3.6 Core Lifters
used in fractured and broken formation. This design
Core lifters of the split-ring type, either plain or hard
being of heavier construction is g fairly rugged tool
faced, should be used and maintained, along with
for good ovem 11p erformance.
core;lifter cases or inner-tube extensions or imler-
3.3.3 WM Design tube shoes, in good condition. Basket or finger-type
WM design double tube core barrel is the best lifters, together with any necessary adapters, should
available tool for recovering core in any type of be made available on the job and available for use
formation even in the most friable and caving with each core barrel if so directed by the geologist or
structure. engineer.
Table 2 Recommended Pump Flow Rates for Various Hole Sizes
(Clwse 3.2.3)
Size Pressure Size of hole(mm) Type of bit Flow rates Rema rks
I/ miJl
A Casing 57 Surface set general’ 12-18 With AW
Coring 47-62 8-12 rod
B Casing 73 do 30-38 With BW
Coring 59-56 19-26 rod
N Casing 88.9 do 35-X) With NW
Coring 75.31 23-42 rod
H Casing 114.3 do 45-60 With HW
Coring 98.80 30-50 rod
2IS 6926 : 1996
CORE DImAME TERS SHOWN
FlG. 1 GENERALR ELATIONSHIOPF IMPERIALS IZEDC A.SINGT O COREBITSIZES( CONVERSIONSM .A DETO
WIIF ORC OMPARISON)
CASING O-0.74-3
CORE BARREL 0.0.66
CORE BARREL 0.0.56
ORE BARREL 0.0.76,
CASING 0.0.5L.2
CORE BARREL 0.0.46
k 0.0.98
CORE BAR-
REL 0.0.86
CASING O.O.ll3
CORE BARREL
0.0.101
L‘-a SING 0.0.128
NOTE :,k; SERIES - IHICI< WALL
1 SERIES-IHIN WALL CORE BARREL 0.0.116 e
FIG. 2 METRICC OREB ARRELA ND CASINGN ESTINGS IZE
3IS 6926 : 1996
3.7 Casings 4.2 Transportation of cores from the drill site to the
3.7.1 Drive Pipe laboratory or other processing point should be in
durable core boxes so padded or suspended so as to
Drive pipe or casing should be of sufficient diameter
be isolated from shock or impact transmitted to the
topass the largest core barrel to be used, and it should
transporter by rough terrain or careless operation.
be driven to bed rock or to firm seating at an elevation
below water-sensitive formation. A hardened drive 5 PROCEDURE FOR CORE DRILLING
shoe is to be used as a cutting edge and thread
5.1 Core drilling is done where the formation
proEection device on the bottom of the drive pipe or
encountered is too hard to be sampled by any soil
casing. The drive shoe inside diameter should be
sampling methods. The switching over from soil
large enough to pass the tools intended for use, and
sampling method to core drilling should be normally
the shoe and pipe or casing should be free from burrs
done in accordance with the guidelines given in
or obstructions (see IS 10208 : 1982).
IS 2131 : 1981 and IS 2132 : 1986. However, the
3.7.2 Cusing
final decision should be ftaken ~by the geologist and
When necessary to case through formations already engineer-in-charge of the site.
penetrated by the bore hole or when no drive casing
has been set, auxiliary casing should be provided to 5.1.1 Casing should be seated on bedrock or in a
fit inside the bore hole to allow use of the next smaller firm formation to prevent EraveIling of the borehole
core barrel. Casing bits have an obstruction in their and to prevent loss of drilling fluid. Surface of the
interior and will not pass the next smaller casing size. rock or hard formation at the bottom of the casing,
A casing shoe may be used, if additional telescoping should be levelled, when necessary, using the
casing is anticipated (see IS 10208 : 1982). appropriate bits.
3.7.3 Casing Liner 5.1.2 The core drilling may be carried out by an
N-size double-tube swivel-type core barrel or any
Plastic pipe or sheet metal pipe may be used to line
other size or type and the design approved by the
an existing large-diameter casing. Liners, so used,
engineer-in-charge. Core drilling should be continued
should not be driven, and care should be taken to
until core blockage occurs or until the net length of
maintain true alignment Ehroughout the length of the
the core barrel has been drilled in. The core should
liner.
be removed.
3.8 Drill Rods
5.1.3 The recovered core should be placed in the
3.8.1 Drill rods of Tubular steel are normally used
core box with the upper (surface) end of the core at
to transmit, feed, rotation and retraction forces from
the upper-left corner of the core box. The cores with
the drilling machine to the core barrel. Drill-rod sizes
proper markings should be placed into core boxes at
should conform to IS 10208 : 1982.
appropriate spacings, with blocks. Soft or friable
3.9 Auxiliary Equipment cores, or those which change materially upon drying,
Auxiliary equipment should be used as required for should be wrapped in plastic film or seal in wax, or
the work and should include; roller rock bits, drag both as required by the engineer. Spacer blocks or
bits, chopping bits,boulder busters, fishtail bits, pipe slugs properly marked should be used to indicate any
wrenches, core barrel wrenches, lubrication equip- noticeable gap in recovered cores which might indi-
ment, core boxes, and marking devices. Other recom- cate a change or void in the formation. The~fraclured,
mended equipments include core splitter, rod bedded and/or jointed pieces of the core should be
wicking, pump-out tools or extruders and hand sieve reassembled in the sequential order of their recovery
or strainer. before keeping the same in the core box.
3.10 Compatibility of Equipment 5.1.4 Core drilling should be stopped when soft
3.10.1 Whenever possible, core barrels and drill materials are e&ountered that produce less than 50
rods should be selected from the same letter-size percent recovery. If necessary, samples of soft
designation to ensure maximum efficiency, for materials should be taken as per IS 2131 : 1981 and
example NX core based with NW rod. IS 2132 : 1986 in consultation with geologist or
engineer-in-charge. Diamond core drilling should be
3.10.2 The combination of pump, drill rod and core
resumed when hard formation is again encountered.
barrel should be such that it yields uphole velocity of
more than 40 m/min to get a clean hole and clear 5.1.5 Sub-surface structures, including the dip of’
water. Similarly the combination of air compressor, strata, the occurrence of seams, fissures, cavities and
drill rod and core barrel should yield uphole air broken areas are among the most important items to
velocity of more than 920 &min. be detected and described. Special care should be
4 TRANSPORTATION AND STORAGE OF taken to obtain and record information about these
features. If conditions prevent the continued advance
CORE CONTAINERS
of core drilling, the hole should be cemented and
4.1 The details of core boxes and indexing and
redrilled, reamed and cased, or cased and advanced
storage of core containers are given in IS 4078 : 1980.
with the next smaller-size core barrel.
4IS 6926 : l-996
5.1.6 Drilling mud or ceillellting/grouting techni- d) A new bit should never be pushed to the bottom
ques should be approved by geologist or engineer- of a hole. Since an old bit is usually under gauge, a
in-charge before their use in bore hole. new bit should be stopped 5 to 10 cm from the bottom
and drilled. When the bottom is reached, the new bit
5.2 In soft, seamy, or othenvise unsound rock,
should be run at a moderate rate and slow feed for 3
where core recovery is poor, the Type B (M design)
to 5 cm to give the diamonds a chance to seat them-
or the triple tube core barrel with bottom discharge
selves. This prevents the sharp points from being
bits may be employed. In hard, sound rock, the single
broken off.
tube core barrel may be employed; if the core
recovery is poor double tube core barrel should be e) Wrench jaws should not be allowed to touch the
preferred. diamonds in a bit. This applies also to reaming shells.
5.3 The core drilling observations should be done in f) When bits and shells are not in use they should be
accordance with IS 5313 : 1980, while the drilling wel! oiled over their entire surface and packed in a
information and core description should be done in separate box used only for this purpose. Each
accordance with 1s 4464 : 1985. diamand-set tool should be prdtected by waste, rags
or other soft packing to prevent damage to the
6 SELECTION AND CARE OF CORE BITS
diamonds.
6.1 Rock Coring g) When drilling through very hard, fine-grained,
siliceous rock, the diamonds may get polished after
There are no strict rules for the use of bits at rock
drilling only about a metre or more. When this hap-
drilling. Type, size, speed, bit pressure and water
pens the diamond bit cannot be expected to make any
pressure should be adopted to the prevailing rocks to
further progress in that particular kind of rock and
make the drilling operation economical. A choice of
should be removed from service and used later,
these factors which gives the best core recovery com-
either in another hole or in that same hole in some
bined with good progress is the right one (see
different kind of formation. Very often a slight
Annex A). However, fast progress and good core
change in the grain or hardness of the formation will
recovery as a rule cannot be cbmbined. In founda-
remove the polish from the stones and render the bit
tions investigation, however, the emphasis should be
useful for much additional drilling.
placed on good core recovery.
h) When drilling through highly abrasive rock, there
6.2 Diamond-Set Bits is a tendency for the metal to wear away from the
diamonds.
6.2.1 The harder and more fine grained the rock is,
the smaller diamonds should be used, Bits with big In these cases when the diamonds become exposed
diamonds (5 to 15 stones/carat) are suited for soft approximately one-third of their size, thebits should
rocks and for fractured rocks of all types. Bits with be removed and reset. After one-third of the bulk of
15 to 30 stones/ carat are intended for hard fractured each of the diamonds extends from the metal, there is
rock and bits with 30 to 60 stones/carat are mostly danger of further wearing away of the metal to the
used in hard solid rock. The diamonds that may be point where the diamonds will drop out.
used for different rocks types are given in Annex A j) Burnt bits are sometimes caused by not tightening
for guidance. The bits~indicated with a cross (X ) in drill rods before lowering into the hole and depending
this Annex should normally be used. In some cases on torque when starting to drill to do so. Because of
other types of bits may be considered. wash water escaping through the joints the bit may
run dry and hot in the mud and sludge at the bottom
6.2.2 The diameter of the bits should be decided by
of the hole. The bit will also get burnt if it gets into
the demands of the drilling programme; bigger
the accumulated sludge at the bottom of thr hole and
diameters give a better core recovery and a less
drilling is started witbout cleaning the hole bottom.
disturbed core.
6.2.4 Resetting of B&s
6.2.3 Precnrrtions to be Tuken With New Bits
Items containing diamonds should be properly hand-
a) It is preferable to use an old bit to start a hole.
led and maintained as any erroneous use may easily
Experiments have shown that in certain formations
cause expensive damage to the equipment arid/err
the bits used only for starting holes gave only 9
hamper drilling operations.
percent of the normal expected meterage. It has been
stated that the-first 5 cm of a run takes as much out of Diamond-set bits have to be reset at intervals, that is,
a bit as the next 6 m. the diamonds are salvaged and replaced in a fresh
matrix. Bits should be checked after each run. Reset-
b) Speed and bit pressure should be low to avoid
ting should be done on any of the following indica-
vibration and loss of diamonds (see a/so 8 and 9).
tions:
c) As tools are lowered near to bottom of the
a) If the matrix is worn out to the extent more_than
hole, water circulation should be started to wash out
30 to 40 percent of most diamonds exposed. This may
settled cuttings which usually extend up some
indicate that too soft matrix has been used; thebit may
distance from the bottom.
be reset in a harder matrix.IS 6926 : 1996
b) If the cutting sedges of the diamonds are 7 CORE BARRELS
polished, the ~diamonds have a glare and are shiny.
7.1 Single tube core barrels should be used only in
This is an indication that the bit has been run with
solid unfractured rock and for the first 25 to 70 cm
insufficient water pressure. In such cases water
when a new hole is started.& fractured and/or soft
pressure should be adjusted.
rock, the use of single tube core barrel will cause the
core to be ground, jammed or washed away. Double
c) If more than 30 percent of the diamond points are
tube’core barrels should always be used in fractured
broken, this often occurs in highly fractured rock
and/or in soft rocks. In very friable rocks Type B core
where the diamonds are exposed to impacts which
barrels with bottom discharge bits should be used at
will break their points. In hard rock, vibration= in the
slow speed and low bit and water pressures. Long
rod string may have the same results. In such cases
the spindle speed should be reduced or impregnated core barrels na-y be used in solid rocks and short ones
bits should be used. in fractured rock. The runs should never completely
fill the core barrels; leave a few centimetres.
d) If some diamonds are missing and the bit is
8 SPINDLESPEED ’
continued to be used without resetting, more
8.1 Diamond-Set Bits
diamondswillfalloutandberollingatthecuttingface
and destroying this bit as well as other bits inserted in High spindle speed gives rapid progress but the
the hole. Furthermore the diamonds arelost and have core recovery will be hampered, especially in soft
to be replaced at great cost. rocks. The spindle speed should therefore be regu-
lated to the properties of the rock. At small
6.3 Impregnated Bits diameters and holes down to 180 m the spindle
These bits are self sharpening and are designed to be speed may Feach but should rarely exceed 1 500
rev/min while 100 to 200 rev/ruin is average at great
run to destruction. They are mostly used in very hard
diameters and for deep holes. As an example,
rock, for example, hard granite, gneiss, pegmatite,
spindle speed should be 100 to 750 rev/min for NX
hard sandstone, quartzite, and flintstone (see &o
bits and 5 to 15 stones/carat; and for small diameter
Annex A). In highly fractured rock the impregnated
bits with 30 to 60 stones/carat, spindle speeds of
bits are often more resistant that diamond-set bits.
500 to 1 500 rev/min are suitable. The bit speeds
The prerequisite for the use of impregnated bits is that
suitable for various types of rocks are given in
the drilled rock is abrasive, that is, hard particles of
Amlex A.
the sludge will wear away the metal of the matrix thus
exposing the embedded diamonds. Impregnated bits 8.2 Impregnated Bits
will become polished if used in wrong type of rock or The impregnated bits can work within a large range
at low bit pressure in comiectidn with low spindle of spindle speeds and high speeds give more rapid
speed. In very hard and fine crystalline rocks they ‘progress. However, the spindle speed should never
may get polished by using a too high spindle speed. be so high as to cause vibration in the rods. The
Impregnated bits should never be run in rocks like highest spindle speed should not exceed that giving
limestone, marble, dolomite, or serpentine which a periphery speed of the bit equal to 2.3 m/s, which
create an adhesive sludge without any abrasive par- gives maximum speeds of 1 000 rev/min for AX
ticles. If an impregnated bit does not cut, it can be bits, 700 rev/min for BX bits and 550 rev/min for
sharpened by a gentle tapping of the cutting surface NX bits.
with edge of a big file.
9 BIT PRESSURE AND WATER PRESSURE
6.4 Tungsten Carbide Tipped Bits (Saw-Tooth) 9.1 The bit pressure (feed pressure plus weight
of the rods) should be low (160 to 315 kg) when a
These are used forplaining of the rock surface before
new bit is put into operation to prevent too rapid
the more expensive diamond bits are used. They can
wear or break of,the cutting points of the diamonds.
also be used for drilling in very soft rock and in
As the polishiiig of the diamonds proceeds the
over-burden (see Annex A). They should be re-
cutting speed is reduced which can be made up for
sharpened at intervals with a silicon carbide disc.
by increasing the feed pressure. The requirement
6.5 Reaming Shells and Casing Shoe Bits for resettingihe bit gives generally the liillit for the
pressure. However, the strength of the rods and the
These should be reset under the same conditions as
rig itself will mostly impose the maximum pres-
other bits.
sure, 900 to 1 130 kg with A-rods. If a worn out bit
6.6 With each order for resetting there should be is operated at high-pressure, there is a danger of
indicated the matrix (its hardness), carat content of deviation of the hole. Guidance on bit pressure and
diamonds in the bit (to define amount of additional water pressure for various rock types is given in
diamonds) and diamond size (stones per carat). Annex A.IS 6926 : 1996
10 CORE RECOVERY 112.3 Elevation or depth of ground water and rise
or fall of level including the dates and the times of
10.1 Regardless of the careful supervision an en-
measurement.
gineer may give~to the drilling, the responsibility for
11.1.4 Elevations or depths of drilling of measure-
good core recovery is largely in the hands of drill
ment at which return flow was lost.
operators. Generally this may be assured by adopting
correct drilling techniques and special coring equip- 11.1.5 Size, type, and design of core barrel used.
ment. In this connection the use of double tube or Size, type, and set of core bit and reaming shell used.
triple tube core barrel with bottom discharge bits Size, type and length of all casings used. Description
would be found useful in ensuring the maximum of any movements of the casing.
possible core recovery in soft rock or fractured hard 11.1.6 Length of each core run and the length or
rock. Special drilling techniques in such cases may percentage, or both, of the core recovered.
call for short runs of drilling and judicious control of
11.1.7 Description of the fomlation recovered in
water supply and speed ofdrilling. Core recovery
each run, a
may be ruined by drilling too fast, overdrilling a run,
11.1.8 Subsurface structure description, including
or dropping core and grinding it, or not pulling out the
dip of strata and jointing, cavities, fissures, and any
tools when the barrel is jammed and thereby grinding
other observations. For symbols and abbreviations
the core. This also damages the bit. Vibration in the
(see IS 7422 (Part 1) : 1985).
drill string causes poor core recovery, diamond wear
and diamond losses in bits and shells, wear and tear 11.1.9 Depth, thickness, and apparent nature of
on drills and loss of footage. Guidance on the causes the filling of each cavity or soft seam encountered,
of vibration and the measures to be taken for including opinions gained from the feel or ap-
controlling vibration are given in Annex B. pearance of the inside of the inner tube when core
is l&t.
11 REPORT ON BORE HOLE LOGGING
11.1.10 Any changes in the character of the drill-
11.1 The log of bore hole should be prepared as per ing fluid or drilling fluid return,
IS 4464 : 1972, IS 4078 : 1980, IS 5313 : 1980 and it 11.1.11 Tidal and current information when the
should include the following. borehole is sufficiently close to a body of water so
as to be affected.
11.1.1 Project identification, bore hole number,
location, date when boring began, date when boring 11.1.12 Drilling time in minutes per metre and bit
completed, and driller’s name. pressure in pascals when applicable.
11.1.2 Elevation of the Ground Surface 11.1.13 Notation? of character of ~drilling, that
is, soft, slow, easy, smooth, etc.
7IS 6926 : 1996
ANNEX A
( Clauses6 .1, 6.2,6 .3,6 .4,8 .1 and 9.1)
AVERAGE DATA FOR DRILLING WITH N SIZE TOOLS TO
ACHIEVE A CONCZJRRENCE OF RAPID PROGRESS AND
GOOD CORE RECOVERY
Rock Type Bit Type Diamond core Bit Bit Water
Impregnated Barrel Speed Pressure Pressure
/ Bits TypeB Rev/&fin kglcm2
TC Diamond. Set Bits
A
‘j, 15, 30,-
15 30 60 i(
(1) (2) (3) (4) (5) (6) (7) (9 (9) (10)
Laterite X X 100 Light 3.5 to 7
Weathered X X 200 Light 3.5 to 7
granite and
soft geneiss
Sandstone X X 200 Light 9 to 12.5
medium
Clay shales x X 200 Light 9 to 12.5
Other bedded x X X 200 Light 9 to 12.5
sediments medium
Hard sand- X 200 Medium 10.5 to 14
stone
Black schist X 400 Medium 10.5 to 14
Basalt (green- X 400 Medium 10.5 to 14
stone)
Porphyry X 400 Medium 10.5 to 14
Diorite X 400 Medium 12 to 15.5
Hard basalt 600 Medium 14 to 17.5
(greenstone) heavy
Hard porphyry X X 600 Medium 14 to 17.5
heavy
Hard diorite X X 600 Heavy 14 to 17.5
granite, gneiss
Bit type : TC = Tungsten carbide saw tooth bits.
5,15; 15,30; 30,60 = Diamond-set bits with~stones per
carat withiu the limits indicated.
The bits indicated with a cross (x) should normally be used.
Wheu using other sizes of coring equipment, nxAtiply with factor giveu below:
Factor
I
Size Feed Pressure Water Pressure Bit ‘Speed
NX 1 1 1
BX 0.7 0.7 1.3
AX 0.5 0.5 1.6
EX 0.3 0.3 1.9
SIS 6926 : 1996
ANNEX B
(quuse 10.1)
CAUSES AND REMEDIES OF VIBRATION IN DRILLING
B-l CAUSES OF VIBRATION B-l.3 Causes of vibration not fully controllable by
drillers are the following:
B-l.1 Causes of vibration for which the operator
is responsible are the following: a) Worn out rod couplings;
b) Core bits with flat faces that ‘Walk’ in cer-
a) Excessive rotational speed;
tain formations;
b) Excessive feed rate or pressure;
c) Crooked drill holes ‘hue to unfavourable
C> Excessive water pressure orvolurne;
geological features;
4 Low water pressure or volume, resulting in
d) Cavities in the rock, allowing wide sway of
slow removal of cuttings;
the rod string; and
e) Drilling when the core barrel is filled;
e) Variable hard and soft layers, such as lime-
f) Drilling over dropped core; and stone with chert or shale with hard quartizite
g) Careless handling of drill rod. Bent rods layers.
cause vibration, deviation in holes and NOTE-All causes of vibration listed have serious effects
damage to bits. Rods can be bent through: on core recovery and wear on bits and equipment.
9 rough handling of rods,
B-2 REMEDIES FOR VIBRATION
ii) their improper use as crow bar or as
B-2.1 Remedies for vibration are the following:
lever arm, and
. a) The use of rod grease on bottom rods;
iii) hoisting and lowering rods with pipe
wrench instead of using safety clamps. b) Drill rods of maximum size for hole being
drilled;
B-l.2 Causes of vibration controllable by the
c) Use of drill collars;
operator are the following:
d) The use of sharp bits;
a) Unsatisfactory setting up of drilling rig;
e) The use of straight rod and core barrel,
b) Incorrect size of rods and core barrel in
concentrically threaded;
relation to the size of hole;
f) Maintenance of rods, coupling, core barrel
c) Beut core barrel and rods; and drill itself in first class condition; and
d) Bit with missing stone or damaged bits; g) Proper control of feed, rotational speed and
e) Lack of rod grease; drill bit pressure.
f) Unsatisfactory condition of drilling
In coring operations as many of the adverse con-
equipment, such as worn out spindle and
ditions whicll tend to induce rod vibration as is
bearings of swivel head; and
physically and economically possible should be
g) Off-centre tightening of the chuck. eliminated.hreau of Indian Standards
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Eastern : l/14 C. I.T. Scheme VII M, V. I. P. Road, Maniktola 3316499 3378561
CALCUTTA 700054 i 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, MADRAS 600113 23.5 02 16, 235 04 42
23s 1s 19,235 23 1.5
Western : Manakalaya, E9 MIDC, Marol, Andhcri (East) 832 92 95, x32 7x 58
MUMBAI 400093 { X32 78 91,832 7X 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THJRUVANANTHAPURAM.
Printed at Dee Kay Printers, New Delhi-l 10015, India
|
13073_2.pdf
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IS 13073 ( Part 2 ) ‘. 2000
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
DISPLACEMENT MEASURING DEVICES FOR
CONCRETE AND MASONRY DAMS
PART 2 GEODETIC OBSERVATION -CREST COLLIMATION
KS 93.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
June 2000 Price Group 3HydraulicStructures Instrumentation Sectional Committee, WRD 16
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the-Hydraulic
Structures Instrumentation Sectional Committee, had been approved by the Water Resources DivisionCouncil.
Measurements of relative horizontal displacements of points in the interior of a dam provide the fastest, simplest
and direct method of watching the structural behaviour of the damMeasurements of structural deformation over
a considerable period of time (several years) furnishes information regarding the general-elastic behaviour of the
entire structure and foundation and provide a means for determining the elastic shape of the deflected structure
which will permit distinction of load and thermal deflection components and with precise alignment data, provide
for estimating the amount of translation or sliding.
Deflection cycles of remarkable uniformity in amplitude and period become clearly evident from the initiation of
observations if any deviation is apparent. Study of this deviation helps in detecting development of distress
conditions in structure or foundation.
Depending upon the amount and type of related and supporting information available, observations of crest
collimation movable target can be used for ascertaining the elastic and inelastic physical properties of the concrete
or masonry and foundation rocks.
Relative displacements are measured by means of collimators and by the use of plumb lines with pendulums-placed
inside a shaft in the dam. The displacement of the wire is measured normal to and parallel to dam axis in straight
gravity dams.(radial and tangential direction in case of arch dams) with respect to fixed points in the shaft.
Though the measurement of displacement by pendulums is restricted to significant individual points or change of
direction of significant lines, pendulums are the foremost instruments for the observation of behaviour of dam.
In this type of observation of displacement measuring device, a line of sight is established across the dam with a
theodolite on one bank and a fixed target on the opposite bank. Movable target stations are fixed on the crest of the
damin this line of sight. The observations are made at both theodolite and-movable target stations by keeping the
line of sight remaining fixed.
This standard has been prepared in two parts : IS 13073 ( Part 1 ) : 1991 ‘Code of practice for installation,
maintenance and observation of displacement measuring devices in concrete and masonry dams : Part 1 Deflection
measurement using plumb lines’, and Part 2 covers measurement by means of collimators’.
For choice and location of instruments in masonry and concrete dams, reference is invited to IS 7436 ( Part 2 ) : 1997
‘Guide for types of measurement for structures in river valley projects and criteria for choice and location of
measuring instruments : Part 2 Concrete and masonry dams ( first revision )‘.
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
rcunded off value should be the same as that of the specified value in this standard.IS 13073 ( Part 2 ) : 2000
Indian Standard
CODE OF PRACTICE FOR INSTALLATION,
MAINTENANCE AND OBSERVATION OF
DISPLACEMENT MEASURING DEVICES FOR
CONCRETE AND MASONRY DAMS
PART 2 GEODETIC OBSERVATION -CREST COLLIMATION
1 SCOPE of a particular forced centering device, a steel plate
having necessary grooves for convenient fixing of
This standard ( Part 2 ) lays down the details for the
different types of theodolites can also be used. Suitable
installation, maintenance and observation of crest
protective covers with locking arrangements ( similar
collimation movable target for measurement of
to those shown in Fig. 1 ) should also be provided on
horizontal movement of points on the crest of concrete
top of the pillar. For safety of the pillar, alround fencing
or masonry dam.
should be recommended.
2 PRINCIPLE AND CONSTRUCTION
3.2.2 Fixed Target Station
A line of sight should be established across the dam
On the opposite bank and in the line of sight a fixed
with a theodolite on one bank and a fixed target on
target station should be provided. The fixed target
the opposite bank. In this line of sight, movable target
may either be fixed type or mounting type as given
stations should be fixed on the crest of the dam. The
in 3.2.2.2.
observations should be made at both theodolite and
movable target stations. The line of sight remains fixed. 3.2.2.1 Fixed type target
The movable target should be moved and brought to
the line of sight with the aid of a rotating screw. The A stainless steel rod of diameter 25 mm and length
position of the mobile target should be read by means not less than 150 mm should be used for this purpose.
of a micrometer attachment on the mobile target. A hole should be drilled in the rock and this bull’s
Difference of the observed value of the mobile target eye type target should be cement grouted as shown
position from the initial reading gives the displacement in Fig. 2. At outer face two concentric circles should
at the crest of the dam. The displacement should be be engraved. The centre circle and the outer ring should
measured normal to dam axis in straight gravity dams be painted white and the middle ring should be painted
and radial in case of arch dams with respect to fixed black.
line of sight.
3.2.2.2 Mounting type target
3 EQUIPMENT
A needle type target made of brass as shown in
3.1 The various components that constitute the fixed (Fig. 3 ) should be used as a fixed target for establishing
line of sight and equipment for observation of the line of sight. In this case the needle target should
displacement at crest of the dam are as under. be fixed on top of a concrete pillar in a similar way as
explained in 3.2.1. Suitable groove at the centre of
3.2 Fixed Line of Sight
the forced centering plate should be provided for fixing
the needle target. Care should be taken to ensure that
3.2.1 Theodolite Station
the same needle target is always used and the position
Thedolite station should be constructed with reinforced is not changed. A shade made out of M.S. plate and
cement concrete (see Fig. 1). The vertical reinforcement painted black as shown in Fig. 4 may be fixed on the
of the pillar should be fixed below the ground level rear side of the needle target for sharp pointing of the
for futity. target from theodolite.
On top of the pillar, forced centering device suitable Mounting type targets supplied by theodolite
for fixing the theodolite should be embedded. The manufacturers may also be used as fixed targets. This
forced centering device vary with the theodolite and target should have white and black wedges on its
may be procured from the manufacturer. The detailed vertical face with foot screws at the base and may be
instructions given by the manufacturer for erecting levelled. The same target should be used as fixed
the force centering device should be followed. In place target, as far as possible.
1IS 13073 ( Part 2 ) : 2000
PROTECTIVE COVER WITH STEEL PLATE
AND LOCK INQ ARRANGEMENT
(SIZE 42X42 AT TOP 47 X47 BOTT OMT
VERTICAL STEEL. BARS 12 $?a8 N
FORCE CENTERING PLATE
ELEVATION
-
180 w
I
PLAN
All dimensions in millimetres.
FIG. 1 DETAILO F INSTRUMENSTT ATION
3.3 Displacement Measuring of the dam should be finalized. For straight gravity
dam, the points on the dam may~lie in a straght line,
3.3.1 Mobile Target
so that with one theodolite station and one fixed target
Mobile target as shown in Fig.5 should be fixed on station, the displacement of all the points may be
top of a base during observation. The base for taking observed ( see Fig. 6 ). For arch dam one theodolite
this mobile target should be embedded on top of dam station and one fixed target station are essentially
crest in the line of sight. The base is fixed at a lower required for one mobile target station ( see Fig. 7 ).
level than the road level and should be covered with When mobile target stations are located on top of a
suitable M.S. Plate with nuts and bolts or with suitable dam block, in which pendulums are installed,
locking arrangements. observations on the collimation may be correlated to
the observation on the dam pendulums.
4 INSTALLATION
The~stations should be constructed on a firm ground.
4.1 Theodolite and Fixed Target Stafions
M 15 mix may be used for concrete works. Care should
Before fixing the sites for theodolite and fixed target be taken to see that the forced centering device is
stations, the displacement measuring points on top fixed firmly on top of the concrete pillar. The detailedIS 13073 ( Part 2 ) : 2000
CONCENTRIC CIRCLE
ENGRAVED ON FACE --m
.
P I /
L TARGET WITH STAINLESS STEEL
ROD AND FIXED INTO THE ROCK
WITH CEMENT GROUT
iFACE..,,, 1
All dimensions in millimetres.
FIG. 2 FIXED TYPE TARGET
SCREEN PRINTED BLACK 7
262
12
r
MS SHADE
PLAN
All dimensions in millimetres. All dimensions in millimetres.
FIG. ~,DETAIL OF NEEDLE TARGET FIG. 4 DETAILO F SHADE
instructions given by the manufacturer for fixing the should be cut and chiselled. The centre bolt of the
force centering device should be followed. base should be cement grouted carefully. The base
should be embedded at suitable depth from dam top
4.2 Mobile Target Station level, so that the scale reading on the mobile target
may be made easily.
For embedding the base of mobile target, the surface
3IS 13073 ( Part 2 ) : 2000
.__
COVER RESTS ON TOPt
-SECTION TtilS STEEL PLt
BASE PLATE FOR
MOVEMENT
FRONT ELEVATION
v
PLAN
PLAN
All dimensions in millimetres.
FIG. 5 DETAILSO FM OVABLET ARGET
5 OBSERVATIONS on the opposite bank in clamp left position
of the instrument, that is, on one face of the
5.1 The observations are taken in the following steps:
instrument.
1) Theodolite should be set on the fixed centering
2) A mobile target should be fixed on top of the
device ofthe station. The same theodolite should
mobile target station. The face of the mobile
be set up over the station at all times as far as
target should be fixed so that it is perpendicular
possible. The relative position of the footscrews
to the line of sight. This may be done by
on the trivet should be kept constant. The
bringing the rotating drums as shown in
instrument should be levelled very accurately.
Fig. 8 (on top of which the mobile target has
A sighting should be made to the fixed target
been fixed ) to a fixed bearing.
4IS 13073 ( Part 2 ) : 2000
LEGEND
Q INSTRUMENT STATIONS
A FIXEDTARGET STATIONS
m MOBILETARGET STATIONS
FIG. 6 LOCATIONO F MOBILET ARGETS
LEGEND
Ml
M7 MOBILETAGET STATIONS
M8 I
FL1
FL7 FIXED TAGET STATIONS
FL8 I
JR 1
JR7 INSTRUMENT STATIONS
JR8 t
FIG. 7 STATIONLSO CATION
3) Mobile target party should be contacted by a by using the two-way radio or by flag signal
two-way radio or by signalling a flag from the target in coincidence with the line of sight
instrument station. Mobile target may be sighted should be indicated.
by lowering the telescope and focusing the
mobile target correctly. The man at the mobile 4) The micrometer reading of the mobile target
target station may be directed to move the mobile should be recorded at the target location.
target by turning the horizontal motion screw
into the line of sight from the apparent right 5) The mobile target should then be moved and
5IS 13073 ( Part 2 ) : 2000
a tolerance limit. The tolerance limit should be calculated
from the formula d x 6.72 x 10m6in strument station
to mobile target station in the same units of the readings.
If the allowable tolerance is not met, the whole process
of observation should be repeated, till the desired
accuracy is obtained.
ELEVATION k15
6 DATA PRESENTATION
The mean of the two average readings should be
calculated. This data should be recorded in a printed
form, which should be designed to suit the measuring
target. The same should be got printed sufficiently in
advance at the time of commencement of the
observations.
PLAN
7 FREQUENCY OF OBSERVATIONS
All dimensions in millimetres. Weekly observations should be made during the first
FIG.8 ROTATINDGR UM filling of the reservoir after which fortnightly schedule
of reading may be adopted. More frequency schedule
of reading may be adopted when rate of reservoir rise
repeated. Four readings from the apparent
is fast. At least one reading should be obtained for
right should be taken and averaged.
the highest and the lowest reservoir levels attained
6, The face of the theodolite should be changed, every year.
fixed target may be sighted and then the mobile
8 ANALYSIS OF DATA
target, should be brought into coincidence
with the line of sight by moving the mobile Magnitude of dam displacement at crest level should
target from apparent left. The mobile target be obtained by subtracting the initial reading.
should be moved and then brought to line Displacement values so computed should be plotted
of sight. Four readings should be taken and to show the deflected shape of dam at crest level.
averaged. Continuous plots of deflection at various observation
times, with corresponding reservoir level against time
5.2 Checking of the Readings
should be maintained for watching the deflection trend
and behaviour of the dam. This should also be correlated
The difference between the average of the two sets
with the observation on the dam pendulums.
of readings should be calculated. This should be within
6Bureau of Indian Standards
BIS is a statutory institution established under the Burtau ofIndian S’tandardsAcl, 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. WRD 16 ( 182 ).
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: Manaksansth:
Telephones : 323 01 31, 323 94 02, 323 33 75 ( Common to
all offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 323 76 17
NEW DELHI 110002 323 3841
I
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 333377 8864 2969,, 333377 8865 6621
CALCUTTA 700054
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022
1 6600 2308 4235
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 23502 16,2350442
235 1519,23523 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 832 78~91,832 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed at New India Pnnting Press, Khuja, India
|
11532.pdf
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.
IS 11532: 1995 I
Indian; Standard
CONSTRUCTIONANDMAINTENANCEOF
RIVEREMBANKMENTS(LEVEES)-
GUIDELINES
( First Revision )
UDC 627.18.03 (026)
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAFt MARG
NEW DELHI 110002
February 1995 Price Group 2River 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
final&d by the River Training and Control Works Sectional Committee had been approved by River
Valley Division Council.
River embankment (levee) is an artificial bank built along a river for the purpose of protecting adjacent
land from inundation by flood. Such type of structure is also called embankment, levee, ‘stop-bank’, ‘bund
or ‘dyke’ . Construction of embankment to control flood is an age-old practice and is still being followed
due to its proven suitability.
Previously construction and maintenance of river embankments were covered in two Indian Standards,
namely IS 11532 : 1985 ‘Guidelines for construction of river embankments (levees)’ and IS 12028 : 1987
‘Guidelines for maintenance of river embankments (levees)‘. For the convenience of users it was felt
necessaty to amalgamate these two standards and accordingly, the present revision has been taken up.
With the publication of this revised standard, IS 12028 : 1987 ‘Guidelines for maintenance of river
embankments (levees)’ shall stand withdrawn. In this revision some of the provisions given in the earlier
standards have been modified based on the current practices in the iield and experience gained with the
use of the standards in addition to incorporating a table giving approximate values of maximum dry density
and optimum moisture content for different types of soil. Soil classification given in this standard is based
on IS 1498 : 1970 ‘Classification and identification of soils for general engineering purposes cfirsfrevision)‘.IS 11532 : 1995
Indian Standard
CONSTRUCTION AND MAINTENANCE OF
RIVER EMBANKMENTS (LEVEES) -
GUIDELINES
( First Revision )
1 SCOPE 2.2.5 Plan showing borrow areas and the quantity
of materials for different zones of the embankment
This standard covers the guidelines regarding
section should be used for actual construction.
construction and maintenance of river embank-
ments (levees). 2.2.6 The recommended mean distance of the bor-
row pits from the toe of the embankments as well
2 CONSTRUCTION OF EMBANKMENTS
as the depth of borrow pits should generally be as
2.1 Construction of an embankment shoulden- under:
visage, for the sake of economy, maximum utiliza- Distance of Madmum Depth of Borrow
tion of natural unprocessed materials available Borrow Pits Pp
locally. Embankments may be homogeneous or ‘River Side Country Side ’
zoned. They should generally be of compacted roll
m m m
fill at controlled moisture content.
25 to 50 1.0 0.6
Investigation of borrow areas, their location and Over 50 up to 75 1.5 0.6
depth of excavation, foundation preparation, Over 75 up to 100 2.0 0.6
earthwork, compaction, moisture control and slope
2.2.7 In order to obviate development of flow
protection are the important aspects to be carefully
parallel to embankment, cross bars of width eight
attended to during construction.
times the depth of borrow pits spaced at 50 to 60
2.2 Borrow Pits metres centre-to-centre should be left in the bor-
row pits.
2.2.1 Borrow areas should preferably be located on
the river side of the proposed embankment, be- 2.2.8 All borrow areas/pits should be stripped of
cause they get silted up in course of time, whereas the top soil, sod, loam and other objectionable
those located on the countryside remain a per- materials considered unsuitable for use in the
manent disfiguration and are liable to induce or embankment.
aggravate seepage under the embankment, thereby
2.3 Lttboratory Tests
causing increased maintenance problems.
For important and also for embankments higher
2.2.2 For low embankment less than 6 m in height,
than 6 m, representative samples obtained from the
borrow areas should not be selected within 25 m
borrow areas should be tested in the laboratory to
from the toe/heel of the embankment. In case of
determine the engineering properties of soils, such
higher embankment the distance should not be less
as gradation, permeability, plastic limits, shear
than 50 m.
strength, dry density, compaction tests, etc. as given
2.2.3 Preliminary soil investigation may be done in design.
from a few representative auger holes or borrow 2.4 Preparation of Foundation
pits.
The seat of the embankment should be properly
2.2.4 After selection of an area apparently suitable prepared for fill placement. It should be ensured
for borrow pits in accordance with 2.2.1,2.2.2 that all stumps, brush, large roots, top soii and
and 2.2.3, detailed investigations should be under- other objectionable materials are completely
taken for a systematic mapping and determination removed before placement of the fill. Any ridges or
of engineering properties such as gradation, mounds, which are in line of embankment, should
permeability, plastic limits, etc, of the soils in the be loosened by ploughing or stepped or dug or
borrow. provided with V-cut benching at intervals running
1IS 11532 : 1995
parallel to the centre line. The prepared surface The top layer forming the crest of the embankment
should enable proper bond with the fill material to should be suitably graded so that rainwater does not
be placed thereon. accumulate and create maintenance problems.
2.5 Earthwork 2.5.4 Remodelling of Embankments
2.5.1 Embankment Bofile When adding new earthwork to existing embank-
ment, the old bank should first be cut or benched
A complete profile of the embankment with its
into steps with the treads sloping slightly towards
correct height, width and all slopes dressed to true
the centre of the embankment and the surface of
form should be laid by pegs, bamboo posts and
the old work should be wetted so that new earth
strings at 50 m intervals or by actual construction
may adhere to the old. Similarly, junctions should
of the embankment of 3 m length at 150 m intervals.
be made by cutting grips or forks in the side slopes
The actual construction should, however, be done
of the old embankment.
by giving suitable settlement allowances which may
be about 1 to 2 percent of the embankment height. 2.5.5 Incomplete Embankment
2.5.2 Embankment Involving Mechanical In case the whole length is not taken up simul-
Compaction taneously, the incomplete embankment should
have steps not steeper than overall longitudinal
In case of embankment involving mechanical com-
slope of 1 in 5 to permit satisfactory bond with the
paction, the materials free from all organic matter
portion to be taken up iater.
should be compacted in layers of 15 to 20 cm for the
full width of the embankment and carried up 2.6 Compaction
regularly in accordance with embankment section.
2.6.1 The basic criteria of the quality and
All clods should be broken up to a size having not
suitability of the work done is the degree of com-
more than 5 cm diameter. Each layer should be
paction attained. For effective quality control of
properly watered and compacted. The surface
compaction, data on optimum moisture content
should be well graded and crowned in the centre so
and maximum dry density obtained from laboratory
that during rain the surface water is carried rapidly
compaction tests are required. For small embank-
to the slopes of the fill.
ments, in the absence of such laboratory data,
2.5.3 Embankment Involving Manual Compaction values given in Table 1 may be used. The best result
is obtained by spreading materials with a moisture
In case of embankment involving manual compac- content 1 to 2 percent less than the optimum mois-
tion, the layers not exceeding 15 cm thickness ture content in layers of limited thickness and roll-
should be placed slightly sloped towards the centre ing with properly designed rollers with sufficient
of the crest so that rainfall will naturally con- number of passes. Smooth contact surface between
solidate the embankment during the construction. successive layers should be avoided and unifor.m
The materials should be free from organic matter. density throughout the fill should be achieved.
Table 1 Approximate Vnlues of Maximum Dry Density and Optimum Molsture Content for
Different Types of Soils
Soil Proctor Compaclion
Classification - -
MaximumfDy Density Optimum Ghurc Content
%em percent
(1) (2) (3)
GW >1907 C13.3
GP ~1.762 <12.4
GM > 1.826 C14.5
GC > 1.843 < 14.7
SW l.W7 5 0.08 13.3 + 2.5
SP 1.762 2 0.032 12.4 ? I.0
SM 1.826 r?r 0.016 14.5 + 0.4
SM-SC 1.907 2 0.010 12x t 0.s
SC 1. X42 -’ 0.010 14.7 k 0.4
ML I .6SO2 0.016 10.2 r 0.7
CL 1.73) 2 O.Olh 10.x + 0.7
MH I .:s1 4 ? O.OM 30.3 * 3.2
CII I.500 Y!0I .0.32 25.5 e 1.2
NOTE --f Envy indicate ‘10 percent conlidcncc linrils o! lhe avcragc vahc.
2IS 11532 : 1995
2.6.2 Compaction of each layer of fill materials the structure of the embankment when shaken by
should proceed in systematic, orderly and con- wind storm which, in turn, causes cracks and leaks.
tinuous manner so as to ensure the specified Shrubs, thorny bushes and short grass growing on
coverage by the compactors. Sheepfoot roller or the slopes of embankments provide good protec-
tamping type roller is generally accepted as the best tion against erosions, wave wash and stray cattle.
available means of ensuring proper compaction for Generally the side slopes and 0.6 metre width in top
average type embankment material. The accept- from the edges of the embankments should be
able limit of compaction as compared to the dry turfed with grass sods and this turfing should extend
density at optimum moisture content would beyond the toe to country-side and the river side by
depend on the desired shear strength for the 6.0 metres and 3.0 metres respectively.
stability of side slopes. For mechanical compaction
3 MAINTENANCE
the minimum compaction should be 90 percent and
3.1 Proper maintenance of embankments is ex-
for manual compaction 85 percent. Adequate
tremely important as breaches in them can be dis-
quality control and field tests are needed to ensure
astrous and may cause even greater damage than
this.
the inundation by the floods where no embank-
2.6.3 If the soil is granular with practically no ments are provided. The maintenance work can be
cohesion, road rollers are considered quite ade- divided into 2 parts:
quate for compaction.
a) Pre-monsoon maintenance, and
2.6.4 Those parts of the fill which cannot be b) Monsoon maintenance.
reached by rolling equipment should receive
3.1.1 Pre-monsoon Maintenance
equivalent manual compaction or mechanical
3.1.1.1 Existing embankments have to be repaired
tampers. Particular care should be taken for
or reconditioned to the original designed section in
suitable compaction and jointing of embankments
advance for their efficient performance during the
with the structures.
ensuing monsoons. The free board may be checked
2.7 Moisture Control for Mechanical Compaction up for any rise in the bed level of the river or other
constrictions which may result in higher design
2.7.1 Proper moisture control of the material is
flood level and provided/maintained accordingly.
very important in order to ensure proper compac-
tion. Materials may be conditioned to the desired 3.1.1.2 All hollows and depressions in the
moisture content either at the site of excavation, on embankment’s section, wherever existing, should
the embankment or under same condition at both be made up with rammed earth after clearing the
the borrow pit and during placement. It is necessary site of all loose and vegetal materials. Where the
that some rapid and convenient methods be top material is sandy or silty, it is desirable to
employed to determine whether or not the provide a cover of soil containing 10 to 15 percent
materials have the desired moisture content as they of clay well rammed or rolled.
are placed on embankment.
3.1.1.3 A register of leaks should be maintained
2.7.2 The penetration resistance needle, which indicating the location and action taken during the
makes use of the penetration resistance-moisture monsoon period. The leaks, which could not be
relation for the material being placed, is very useful fully treated during the monsoon period, should be
for the purpose. It is desirable to establish field attended to immediately afterwards. Such leakage
laboratories to carry out tests in the field while sites should be opened in the full width of the
compaction operation goes on. embankment taking care to trace to its upstream
ends, and then be refilled with good earth in 15
2.8 Slope Protection
centimetre layers, watered and rammed, the old
The surface protection of embankment against ac- earth being stepped or benched back at the sides
tion of rain and wind is usually achieved by turfing. and new earthwork properly bonded and interlock-
In case of embankment using non-cohesive ed into the old.
material, a cover of 0.3 to 0.6 m thick cohesive
3.1.1.4 Rodents and other animals make holes,
material can be given. Since velocities along river
cavities and tunnels through and under embank-
side slopes of embankment are expected to be low,
ments. These are sources of danger causing leakage
no slope protection may ordinarily be required and
and excessive seepages which may give rise to
turfing on both sides may suffice. If river action is
serious breaches during flood period. Such holes
more severe, suitably designed slope protection
should be carefully located, examined, provided
should be adopted.
with an inverted filter, filled with earth and
2.8.1 The planting of trees on embankment should rammed. Alternatively such holes should be filled
not be permitted because their roots tend ta loasen with well rammed stiff clay.
3IS 11532: 1995
3.1.1.5 All the masonry works should be carefully finally receeds from the embankment. During this
inspected to detect if there is any danger of seepage period, inspection by senior officials should be car-
of water along the planes of contact between the ried out systematically and all the concerned of-
earth and masonry. The earth adjacent to the ficers and staff should remain alert to meet any
masonry work should be laid in 15 cm layers, emergent situation.
watered and compacted, and brought to the design
3.1.2.2 Special vigilance is necessary in the
section.
countryside of the embankment to detect any for-
3.1.1.6 For embankments which were severely mation of boils due to seepage. This should be
threatened by erosion during the previous mon- immediately attended to by providing loading berm
soon, revetment/rip rap or other river training to counter balance exit gradient. A suitable filter
works should be separately examined. Where material may be placed around the boil below the
stones or bricks, etc, are costly, cheaper means like loading berm to arrest fines in seepage water.
brushwood matting, etc, may be used. In case of
3.1.2.3 Water may seep through a sand stratum
wave action, pitching should be taken at least
under the levee and emerge on the countryside in
Cl.3m etre above the maximum height of wave ex-
the form of bubbling springs. Under these condi-
pected.
tions, a stream of water bursts through the ground,
carrying with it sand which then settles around the
3.1.1.7 Approach roads and also top of embank-
edge of the hole. These sandboils may be as large as
ments, wherever they are designed to carry
1 to 1.3 metres in diameter and may occur from 13
vehicular traffic, as well as ramps provided for in-
to 100 metres from the levee or even further away.
spection and maintenance should be kept in good
condition so that they serve the purpose of As a protective measure embankments of earth
transport of materials and inspections both during filled sacks may be built around them thus ponding
the pre-monsoon and monsoon periods. No habita- the water and creating a head on the countryside
tion should be permitted on the embankments. sufficient to stop the flow of silt through minimis-
ing the effective head of water. If other boils take
3.1.1.8 All departmental vehicles, boats and
place outside this encircling embankment, it may
launches should be kept operational.
be necessary to construct sub-levees around the
3.1.1.9 AH sluice gates, regulation gates and valves area containing such sand-boils.
should be properly greased, oiled and treated.
3.1.2.4 To prevent the water from overtopping and
washing out a portion of the levee, a dowel at the
3.1.1.10 All tools and equipment including torch
river side of the top of the embankment with
lights, hurricane lamps, spades, etc, and flood fight-
sand/earth filled bags may be provided.
ing articles as well as materials for erecting tern-0
porary sheds at the work sites for workers should The bags should be filled half full only so that they
be arranged and stored in suitable places. will fit closely against each other. Sand should not
be used for ft!lliig the sacks, if clay or loamy soil is
3.1.1.11 Proper communication system should be
available. In case of emergency, the material may be
installed for quick transmission of messages to the
taken from the back slope of the levee much above
concerned authorities.
the hydraulic gradient line with respect to maxi-
3.1.2 Maintenance During Monsoon mum flood level.
3.1.2.1 During monsoon, prompt maintenance of 3.1.2.5 Repair of rain cuts in the embankment,
the embankment is required as the flood water of stacking of material and machinery required for
river threatens the safety of the embankment most- repairing, putting the top of embankment in order,
ly during this period. This is all the more important etc, should also be made. Scouring and eroding
in case of new embankments and also in case of behaviour of the river should also be carefully
those reaches of old embankments where breaches watched for taking necessary precautionary
occured in the past. The establishment required to measures. In this way, by means of proper vigilance
be engaged for proper maintenance of an embank- and timely action for repair works, flood disaster
ment will vary depending upon importance of the can be reduced to a great extent.
embankment and behaviour of the river. As soon as
3.1.2.6 All information connected with rising flood
water touches the embankment and river shows
water level and flood situation should be passed on
rising trend of its water level, round the clock
to concerned higher authorities to enable them to
patrolling should start by the establishment
take safety measures in time.
engaged for this purpose and continue until water
4Bureau of Indian Standards
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harmonious development of the activities of standardization, marking and quality certification of goods
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Review of Indian Standards
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referring to the latest issue of ‘BIS Handbook’ and ‘Standards Monthly Additions’.
This Indian Standard has been developed from Dot : No. RVD 22 ( 134 )-
Amendments Issued Since Publication
Amend No. Date of Issue TextA ffected it
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2386_5.pdf
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IS:a3&i(PartV)-1963
;. \t- b3’
: Gait: . . . . . . . . . . ....‘,, /$ y/.’ /Indian Standard
I
METHODS OF TEST
1
FOR CONCRETE /
1
PART V SOUNDNESS !
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
SHRI K. K. NAMBIAR The Concrete Association of India, Bombay
Members
SHRI K. V. THADANEY ( Alternate to
Shri K. K. Nambiar )
SHRI K. F. ANTIA M. N. Dastur & Co. Private Ltd., Calcutta
SHRI P. S. BHATNA~AR Bhakra Dam Designs Directorate, New Delhi
DR. I. C. DOS M. PAIS CIJDDOU Central Water I_%P ower Commission ( Ministry of
Irrigation t Power )
SHRI Y. K. MURTHY ( Alternate )
SHRI N. D. DAFTARY Khira Steel Works Private Ltd., Bombay
SHRI N. G. DEWAN Central Public Works Department
SUPER~ETENDIN~E NGINEER,
END CIRCLE( Alternate )
DR. R. R. HATTIBNQADI The Associated Cement Companies Ltd., Bombay
SHRI V. N. PAI ( Alternate )
SHRI P. C. HAZRA Geological Survey of India, Calcutta
JOINT DIRECTOR STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways )
ASSISTANTD IRECTORS TAND-
ARDS ( B & S ) ( Alternate )
SHRI S. B. JOSHI S. B. Joshi & Co. Private Ltd., Bombay
&RI M. M. LAL U. P. Government Cement Factory, Churk
SHRI B. N. MAJU~DAR Directorate General of Supplies 8~D. isposals ( Minis-
try of Economic t Defence Co-ordination )
SHRI P. L. DAS ( Alternate )
PROF. S. R. MEHRA CentrD;;hyd Research Institute ( CSIR ), New
SRRI N. H. MOHILE The Concrete Association of India, Bombay
SHRI S. N. MUKERJI Government Test House, Calcutta
SHRI N. C. SEN GUPTA ( Alternate )
SHRI ERACH A. NADIRSHAH Institution of Engineers ( India ), Calcutta
SHRI C. B. PAT& National Buildings Organisation ( Minist,ry of
Works, Housing & Rehabilitation )
SHRI RABINDER SINC+H (Alternate)
PR0F.G. S.RAMASWAMY Cent~~or~~~lding Research Institute ( CSIR ),
SHRIK. SIVAPRASAD( Alternate)
SHRI T. N. S. RAO Gammon India Limited, Bombay
SHRI S.R. PINHEIRO (Alternate)
( Continued on page 2)
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 MATHURA ROAD
NEW DELHI 1is.2 23&l (RR* V:) - 1%3
( Cot&wed from page 1)
Members _ Representing
REPRESENTATIVE Martin Burn Ltd.. Calcutta
SHRI NIHAR CnANDnA ROY Dslmia Cement ( Bharat ) Ltd., Calcutta
SECRETARY Central ‘Board of Irrigetion & Power ( Ministry of
Irrigation & Power )
BRIG G. S. SIHOTA ’ Engineer-in-Chief’s Branch, Army~Headquarters
SHRI R. S. MEIIANDRU ( Alternate )
DR. BH. SUBBARAJU Indian Roads Congress, New Delhi
SHRI J. M. TREHAN Roads Wing, Ministry of Transport & Communi-
cations
SHRI N. H. KESWANI ( Alternute )
DR. H. C. VISVESVABAYA, Director, IS1 ( Ex-officio Member )
Deputy Director ( Bldg )
Secretary
SHRI A. PRITHIVI RAJ
Extra Assistant Director ( Bldg ), IS1
Concrete Subcommittee, BDC 2 : 2
Convener
Saab S . B . JOSHI S. B. Joshi & Co. Private Ltd., Bombay
Members
ASSISTANT DIRECTOR STAND- Resee& Designs & Standards Organization
ARDS ( B & S ) ( Ministry of Railways )
SHRI N. H. BHAQWANANI Engineer-in-Chief’s Branch, Army Headquarters
DR. I. C. DOS M. PAIS CUDDOU Central Water & Power Ccmmission (Ministry of
Irrigation & Power )
SHRI Y. K; MURTHY ( Alternate )
SHRI P. I,. D_4s Directorate General of Supplies & Disposals
ii::7 of Economic & Defence Co-ordina-
SHR~ B. N. MAJUMDAR ( Alternate )
DIRECTOR Engineering Research Laboratory, Hyderabad
SHRI V. N. GUNAJI Mahsrashtra Public Works Department
SHRI M. A. HAFEEZ National Buildings Orgrtnisation ( Ministry of
Works, Housing & Rehabilitation )
SHRI B. S. SHIVAMURTHY ( Alternate )
SHRI C. L. HANDA Central Water & Power Commission ( Ministry of
Irrigation & Power )
Sam P. C. HAZRA Geological Survey of India, Celoutta
SHRI K. K. NAMBJAR The Concrete Association of India, Bombay
SHRI C. L. N. IYEN~AR (Alternate )
DR. M. L. PURI Central Road Research Institute ( CSIR ), New
Delhi
PROF. G. S. RAMASWAMY Cent;lArz3ilding Research Institute ( CSIR ),
SHRI K. SIVA PRASAD ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd., Bombay
SHRI S. R. PINHEIRO ( Alternate )
SUPERINTENDING ENGINEER, Central Public Works Department
2ND CIRCLE
SHRI 0. P. GOEL ( Alternute )
SHRI J. M. TRE~AN Roads Wing, Ministry of Transport & Communica-
tions
SRRI R. P. SI~KA ( AIternate )
SHRI H. T. YAN Braithwaite Burn & Jessop Construction Co. Ltd.,
Calcutta
a
._ :Ist2386(PartV)-1191911
Indian Standard
METHODS OF TEST
. FOR AGGREGATES FOR COWCRETE
PART V SOUNDNESS
0. FOREWORD
0.1T his IndianStandard (Part V) was adopted by the Indian Standards
Institution on 13 September 1963, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Building
Division Council.
0.2 One of the major contributing factors to the quality of concrete is the
quality of aggregates used therein. The test methods given in this standard
are intended to assist in assessing the quality of aggregates. In a given
situation, for a particular aggregate, it may not be necessary to assess all
the qualities, and therefore it is necessary to determine beforehand the
purpose for which a concrete is being used and the qualities of the aggregate
which require to be assessed. Accordingly, the relevant test methods may
be chosen from amongst the various tests covered in this standard. For the
convenience of the users, the test methods are grouped into the following
eight parts of Indian Standard Methods of Test for Aggregates for Concrete
( IS : 2386 - 1963):
Part I Particle Size and Shape
Part II Estimation of Deleterious Materials and Organic
Impurities
Part III Specific Gravity, Density, Voids, Absorption and
Bulking
Part IV Mechanical Properties
Part V Soundness
Part VI Measuring Mortar Making Properties of Fine Aggregate ,
Part VII Alkali Aggregate Reactivity
Part VIII Petrographic Examination
0.3 The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of concrete specialists,
testing authorities, consumers and technologists and has related the
standard to the practices followed in this country. Further, the need for
international co-ordination among standards prevailing in different countries
3IS :23S6 (-Part V ) - 1963
of the world has also been recognized. These considerations led the
Sectional Committee to derive assistance from C88 - 61T Tentative Method
of Test for Soundness of Aggregates by Use of Sodium Sulphate or Magne-
sium Sulphate issued by American Society for ,Testing and Materials.
0.4 Wherever a reference to any Indian Standard appears in this method,
it shall be taken as a reference to its latest version.
0.5 For the purpose of deciding whether a particular requirkment 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.
0.6 This standard is intended chiefly to cover the technical provisions
of
relating to testing aggregates for concrete, and it does not include all the
necessary provisions of a contract.
I. SCOPE
1.1 This standard (Part V > covers the method of test to determine the
resistance to disintegration of aggregates by saturated solutions of sodium
sulphate or magnesium sulphate.
NOTE- This test furnishes information helpful in judging the soundness of
aggregates subject to weathering action, particularly when adequate information is
not available from service records of the material exposed to actual weathering
conditions. Attention is called to the fact that test results by the use of the two
salts differ considerably, and care shall be exercised in fixing proper limits in any
specification which may include requirements for these tests.
2. APPARATUS
2.1 Sieves - Sieves of the following sizes, having square openings, comp-
lying with the requirements specified in IS : 460 - 1962 Specification for Test
Sieves (Revised ) shall be used:
Fine Series Coarse Series
150 microns 8.0 mm
10 mm
300 microns 12.5 mm
16 mm
600 microns
20 mm
l-18 mm 25 mm
31.5 mm
2.36 mm
40 mm
4.00 mm 50 mm
63 mm
475 mm 80 mm
4IS:2386(PaktV)-1963
2.2 Containers - Containers for immersing the samplei of aggregate in
the solution, in accordance with the procedure described in this method,
shall be perforated in such a manner as to permit free access of the solution
to the sample and drainage of the solution from the sample without loss of
aggregate. Arrangements shall also be available to ensure that the volume
of the solution in which samples are immersed shall be at least five times
the volume of the sample immersed at any one time.
NOTE - Baskets made of suitable wire mesh or sieves with suitable openings are ,
~ satisfactory containers for the samples.
2.3 Temperature Regulation - Suitable means for regulating the
temperature of the samples during immersion in the sodium sulphate or
magnesium sulphate solution shall be provided.
2.4 Balances - For weighing fine aggregate, a balance having a capacity
of not less than 500 g, sensitive to at least 0.1 g, shall be used; for weighing
coarse aggregate, a balance having a capacity of not less than 5 000 g,
sensitive to at least one gram, shall be used.
2.5 Drying Oven - The drying oven shall be capable of being maintained
between 105” and 110°C and the rate of evaporation, at this range of
temperature, shall average at least 25 g/h for four hcurs during which
period the doors of the oven shall be kept closed.
NOTE -- This rate shall be determined by the loss of water from 1-litre low-form
beakers each initially containing 500 g of water at a temperature of 27” f 2°C
placed at each corner and centre of each shelf of the oven. The evaporation
requirement is to apply when the oven is empty except for the beakers of water.
3. REAGENTS
3.1 Sodium Sulphate Solution - Saturated solution of sodium sulphate
shall be prepared by dissolving sodium sulphate, technical grade, confor-
ming to IS : 255 - 1950 Specification for Sodium Sulphate, Anhydrous,
Technical, or an equivalent grade of the salt of either the anhydrous
(Na,SO,) or the crystalline ( Na,S04.10H,0)* form in water at a
temperature of 25” to 30°C. Sufficient salt ( see Note ) shall be added to
ensure not only saturation but aIso the presence of excess crystals when the
solution is ready for use in the tests. The mixture shall be thoroughly
stirred during the addition of the salt and the solution shall be stirred at
frequent intervals until used. The solution shall be cooled to a temperature
of 27” & 2°C and maintained at that temperature for at least 48 hours
before use. The solution shall be thoroughly stirred immediately before
*Experience with the test method indicates that a grade of sodium sulphate
designated by the trade as dried powder, which may be considered as approxima-
tely anhydrous, is the most practical for use. That grade is more economically
available than the anhydrous form. The decahydrate sodium sulphate presents
difRculties in compounding the required solution on account of its cooling effect on the
solution,ISIt 2386 ( Part V ) - 1963
use and salt cakes, if any, shall be broken and the specific gravity shall be
determined. When used, the solution shall have a specific gravity of not
less than l-151 and not greater than 1,174. Discoloured solution shall be
discarded, or filtered and checked for specific gravity.
NOTE -For making up the solution, 350 g of anhydrous salt or 1 150 g of the
decahydrate salt per litre of water are sufficient for saturation at 28’C. However
since these salts are not completely stable and since it is desirable that an excess of
crystals be present, the use of not less than 420 g of the anhydrous salt or 1 300 g of
the decahydrate salt per litre of water is recommended.
3.2 Magnesium Sulphate Solution - The saturated solution of magne-
sium sulphate shall be made by dissolving magnesium sulphate, technical
grade, conforming to IS : 257 - 1950 Specification for Magnesium Sulphate
(Epsom Salt ), Technical, or an equivalent grade of the salt of either the
anhydrous ( MgSO, ) or the crystalline ( MgS0,.7H,O ) ( epsom salt ) form
in water at a temperature of 25” to 30°C. Sufficient quantity of salt
( see Note ) shall be added to ensure ‘saturation and the presence of excess
crystals when the solution is ready for use in the tests. The mixture shall
be thoroughly stirred during the addition of the salt aud the solution shall
be stirred at frequent intervals until used. The solution shall be cooled to
a temperature of 27” & 1°C and maintained at that temperature for at least
48 hours before use. The solution shall be thoroughly stirred immediately
before use and salt cakes, if any, shall be broken up and the specific gravity
shall be determined. When used, the solution shall have a specific gravity
of not less than 1.295 and not more than 1.308. Discoloured solution shall
be discarded, or filtered and checked for specific gravity.
NOTE - For making up the solution, 400 g of anhydrous salt or 1 400 g of the
heptahydrate per litre of water are sufficient for saturation at 28°C. However,
since these salts are not completely stable, with the hydrous salt being the more
stable of the two, and since it is desirable that an excess of crystals be present, it is
recommended that the heptahydrate salt be used and in an amount of not less than
1 600 g per litre of water.
4. SAMPLES
4.1 Fine Aggregate - Fine aggregate for the test shall be passed through
a lo-mm IS Sieve. The sample sh@l be of such a size that it will yield not
less than 100 g of each of the following sizes, which shall be available in
amounts of 5 percent or more, expressed in terms of the following sieves:
Passing IS Sieve Retained on IS Sieve
608micron 300-micron
1*18-mm 600-micron
2*36-mm 1.18-mm
&75-mm 2.36mm
IO-mm 4*75-mm
6IS:2386(PartV)-1963
4.2 Coarse Aggregate - Coarse aggregate for the test shall consist of
material from which sizes finer than 475mm IS Sieve have been removed;
such sizes shall be tested in accordance with the procedure for fine aggre-
gate. The sample shall be of such a size that it will yield not less than the
following amounts of the different sizes, which shall be available in amounts
of 5 percent or more:
Size Yield
( Square-Hole Sieves )
10 mm to 4.75 mm 300 g
20 mm to 10 mm 1 000 g
consisting of:
12.5 mm to 10 mm 33 percent
20 mm to 12.5 mm 67 percent
40 mm to 20 mm 1 500 g
consisting of:
25 mm to 20 mm 33 percent
40 mm to 25 mm 67 percent
63 mm to 40 mm 3 000 g
consisting of:
50 mm to 40 mm 50 percent
63 mm to 50 mm 50 percent
80 mm and larger sizes by 20 mm
spread in sieve size, each fraction 3 000 g
4.3 All-h-Aggregate - All-in-aggregate shall be separated in two major
fractions, finer than 4.75 mm and coarser than 4.75 mm. The former shall
be dealt with as fine aggregate and the latter as coarse aggregate.
NOTE -It shall be noted that testing closely sized aggregates, such as these
constitutes a more severe test than testing a graded aggregate, and this fact should
be taken into account while specifying limits in specifications.
4.4 Should the samples contain less than 5 percent of any of the sizes
specified in 4.1 or 4.2, that size shall not be tested, but, for the purpose of
calculating the test result, it shall be considered to have the same loss in
sodium sulphate or magnesium sulphate treatment as the average of the
next smaller and the next larger size, or if one of these sizes is absent, it
shall be considered to have the same loss as the next larger or next smaller
size, whichever is present. When the 20 mm to 10 mm, 40 mm to 20 mm
or 63 mm to 40 mm test samples specified in 4.2 cannot be prepared due to
the absence of one or two sizes of aggregate shown for each, the size
available shall be used to prepare the sample tested.
5. PREPARATION OF TEST SAMPLE
5.1 Fine Aggregate - The sample of fine aggregate shall be thoroughly
washed on a 300-micron IS Sieve, dried to constant weight at 105” to 11 0°C
716:2386(PartV)-1963 .
and separated into different sizes by sieving as follows:
Make a rough separation of the graded sample by means of a nest of
the,sieves specified in 4.1. From the fractions obtained in this manner,
select samples of sufficient size to yield 100 g after sieving to refusal.
(In general, a 110 g sample will be sufficient.) Fine aggregate
sticking in the meshes of the sieves shall not be used in preparing
the samples. Samples of 100 g shall be weighed out of each of
the separated fractions after final sieving and placed in separate
containers for the test.
5.2 Coarse Aggregate - The sample of coarse aggregate shall be
thoroughly washed and dried to constant weight at 105°C to 110°C and
shall be separated into different sizes shown in 4.2 by sieving to refusal.
The proper weight of sample for each fraction shall be weighed out and
placed in separate containers for the test. In the case of fractions coarser
than the 20-mm IS Sieve, the number of particles shall also be counted.
6. PROCEDURE
6.1 Storage of Samples in Solution - The samples shall be immersed
in the prepared solution of sodium sulphate or magnesium sulphate for
not less than 16 hours nor more than 18 hours in such a manner that the
solution covers them to a depth of at least 15 mm (see Note ). The con-
tainers shall be covered to reduce evaporation and prevent the accidental
addition of extraneous substances. The samples immersed in the solution
shall be maintained at a temperature of 27” & 1°C for the immersion
period.
NOTE - Suitably weighted wire grids placed over the sample in the containers
will permit this coverage to be achieved with very light aggregates.
6.2 Drying Samples After Immersion -After the immersion period,
the aggregate sample shall be removed from the solution, permitted to drain
for 15 f 5 minutes, and placed in the drying oven. The temperature of the
oven shall have been brought previously to 105” to 110°C. The samples
shall be dried to constant weight at this specified temperature. During
the drying period, the samples shall be removed from the oven, cooled
to room temperature and weighed at intervals of not less than 4 hours nor
more than 18 hours. Constant weight may be considered to have been
achieved when two successive weights for any one sample differ by less than
0.1 g in the case of fine aggregate samples, or by less than 1.0 g in the case
of coarse aggregate samples. After constant weight has been achieved the
samples shall be allowed to cool to room temperature, then they shall again
be immersed in the prepared solution as described in 6.1.
6.3 Number of Cycles - The process of alternate immersion and drying
shall be repeated until the specified number of cycles as agreed to between
the purchaser and the vendor is obtained.
87. QUANTITATIVE BCAMINATION
7.1 The quantitative examination (see Note) shall be made as follows:
a) After the completion of the final cycle and after the sample has
cooled, the sample shall be washed free from the sodium sulphate
or magnesium sulphate as determined by the reaction of the wash-
I
water with barium chloride ( BaCl, ).
b) After the sodium sulphate or magnesium sulphate solution has been
removed, each fraction of the sample shall be dried to constant !
weight at 105” to 1 10X, and weighed, Fine aggregates shall be J :
sieved over the same sieve on which it was retained before the test,
and coarse aggregate over the sieve shown below for the appropriate
size of particle:
Size of Aggregate Sieve Used to
Determine Loss
63 mm to 40 mm 31.5 mm
40 mm to 20 mm 16 mm
20mmto 10mm 80 mm
10 mm to 475 mm 4.00 mm
NOTE-In addition to the procedure described in (a) and (b), it is suggested that
additional information of value will be obtained by examining each fraction visually
in order to determine whether there is any evidence of excessive splitting of the
grains. It is also suggested that additional information of value will be obtained
if, after treating each separate fraction of the sample as described in (b), all sizes,
including detritus, are combined and a sieve analysis made using sieves of the
following sizes:
150,300 and 800 micron, 1*18,2*36, 4.75, 10,20,40, and 80 mm.
The results of the sieve analysis shall be recorded as cumulative percentages
retained on each sieve.
8. QUALITATIVE EXAMINATION
8.1 Fractions of samples coarser than 20 mm shall be examined qualjta-
tively after each immersion and quantitatively at the completion of the test.
8.2 The qualitative examination and record shall consist of two parts, (a)
observing the effect of the action (see Note ) by the sodium sulphate
or magnesium sulphate solution and the nature of the action, and (b)
counting the number of particles affected.
NOTE--Many types of actions may b,e expected. In general, they may be
classified as disintegration, splitting, crumbling, cracking, flaking, etc.
While only particles larger than 20 mm in size are required to be examined
qualitatively, it is recommended that examination of the smaller sizes be also made
in order to determine whether there is any evidence of excessive splitting.
9. REPORTING OF RESULTS
9.1 The report shall include the following data:
of
a) Weight of each fraction each sample before test.IS:2386(PartV)-1963
b) Material from each fraction of the sample finer than the sieve on
which the fraction was retained before test, expressed as a percen-
tage by weight of the fraction.
c) Weighted average calculated from the percentage of loss for each
fraction, based on the grading of the sample as received for exami-
nation or, preferably, on the average grading of the material from
that portion of the supply of which the sample is representative.
In these calculations sizes finer than the 300-micron IS Sieve shall
be assumed to have zero percent loss.
In the case of particles coarser than 20 mm before test, (1) the
number of particles in each fraction before test, and (2) the number
of particles affected, classified as to number disintegrating, splitting,
crumbling, cracking, flaking, etc.
4 Character of solution ( sodium sulphate or magnesium sulphate ).
9.2 A recommended form for recording of test data is given in Table I.
Test values given are for illustration and these may be appropriate for
either salt depending on the quality of the aggregate.
TABLE I SUGGESTED FORM FOR RECORDING SOUNDNESS TEST DATA
( With Illustrative Test V+dues )
SIEVE SIZE GRADINQO F WEIUHT OF PERCENTAQE WEIGHTED
~___--L--_-~ ORIGINAL TEST FRAC- PAsSINo AVERMXG
Passing Retained SAMPLE TIONSB E- FINER SIEVE (CORRECTED
on PERCENT FORE TEST AFTER TEST PERCENT
( ACTUALPER- Loss)
CENTLOSS)
(1) (2) (3) (4) (5) (6)
Soundness Test for Fine Aggregate
150micron - 5’0 - - -
300 1, 150 micron 11.4 - --
600 300 ,, 26.0 100 z2 1.09
l*li)‘mm 600 25’2 100 4.8 1.21
2’36 ,: I*lgmm 17.0 100 8.0 1.36
4’75 ,, 2.36 ,, 10’8 100 11.2 1.21
10 mm 4’75 ,, 4’6 - 11*2* 0,52
Total - 100.0 400 - 5’39
- - - ---~. -_- ..___._~
Soundness Test for Coarse Aggregate
63 mm 40 mm 20’0 3 ooot 4.8 0’96
40 ,, 20 ,? 45.0 1500t 8’0 3.60
20 ,, 10 ,, 23.0 _1 ooot 9’6 2.20
10 I, 4’75 ,, 12’0 300t 11.2 1.34
Total -- 100.0 5 800 - 8’10
*The percentage loss ( 11’2 percent ) of the next smaller size is used as the per-
centage loss for this size, since this size contains less than 5 percent of the original
sample as received ( see 4.4 ) .
tMinimum amounts; larger samples may be used.
10
|
10788_1.pdf
|
IS : 10788 ( Part 1) - 1984
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF DIVERSION WORKS
PART 3 CELLULAR COFFER DAMS
Diversion Works Sectional Committee, BDC 51
Chairman Representing
SHRI 0. P. DATTA Bhakra Beas Management Board, Chandigarh
Members
SHRI R. N. BANSAL (Alternate to
Shri 0. P. Datta )
SHRI A. K. BHASIN. ’ Bhakra Management Board, Nangal Township
SHRI N. L. GOEL ( Alternate >
CHIEF ENGINEERt T. D. D. ) Irrigation Department, Government of Puni_a b.
Chandigarh
DIRECTOR( T & S > ( T. D. 0. ) ( Alteraate )
DIRECTOR ( B & CD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( B & CD-I ) ( Alternate )
SHRI N. C DUGGAL Concrete Association of India, Bombay
SHRI J. N. SUKIIADWALA( Alternate )
SHRI JAGDISH MOHAN GARG Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI N. K.~GUPTA ( Alternate )
SHRI S. L. GUPTA National Hydro-electric Power Corporation
Ltd, New Delhi
SHRI V. K. GUPTA Engineer-in-Chief’s Branch. Ministry of Defence.
- New Delhi
SHRI GOPAL KRISHNA ( Alternate )
SHRI S. M. JOSHI Gammon India Ltd, Bombay
SHRI H. D. MATANGE( Alternate )
SHRI P. V. NAIK The Hindustan Construction Co Ltd, Bombay
SHRI M. V. S. IYENGAR( Alternate )
SHRI C. B. PATEL M. N. Dastur & Co Pvt Ltd. Calcutta
SHRI M. R. S. RAGHAVAN National Projects Construction Corporation +
Ltd, New Delhi
SHRI S. K. GUPTA ( Alternate )
SHRI P. V. RAGHAVENDRAR AO Andhra Pradesh Engineering Research Labora-
tories, Hyderabad
SHRI M. A. RAHEEM( Alternate )
( Continued on page 2 )
@ Copyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 10788 ( Part 1 ) - 1984
( Continued from page 1 )
Members Representing
SHRI K. RAMACHANDRAN Public Works and Electricity Department,
Government of Karnataka, Bangalore
SHRI S. R. SUBBA RAO ( Alternate )
SHRI 0. P. SABLOK Public Works Department, Government of
Himachal Pradesh, Dharamsala
SHRI P. C. SAXENA Central Water and Power Research Station,
Pune
SHRI N. V. PRAHLAD ( Alternate )
SENIOR ENGINEER Ministry of Railways
SUPERINTENDING ENGINEER Irrigation Department, Government of
Maharashtra, Bombay
SUPERINTENDING ENGINEER Public Works Department, Government of
Tamii Nadu, Madras
EXECUTIVE ENGINEER ( Alternate )
SHRI G. VENKATESULU Ministry of Shipping and Transport (Roads
Wing ), New Delhi
SHRI M. V. SHASTRI ( Alternate )
SHRI G. RAMAN, Director General, IS1 (Ex-oficio Member )
Director ( Crv Engg )
Secretary
SHRI HEMANT KUMAR
Assistant Director ( Civ Engg ), IS1
2IS :10788( Part 1) - 1984
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF DIVERStON WORKS
PART 1 CELLULAR COFFER DAMS
0. FOREWORD
0.1T his Indian Standard ( Part 1 > was adopted by the Indian Standards
Institution on 30 January 1984, after the draft finalized by the Diversion
Works Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 Prior to the commencement of actual construction of any work
under water, it becomes obligatory in most cases, to exclude temporarily
water from the proposed work area during the construction period, so
as to permit the work to be done in the dry or semi-dry condition. An
efficient scheme of diverting water away from the work area should be
capable of limiting the seepage into the work area to a minimum
( generally limited to 0’5 cumecs ) so that the work area can be kept dry.
0.3 A temporary diversion scheme essentially consists of :
a) coffer dam(s) built across a part or full width of the water
way to divert water away from the work area;
b ) works to transfer the diverted water from upstream to the
downstream of the work area without affecting the same, such
as :
1) diversion through (construction ) sluices in the main
work,
2) diversion by one or more tunnels along the side of the
main work area,
3) diversion through low level blocks of the main structure
left for the purpose or through channels excavated outside
the main structure, and
4) secluding part of the work area for construction and
allowing the river to flow through the remaining work
area ; and
c ) coffer dam built to exclude water from the working area for
construction to be undertaken in still water.
3IS : 10788 ( Part 1) - 1984
Reference may be made to IS : 9795 ( Part 1 ) - 1981* for the
proper choice of the type of coffer dam after considering all the relevant
aspects mentioned in the standard.
0.4 This standard is one of a series of standards covering the choice,
design and construction of coffer dams. The standards already publis-
hed,in this series are IS : 9461-19807 and IS : 9795 ( Part 1 ) - 1981*.
0.5 In the formulation of this standard, due weightage has been given to
the practices prevailing in the field in this 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 accord-
ance with IS : 2-1960$. The number of significant places retained in
the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This’standard ( Part 1 ) lays down guiielines for the construction
of cellular coffer dams.
2. GENERAL
2.1 Cellular coffer dams are constructed from steel sheet piles of various
sections interlocked together to form cells which are filled up by free
draining material. The cells and arcs form an enclosure to exclude
water from the working area inside the coffer dam. These types of
coffer dams are used in excavation/construction under water as well as
in soil. These types of coffer dams are economical because stability is
achieved by using a soil fill for deadweight and sheet piles forming a
cellular ring which takes membrane tensile stresses and supports the soil
fill.
2.2 There are many types of cellular structures as described below and
shown in Fig. 1.
2.2.1 Circular Cellular Type - These are made up by forming circular
cells of same or different radii intersecting each others. The cell inter- c
section angle is usually between 30” and 45”. At the joint tee
made up from sheet pile is provided. Each cell can be constructed
independently and forms a stable unit by itself. The collapse of the
circular type cell is local failure without endangering the stability
of whole coffer dam. Hence this type provides high safety during
construction.
*Guidelines for choice of the type of diversion works : Part 1 Coffer dams.
TGuidelines for data required for design of temporary river diversion works.
SRules for rounding off numerical values ( revised).
4IS : 10788 ( -Part 1 ) - 1984
*
r
GlRCULAR ,CELLUk,AR
TYPE
cm&)
DIAPHRAGM TYPE
m ],
CLOVER LEAF TYPE
BIlz%
SEMICIRCULAR TYPE
MODIFIED CIRCULAR TYPE
-
CIRCULAR TY Pi:
.
FRL 1 PLAN OF VARIOUS Types OF CELLULAR STRUCTURES
2.2.2 Diaphragm Type - These are made up of a series of circular
arcs connected by cross walls ( diaphragms ). The arcs are connected to
diaphragms by Y-pile of 120”. The radius of arc is often made equal to
the cell width that is distance between two diaphragms in order that the
interlock tension in arcs and diaphragms may be equal. The stability of
each unit depends upon adjacent cells. Unlike circular type, each cell
is not independently stable and failure of one cell affects the others.
This type is sensitive to differential filling in adjacent cells. Hence
all cells are to be filled simultaneously. Holes in the intermediate
diaphragm are provided at suitable height for equalisation of pore
pressures in the cells.
2.2.3 Clover Leaf Type - Clover-leaf type cells consist of four circu-
lar arcs fixed on two transverse walls perpendicular to each other, and
connected by means of small arcs. Each cell is independent like circular
cellular cells. This type is suitable where the water depth is considerable.
2.2.4 Semi-circular Type - This type involves special construction
method using master piles. This involves smaller quantity of sheet
piling and simple method of backfill. But its design and construction of
master piles are complicated.
5IS : 10788 (Part 1 ) - 1984
2.2.5 Modzjied Circular Type - Tn this type the circular cells are
intersected by each other. There are no arcs to connect the circular
cells.
2.2.6 Circular Type - This type of coffer dam has a circular shape
and is used for small localised diversion works.
3. DESIGN CONSIDERATION
3.1 Reference should be made to IS : 10084 ( Part 1 ) - 1982* and
IS : 9527 ( Part 4) - 198Of.
4. STABILITY REQUIREMENTS
4.1 Reference should be made to 7.5.3.4 of IS : 10084 (Part 1 ) - 1982*.
5. MATERIAL
5.1 Steel Sheet Piles - Straight web steel sheet piles conforming to
IS : 2314-1963$ shall be only suitable for cellular coffer dams. Other
sections Z or U type shall not be used for cellular coffer dams. Prop-
erties of the sheet piles shall be given by the manufacturer or should be
in accordance with IS : 226-1975s or IS : 961-197511o r IS : 2062-1980.**
5.2 Fill Material - Fill material used in cellular coffer dam should be
freely draining, non-cohesive with high shear strength and high unit
weight. Very fine fill material may flow out with seepage water and is
therefore avoided. Properties of fill materials should conform to the
design requirement in respect of unit weight of fill material ( saturated,
moist and dry ), the angle of internal friction for saturated, moist and dry
soils and the angle of repose. Usually natural deposits of mixed sand
and gravel possess most of the desirable properties required for cell
fills. Organic and most deleterious materials should be removed from
the fill.
5.3 Paint - Steel piles shall be cleaned and painted with at least two
coats of special marine paints over one coat of primer ( see IS : 1404-
1970*** ) before pitching and driving.
L
*Criteria for design of diversion works : Part 1 Coffer dams.
TCode of practice-for design and construction of port and harbour structures :
Part 4 Cellular steel pile structures.
&Specification for steel sheet piling sections.
§Specification for structural steel ( standard quality ) (fifth revision ).
IlSpecification for structural steel ( high tensile ) ( second revision ).
**Specification-for structural steel ( fusion welding quality ) ( second revision ).
***Specification for anti-corrosive paint, brushing for ships’ bottoms and hulls,
red, chocolate or black, as required (first revision ).
6IS : 10788 ( Part i) - 1984
5.4 Sealing - Suitable sealing would be required at the bottom contact
and side contact in case of cellular coffer dam resting on rock or
concrete.
6. CONSTRUCTION AND LAYOUT OF CELLULAR COFFER DAM
6.1 In cellular coffer dams circular cellular type is the most commonly
preferred because the circular cell is easier to form by using templates.
It forms a stab12 single unit and each cell may be filled individually.
For circular type even by increasing the diameter of cell the quantity of
sheet piling is practically constant for a given depth and length to be
covered, as the number of cells will be reduced. This is not true in
other types of cellular coffer dams. Most commonly used coffer dams
are circular and diaphragm types.
6.1.1 Circular Cellular Type CofSer Dam - Circular cell construction
requires accurate pitching and driving to ensure closing of a cell with
the required number of standard piles. Cell diameter, spacing, connect-
ing arcs radius, number of piles, etc, may be adopted from Table 1
read with Fig. 3 ( see IS : 2314-1963*). To construct circular cells first
a circular template of suitable shap~e is fabricated ( typical template
is shown in Fig. 6 ). This template’ is located where the circular cells
are to be constructed, then sheet piles are driven around the template.
At the intersection points, 4 tee-piles are driven after completing the
circular cell the template is lifted up and relocated for the construction
of another cell. After completion of the circular cells, sheet piles are
driven to form the connecting arc. The cells are filled with suitable
fill material ( see Fig. 2 ).
6.1.2 Diaphragm Type Cellular Co#er Dam - The various details are
given in Table 2 read with Fig. 5 ( see IS : 2314-1963” ).
6.1.3 Following guidelines are suggested for proper construction of
circular as well as diaphragm type cell :
a ) The height of template should be about one-third the length
of piles to be pitched. A tensioned rope is put outside to
keep the piles conforming to the ring. Hence sheet piles are
driven between outer periphery of template and inner
periphery of ring;
b ) First sheet pile shall be put very accurately ensuring plumb
in both planes and driven a few metres only. Subsequent
piles can be pitched on either side. Clutching is done as per
manufacturer’s instructions. Care should be taken to avoid
small stone pieces entering inside the interlocks. Indian
*Specification for steel sheet piling sections.
7IS : 10788 ( Part 1) - 1984
standard piles are pitched with alternate faces appearing on
either side. After pitching 7 to 8 piles, next one is driven
after giving due corrections. Ring should thus be completed
before down by stages to design level;
cl Tee-piles should not be put initially till the ring is completed.
These should be pitched after the closure of ring when the
ordinary piles are withdrawn and tee-piles are inserted in their
places;
Piles are best driven by wire suspended double acting hammers
operated by steam, compressed air or diesel combustion. For
sandy soils, vibrating hammers are very efficient;
e) Cellular structures are provided with a RCC or steel ring on
top and at least alternate piles are bolted to it. This helps in
retention of shape on deflection. Welding of piles to each
other on top for a distance of about 30 cm helps in rigidity
of cell and helps in its stability;
f> Where used as permanent structure, sheet piles in tidal zone
are recommended to be encased in concrete or provided with
cathodic protection against rusting;
Main cells are to be filled first and then the area enclosed by
connecting arcs; and
h) Cellular structures can be straight or an arch, shape to over
an opening. Where there is change of direction, it should be
ensured that tee-piles are not closer than one-twelfth of the
circumference.
7. DEVIATIONS
7.1 Closing of cells may be permitted with one additional or less pile
from the design number.
7.2 Verticality of Piles - Deviation to verticality to the extent that the
cell diameter does not vary more than 1’5 percent at any point may be
accepted.
L
FIG. 2 GENERAL LAY OUT OF CIRCULAR CELLULAR SHEET PILESIS : 10788 ( Part 1 ) - 1984
WATER LEVEL
a------ 1
7
HC
H
I
RIL ----‘_---.
SECTION AT XX
FIG. 4 DETAILS OF NOTATIONS
IOTABLE 1 DETAILS OF LAYOUT OF CIRCULAR CELLULAR TYPE OF SHEET PILE STRUCTURE PILES
ARE ISPS 100 F
( Cfause 6.1.1 )
No. OF D 2L No. OF R No. OF X c B AREA
t%E-IN MPILES NPILES _---h----,
SVitllin
Betwedn
Circle Circle
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) ( 11)
m m m m m m m2 m2
60 7.64 9.01 14 2.55 9 0.90 1.36 6.40 45 87 1483
64 8.15 9.37 15 2.55 9 l-03 l-21 6.81 52.19 14.98
68 8.66 9.73 16 2-55 9 l-26 1.06 7.23 58-93 15.06
72 9.17 IO.09 17 2.55 9 j *44 0.51 7.64 66.04 15%
N 76 9.68 10.81 18 2.80 10 l-44 1.13 8.07 73.59 18.22
80 10.19 11.53 19 3.06 11 1.44 1.34 8.51 81.55 21.67
84 10.70 11.89 20 3.06 11 1.62 l-19 8 92 89.92 21.70
88 11.21 12.61 21 3.31 12 1.62 I .40 9.35 96.70 25.46
92 11.71 12.97 22 3-31 12 1.80 1.25 9.76 107.77 25.48
96 12.23 13.69 23 3.57 13 l-80 l-46 10.20 117.44 29.53
100 12.74 14.05 24 3.57 13 l-98 1.31 IO.61 127.44 29.53
104 13.25 l 14.77 25 3.82 14 l-98 1.52 11.05 137 84 33.91
108 13.76 15.13 26 3.82 14 2-16 1.37 11.46 148.62 33-89
112 14.27 15.85 27 4.08 15 2.16 1.59 11.89 159.84 38.59
116 14.74 16-18 28 4.08 15 2.33 145 12.27 170.55 38.56
120 15.29 16.57 29 4.08 15 2.52 l-29 12.72 183.52 38.45
124 15.80 17-29 30 4.33 16 2.52 1.50 13.15 195.97 43.51
128 16.30 17.65 31 4.33 16 2.70 1.35 13.57 2d8.77 43.39
c132 16.81 18.37 32 4.59 17 2.70 1.56 14.00 222.04 48.75
136 17.32 18.73 33 459 17 2.88 1.41 14.42 235.71 48.60
140 17.83 19.46 34 4.84 18 2.88 1.62 14.85 249.80 54.30
144 18.34 19.81 35 4.84 18 3.06 1.47 15.26 264.23 54.14
148 18.85 20.18 36 4.84 18 3.24 1.32 15.68 279.13 53.90
152 19.36 20.90 37 5.10 19 3.24 1.53 16.11 294.44 59.97
156 19.L7 21.26 38 5.10 19 3.42 1.39 16.53 310.15 59.7 I
160 20.38 21.98 39 5.35 20 3.42 1.60 19.96 326.27 66.10
164 20.89 22.34 40 5.35 20 3.60 1.45 17.38 34274 65.83
168 21.40 22.70 41 5.35 20 3.78 1 30 17.79 359.68 65.48
172 21.91 23.42 42 5.61 21 3.78 1.51 18.22 377.03 72.24
176 22.42 23.78 43 5.61 21 3.96 I.36 18.64 394.79 71.87
180 22.93 24.14 44 5.61 21 414 1.21 19.06 412.88 41.43
184 2342 24.85 45 5.86 22 4.14 1.42 19.48 430.94 78 48
t; 188 23.95 25.22 46 5.86 22 4.33 1.27 19.91 450-43 7Wl
NOTEl - The smallest circular cell that can be built using flat-type sheet piles is about 3 m in radius, but construc-
tion can be expedited by making the radius larger than 3 m.
NOTE 2 - The number of sheet piles required to form a cell is always even because of the shape of the joint. If an
odd number of sheet piles required, one special shaped pile shall be used. &1
.
r;
1
h
2
z
c
V
EIS : 10788 ( Part 1) - 1984
TABLE 2 DETAILS OF LAYOUT OF DIAPHRAGM TYPE CELLULAR
SHEET PILE STRUCTURE-PILES ARE ISPS 100 F
-(C lause6. 1.2 )
No. OF N PILES R=C
(1) (2) 5 61
:: 44.*528 mo o0f.6;61 076
0.83
12 4.96 0.66 0.90
:4’ 55..7335 00..7762 0.97
1.04
:‘6 66..1419 00..8827 1.10
1.17
:8’ 67..8276 00..9972 I .24
1.31
19 7.64 1.02 1.38
:: 88..4002 11..1027 11..4552
22 8.78 1.18 I.59
:: 99..1565 11..2238 I1..6763
25 ~9.93 1.33 1.80
t f 1IO0..7301 11..3484 1.87
1.94
28 11.08 1.48 2.00
29 Il.46 1.54 2.08
30 II.84 1.59 2.14
L
FIG. 6 TYPICAL TBMPLATB
--
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1641.pdf
|
IS:1641-1988
Indian Standard
CODEOFPRACTICEFOR
FIRESAFETYOFBUILDING(GENERAL):
GENERALPRINCIPLESOFFIRE
GRADING AND CLASSIFICATION
( First Revision )
Second Reprint JULY 1996
UDC 699.81
0 BIS 1988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group 3
September 1988IS : 1641- 1988
Indian Standard
CODE OF PRACTICE FOR
FIRE SAFETY OF BUILDING (GENERAL):
GENERAL PRINCIPLES OF FIRE
GRADING AND CLASSIFICATION
( First Revision )
0. FOREWORD
0.1 The Indian Standard ( First Revision ) was revised and covered in this revision. Further the
adopted by the Bureau of Indian Standards on calorific values and list of hazardous materials
2 May 1988, after the draft finalized by the Fire as existing have been deleted as the same are
Safety Sectional Committee had been approved available in all standard text Books.
by the Civil Engineering Division Council.
NOTE- The information relating to calorific values
and hazardous, materials in detail is covered in Hand-
0.2 A series of Indian Standards covering fire,
book on Fire Protection ( under preparation ).
safety of buildings in general principles of fire
grading details of construction, exit requirements 0.3 For the purpose of deciding whether a parti- -
and exposure hazards have been formulated. cular requirements of this standard is complied
This Indian Standard covers general principles with, the final value, observed or calculated,
of fire grading and classification, which has been expressing the result of a test or analysis, shall be
adopted in various Indian standards in respect to rounded off in accordance wilh IS : 2 - 1960*.
fire safety aspects. This standard was first issued The number of significant places retained in the
in 1960. Based on considerable research done rounded off value should be the same as that of
on field of fire protection in the past 25 years in the specified value in this standard.
advanced countries like USA, UK and Canada, the
method of classification of building has been *Rules for rounding off numerical values ( revised ).
1. SCOPE again, some burn more rapidly than others, some
materials when heated on fire liberate dangerous
1.1 This code covers the general principles of
fumes, and some may readily cause ignition of
fire grading of buildings and classification.
other materials.
2. FIRE LOAD
2.4 The content of a building are rarely distri-
2.1 Classification - Fire load is the amount of buted uniformly over the whole floor area. ,From
heat in kilocalories which is liberated per square the fire protection point, it would be undesirable
metre of floor area of a compartment by the to have all combustible material concentrated on
combustion of the contents of the building and a fraction of the floor area, as the average taken
any combustible parts of the building itself. This over the whole area would not give a true
amount of heat is used as the basis for classifica- representation of the actual conditions, and the
tion of occupancies. resulting effects on the structure immediately
surrounding would be out of all proportion to
2.2 The fire load is determined by multiplying these expected on the basis of average fire load.
the weight of all combustible materials by their
calorific values and dividing the figure by the 3. CLASSIFICATION OF BUILDING BASED
floor area under consideration. ON OCMJPANCY
2.3 Different materials having the same weight
3.1 General Classifhation -All buildings
and same calorific value may present different
should be classified, according to the use or the
hazards on account of their other properties,
character of occupancy in one of the following
such as ease of ignition, speed of burning, and
groups :
liberation of heat and fumes. Thus, some
‘inateirals are more readily ignited than others, Group A Residential
1XS:1641-1988
Group B Educational who are not members of the same family,
Group C Institutional in one room or a series of closely associ-
ated rooms under joint occupancy and
Group D Assembly
single management, for example, school
Group E Business
and college dormitories, students’ and
Group F Mercantile their hostels, and military barracks.
Group G Industrial
4 Subdivision A-4 apartment houses ( j?ats )
Group H Storage
- These should include any building or
Group J Hazardous structure in which living quarters are
provided for three or more families, living
3.1.1 Minor occupancy incidental to operations
independently of each other and with
in another type of occupancy should be consi-
independent cooking facilities, for example,
dered as part of the main occupancy and should
apartment houses, mansions and chawls.
be classified under the relevant group for the
main occupancy. 4 Subdivision A-5 hotels - These should
include any building or group of buildings
Examples of buildings in each group are given
under single management, in which sleep-
in 3.1.1.1 to 3.1.1.9.
ing accommodation with or without
dining facilities, is provided for hire to
3.1.1.1 Group A residential buildings -
more than 15 persons who are primarily
These should include any building in which
transient, for example, hotels, inns, clubs
sleeping accommodation is provided for normal
and motels.
residential purposes, with or without cooking or
dining or both facilities, except any building 3.1.1.G2r oup B educational buildings -
classified under Group C. These should include any buildings used for
school, college or day-care purposes involving
Buildings and structures under Group A
assembly for instruction, education or recreation
shou!d be further subdivided as follows:
and which is not covered by Group D.
a) Subdivision A-l lodging for rooming
houses - These should include any build- 3.1.1.3 Group C institutional buildings -
These should include any building or part thereof,
ing or group of buildings under the same
which is used for purposes, such as medical or
management, in which separate sleeping
other treatment or care of persons suffering from
accommodation for total of not more than
physical or mental illness, disease or infirmity;
15 persons, on transient or permanent
care of infants, convalescents or aged persons
basis, with or without dining facilities, but
without cooking facilities for individuals, and for penal or correctional detention in which
the Iiberty of the inmates is restricted. Insti-
is provided.
tutional buildings ordinarily provide sleeping
A lodging or rooming house should be accommodation for the occupants.
classified as a dwelling in Subdivision A-2,
if no room in any of its private dwelling Buildings and structures under Group C
units is rented to more than three persons. should be further subdivided as follows:
b) Subdivision A-2 one- or two-family private a) Subdivision C-I hospitals and sanatoria -
This subdivision include any buildmg or a
dwelling - These should include any
group of buildings under single manage-
private dwelling which is occupied by
ment, which is used for housing persons
members of a single family and has a total
suffering from physical limitations because
sleeping accommodation for not more than
of health or age, for example, hospitals,
20 persons.
infirmaries, sanatoria and nursing homes.
If rooms in a private dwelling are rented
to outsiders, these should be For accommo- b) Subdivision C-2 custodial institutions -
This subdivision should include any build-
dating not more than three persons per
ing or a group of buildings under single
room.
management, which is used for the custody
If sleeping accommodation for more than and care of persons, such as children con-
20 persons is provided in any one resi- valescents and the aged, for example,
dential building, it shall be classiiied as a homes for the aged and infirm, convales-
building in Subdivision A-3 or A-4 as the cent homes and orphanages.
case may be.
cl Subdivision C-3 penal and mental insti-
Subdivision A 3 dormitories - These should tutions - This subdivision should include
include any building in which group any building or a group of buildings under
sleeping accommodation is provided, with single management, which is used for hous-
or without dining facilities, -for persons ing persons under restraint, or who are
2.8s : 1641- 1988
detained for penal or corrective purposes, divisions D-l to D-4, for example, grand-
in which the Iiberty of the inmates is stands, stadia, amusement park structures,
restricted, for example, jails, prisons, reviewing stands and circus tents.
mental hospitals, mental sanatoria and
reformatories. 3.1.1.5 Group E business buildings - These
should include any building or part of a
3.1.1.4 GPOUPD , assembly buildings - These building which is used for transaction of business
should include any building or part of a ( other than that covered by Group F and parts of
building, where groups of people congregate or buildings covered by 3.1.1 ) for keeping of
-gather for amusement, recreation, social, reli- accounts and records and similar purposes,
gious, patriotic, civil, travel and similar purposes, professional establishments, service facilities, etc.
for example, theatres, motion picture houses, City halls, town halls, court houses and libraries
assembly halls, auditoria, exhibition halls, should be classified in this group so far as the
museums, skating rinks, gymnasiums, restaurants, principal function of these is transaction of
places of worship, dance halls, club rooms, public business and keeping of books and records.
passenger stations and terminals of air, surface
.and marine public transportation services, recre- Business buildings should be further sub-
ation piers and stadia, etc. classified as follows:
Buildings under Group D should be further a) Subdivision E-I - Offices, banks, pro-
fessional establishments, like offices of
subdivided as follows:
architects, engineers, doctors, lawyers, etc.
a) Subdivision D-I - This subdivision should
b) Subdivision E-2 - Laboratories, research
include any building primarily meant for
establishments and test houses.
theatrical or operatic performance and
exhibitions, and which has a raised stage, c) Subdivision E-3 - Computer installations.
proscenium curtain, fixed or portable
scenery or scenery loft, lights, motion 3.1.1.6 Group F mercantile buildings -
picture booth, mechanical appliances or These should include any building or part of a
other theatrical accessories and equipment, building, which is used as shops, stores, market,
and which is provided with fixed seats for for display and sale of merchandise, either whole-
over 1 000 persons. sale or retail.
b) Subdivision D-2 - This subdivision should Mercantile buildings should be further sub-
include any building primarily meant for classified as follows :
use as described for Subdivision D-1, but
a) Subdivision F-l - Shops, stores, markets
with fixed seats for less than 1 000 persons.
with rrea up to 500 ma.
4 Subdivision D-3 - This subdivision should
include any building, its lobbies, rooms b) Subdivkion F-2 - Underground shopping
centres, departmental stores with area
and other spaces connected thereto, pri-
more than 500 m2.
marily intended for assembly of people,
but which has no theatrical stage or theat- Storage and service facilities incidental to the
rical and/or cinematographic accessories, sale of merchandise and located in the same
and has accommodation for more than 300 building should be included under this group.
persons, for example, dance halls, night
clubs, halls for incidental picture shows, 3.1.1.7 Group G industrial buildings - These
dramatic, theatrical or educational present- should include any building or part of a
ation, lectures or other simiiar purposes, building or structure, in which products or
having no theatrical stage except a raised materials of all kinds and properties are fabti-
platform and used without permanent cated, assembled, manufactured or processed,
seating arrangement; art galleries, for example, assembly plants, laboratories,’ dry
museums, lecture halls, libraries, passenger cleaning plants, power plants, pumping stations,
terminals; and buildings used for educa- smoke houses, laundries, gas plants, refineries,
tional purposes for less than 8 hours per dairies and mills.
week.
The hazard of occupancy, for the purpose of
4 Subdivision D-4 - This subdivision should the Code should be the relative danger of the
include any building primarily intended start and spread of fire, the danger sf smoke or
for use as described in Subdivision D-3; gases generated, the danger of explosion or
but with accommodation for less than 300 other occurrence potentially endangering the lives
persons. and safety of the occupants of the buildings.
Subdivision D-5 - This subdivision should Hazard of occupancy should be determined
include any building meant for outdoor by the authority on the basis of the character of
assembiy of people not covered by Sub- the contents and the processes or operations
3Is;.!.1641 - 1988
conducted in. the building, provided, however, to that of. the new use, example, hangars used
that the combustibility .of the building, the flame for assembly purposes, warehouses used for office
spread rating of the interior finish or other purposes, garage buildings used or manu-
features of the building or structure are such as facturing.
to involve a greater than the occupancy hazard,
the greater degree of hazard should govern the 3.1.1.9 Group J hazardms hri1di:lg-. r These
classification. should include any building or part of a
building which is used for the storage, handling,.
Where different degrees of hazard of occu-
manufacture or processing of highly combustible
pancy exist in different parts of a building, the
or explosive materials or products are liable to
most hazardous of those should govern the
burn with extreme rapidity and/or which may
classification for the purpose of this code, except
produce poisonous fumes or explosions for
in as far as hazardous areas are segregated or
storage, handling, manufacturing or processing
protected as specified in the code.
which involve highly corrosive, toxic or noxious
Buildings under Group G shall be further alkalis, acids or other liquids or chemicals
sub-divided as follows: producing flame, fumes and explosive poisonous..
irritant or corrosive gases; and for the storag.,
a) Subdivision G-I - This subdivision should handling or processing of any material corrosive
include any building in which the contents
gases; and for the storage, handling or processing
are of such low combustibility and the
of any material producing explosive mixtures of
industrial processes or operations con-
dust which result in the division of matter into
ducted therein are of such a nature that
line particles subject to spontaneous ignition.
there are no possibilities for any self-
Examples of buildings in this class are those
propagating fire to occur and the only
buildings which are used for:
consequent danger to life and property
may arise from panic, fumes or smoke, or a) Storage, under pressure of more than
fire from some external source. 0’1 N/mm2 and in quantities exceeding
70 m3 .of acetylene, hydrogen, illuminating
b) Subdivision G-2 - This subdivision should and natural gases, ammonia, chlorine,
include any building in which the contents
phosgene, sulphur dioxide, carbon dioxide,
or industrial processes of operations con- methyloxide and all gases subject to
ducted therein are liable to give rise to a
explosion, fume or toxic hazard, cryogenic
fire which will burn with extreme rapidity
gases, etc;
and give off a considerable volume of
smoke, but from which neither toxic fumes b) Storage and handling of hazardous and
nor explosions are to be feared in the event highly flammable liquids, rocket propel-
of a fire. lants, etc;
4 Subdivision G-3 - This subdivision should Storage and handling of hazardous and
include any building in which the contents highly flammable or explosive materials,
or industrial processes or operations con- other than liquids; and
ducted therein are liable to give :ise to
d) Manufacture of artificial flowers, synthetic
a fire which will burn with extreme rapi-
leather, ammunition, explosives and fire-
dity or from which poisonous fumes are
works.
explosions are to be feared in the event of
a fire.
3.2 Any building not covered by the above
3.1.1.8 Group H storage buildings - These should be classified in the group which most
should include any building or part of a nearly resembles its existing or proposed use.
building. used primarily for the storage or
3.3 Where change in the occupancy of any build-
sheltering ( including servicing, processing or
ing places it in a different group or in a different
repairs incidental to storage ) of goods wares or
subdivision of the same group, such building
merchandise ( except ) those that. involve highly
should be made to comply with the requirements
combustible or explosive products or materials ),
of the code the new group or its subdivision.
vehicles or animals, for example, warehouses,
cold storage, freight depots, transit sheds, store- 3.4 Where the new occupancy of any building
houses, truck and marine terminals garages, is less hazardous, based on life and fire risk than
hangars ( other than aircraft repair hangars ) its existing occupancy, it should not be, necessary
grain elevators, barns and stables. to conform to the requirements of the code for
the new group or Its subdivision.
Storage properties are characterized by t,he
presence of relatively small number of persons in
4. FIRE ZONES
proportion to the area. Any new use which
increases the number of occupants to a figure 4.1 Demarcatioq - The city or area should,.
comparable with other classes of occupancy for the purpose of the code,, be demarcated into,
should change the classification of the building distinct zones, based on fire hazard inherent in
4IS:1641-1988
the buildings and structures according to occu- or when it is intended to include other areas or
pancy ( see 3 ), which should be called the ‘Fire types of occupancies in any fire zone, it should be
Zones’. done by following the same procedure as far
promulgating new rules.
,4.2 Number and Designation of Fire Zones
4.4 Overlapping Fire Zones
4.2.1 The number of fire zones in a city or
area under the jurisdiction of the authority 4.4.1 When any building is so situated that it
,depends upon the existing layout, types of build- extends to more than one fire zone, it should be
ing construction classification of existing buiidings deemed to be in the fire zone in which the major
based on occupancy ( see 2 ) and the expected portion of the building or structure is situated.
future development of the city or area. In large
4.4.2 When any building is SO situated that it
cities on areas, three fire zones may be necessary,
extends equally to more than one fire zone, it
while in smaller ones, one or two may be
should be deemed to be in the fire zone having
adequate.
more hazardous occupancy buildings.
4.2.2 The fire zones should be made use of in
4.4 Temporary Buildings
land use development plan and should be desig-
nated as follows: 4.51 Temporary buildings should be permitted
only in Fire Zones No. 1 and 2 as the case may
4.2.2.1 Fire Zone No. 1 - This should com-
be, according to the purpose for which these are
prise areas having residential ( Group A ),
to be used, by special permit from the authority
educational ( Group B ), institutional ( Group C 1,
for a limited period and subject to such condi-
assembly ( Group D ), small business ( Sub-
tions as may be imposed in the permit.
division E-l ) and retail mercantile ( Group F >
buildings, or areas which are under development 4.5.2 Such buildings should be completely
for such occupancies. removed on the expiry of the period specified in
the permit.
4.2.2.2 Fire Zone No. 2 - This should com-
prise business ( Subdivisions E-2 and E-3 ) 4.6 Restrictions on Type of Construction for
and industrial buildings ( Subdivisions G-l and New Buiidings ( see IS : 1642-1988* )
G-2 ) except high hazard industrial buildings
( Subdivision G-3 ) or areas which are under 4.6.1 Buildings erected in Fire Zone No. 1
development for such occupancies. should conform to construction of Type 1, 2, 3
or 4.
4.2.2.3 Fire Zone No. 3- This should com-
prise areas having high hazard industrial build- 4.6.2 Buildings erected in Fire Zone No. 2 should
ings ( Sub-division G-3 ), storage buildings conform to construction of Type 1, 2, or 3.
( Group H ) and buildings for hazardous uses
( Group J ) or areas which are under develop- 4.6.3 Buiidings erected in Fire Zone No. 3
ment for such occupancies. should conform to construction of Type 1 or 2.
4.3 Change in the Fire Zone Boundaries - *Code. _o f prac^ti ce for fire safety of buildings
When the boundaries of any fire zone are changed, (general ): ctetalls ut cons1ructron.Bureau of Indian Standards
BIS is a statutory institution established under theBureau ofhdian 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 editron by referring to the latest issue
of ‘BIS Handbook’ and ‘Standards : Monthly Additions’.
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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|
10079.pdf
|
IS :10079 -1982
Indian Standgrd
SPECIFICATION FOR
CYLINDRICAL METAL MEASURES
FOR USE IN TESTS OF AGGREGATES
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, STANDARDS Research, Designs & Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( Alternate )
SHRI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISH N. MALANI ( Alternate )
SHRI S. K. BANERJEE National Test House, Calcutta
SHRI R. N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GARG ( Alternate )
SHRI R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
CHIEF ENGINFER( DESIGNS) Central Public Works Department, New Delhi
EXECUTIVEE NGINEER( DESIGNS) III
( Alternate )
CHIEF ENGINEER( PROJECTS) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR, IPRT ( Alternate )
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station?
New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternafe )
SHRI T. A. E. D’SA The Concrete Association of India, Bombay
SHRI N. C. DUGGAL (Alternate)
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI S. N. PANDE ( Alternate )
( Continued on page 2 )
Q Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infrigement of copyright under the said Act.IS :10079 - 1982
( Continued from page 1 )
Members Representing
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS ( Ahernate )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI S. R. KuLKARNI M. N. Dastur & Co Pvt Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India ). Calcutta
SHRI B. T. UNWALLA ( AIrernore )
DR MOI~AN RAI Central Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI ( A&err&e )
SHRXK . K. NAMBIAR In persona1 capacity ( ‘Rumanulaya’ 1 I First
Cr~~esr;s f’ark Road, Gandhinagar, Adyar,
SHRI H. S. PAS~ICHA Hindustan Prefab Ltd. New Delhi
SHRI C. S. MISHRA ( Alfernafe )
SHRI Y. R. PHULL Central Road Research Institute ( CSIR ),
_ . New Delhi
SHRI M. R. CHATTERJEE( Alternate I )
SHRI K. L. SETHI ( Alternate II )
DR M. RAMAIAH StructI%LFngioeering Research Centre ( CSIR ),
DR N. S. BHAL ( Alternate )
SHRI G. RAMDAS Directorate General of Supplies and Disposals,
New Delhi
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Ahernate )
SHRJ T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO( Alternate )
REPRESENTATIVE Indian Roads Congress, New Delhi
SHRI ARJUN RIJHSJNCHANI Cement Corporation of India Ltd, New Delhi
SHRI K. VUHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New,Delhi
DEPLITYS ECR.ETARY( I ) ( Alternate )
SHRI N. SIVAGURU Roads Wing. Ministry of Shipping and Transport,
New Delhi
SHRI R. L. KAPOOR ( Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SUPERINTENDINGE N G I N E E R Public Works Department, Government of
( DESIGNS) Tamil Nadu, Madras
EXECUTIVEE NGINEER( SM & R
DIVISION) ( Alternafe )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd. New Delhi
SHRI A. V. RAMANA ( Ahernate )
SHRI G. RAMAN, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), IS1
( Continued on page 11)
2IS : 10079- 1982
Indian Standard
SPECIFICATION FOR
CYLINDRICAL METAL MEASURES
FOR USE IN TESTS OF AGGREGATES
AND CONCRETE
0. F-OREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 28 January 1982, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been
recognized that reproducible and repeatable test results can be obtained
only with standard testing equipment capable of giving the desired level of
accuracy. The Sectional Committee has, therefore, decided to bring out a
series of specifications covering the requirements of equipment used for
testing cement and concrete, to encourage their development and manu-
facture in the country.
0.3 Accordingly, this standard has been prepared to cover requirements of
the cylindrical metal measures used in testing aggregates and concrete. The
relevant methods of tests wherein use of these measures is called for are
covered in IS : 1199- 1959” and IS : 2386 ( Part III )-1963t.
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 :
2-196Of. The number of significant places retained in the rounded
off value should be the same as that of the specified value in this standard.
*Methods of sampling and analysis of concrete.
TMethods of test for aggregates for concrete : Part III Specific gravity, density,
voids, absorption and bulking.
$Rules for rounding off numerical values ( revised ).
3IS :10079- 1982
1. SCOPE
1.1 This standard covers the requirements of cylindrical metal measures
used in tests for determining the following:
a) Bulk density and voids of aggregates for concrete, and
b) Weight per cubic metre, yield, cement factor and air content
( gravimetric ) of freshly mixed concrete.
2. CYLINDRICAL METAL MEASURES
2.1 Cylindrical metal measures shall be of capacities 3, 10, 15, 20 and 30
litres.
3. MATERIAL
3.1 The material of construction of cylindrical metal measures shall be
mild steel.
NOTE - Use of mild steel conforming to IS : 226-1975* is recommended.
4. DIMENSIONS
4.1 Dimensions with tolerances for cylindrical metal measures specified
in 2.1 shall be as given in Table 1. Where tolerances are not specifically
mentioned, dimensions shall be considered nominal.
NOTE - Allowable deviations for nominal dimensions shall be as laid down for
coarse class of deviation in IS : 2102-1969t.
TABLE 1, DIMENSIONS OF CYLINDRICAL METAL MEASURES
SL CAPACITY INSIDE IK~DE THICKNESS OF
No. litres DIAMETER, HEIGHT, METAL ( &fin ).
A* B’ mm
mm y_-----7
Wall, C* Bottom, D*
0) (2) (3) (4) (5) (6)
i) 3f.03 15011.5 To be 25 4-5
ii) lO~t’10 250&2 adjusted 2.5 4.5
iii) 15&‘15 250&2 to get 2.5 44
iv) 20 rfr.20 350f2 the required 2’5 4’5
v) 30&‘30 350&2 capacity 2’5 4’5
*The symbols correspond to dimensions indicated in Fig. 1.
*Specification for structural steel ( standard quality ) ( fifth revision ).
tAllowable deviations for dimensions without specified tolerances (first revision ).
4Is : 10079 - 1982
5. CONSTRUCTION
5.1 Cylindrical metal measures shall be constructed as shown in Fig. 1 and
Fig. 2. The measures shall be water-tight, preferably machined to accurate
dimensions on the inside and sufficiently rigid to retain their form under
rough usage. The 15, 20 and 30 litre capacity measures shall be reinforced
around the top with a metal band to provide an overall wall thickness of
not less than 5 mm in the upper 40 mm. The measures may be provided
with handles.
I ’
o-
FIG. 1 TYPICALC VLINDRICAML EASUREO F3 AND 10 Lum CAPACITY
6. ACCESSORIES
6.1 Tamping Rod
6.1.1 The tamping rod shall be 16$0*5 nun in dia and 600&2 mm long
with a rounded working end and shall be made of mild steel.
5IS : 10079 - 1982
4Omm -@A- b--C
r
i8
1
-f-- D
FIG. 2 TYPICALC YLINDRICALM EASUREO F 15, 20 AND3 0 LITRE CAPACITY
6.2 Tamping Bar
6.2.1 The tamping bar shall be of square cross-section with tamping face
25kO.5 mm square and 400&2 mm long and weighing 2 kg and shall be
made of mild steel and provided with a handle.
7. MARKING
7.1 The following information shall be clearly and indelibly marked on
each of the cylindrical metal measures:
a) Name of the manufacturer or his registered trade-mark or both, and
b) Date of manufacture,
6IS : 10079- 1982
7.2 Cyclindrical metal measures may also be marked with the IS1 Certifi-
cation Mark.
NOTE- The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution (Certification Marks) Act and the Rules and Regulations
made thereunder. The ISI. Mark on products covered by an Indian Standard
conveys the assurance that they have been produced to comply with the requirements
of that standard under a well-defined system of inspection, testing and quality
control which is devised and supervised by IS1 and operated by the producer. ISI
marked products are also continuously checked by ISI for conformity to that
standard as a further safeguard. Details of conditions under which a licence for the
use of the IS1 Certification Mark may be granted to manufacturers or processors,
may be obtained from the Indian Standards Institution.
7IS : 10079- 1982
( Continued from page 2 )
Instruments for Cement and Concrete Testing Subcommittee, BDC 2 : 10
Convener Representing
DR IQBALA LI Engineering Research Laboratories, Hyderabad
Members
SHRI P. D. AGARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR T. N. CHOJER ( Alternate )
PROF B. M. AHUJA Indian Institute of Technology, New Delhi
SHRI T. P. EKAMBARAU Highways Research Station, Madras
SHRI H. K. GUHA All India Instruments Manufacturers and Dealers
Association, Bombay
DEPUTY SECRETARY( Alternate )
SHRI P. J. JAGUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA ( Alternate )
SHRI M. R. JOSH~ Research & Development Organization ( Ministry
of Defence ), Pune
SHRI Y. P. PATHAK( Alternate )
SHRI E. K. RAMACHANDRAN National Test House, Calcutta
SHRI S. K. BANERJE(E A lternate )
PROFC . 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 ( Alternate )
DR S. S. REHSI Centr$orELlding Research Institute ( CSIR ),
SHRIJ . P. KAUSHISH( Alternate )
SHRIA . V. S. R. SASTRI Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRIS UBHASHS HARMA ( Alternate 1
SHRI K. L. SETHU Central Road Research Institute ( CSIR ),
New Delhi
SHRI M. L. B~ATIA ( Alternate )
8
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1024.pdf
|
IS 1024 : 1999
v7??%?m
h&an Standard
USE OF WELDING IN BRIDGES AND
STRUCTURES SUBJECT TO DYNAMIC
LOADING - CODE OF PRACTICE
(S econd Revision )
ICS 25.160.10: 93.040
0 BIS 1999
. BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
E-huwy 1999 Price Group 7Welding Applications Sectional Committee, MTD 12
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft finalized
hy the Welding Applications Sectional Committee had been approved by the Metallurgical Engineering Division
Council.
This standard was first published in 1968 and subsequently revised in 1979. While reviewing the standard
in the light of experience gained during these years, the Committee decided to revise it to bring in line with
the prcscnl practices hein, u followed hy the Indian Industry.
In this revision following changes have heen made:
a) Scope of standard has hcen modified by including manual, semi-automatic and automatic metal arc
welding processes.
b) Rclcrcnces to Indian Standards have been updated.
c) Dctails of welding consumables have been added
d) Design of wcldcd joints and welding pt-ocedures have been modified.
e) Welding in solid web girders have hccn included
In 1111sr evision, ussistancc has heen derived from the following:
a) BS : IS3 Parts 3 B and 4 B : 1972 ‘Specification for steel girder bridges, Part 3B Stresses, and Part
JB Design and construction’, issued hy the British Standards Institution.
b) Welded Bridge Code, 1972 ‘Code of practice for metal arc welding in mild steel bridges carrying
rail, rail-cum-road or pedestrian traffic’, issued by Indian Railways.
ITot the purpose of deciding whcthcr a particular requirement of this standard is complied with, the final value,
obsct-\:cd or calculated. expressing the result of a test or analysis, shall he rounded off in accordance with
IS 1 : 1960 ‘Rules for roundin, (7 off numerical values (rrviset~‘. The number of significant places retained
in the I-funded off value should he the same as that of the specified value in this standard.IS 1024 : 1999
Standard
h&km
USEOF WELDING IN BRIDGES AND
STRUCTURES SUBJECT TO DYNAMIC
LOADING - CODE OF PRACTICE
(S econd Revision )
1 SCOPE IS No. Title
1.1 This standard covers the use of manual, semi- 4353 : 1995 Submerged arc welding of mild steel
automatic and automatic metal-arc welding processes and low alloy steels -
in the fabrication of steel bridges and structures subject Recommendations @rsr revision)
to dynamic loading by welding.
5760 : 1983 Compressed argon (first revision)
1.2 This standard also applies to the design, different 6419 : 1996 Welding rods and bare electrodes
stresses to be considered for the design, and for gas shielded arc welding of
construction of the bridges. structural steel (first revision)
7280 : 1974 Bare wire electrodes for submerged
1.3 The welding procedure for this standard shall
arc welding of structural steels
apply to IS 9595: I996 ‘Metal arc welding of carbon
and carbon manganese steels--Recommendations yirsr 7307 Approval tests of welding procedures:
revision)‘. (Part 1): 1974 Part 1 Fusion welding of steel
1.4 All the provisions stated for the inspection 7310 Approval tests for welders working
of welds in IS 822: 1970 ‘Code of procedure for (Part 1) : 1974 to approved welding procedures:
inspection of welds’, shall be applicable in conjunction Part 1 Fusion welding of steel
with the provisions of this standard.
7318 Approval tests for welders when
2 REFERENCES (Part I) : 1974 welding procedure approval is not
required: Part 1 Fusion welding of
The following Indian Standards contain provisions steel
which, through reference in this test constitute
8500: 1991 Structural steel-microalloyed
provisions of this standard. At the time of publication,
(medium and high strength
the editions indicated were valid. All standards are
qualities) Cfirsr revision)
subject to revision and parties to agreements based
on this standard are encouraged to investigate the 9595 : 1996 Metal arc welding of carbon and
possibility of applying the most recent editions of the carbon manganese steels -
standards indicated below: Recommendations yirsr revision)
IS No. Title 10178: 1995 CO, gas shielded metal arc
welding of structural steels -
307 : I966 Carbon dioxide (second revision)
Recommendations ifirst revision)
812 : 1957 Glossary of terms relating to
welding and cutting of metals 3 TERMINOLOGY
814 : 1991 Covered electrodes for metal arc For the purpose of this standard, the definitions
welding of structural steel t$@ given in IS 8 12 shall apply.
revision)
4 MATERIALS
822 : 1970 Code of procedure for inspection
of welds
4.1 Steel
1395 : 1982 Low and medium alloy steel
covered electrodes for manual metal All steels for the fabrication of structural members,
arc welding (third revision) connections and sections shall be of weldable quality
conforming to IS 2062, IS 8500 and its equivalent
2062 : 1992 Steel for general structural
having a maximum carbon equivalent of 0.53 when
purposes (fourth revision)
calculated by using the formula:
3613:1974 Acceptance tests for wire - flux
Carbon
combinations for submerged arc
Mn Cr+Mo+V+Ni+Cu
welding of structural steels (first equivalent = C+-+
revision) 6 5 15
I.
IS 1024 : 1999
4.2 Welding Consumables should be estimated by the engineer in the light of
available data regarding the probable frequency of
4.2.1 Electrodes for Manual Metal Arc Welding each type of loading.
(MMA W)
5.2.2 In order to allow for the effect of fati ue the
procedure set down in 5.3 shall be followe %, using
Covered electrodes shall conform to IS 814 and the information supplied in Tables 1 to 7. These tables
IS 1395 as appropriate. give the maximum allowable stresses f for different
values of fM,,/fManad ,,N, , or conversely, values of N
4.2.2 Wire and Flux for Submerged Arc Welding (SAW) for different values offM,. The notations used represent
the following:
Filler wires shall conform to IS 7280. The wire and
flux combination shall conform to IS 3613 and f = maximum allowable tensile or compressive
IS 4353, as appropriate. working stress,
fMin = minimum stress in the element during a
4.2.3 Filler Rods, Wires and Shielding Gases for Gas
particular stress cycle,
Shielded Metal Arc Welding (GMA W)
fM;u= maximum stress in the element during the
The filler rods or wire for shielded procedure shall same stress cycle, and
conform to IS 6419. Electrodes for unshielded or self
shielded procedures are generally of the cored type N = allowable number of repetitions of this stress
and shall deposit weld metal with mechanical properties cycle.
not less than those specified as satisfactory for the
5.3 Allowable Working Stresses
particular grade of steel being welded. The shielding
gases may be argon conforming to IS 5760 or CD2 5.3.1 In the case of members subjected to a number
conforming to IS 307. The use of gas mixture IS of repetitions n, of a single stress cycle, the allowable
permissible, provided they have been proved to be working stresses shall be those given in Tables 1 to
satisfactory. When a gas mixture is used which has 7, taking n = N and f = . In such cases, if the stress
specified additions, the variation of such additions level of fMu is sma& t t an the allowable stress f
shall not exceed +lO percent of the stated. specified for 10’ cycles, fatigue need not be considered.
5.3.2 In the more general case of members subjected
5 FLUCTUATION OF STRESSES (FATIGUE)
to a stress spectrum, that is to number of cycles, n,,
n,, etc, different maximum stress levels f,, f2, etc, or
5.1 General
of different ratios of fM,n ./ _ f . oMr: b,oxth , the following
design method shall be used:
All structural details shall be designed to avoid, as
far as possible, stress concentrations likely to result
4 All cycles with a maximum stress equal to oc
in excessive reduction of the fatigue strength of lower than the allowable stress quoted foe Clws
members or connections. Care shall be taken to avoid G ty e connections in Table 7 for lo” cycles
sudden change of shape of a member or part of a and Fo r the relevant ratio of fM,JfMs,h,a ll be
member, especially in regions of tensile stress or local ignored.
secondary bending, and steps shall be taken to avoid
b) Where the loading conditions do not ive rise
aerodynamic and similar vibrations.
to groups of clearly defined stresses, al Ps tremes
reater than the allowable stress obtained from
5.2 Loads and Stresses to be Considered !- able 7 - Class G, as defined in (a), shall be
divided into atleast live selected representative
Working stresses shall be reduced, where necessary, stress levels approximately equally spaced
to allow for the effects of fatigue. Allowance for between the minimum and the maximum of the
fatigue shall be made for combinations of stresses due stresses to be considered.
to dead load, live load, impact, lurching and centrifugal
force, including secondary stresses due to eccentricity c) For each of the stress cycles the maximum
allowable number of cycles N,, N,, etc, shall
of connections and off-joint loading in latticed
be determined from Tables 1 to 7 by
structures. Stresses due to wind, temperature and
interpolating the values, if necessary.
longitudinal and nosing force, and secondary stresses
due to elastic deformations and joint rigidity, may be
NOTE - If the stress level under consideration ,f,,, is smaller
ignored in considering fatigue.
than the allowable working stress ,f specified for IO” cycles,
the relevant value of N may be found by extrapolating the
5.2.1 Elements of a structure may be subjected to a
design tables for the pnrticular detail and value of .jM,JMu
very large variety of stress cycles varying both in by means of the formula:
range $JM~J and in magnitude. f,, of maximum
stress. Each element of the structure should be designed J-og,Jn - LogwL
for the number of cycles of different magnitudes of Log,,, N = +8
stress to which that element is liable to be subjected LogJ, - Lo&J”
during the expected life of the structure. The number where f, and f, are the allowable stresses for 10’
of cycles of each magnitude should be estimated by
and lox cycles respectively, as given in Tables
the engineer in the light of cycles of each magnitude 1 to 7.IS 1024 : 1999
d) Designating the expected number of cycles for than deep penetration electrodes, provided
each stress level n,, n2, etc. the element shall that all runs are made in the down hand
be designed so that: position and that there is no undercutting.
This does not include welds made on a
n n n
-L + -2 + .. .. .. .. . . . . .2 > 1 backing strip if the backing strip is left
N, % Y in position.
5.3.3 Under no circumstances shall the basic 2) Members fabricated with full penetration
permissible stresses given in the relevant Indian transverse butt welds, other than those in
Standard Specifications for the particular type of (l), and having the weld reinforcement
structure or lower stresses required by other clauses dressed flush and \?rith no undercutting.
in such standards be exceeded.
3) Members with continuous longitudinal
5.4 Classes of Construction Details fillet welds with start-stop position within
the length of the weld.
In Tables I to 7 the values of allowable working
stresses are given separately for the classes of details e) Class E
stated below:
1) Members fabricated with transverse butt
Class A welds, other than those mentioned in
5.4(d), or with transverse b,utt welds made
Members fabricatkd with continuous full on a backing strip.
penetration longitudinal or transverse butt
welds with the reinforcement dressed flush 2) Members fabricated with full penetration
with the plate surface and the weld proved cruciform butt welds (see Fig.1).
free from defects by non-destructive /-CLASS E STRESS
examination, provided also that the members
REFERS TO THIS MEMBER
do not have exposed gas cut edges.
Welds shall be dressed flush by machining -7R- LOADIS TRANSMITTED
or grinding, or both, which shall be finished DIRECTLY THROUGH
in. the direction parallel to the direction of the THE CENTRAL PLATE
applied stress.
b) Class B
Members fabricated with continuous NOTE - The stressesf o be considered are in all cases the
nominal stresses at the points marked ‘X’.
longitudinal butt welds with full
penetration made with either submerged FIG. 1 CLASS E FIJIL PENETRATION
or gas shielded metal arc automatic process CRUCIFORMB urr WELD
but with no intermediate start-stop
positions within the weld length. f, Class F
Members fabricated with continuous 1) Members with T type full penetration
longitudinal fillet weld made with either butt welds (see Fig. 2).
submerged or gas shielded metal arc
2) Members with intermittent longitudinal
automatic process but with no intermediate
or transverse non-load carrying fillet or
start-stop positions within the weld length.
butt welds, except for the details covered
NOTE - If a ‘stop’ should Fccidentally occur m a weld which in Class G (see Fig. 2).
is supposed fo be free of start-stop positions, the weld crater
shall be chipped or machined back in the form of a taper 3) Members connected by transverse load
over a length of at least eight times the weld size, and the carrying fillet welds, except as shown in
weld shall then be restarted at the top of the tapered slope. Fig. 3.
On completion, Ihe surface of the weld at the start-stop position
shall bc ground smooth. The object of this procedure is lo 4) Members with stud connectors.
elimmate the possibility of lack of fusion or trapped slag at
the weld root and a change of shape of longitudinal surface
profile of the weld. g) Class G
c) Class c lj Members connected by longitudinal load
Members fabricated with continuous carrying fillet welds (sue Fig. 3A).
longitudinal butt welds including fabricated
2) Members connected by load carrying
beams with full web penetration of the web
cruciform fillet welds (see Fig. 3B).
to flange welds, with start-stop position within
the length of the weld. 3) Members with intermittent non-load
carrying fillet or butt welded attachments
d) Cluss D
on or adjacent to their edges (see Fig. 3C).
I) . Members fabricated with full penetration NOTE - In Classes F and G, a weld is considered as load-
transverse butt welds made in the shop carrying. with respect lo the member under consideration. if
by manual welding with electrodes other it transmits a major part of the total load in the member.
354.1 Except where specifically stated to the contrary,
the allowable stresses for any particular detail are the
same for both mild and high tensile steel. However,
the allowable working stress under fatigue may exceed
the basic permissible stress for mild steel, in which
circumstances high tensile steels may be advantageous.
In designing for fatigue conditions, the classes of weld
should be clearly specified. Where the class of weld
.a is not specified, the welding procedure should be agreed
STRESS IF;
WEB AT ENDS OF STIFFENER by the engineer.
TO WE8 WELDS (OR EQUALLY _
AT ANY OTHER ATTACHMENT
/TO A SHEAR LOADED MEMBER)
5.5 Load Carrying Fillet Welds
.-
IN THS CASE LOAD Ls
RESISTED BY BENMrG These welds shall be designed such that the stress on
OF THE PLATE
the total effective area of fillet welds does not exceed
the relevant figures given in Table 7 for Class G welds.
6 BASIC PERMISSIBLE STRESS IN WELDS
6.1 General
The permissible stress shall in no case exceed the
stresses permitted in the relevant Indian Standard
NOTE- The stressest o be considered nre in all cases the Specifications. Since fatigue strength of welded
nominal stressesa t the points tnuked ‘X’. structures depends upon the constructional details, these
FIG. 2 TYPICAL CLASS F Wm DETAILS shall be decided before the permissible stresses and
consequently the size of members and weld sizes are
determined.
6.2 Stresses due to dead load, live load and impact,
stresses resulting from curvature and eccentricity of
track (in case of Railways) and secondary stresses
only shall be considered for effects due to fatigue.
6.3 Butt Welds
3A Longitudinal Load Carrying Fillet Welds Butt welds shall be treated as parent metal with a
thickness equal to throat thickness, and the stresses
shall not exceed those in the parent metal.
6.4 Fillet Welds
The basic permissible stress in fillet welds based on
a thickness equal to the throat thickness shall be
100 N/mm2.
3B Load Carrying Longitudinal and Transverse Fillets 6.5 Load carrying fillet welds in dynamically loaded
structures shall be designed so that the secondary
bending stresses are not introduced (for example, single
lap joints shall not be used).
6.6 The permissible stresses for field welds of
structural members shall be reduced to 80 percent of
those specified in 6.3 and 6.4. Field welds shall not
be adopted for bridges carrying road/railway loadings
without the specific approval of competent authority.
6.7 If over-head welds are unavoidable, the stresses
permitted shall be 80 percent of those specified in 6.3
3C Fillet or Butt Welds on or Adjacent to the Edges of and 6.4 and modified by 6.6, if field welding is
Stress Plates
involved.
NOTE-The stressest o be considered are in all uses the
nominnl \trc’sse\ ilt the points marked ‘X’. 6.8 In structures subjected to dynamic loading, tensile
or shear stresses in butt welds shall not exceed 66
FIG. .3 TYPICAL CLASS G WELD DETAILS percent of the permissible stresses as specified in 6.3
4IS 1024 : 1999
and as modified by 6.6 and 6.7 as applicable, unless 8.2.1 While designing welded joints, attention shall
the welds are examined by suitable NDT technique. be paid to the following points:
a) Intersection of welds shall be avoided,
7 COMBINED STRESSES
b) Edge preparation for butt welding should be
7.1 Working stresses as given in 5.3 are the principal designed with a view to using minimum
stresses at the point under consideration. The stresses weld metal so as to minimize locked-up stresses,
arising from combinations of bending, bearing and
c) Fillet welds carrying longitudinal shear shall
shear stresses are calculated as given in 7.2 and 7.3.
not be larger in size than is necessary from
design considerations,
7.2 Shear and Bending Stresses
d) Deep penetration fillet welds shall be used
The equivalent stress f, due to a combination of shear in preference to normal fillet welds (see 8.4.2).
stressfq and bending stressf, tensile, orf, compressive and
shall be calculated from:
e) Where welded attachments in heavily stressed
zones are unavoidable, the weld profile shall
merge smoothly into the parent metal.
8.3 Butt Welds
7.3 Shear, Bearing and Bending Stresses
The equivalent stress f, due to a combination of shear 8.3.1 In case of butt welds, if there is a reduction
-stress f,,, bearing stress fh and bending stress f,, tensile in the allowable working stress as specified in 6.3,
or f,, compressive is calculated from: consideration shall be given to locate the butt
welded joints away from the heavily stressed zone so
L = dc+f; +fb, &+3f,‘) or k’ +f,’ -f, f,+3f,‘) as to avoid, or reduce any increase in the size of the
member.
7.4 Irrespective of the permissible increase of stress
given in the relevant standards, the equivalent stress 8.3.2 All details of butt welded joints shall be in
f. calculated as in 7.2 and 7.3 shall not exceed 0.9 accordance with IS 4353, IS 9595 and IS 10178 as
k where F is the yield strength of the steel. For applicable. Intermittent butt welds as well as incomplete
cinvenience: values of the f, for steels conforming penetration/fusion butt welds shall not be used.
to IS 2062 and IS 8500 are given below;
8.3.3 Where a packing is used between two parts,
Steel Conforming to F
the packing and the welds connecting it to each part
t&a
shall be capable of transmitting the loads between the
parts except where the packing is too thin to carry
IS 2062 230 215
the load or permit the provision of adequate welds,
240 225
when it shall be trimmed flush with the edges of the
250 230
narrower part and the load shall be transmitted through
the welds alone, the welds being increased in size by
IS 8500 280 245
an amount equal to the thickness of the packing.
330 295
340 310
8.3.4 Sufficient convexity not exceeding 3 mm, shall
350 330
be provided as reinforcement to ensure full cross
8 DESIGN OF WELDED JOINTS sectional area at the joint. However where a flush
surface is required, the butt welds shall be flushed
8.1 Dynamic loads may be repetitive, fluctuating or dressed.
reversible. The factors to be considered in the design
of members and welded joints are: 8.3.5 Butt joints between parts of unequal cross section
arranged in line will result in a local increase in stress
a) number of loading cycles, and
in addition to stress concentration caused by the profile
of the weld itself. If the stresses induced by these
b) constructional details like arrangement and
location of joints, form of the joints, contours effects are unacceptable, the parts should be shaped
and finish of welds. so as to reduce the stresses. Where the difference
in thickness of the parts exceed 25 percent of the
8.1.1 Stress raisers, such as excessive or inadequate thickness of the thinher part or 3 mm’ whichever is
reinforcement, sharp reentrant angles, sudden change greater, the dimensions of the wider or thicker part
of sections, accidental dents, arc strikes, welded
shall be reduced at the butt joints to those of the
attachments in highly stressed zones, angular notches,
smaller part, the slope being not steeper than 1 in 5.
rough flame cut edges, undercutting in welding, slag
inclusions and incomplete penetrations, will cause
8.4 Fillet Welds
reduction in fatigue strength. Such stress raisers should,
therefore, be avoided where such reduction in strength
8.4.1 In case of fillet welds, where reduction in
may cause failure of the structure.
working stress in weld results in larger welds,
8.2 The design of welds shall generally be in consideration shall be given to shift the joint in order
conformity with IS 9595. to avoid or reduce the stress.
5I
IS 1024 : 1999
8.4.2 A normal fillet weld is one in which the depth dynamic loaded structures, except for connecting
of penetration beyond the root is less than 2.4 mm, intermediate stiffeners to webs of beams and girders.
while a deep penetration fillet weld is one in which It may be used in structures not subjected to transfer
the depth of penetration beyond the root is 2.4 mm calculated stress across a joint when the strength
or more. required is less than that developed by a continuous
fillet weld of the smallest allowable size for the
8.4.3 Normally both the leg lengths shall be equal thickness of the part joined.
and the size of the normal fillet shall be taken as the
minimum leg length, while the size of a deep 8.5.2 Intermittent fillet welds shall not be used where
penetration fillet weld shall be taken as the minimum they would result in the formation of rust pockets.
nominal leg length plus 2.4 mm. The minimum size
of the first run of a single run fillet weld shall be 8.5.3 The distance along an edge of a part between
as given in Table 8 to avoid the risk of cracking in effective lengths of consecutive intermittent fillet welds,
the absence of preheating. whether the welds are in line or staggered on alternate
sides of the edge, shall not exceed 12 times the thickness
8.4.4 The effective throat thickness of a flat or convex of the thinner part when in compression or 16 times
fillet weld connecting parts, the fusion faces of which the thickness of the thinner part when in tension, and
form an angle between 60” and 120”, may be derived shall in no event exceed 200 mm.
by multiplying the leg length by the appropriate factor
as follows: 8.54 Where intermittent fillet welds are used to form
T joints, the thickness referred to above shall be that
Angle Between Factor by which Leg Length is
of the Table 8. In a line of intermittent fillet welds,
Fusion Faces Multiplied to Give Effective
there shall be a weld at the ends of the part connected,
Throat Thickness for welds staggered along two edges this shall apply
Degree to both edges.
60-90 0.70 8.5.5 In built-up members in which plates are
91-100 0.65 connected by intermittent fillet welds, continuous side
101-106 0.60 fillet welds shall be used at the ends for a length not
107-I 13 0.55 less than the width of the plate concerned.
114-120 0.50
8.6 T Butt Joints
8.4.5 The effective length of fillet weld shall be taken
as the overall length less twice the leg length, thereby Butt welds in T joints shall be completed by means
discounting the contribution of the stop and start of fillet welds each having a size not less than 25
positions which are generally of reduced profile. In percent of the thickness of the outstanding part.
any case, the effective length shall not be less than
four times the leg length, subject to a minimum of 8.7 Fillet Welds Applied to the Edge of a Plate or
40 mm. Fillet welds terminating at the ends or sides Section
of parts shall be returned continuously around the
corners for a distance of not less than twice the leg 8.7.1 Where a fillet weld is applied to the square edge
length of the weld unless access or the configuration of a part, the specified size of the weld shall generally
render this impracticable. This procedure is particularly be at least 1.5 mm less than the edge thickness, in
important for fillet welds on the tension side of parts order to avoid melting down of the outer comer.
carrying a bending load. The weld shall be of full
size throughout, and defect free. 8.7.2 Whereas fillet weld is applied to the rounded
toe of a rolled section, the specified size of the weld
8.4.6 For critical applications, the use of full shall generally not exceed 314th of the thickness of
penetration fillet weld shall be considered. In fillet the section at the toe.
welded joints carrying a compressive load, it shall not
8.7.3 Where a fillet weld equal in size to the thickness
be assumed that the part% joined are in contact under
of the section at the toe of a rolled section or at the
the joint. Fillet welds at right angles to the lines of
square edge of a plate is required from design
principal stress in a plate subject to tension shall be
consideration and is specially designated in the drawing,
avoided in dynamically loaded structures.
the toe or edge shall be specially built up with weld
metal in such a manner as to ensure full throat thickness,
8.4.7 If side fillets alone are used in end connections,
full fusion area and no injury to the parent metal.
the length of each side fillet shall not be less than
the distance between the fillets. Side fillets may be
8.8 Fillet Welds in Slots or Holes
either at the edges of the members or in slots or holes.
The weld shall be of full size throughout and defect
8.8.1 When welding inside a slot or a hole, in a plate
free.
or other part, in order to join the same to an underlying
part, fillet welding may be used along the wall or walls
8.5 Intermittent Fillet Welds
of the slot or the hole, but the latter shall not be filled
8.5.1 Intermittent fillet welds shall not be used for with weld metal or partially filled in such a way as
6IS 1024 : 1999
to form a direct weld metal connection between 11.3 Approval and Testing of Welders
opposite wall.
11.3.1 The contractor shall satisfy the customer that
8.8.2 The dimensions of the slot or hole shall comply the welders are suitable for the work upon which they
with the following limits in terms of the thickness of shall be employed. For this purpose, the welder shall
the steel part in which the slot or hole is formed. have satisfied the relevant requirements of IS 7310
(Part 1).
a) The width or diameter to be not less than
three times the thickness or 25 mm whichever 12 WELDING IN SOLID WEB GIRDERS
is greater;
12.1 Flange Plates
b) Corners-at the enclosed ends of slots to
be rounded with a radius not less than 1.5
times the thickness or 12 mm whichever is 12.1.1 Each flange shall as far as possible, particularly
greater; and in dynamically loaded structures consist of a single
section rather than of two or more sections super
c) The distance between the edge of the part
imposed. The single section may comprise a series
and edge of the slot or hole or between
of sections laid end to end and effectively welded at
adjacent slots and/or holes not to be less than
their junctions.
twice the thickness when measured along
the direction of stress and five times the 12.1.1.1 When a tension flange consists of several
thickness when measured normal to the flange plates built up and connected to each other by
direction of stress. welds at their edges, an outer flange plate should not
be thicker than an inner plate and the above provision
9 LAP JOINTS should be satisfied for all flange plates.
9.1 The minimum overlap or parts in stress carrying 12.1.2 In dynamically loaded structures, flange plates
lap joints shall be four times the thickness of the laid end to end shall be joined by butt welds, and
thinner part. Unless opening out of the parts is welded cover plates shall not be used. Joints in flange
prevented, they shall be connected by at least two plates shall be butt welded and dressed flush before
transverse or two longitudinal fillet welds. assembly.
12.2 Web Plates
9.2 If longitudinal fillet welds are used alone in lap
joints of end connections, the length of each fillet weld
12.2.1 Splice in the webs of plate girders and rolled
shall be not less than the perpendicular distance
sections used as beam shall be made by butt welds
between them. The transverse spacing of longitudinal
dressed flush on all faces, ill the case of dynamically
fillet welds used in end connections shall not exceed
loaded structures.
16 times the thickness of the thinner part connected.
The longitudinal fillet welds may be in slots in addition 12.3 Intermediate Stiffeners
to those along the edges, to comply with this provision.
12.3.1 Where intermediate stiffeners are connected to
10 PLUG WELDS the web by intermittent fillet welds placed in pairs,
one weld on either side of the stiffeners, the effective
Plug welds shall not normally be provided and in any length of each weld shall be not less than four times
case shall not be designated to carry stresses. the thickness of the stiffener, subject to a minimum
of 40 mm.
11 WELDING PROCEDURE
12.3.2 Where staggered intermediate fillet welds are
11.1 The welding procedure shall be as given in used, the effective length of each weld shall be not
IS 9595. A typical welding procedure qualification less than 10 times the thickness of the stiffener, subject
sheet is given in Annex A (see aLro Annex E of to a minimum of 40 mm.
IS 9595).
12.3.3 Fillet welds placed on one side only of the
11.2 Approval and Testing of Welding Procedures stiffener shall not be used.
11.2.1 If so required by the customer, the contractor 12.3.4 Intermediate stiffeners carrying cross bracings
shall carry out procedure tests in accordance with or diaphragms shall not he connected.to the web by
IS 7307(Part I) to demonstrate by means of a specimen intermittent fillet welds.
weld of adequate length on a steel representative of
that to be used, that he can make satisfactory welds 13’ SPECIAL qRECAUTIONS IN WELDING
with the welding procedure to be used on the contract.
13.1 Sequence of welding shall be so chosen as to
11.2.1.1 After welding, but before the relevant test minimize locked up stresses, for example by welding
given in IS 7307(Part 1) are carried out, the test weld from centre outwards.
shall be held as long as possible at room temperature,
but in any case not less than 72 h, and shall then be 13.2 Heavy restraint at joints may cause undue locked
examined for cracking. up stresses and hence should be avoided.
7IS 1024 : 1999
13.3 Where butt welds are specified to be ground 13.7 Procedure of welding shall ensure avoidance of
flush with the surface of the member, adequate vertical and overhead welding as far as practicable,
reinforcement should be built up and then chipped where it is unavoidable, it shall be restricted to
and ground flush, the grinding being done in the unimportant joints.
direction of the stress flow till all transverse marks
13.8 All the members/joints shall be properly identified
are eliminated.
and proper records maintained of such identification.
13.4 Fillet welds shall not be stopped at comers, but
shall be returned round them. 14 STRENGTHENING OF EXISTING BRIDGES
13.5 Defective welds shall be chipped out before final All provisions of this standard shall apply equally to
welding. strengthening of existing welded bridges subject to
the parent metal being of weldable quality and welding
13.6C raters shall be properly filled up. shall not have any adverse effect on the structures.
Table 1 Values of fad N for Fluctuating Stresses - Class A Constructional Details
(Clauses 52.2, 53.1, 5.3.2 and 5.4)
f Q f,, Compressive, MW
lo’ 6x10’ 2x10” 10’ lay
cycles cycles cycles cycles cycles
(7) (8) (9) (10) (11)
I.0 432.4 432.4 432.4 432.4 432.4
0 9 403.3 393.2 386. I 376.3 361.7
0.8 377.9 360.5 348.7 333. I 310.9
0.7 355.5 332.8 318.0 298.8 272.6
_
0.6 335.6 309.0 292.2 270.9 242.7
0.5 317.R 288.5 270.3 247.7 218.7
0.4 294.3 267. I 250.3 229.4 202.5
0.3 214.0 248.1 233.0 213.6 188.5 -432.4
_
0.2 2.56.3 232.7 218.0 199.8 176.4 -432.4 432.4 -432.4 -390.5
0.1 240.8 218.6 204.8 187.7 165.7 -432.4 -412.1 -386. I -353.9 -312.4
0.0 227.0 206. I 193. I 177.0 156.2 -378.3 -343.4 -321.8 -294.9 -260.4
-0. I 214.2 194.4 182.1 166.9 147.4 -324.3 -294.4 -275.8 -252.8 -223.2
-0.2 202.7 184.0 172.4 158.0 139.5 -283.8 -257.6 -241.3 -221.2 -195.3
-0.3 192.4 174.6 163.6 150.0 132.4 -252.2 -228.9 -214.5 -196.6 -173.6
-0.4 183. I 166.2 155.7 142.7 126.0 -227.0 -206. I -193.1 -177.0 -I 56.2
-0.5 174.6 158.5 148.5 136.1 120.2 -206.4 -187.3 -175.5 -160.9 -142.0
-0.6 166.9 151.5 142.0 130.1 114.9 -189.2 -171.7 -160.9 -147.5 -130.2
-0.7 199.9 145.1 136.0 124.6 I LO.0 -174.6 -158.5 -148.5 -136.1 -120.2
-0 8 153.4 179.2 130.4 119.6 105.6 -162.1 -147.2 -137.9 -126.4 -111.6
-0 9 147.4 133.8 125.4 114.9 101.4 -151.3 -137.4 -128.7 -I 18.0 -104.1
-1.0 141.9 128.8 120.7 110.6 97.6 -141.9 -128.8 -120.7 -I 10.6 - 97.6
NOTES
I The mtio of tJ/,,. is positive or negative respectively if the maximum and minimum stresses are of like or unlike sign.
2 The value given above include the maximum working stresses for alibsi teels including those of strength higher than that conforming
to IS 8500.IS 1024 : 1999
Table 2 Values of f andN for Fluctuating Stresses - Class B Constructional Details
(Clauses 52.2, 5.3.1, 5.3.2 and 5.4)
f oc f,., Compressive, MPu
I .o 432.4 432.4 432.4 432.4 432.b
0.9 40 I .2 383.9 37 I .6 354.4 328.4
0.X 374.2 345.2 32S.8 300.2 264.7 _
0.7 350.6 3 13.6 290. I 260.4 221.7
_
0.6 329.X 287.3 261.4 229.9 190.7
0.5 311.4 265.0 237.9 205.8 167.3
0.4 288.3 245.4 220.2 190.6 154.9 432.4
0.3 268.4 228.5 205.0 177.4 144.2 -432.4 -432.4 -398.4
0.2 251.1 213.7 191.8 166.0 134.9 -432.4 424.7 -361.5 -298.8
0. I 235.9 200.8 180.2 155.9 126.8 -432.4 -378.6 -339.8 -294.0 -239.0
0.0 222.4 189.3 169.9 147.0 119.5 -370.7 -315.5 -283. I -245.0 -199.2
-0. I 209.8 178.6 160.3 138.7 112.7 -317.7 -270.4 -242.7 -210.0 -170.7
-0.2 198.6 169.0 151.7 131.3 106.7 -278.0 -236.6 -212.3 -183.8 -149.4
-0.3 188.5 160.4 144.0 124.6 101.3 -247. I -210.3 -188.8 -163.3 -132.8
-0.4 179.4 152.7 137.0 118.6 96.4 -222.4 -189.3 - 169.9 -147.0 -I 19.5
-0.S 171.1 145.6 130.7 113.1 91.9 -202.2 -172.1 -154.4 -133.6 -108.7
-0.6 163.5 139.2 124.9 108.1 87.9 -185.3 -157.8 -141.6 - 122.5 - 99.6
-0.7 156.6 133.3 119.6 103.5 84.2 -171.1 -145.6 -130.7 -I 13.1 - 91.9
-0.x I so.3 127.9 114.8 99.3 80.8 -I 58.9 -13.5.2 -121.4 -105.0 - 85.4
-0.Y 144.4 122.9 110.3 9S.S 77.6 -148.3 -126.2 -I 13.3 - 98.0 - 79.7
-1.0 139.0 118.3 106.2 91.9 74.7 -139.0 -I 18.3 -106.2 - 91.9 - 14.7
NOTES
1 The ratioo f .fJfMu, is positive or negative respectively if the muximum and minimum stresses are of like or unlike sign.
2 The value given above include the maximum working strcsscs for all steels including those of strength higher than that conforming
to IS 8xX).IS 1024 : 1999
f and N
Table 3 Values of for Fluctuating Stresses - Class C Constructional Details
(Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4)
p Q /_ Ten&+ MPa f cr &_ Compresslve, MPa
lo’ 6x10’ 2x10” 10’ lo” 10” 6x10’ 2x1@ 10’ IOX
cycles cycles cycles cycles cycles cycles cycles cycles cycles cycles
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
I.0 432.4 432.4 432.4 432.4 432.4 -
0.9 400.9 378.6 362.5 339.7 305.4 -
0.8 373.7 336.7 312.0 279.8 236.1 -
0.7 349.9 303.1 273.9 237.8 192.4 -
0.6 329.0 275.6 244. I 206.8 162.4 - _
0.S 310.4 252.7 220.1 182.9 140.4 - _ _
0.4 282.2 229.7 200.1 166.3 127.7 - -432.4 432.4
0.3 258.7 210.6 183.4 152.5 117.0 - -432.4 432.4 -406.5 -312.1
0.2 238.8 194.4 169.3 140.7 108.0 432.4 -421.2 -366.8 -304.9 -234. I
0.1 221.7 180.5 157.2 130.7 100.3 -413.9 -336.9 -293.4 -243.9 -187.3
0.0 207.0 168.5 146.7 122.0 93.6 -344.9 -280.8 -244.5 -203.3 -156.1
-0.1 195.2 158.9 138.4 115.1 88.3 -295.6 -240.7 -209.6 -174.2 -133.8
-0.2 184.8 150.4 131.0 108.9 83.6 -258.7 -210.6 -183.4 -152.4 -117.0
-0.3 175.4 1’42.8 124.3 103.4 79.4 -230.0 -187.2 -163.2 -135.5 -104.0
-0.4 166.9 135.9 118.3 98.4 75.5 -207.0 -168.5 -146.7 -122.0 - 93.6
-0.5 159.2 129.6 112.9 93.8 72.0 -188.1 -153.2 -133.4 -110.9 - 85.1
-0.6 152.2 123.9 107.9 89.7 68.9 -172.5 -140.4 -122.3 -101.6 - 78.0
-0.7 14.5.7 118.6 103.3 85.9 65.9 -150.2 -129.6 -I 12.9 - 93.9 - 72.0
-0.8 139.8 113.8 99.1 82.4 63.3 -147.8 -120.3 -104.8 - 87.1 - 66.9
-0.9 134.4 109.4 95.3 79.2 60.8 -138.0 -112.3 - 97.8 - 81.3 - 62.4
-1.0 129.3 105.3 91.7 76.2 85.5 -129.3 -LOS.3 - 91.7 - 16.2 - 58.5
NOTES
1 The ratio of &,J&, is positive or negative respectively if the maximum and minimum stresses are of like or unlike sign.
2 The value given above include the maximum woticing stressa for all steels including those of strength higher thnn that conforming
to IS 8500.
10IS 1024 : 1999
Table 4 Values of f and iVf or Fhctuating Stresses - Class D Constructional Details
(Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4)
f
cr f, Tensile, MPa f oc /, Compressive. MPa
I
li 10’ 6x10’ 2x10” IO’ l(r IO’ &X10’ 2x10” IO’ 10”
* cycles cycles cycles cycles cycles cycles cycles cycles cycles cycles
(1) (2) ‘(3) (4) (5) (6) (7) (8) (9) (10) (11)
I .o 432.4 432.4 432.4 432.4 432.4
0.9 392.7 367.3 349.0 323.2 284.7
_ _
0.8 359.7 319.2 292.5 258.0 212.2
0.7 331.8 282.3 251.8 214.7 169.1
0.6 307.9 253.0 221.0 183.9 140.6
0.S 287.3 229.2 196.9 160.8 120.3 _ _ 432.4
0.4 261.1 208.4 179.0 146. I 109.3 -432.4 400.9
_
0.3 239.4 191.0 164.1 134.0 100.2 -432.4 -432.4 -357.2 -267.2
0.2 221.0 176.3 151.5 123.7 92.5 -432.4 -382.0 -328.2 -267.9 -200.4
0.1 205.2 163.7 140.7 114.8 85.9 -383.0 -305.6 -262.6 -214.3 -160.3
0.0 191.5 152.8 131.3 107.2 80.2 -319.2 -254.7 -218.8 -178.6 -133.6
-0. I 180.7 144.1 123.9 101.1 75.6 -273.6 -218.3 -187.5 -153.1 -I 14.5
-0.2 171.0 136.4 117.2 95.7 71.6 -239.4 -191.0 -164.1 -I 34.0 -100.2
-0.3 162.3 129.5 III.3 90.9 68.0 -212.8 -169.8 -145.9 -I 19.1 - 89.1
-0.4 154.4 123.2 105.9 86.4 64.7 -191.5 -152.8 -131.3 -107.2 - 80.2
-0.5 147.3 117.5 101.0 82.0 61.7 -174.1 -138.9 -I 19.3 - 97.4 -72.9
-0.6 140.8 112.3 96.5 78.8 59.0 -I 59.6 -127.3 -109.4 - 89.3 -66.8
-0.7 134.9 107.6 92.4 75.5 56.5 -147.3 -I 17.5 -101 .o - 82.4 41.7
-0.8 129.4 103.2 88.7 72.4 54.2 -136.8 -109.1 - 93.8 - 76.6 - 57.3
-0.9 124.4 99.2 85.2 69.6 52. I -127.7 -101.9 - 87.5 - 71.5 _ 53.5
-1.0 119.7 95.5 82. I 67.0 50. I -119.7 - 95.5 - 82.1 - 67.0 - 50.1
NOTES
1 The do of .f,&,. is Positive or negative respectively if the maximum and minimum stresses ure of like or unlike sign.
2 The value given above include the maximum working stresses for all steels including those of strength higher than that conforming
to IS 8500.
11IS 1024 : 1999
Table 5 Values of f andN for Fluctuating Stresses - Class E Constructional Details
(Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4)
f nr f,, Tensile, MPs f nr f,, Compressive, MPu
IO’ 6x10’ 2x1@ 10’ IOt 10’ 6x10’ 2x1@ IO’ 10”
cycles cycles cycles cycles cycles cycles cycles cycles cycles cycles
(2) (3) (4) (5) (6) (7) (8) (9) (10) (ii)
I .o 432.4 432.4 432.4 432.4 432.6
0.9 383.7 348.5 323.1 287.6 236.0
_
0.8 344.8 291.9 257.9 215.4 162.3
0.7 313.1 251.1 214.6 172.2 123.7
0.6 286.7 220.3 183.7 143.4 99.9
0.9 264.4 196.2 160.6 122.9 83.8 -432.4 -432.4
0.4 236. I 175.2 143.4 109.7 74.8 -432.4 -432.4 -384.0 -261.8
0.3 213.2 158.3 129.5 99.1 67.6 -432.4 -408.8 -334.6 -256.0 -174.5
0.2 194.4 144.3 118.1 90.4 61.6 -413.1 -3066 -251.0 -192.0 -130.9
0. I 178.7 132.6 108.5 83.0 56.6 -330.5 -245.3 -200.8 -153.6 -104.7
0.0 165.3 122.7 100.4 76.8 52.4 -215.4 -204.4 -167.3 -128.0 - 87.3
-0. I 155.9 115.7 94.7 72.5 49.4 -236. I -175.2 -143.4 -109.7 - 74.8
-0.2 147.6 109.5 89.6 68.6 46.8 -206.6 -153.3 -125.5 - 96.0 - 65.5
-0.3 140.0 103.9 8.5.1 65.1 44.4 -183.6 -136.3 -111.6 - as.3 - 58.2
-0.4 133.3 98.9 81.0 61.9 42.2 -165.3 -122.7 -100.4 - 76.8 - 52.4
-0.5 127.1 94.4 77.2 s9.1 40.3 -150.2 -111.5 - 91.3 - 69.8 - 47.6
-0.6 121.5 90.2 73.8 S6.S 3a.s -137.7 -102.2 - 83.7 - 64.0 - 43.6
-0.7 116.4 86.4 70.7 54.1 36.9 -127.1 - 94.4 - 77.2 - 59.1 - 40.3
-0.x I1 1.7 82.9 67.8 51.9 35.4 -I 18.0 - 87.6 - 71.7 - 54.9 - 37.4
-0.9 107.3 79.7 6.5.2 49.9 34.0 -I 10.2 - 81.8 - 66.9 - 51.2 - 34.9
-I .o 103.3 76.7 62.7 48.0 32.7 -103.3 - 76.7 - 62.7 - 48.0 - 32.7
NOTES
1 The ratioo f .tM,&, is positive or negntive respectively if the maximum and minimum sttesses ure of like or unlike sign.
2 The value gtven above include the muximum working stresses for uli steels including those of strength higher thun thnt conforming
to IS 8.500.
12..-_.- - _____.___yII_____
IS 1024 : 1999
Table 6 Values of f and N for Fluctuating Stresses - Class F Constructional Details
(Clauses 5.2.2, 5.3.1, 5.3.2 and 5.4)
f or f,., Tensile, MPn I far f, Compressive, MPn
IO’ 6~10~ 2x10” IO’ lox IO’ 6x10” 2x10” 10’ 10”
cycles cycles cycles cycles cycles cycles cycles cycles cycles cycles
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
I .o 432.4 432.4 432.4 432.4 432:4 _
0.9 377. I 330.3 296.4 250.0 190.9 _
0.8 334.3 267.3 225.5 175.8 122.5
_
0.7 300.2 224.4 182.0 135.6. 90.2
0.6 212.5 193.4 152.5 110.3 71.3 -432.4 -432.4
0.S 249.4 169.9 131.3 93.0 59.0 -432.4 -432.4 -382.2 -200.4
0.4 218.8 149.0 I IS.2 81.6 50.9 -432.4 -374.8 -289.6 -205.1 -125.2
0.3 194.9 132.7 102.5 72.7 44.7 -400. I -272.5 -210.5 -149.2 - 91.1
0.2 175.7 119.7 92.5 65.5 40.0 -3 14.4 -214.2 -165.5 -I 17.2 - 71.6
0. I 159.9 108.9 84.2 59.6 36.4 -258.9 -176.4 -136.3 - 96.5 - 58.9
0.0 146.7 99.9 77.2 54.7 33.4 -220. I -149.9 -I 15.8 - 82.1 - so.1
-0. I 137.5 93.7 12.4 51.3 31.3 -191.4 -130.4 -100.7 - 71.4 - 43.6
-0.2 129.5 88.2 68.1 48.3 29.5 -169.3 -I 15.3 - 89.1 - 63.1 - 38.5
-0.3 122.3 83.3 64.4 45.6 27.8 -151.8 -103.4 - 80.0 - 56.6 - 34.6
-0.4 115.8 78.9 61.0 43.2 26.4 -137.6 - 93.7 - 72.4 - 51.3 - 31.3
-0.5 110.0 75.0 57.9 41.0 25.1 -125.8 - 85.7 - 66.2 - 46.9 - 28.6
-0.6 104.8 71.4 55.2 39.1 23.9 -I 15.8 - 78.9 - 61.0 - 43.2 - 26.4
-0.7 IOO.0 68.1 52.7 37.3 22.8 -107.4 - 73.1 - 56.5 - 40.0 - 24.4
-0.8 YS.7 65.2 so.4 35.7 21.8 -100.0 - 68.1 - 52.7 - 37.3 - 22.8
-0.‘) 91.7 62.5 48.3 34.2 20.9 - 93.7 - 63.8 - 49.3 - 34.9 - 21.3
-I .o 88.0 60.0 46.3 32.8 20.0 - 88.0 - 60.0 - 46.3 - 32.8 - 20.0
NOTES
1 The ratio of .&J&, is positive or negative respectively if the maximum and minimum sttesses are of like or unlike sign.
2 The value given ubove include the maximum working stresses for ull steels including those of strength higher thnn that conforming
10 IS x500.
13IS 1024 : 1999
Table 7 Values of f and N for Fluctuating Stresses - Class G Constructional Details
(Clauses 5.2.2, 5.3.1, 5.3.2 and 5.5)
f er &_, Compressive, MPa
I8 6x10’ 2x10” 10’ lo* 10 6x10’ 2xloh IO’ IO”
cycles cycles cycles cycles cycles cycles cycles cycles cycles cycles
(2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
I .o 432.4 432.4 432.4 432.4 432.4 _
0.9 356.0 292.6 248.1 190.9 190.9 _
0.8 302.5 221.1 174.0 122.5 122.5
0.7 263.0 177.7 134.0 90.2 90.2 _
0.6 232.6 148.5 108.9 71.3 71.3 -432.4 -366.3 -235.7 -235.1
0.5 208.5 127.6 91.7 59.0 59.0 -432.4 -296.4 -213.1 -137.1 -137.1
0.4 179.7 I 10.0 79.1 50.9 50.9 -341.6 -209.0 -150.3 - 96.7 - 96.7
0.3 158.0 94.7 69.5 44.7 44.7 -263.8 -161.4 -116.1 - 74.7 - 74.1
0.2 140.9 86.2 62.0 39.9 39.9 -214.9 -131.5 - 94.5 - 60.8 - 60.8
0. I 127.1 77.8 55.9 36.0 36.0 -181.2 -I 10.9 - 79.7 - 51.3 - 51.3
0.0 I IS.8 10.9 51.0 32.8 32.8 -I 56.7 - 95.9 - 69.0 - 444 - 44.4
-0.1 107.9 66.0 47.5 30.5 30.5 -138.0 - 84.5 - 60.7 - 39.1 - 39.1
.
-0.2 100.9 61.8 44.4 28.6 28.6 -123.3 - 75.5 - 54.3 - 34.9 - 34.9
-0.3 94.8 58.0 41.7 26.8 26.8 -I II.5 - 68.2 - 49.1 -‘31.6 - 31.6
-0.4 89.4 54.7 39.3 25.3 25.3 -101.7 - 62.2 - 44.7 - 28.8 - 28.8
-0.5 84.6 51.8 37.2 23.9 23.9 - 93.5 - 51.2 - 41.1 - 26.5 - 26.5
-0.6 80.2 49.1 35.3 22.7 22.7 - 86.5 - 53.0 - 38.1 - 24.5 - 24.3
-0.7 76.3 46.7 33.6 21.6 21.6 - 80.5 - 49.3 - 35.4 - 22.8 - 22.8
-0.8 72.8 44.6 32.0 20.6 20.6 - 75.3 - 46.1 - 33.1 - 21.3 - 21.3
-0.9 69.5 42.6 30.6 19.7 19.7 - 70.7 - 43.3 - 31.1 - 20.0 - 20.0
-1.0 66.6 40.8 29.3 18.9 18.9 - 66.6 - 40.8 - 29.3 - 18.9 - 18.9
NOTES
1 The mtio of j,,J_ is positive or negative respectively if the maximum and minimum sttesses are of like or unlike sign.
2 The value given above include the maximum working stresses for all steels including those of strength higher than that conforming
to IS 8500.
Table 8 Minimum Size of First Run of a Fillet Weld
(Clauses 8.4.3 and 8.5.4)
Thickness of Thicker Part Size of Fillet Weld
Over Up to and
Including
mm mm mm
0) (21 (3)
6 3
6 12 4
12 18 6
18 36 8
36 56 10
56 150 12
IS0 16
14IS 1024 : 1999
ANNEX A
(CZuuse1 1.1)
TYPICAL WELDING PROCEDURE DATA SHEET
Specification No . .. . . . .. . . .. . .. . . . . .. .. .. . . . . .. .. . . .. .. . . . . . .. . . . . . . . .. . . . . . .. . .. . .. .. . . D ate. . . . . . . .. . .. . . . . . ,.. . . .. . . . . . .. . .. . . . . .. .. . .. . . .. .. .. . . . .. . .. . . .. . . . .. .. .
Welding Process . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M anual or Machine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Material Specification:Grade.. ..................... of IS. ................................. Batch/Cast No. .......................................
Thickness . . . . . . .. . .. . .. . . . .. . . . .. . . .. . . .. . .. .. . . . . . .. . . . .. . . . . . .. . .. . . .. . .. . .. .. . . . . . .. . . . . .. . . . . .. . . . . . .. . . . .. . . .. . . . . .. . . .. . . .. .. . . . .. . ..................................
Filler Metal Specification . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .................
Weld Metal Analysis . . . . .._....................................................... .. . .. . ,...........................................................................
FLUX OR SHIELDING GAS
Flux Trade Name or Composition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . .. . . . . . ......
Inert Gas Composition.. ...........................................................................................................................................
Trade Name.. ...................................... Flow Rate.. ....................................................................................................
Is Backing Strip Used’?. .............................................................................................................................................
Preheat Temperature Range.. .......................................................................................................................................
Interpass Temperature Range.. .....................................................................................................................................
Postheat Treatment ...................................................................................................................................................
WELDING PROCEDURE
Single or Multiple Pass . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......
15IS 1024 : 1999
Single or Multiple Arc . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..~.....................................................................
Welding Position(s) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FOR INFORMATION ONLY
Electrode/Filler Wire Diameter ..............................................................................................................................
Trade Name.. ............................................................................................................................................................
Type of Backing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..............................
*
Forehand or Backhand . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .....................
WELDING TECHNIQUES
Joint Details . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Amps ,.........,.............,..,,............ Volts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. .. . . . . . . .. . . . . . .. .. . . .. . . . .. . . . . .. . . . .. . . . .. . .. . .
Electrode Consumed (cm/m) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .................
Current . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Polarity . . . . . . . . . . . . . . . ..*....................................................................................................
Size of Reinforcement .......................... Whether Removed.. ...................................................................................
Inspection and Test Schedules.. ..................................................................................................................................
Signature
16
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2720_31.pdf
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IS 2720 ( Part31 ):1990
WV 31 4+ivfxTFsr 8fW wgm
(cr$mpMJT)
Indian Standard
METHODSOFTESTFOR SOILS
PART 31 FIELD DETERMINATION OF CALIFORNIA BEARING ~RATIO
First Revision )
(
UDC 624*131*383
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 1991 Price Group 3Soil and Soil Engineering Sectional Committee, CED 23
FOREWORD
This Indian Standard ( Part 31 ) ( First Revision ) was adopted by the Bureau of Indian Standards,
after the draft finalized by the Soil and Soil Engineering Sectional Committee had been approved by
the Civil Engineering Division Council.
The bearing ratio test ( generally known as the California bearing ratio test ) is an ad hoc penetration
test used for the evaluation of the strengths of sub-grade and bases for roads and runaway pavements.
The results obtained from these tests are used in conjunction with the empirical curves, based on
experience for the design of flexible pavements. The test gives empirical strength values which may
not be directly related to fundamental properties governing the strength of soil. The test is either
performed in the laboratory [ see IS : 2720 ( Part 11 ) : 1971 ] or directly in the field. The test may
also be performed in the laboratory on undisturbed sample or sample re-compacted to the field density.
The laboratory procedure has been covered in IS 27.0 ( Part 16 ) : 1987.
This standard covers the method of test to be conducted in the field. This standard was first published
in 1969. The principal modifications made in the revision are:
a) Revising the method of procedure based on the experience gained in the use of this test in the
past 20 years;
b) incorporating the references of various Indian Standards some of which have been revised
and some of them have been brought out as new standard; and
C) Incorporating SI units in place of metric units.IS272O(Part3 1):1990
Indian Standard
METHODSOFTESTFORSOILS
PART 31 FIELD DETERMINATION OF CALIFORNIA BEARING RATIO
First Revision
( )
1 SCOPE 4.3 Jacks
1.1 This Indian Standard ( Part 31 ) ( First Two track-type jacks of 50 to 120 kN capacity,
Revision ) covers the method for the determina- having double acting combination trip and
tion of the bearing ratio ( generally known as automatic lowering in cases where loaded truck
the California bearing ratio ) of soils in place or tractor is used for providing the necessary
for the evaluation of strengths of sub-grade and reaction.
bases for roads and runaway pavements.
4.4 Proving Ring
2 REFERENCES One calibrated proving ring of suitable capacity
having an accuracy of not more than one per-
2.1 The Indian Standards as given in Annex A
cent of the anticipated load shall be used. The
are necessary adjuncts to this standard.
calibration of the proving ring shall be checked
periodically at least once a year.
3 TERMINOLOGY
4.5 Metal Penetration Piston
3.0 For the purpose of this standard, the defini-
tions given in IS 2809 : 1972 and the following 50 f 0-I mm in diameter and not less than
definitions shall apply. 100 mm long.
3.1 Bearing Ratio (Generally known as California
4.6 Extensions
Bearing Ratio or CBR )
Internally threaded pipe or rod extensions not
The ratio of the force per unit area required to
less than 200 cm long furnished in the following
penetrate a soil mass with a standard circular
quantities and lengths:
piston at the rate of I.25 mm/min to that requi-
red for corresponding penetration of a standard Length of Extension Number of
material. ( see Note ) Extensions
cm
3.2 Standard Load
5 2
Load which has been obtained from the test on 10 2
crushed stone which is defined as having a
30 1
bearing ratio of 100 percent ( see 6.2 ).
50 1
4 APPARATUS 100 1
4.1 Loading Device NOTE - Other convenient lengths may also be used.
A mechanical screw loading jack with swivel 4.7 Connectors
head for applying load to the penetration piston.
The device should have an arrangement for For coupling the penetration piston and proving
attachment to truck, tractor, truss or any ring assembly either directly or through exten-
other equipment used to provide load reaction. sion pieces.
The jack should be such that a uniform pene-
4.8 Dial Gauge
tration rate of 12.5 mmlmin can be achieved.
The capacity of the jack should not be less than Reading to 0.01 mm having a travel of 25 mm,
50 kN. for measuring the penetration of the piston.
4.2 Equipment for Providing Reaction for 4.9 Dial Gauge Support
Loading
Rigid and of steel, angle welded construction
Truck, tractor, truss or any other suitable or light alloy pipe construction about 2 m long,
equipment. If truck or tractor, is used they of overall height 30 cm and 45 cm wide at the
should be loaded suitably to give the necessary feet with universal or ordinary dial gauge
reaction. If truss is used it should be suitably holder adjustable anywhere along the length of
anchored. the support. rIS 2720 ( Part 313 z%J90
4.10 Surcharge Weight pipes or rods. It should be ensured that the
.:
entire assembly is plumb and the loading jack
One annular metal weight of mass 5 kg and of
should be clamped in position.
250 mm diameter with a central hole 53 mm in
diameter. Two circular slotted weights of mass 5.4 The surcharge annular weight of mass 5 kg
5 kg and of diameter 215 to 250 mm with a should be kept in position on the surface to be
central hole and slot width of 53 mm. Two tested so that when the piston is lowered, it
circular slotted weights of mass 10 kg and of will pass through the hole in the annular weight.
diameter 215 to 250 mm with a central hole The penetration piston should be seated with
and slot width of 53 mm. the smallest possible load not exceeding a total
load of 40 N ( or unit load of 0.02 MPa) so that
4.11 Miscellaneous Apparatus
full contact is established between the piston
and the surface to be tested. For materials with
Other general apparatus, such as spirit level,
irregular surface the piston may be seated
pick, spade, scoop and brush, apparatus for
moisture determination [ see IS 2720 ( Part 2 j : on a thinnest practical layer of fine limestone
screening or plaster of Paris spread over the
1973 ] and density determination [ see IS 2720
surface.
ip;; 28 ) : 1974 and IS 2720 ( Part 29 ) :
5.5 While the seating load is on the piston, a
3 to 6 mm layer of clean sand should be spread
5 PROCEDURE
over the surface to be covered by the surcharge
5.1 The general surface area to be tested should annular weight. This helps in distributing the
be exposed, cleaned of all loose and dried surcharge load over the surface uniformly.
material and levelled. Extreme care shall be
5.6 Surcharge weights, sufficient to produce an
taken not to disturb the test surface. The
intensity of loading, equal to the weight of the
spacing of the tests should be such that opera-
base material and pavement, except that the
tions in one area do not disturb the soil in the
minimum weight applied should be 150 N
other area. For testing operations this spacing
including that of the annular weight [ this
may be 50 cm for the penetration piston used
weight gives an intensity of loading approxi-
in the test.
mately equal to that in the laboratory bearing
5.2 If actual service conditions in the field ratio test [ see IS 2720 ( Part 16 ) : 1987 ] should
warrant, the surface to be tested may be soaked be applied. The penetration indicating dial
to the desired degree. During the process of should be suitably fixed for reading the pene-
soaking the required surcharge weights should tration and the dial set to zero. A diagrammatic
be kept in place. The test surface should be set up of the test is shown in Fig. 1.
drained of all free water, levelled and allowed
5.7 Load shall be applied on the penetration
to stand for at least lfimminutes before starting
piston so that the penetration is approximately
further operations.
1.25 mm/min. The load readings shall be recor-
5.3 The equipment used to provide load ded at penetration of 0.5, 1.0, 1.5, 2.0, 2.5, 3.0,
reaction ( truck, tractor, truss etc ), should be 4.0, 5.0, 7.5, 10.0 and 12.5 mm. The maximum
so located that the centre of the beam against load and penetration shall be recorded if it
which the loading jack will work is over the occurs for a penetration less than 12.5 mm.
centre of the surface to be tested. If loaded The set up may then be dismantled.
truck or tractor is used for providing the
5.8 After the completion of the test, a sample
necessary reaction, the rear wheels of the truck
shall be collected from the point of penetration,
or tractor should be completely raised by
for moisture content determination. The
means of the track type jacks placed below the
moisture content shall be determined in accord-
frame of the body near the wheels in order to
ance with IS 2720 ( Part 2 ) : 4973. Besides the
avoid the loss of loading effort which would
moisture content, the in-place density shall be
otherwise be spent on the flexing of the axial
determined in accordance with IS 2720 ( Part
springs of the vehicle at the time of testing. In
~28 ) : 1974 or IS 2720 ( Part 29 ) : 1975 about
order to avoid accidents due to the failure of
15 cm away from the point of penetration.
jacks near the wheels and the lifting of the
vehicle at higher loads, the rear side of the 6 CALCULATIONS
body of the vehicle should be placed over two
6.1 Load Penetration Curve
rigid supports. The screw jack with swivel
should be installed to the underside of the The load penetration curve shall be plotted
equipment -providing reaction, at. the correct (see Fig. 2). This curve may be convex
position for the test. The proving ring should upwards although the initial portion of the
be connected to the bottom end of the jack and curve may be concave upwards due to surface
the piston connector to the bottom of the irregularities. A correction shall then be applied
proving ring. The piston should then, be connec- by drawing a tangent to the curve at the point
ted using, if necessary, lengths of extension of maximum slope. The corrected curve shall
2IS ,272t-(B .P art: 3$ ) : 1990
-be taken to be this tangent, together with the follows:
convex portion of the original curve, with the Pt
Bearing ratio = - x 100 percent
.origin of strains shifted to the point where the PS
tangent cuts the horizontal axis for penetration, where
as illustrated in Fig. 2.
P, = corrected unit ( or total ) test load
corresponding to’ the chosen penetra-
6.2 Bearing Ratio
tion value read from the load penetra-
Corresponding to the penetration value at which tion curve, in MPa ( or N );
the bearing ratio is desired, corrected load P, = unit ( or total ) standard load for the
values shall be taken from the load penetration same depth of penetration as per Pt,
Gurve and the bearing ratio calculated as taken from Table 1, in MPa ( or N ).
TOP PLATE’ ,#i# \-TRUCK ATTACH-
MENT CLAMP
-GEAR BOX
PROVING RING
r DIAL G,AUGE
EXTENSION ROD
PENETRATION
rADJUSTABLE POST
DIAL GAUGE
MAGNETIC CLAMP
SLAT TED SUR-
/-FOLDING DATUM
CHARGE WEIGHT
LANNULAR k JOINT \-UNIVERSAL DIAL
SURCHARGE NIPPLE OF GAUGE CLAMP
WEIGHT DATUM BAR
FIG. 1 FIELD CBR APPARATUSIS 2720 ( Part 31) ~: 1990
6.2.1 The bearing ratios are usually calculated’
for peretration of 2.5 mm and 5 mm. Generally
the bearing ratio at 2.5 mm penetration will
be greater than that at 5 mm penetration and m
such a case the former shall be taken as the
bearing ratio for design purposes. If the bearing
ratio corresponding to a penetration of 5 mm
exceeds that for 2.5 -mm, the test shall be
repeated. If identical results follow, the bearing.
ratio corresponding to 5 mm penetration shall
be taken for design.
7 REPORT
7.1 The bearing ratio shall be reported correct
to the first decimal place. The details in the-
recommended proforma for the record of test
results given in Annex B shall be given.
8 NUMBER OF FIELD TESTS
2.5 5.0 7.5 10.0 12.5 8.1 Three in-place bearing ratio tests shall be
performed at each location to be tested.
PENETRATION IN mm -c
However, if the results of the three tests in any
FIG. 2 TYPICAL LOAD PBNBTRATIONC URVES
group do not show reasonable agreement, three
additional tests shall be performed at the same
Table 1 Standard Load, P,
location and numerical average of the six tests
( Clause 6.2) shall be used as the bearing ratio at that
location. A reasonable agreement between the
Penetration Unit Standard Total Standard minimum and maximum values of the three
Depth Load Load
tests where the bearing ratio is less than 10%
mm MPa N
permits a tolerance of 3%, from 10% to 30% a
2’~5 6’86 13 430
tolerance of 5%, from 30% to 60% a tolerance
5’0 10’30 20 150
of lo%, and greater than SO%, a tolerance of
1’0 13’10 25 790 25%. If it is known that single value is erratic
10’0 15’90 31 180 for any reason, that value should be discarded
12’5 17’90 35 300 and another test performed.
ANNEX A
( Clause 2.1 )
LIST OF REFERRED INDIAN STANDARDS
IS No. Title IS No. Title
2720 Methods of test for soils ( Part 28 ) : -1974 Determination of dry
density ;inyils in-place, by
( Part 2 ) : 1973 Determination of water
the replacement
content ( second revision)
method ( jirst revision )
( Part 11 ) : 1971 Determination of the shear
strength parameters of a ( Part 29 ) : 1975 Determination of dry
specimen tested in unconso- density of soils in-place, by
lidated undrained triaxial the core cutter method
compression without the (first revision )
measurement of pore water
pressure 2809 : 1972 Glossary of terms and
( Pa& 16 ) : 1987 Laboratory determination _ symbols relating to soil.
of CBR ( secohd re&iolz-7 j/ 1 engineering ( jirst revision )JIS 2720 ( Part 31 ) : 1990
ANNEX B
( Clause 7.1 )
PROFORMA FOR IN-PLACE BEARING RATIO TEST
~Location .......................................... Tested by ..................................................................
Material at the test point ............................. Date ............................................................
Depth of tests point .....................................................................................................
soaked
Condition of test
unsoaked
Period of soaking, if any . . . . . . .., ._.._* .......... m. . . . . . . . . - . . . . . . . . . . . . . . . . . . ..,................ - I...................... __.
Surcharge weight used during soaking . . . . . . . --... .. . . ..I........ .- . . . . . . . ._ . . . . . . . . . . . . . . . * . . . . . . . . . . . . . . . . . . . . . . . . . .
Moisture content ._* .... -. I-.__......._.. - . . . . . . . . . ..a....... -.. -.- . . . . . . . . . . . . . . -.-----*.----- . . . . . . . . . . . . . . . . . . . . . . .
Density . . . . . . . . . . . . . . . . . . . . . . . . --- .I.. -. . . . . . . . . . . . . . . . . . . . _...I . . . . . . . . . . -..., . . . . - . . . . . -1.-..- . . . . . -. . . . . . - . . . . . . . . _ . . .
Method used for determination of density U.._ . . . . . . . . . . . . - . . . . . . . . . _.. .U._. .I... *-.. . . . . . . . . . . -1. . . . . . .
Penetration test
Surcharge weight used -. . . . . . . . . . . . . . . . . . . . . . . - . . . . . .._.... -_. ._. . . . . -- . . . . .. . . . . . . . . .._._....... - . . . . . . . . . -...... ._.
Penetration Proving Ring Dial Load Corrected Load
mm Gauge Readings N N(see6.1)
O-5
1.0
1.5
2.0
2.5
3.0
40
---
5.0
7.5
10.0
12.5
Bearing ratio at 2.5 mm penetration 1 1,
2 > Average
3j
Bearing ratio at 5 mm penetration 1 7
2 ? Average
3j
Reasons if test is rejected:
Result of repeat test, if conducted . . . . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .._.......... . .._ . . . . . . . . . . . . . . I.C.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on products
covered by an Indian Standard conveys the assurance that they have been produced to comply
with the requirements of that standard under a well defined system of inspection, testing and
quality control which is devised and supervised by BIS and operated by the producer. Standard
marked products are also continuously checked by BIS for conformity to that standard as a
further safeguard. Details of conditions under which a licence for the use of the Standard Mark
may be granted to manufacturers or producers may be obtained from the Bureau of
Indian Standards.
--.__.-Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries refating to copyright be addressed to the Director ( Publications-), BIS. - -
Revision of Indian Standards
Indian Standards are reviewed periodically and revised, when necessary and amendments, if any, are
issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition. Comments on this Indian Standard may be sent to BIS giving the
following reference:
. Dot : No. CED 23 ( 4450 )
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 : 331 01 31, 331 13 75 ( Common to all Offices )
Regional Offices : Telephone
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Printed at New India Printing Press, Khurja, India
|
13920.pdf
|
IS 13920 : 1993
(Reaffirmed1998)
Edition1.2
(2002-03)
Indian Standard
DUCTILE DETAILING OF REINFORCED
CONCRETE STRUCTURES SUBJECTED TO
SEISMIC FORCES — CODE OF PRACTICE
(Incorporating Amendment Nos. 1 & 2)
UDC 69.059.25 (026):624.042.7
©BIS2002
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group7Earthquake Engineering Sectional Committee, CED39
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Earthquake Engineering Sectional Committee had been approved by the Civil Engineering
Division Council.
IS4326:1976 ‘Code of practice for earthquake resistant design and construction of buildings’
while covering certain special features for the design and construction of earthquake resistant
buildings included some details for achieving ductility in reinforced concrete buildings. With a
view to keep abreast of the rapid developments and extensive research that has been carried out in
the field of earthquake resistant design of reinforced concrete structures, the technical committee
decided to cover provisions for the earthquake resistant design and detailing of reinforced concrete
structures separately.
This code incorporates a number of important provisions hitherto not covered in IS4326:1976.
The major thrust in the formulation of this standard is one of the following lines:
a)As a result of the experience gained from the performance, in recent earthquakes, of
reinforced concrete structures that were designed and detailed as per IS4326:1976, many
deficiencies thus identified have been corrected in this code.
b)Provisions on detailing of beams and columns have been revised with an aim of providing
them with adequate toughness and ductility so as to make them capable of undergoing
extensive inelastic deformations and dissipating seismic energy in a stable manner.
c)Specifications on a seismic design and detailing of reinforced concrete shear walls have been
included.
The other significant changes incorporated in this code are as follows:
a)Material specifications are indicated for lateral force resisting elements of frames.
b)Geometric constraints are imposed on the cross section for flexural members. Provisions on
minimum and maximum reinforcement have been revised. The requirements for detailing of
longitudinal reinforcement in beams at joint faces, splices, and anchorage requirements are
made more explicit. Provision are also included for calculation of design shear force and for
detailing of transverse reinforcement in beams.
c)For members subjected to axial load and flexure, the dimensional constraints have been
imposed on the cross section. Provisions are included for detailing of lap splices and for the
calculation of design shear force. A comprehensive set of requirements is included on the
provision of special confining reinforcement in those regions of a column that are expected to
undergo cyclic inelastic deformations during a severe earthquake.
d)Provisions have been included for estimating the shear strength and flexural strength of
shear wall sections. Provisions are also given for detailing of reinforcement in the wall web,
boundary elements, coupling beams, around openings, at construction joints, and for the
development, splicing and anchorage of reinforcement.
Whilst the common methods of design and construction have been covered in this code, special
systems of design and construction of any plain or reinforced concrete structure not covered by this
code may be permitted on production of satisfactory evidence regarding their adequacy for seismic
performance by analysis or tests or both.
The Sectional Committee responsible for the preparation of this standard has taken into
consideration the view of manufacturers, users, engineers, architects, builders and technologists
and has related the standard to the practices followed in the country in this field. Due weightage
has also been given to the need for international co-ordination among standards prevailing in
different seismic regions of the world.
In the formulation of this standard, assistance has been derived from the following publications:
i)ACI318-89/318R-89, Building code requirements for reinforced concrete and commentary,
published by American Concrete Institute.
ii)ATC-11.Seismic resistance of reinforced concrete shear walls and frame joints:Implications
of recent research for design engineers, published by Applied Technology Council, USA.
iii)CAN3-A23. 3-M84, 1984,Design of concrete structures for buildings, Canadian Standards
Association.
iv)SEADC, 1980,Recommended lateral force requirements and commentary, published by
Structural Engineers Association of California, USA
The composition of the technical committees responsible for formulating this standard is given in
Annex A.
This edition 1.2 incorporates Amendment No. 1 (November 1995) and Amendment No. 2
(March2002). Side bar indicates modification of the text as the result of incorporation of the
amendments.IS 13920 : 1993
Indian Standard
DUCTILE DETAILING OF REINFORCED
CONCRETE STRUCTURES SUBJECTED TO
SEISMIC FORCES — CODE OF PRACTICE
1 SCOPE each end. The hooks shall engage peripheral
longitudinal bars.
1.1This standard covers the requirements for
designing and detailing of monolithic reinforced
3.3 Curvature Ductility
concrete buildings so as to give them adequate
toughness and ductility to resist severe Is the ratio of curvature at the ultimate
earthquake shocks without collapse. strength of the section to the curvature at first
yield of tension steel in the section.
1.1.1Provisions of this code shall be adopted in
all reinforced concrete structures which are 3.4 Hoop
located in seismic zone III, IV or V.
Is a closed stirrup having a 135° hook with a
1.1.2The provisions for reinforced concrete
10-diameter extension (but not < 75 mm) at
construction given herein apply specifically to
each end, that is embedded in the confined core
monolithic reinforced concrete construction.
of the section. It may also be made of two pieces
Precast and/or prestressed concrete members
of reinforcement; a U-stirrup with a 135° hook
may be used only if they can provide the same
and a 10-diameter extension (but not < 75 mm)
level of ductility as that of a monolithic
at each end, embedded in the confined core and
reinforced concrete construction during or after
a crosstie.
an earthquake.
3.5 Lateral Force Resisting System
2 REFERENCES
Is that part of the structural system which
2.1The Indian Standards listed below are
resists the forces induced by earthquake.
necessary adjunct to this standard:
IS No. Title 3.6 Shear Wall
456:1978 Code of practice for plain and A wall that is primarily designed to resist
reinforced concrete (third lateral forces in its own plane.
revision)
3.7 Shell Concrete
1786:1985 Specification for high strength
deformed steel bars and wires
Concrete that is not confined by transverse
for concrete reinforcement
reinforcement, is also called concrete cover.
(third revision)
1893:1984 Criteria for earthquake design 3.8 Space Frame
of structures (fourth revision)
A three dimensional structural system
composed of interconnected members, without
3 TERMINOLOGY
shear or bearing walls, so as to function as a
3.0For the purpose of this standard, the complete self-contained unit with or without
following definitions shall apply. the aid of horizontal diaphragms or floor
bracing systems.
3.1 Boundary Elements
3.8.1Vertical Load Carrying Space Frame
Portions along the edges of a shear wall that
are strengthened by longitudinal and A space frame designed to carry all vertical
transverse reinforcement. They may have the loads.
same thickness as that of the wall web.
3.8.2Moment Resisting Space Frame
3.2 Crosstie
A vertical load carrying space frame in which
Is a continuous bar having a 135° hook with a the members and joints are capable of resisting
10-diameter extension (but not < 75 mm) at forces primarily by flexure.
1IS 13920 : 1993
4 SYMBOLS bR — moment of resistance of beam
M
For the purpose of this standard, the following u, lim framing into column from the right
letter symbols shall have the meaning M — flexural strength of wall web
uv
indicated against each; where other symbols
P — factored axial load
u
are used, they are explained at the appropriate
S — pitch of spiral or spacing hoops
place. All dimensions are in mm, loads in
Newton and stresses in MPa (N/sq mm) unless S v — vertical spacing of horizontal
otherwise specified. reinforcement in web
t — thickness of wall web
A — gross cross sectional area of w
g
column, wall D+L — shear at end A of beam due to dead
V
and live loads with a partial factor
A — horizontal reinforcement area a
h
of safety of 1.2 on loads
within spacing S
v
A — area of concrete core of column D+L — shear at end B of beam due to dead
k V
and live loads with a partial factor
A — reinforcement along each diagonal b
sd of safety of 1.2 on loads
of coupling beam
V — shear resistance at a joint
A — area of cross section of bar forming j
sh
spiral or hoop V — factored shear force
u
A — area of uniformly distributed V — shear force to be resisted by
st us
vertical reinforcement reinforcement
A v — vertical reinforcement at a joint x x* — depth of neutral axis from extreme
u, u
C — centre to centre distance between compression fibre
w
boundary elements α — inclination of diagonal
D — overall depth of beam reinforcement in coupling beam
D — diameter of column core measured ρ — vertical reinforcement ratio
k
to the outside of spiral or hoop ρ — compression reinforcement ratio in
c
d — effective depth of member a beam
d w — effective depth of wall section ρ max — maximum tension reinforcement
E — elastic modulus of steel ratio for a beam
s
f — characteristic compressive strength ρ — minimum tension reinforcement
ck min
of concrete cube ratio for a beam
f — yield stress of steel τ — shear strength of concrete
y c
h — longer dimension of rectangular τ — maximum permissible shear stress
confining hoop measured to its c, max in section
outer face τ — nominal shear stress
v
h — storey height
st
L — clear span of beam
AB
5 GENERAL SPECIFICATION
l — length of member over which
o
special confining reinforcement is
5.1The design and construction of reinforced
to be provided
concrete buildings shall be governed by the
l — horizontal length of wall
w provisions of IS456:1978, except as modified
l — clear span of coupling beam by the provisions of this code.
s
M — factored design moment on entire
u 5.2For all buildings which are more than
wall section
3storeys in height, the minimum grade of
Ah — hogging moment of resistance of concrete shall be M20 (f = 20 MPa).
M ck
u, lim beam at end A
5.3Steel reinforcements of grade Fe 415 (see
As — sagging moment of resistance of
M IS1786:1985) or less only shall be used.
u, lim beam at end A
Bh — hogging moment of resistance of However, high strength deformed steel bars,
M
u, lim beam at end B produced by the thermo-mechanical treatment
Bs — sagging moment of resistance of process, of grades Fe500 and Fe550, having
M u, lim beam at end B elongation more than 14.5percent and
conforming to other requirements of
— moment of resistance of beam
Mb L
framing into column from the left
IS1786:1985 may also be used for the
u, lim reinforcement.
2IS 13920 : 1993
6 FLEXURAL MEMBERS
6.1 General
These requirements apply to frame members
resisting earthquake induced forces and
designed to resist flexure. These members shall
satisfy the following requirements.
6.1.1The factored axial stress on the member
under earthquake loading shall not exceed
0.1f .
ck
6.1.2The member shall preferably have a
width-to-depth ratio of more than 0.3.
6.1.3The width of the member shall not be less
than 200mm.
6.1.4The depth D of the member shall FIG.1 ANCHORAGE OF BEAM BARS IN AN
preferably be not more than 1/4 of the clear EXTERNAL JOINT
span.
6.2.6The longitudinal bars shall be spliced,
only if hoops are provided over the entire splice
6.2 Longitudinal Reinforcement
length, at a spacing not exceeding 150mm (see
Fig. 2). The lap length shall not be less than
6.2.1 a)The top as well as bottom
the bar development length in tension. Lap
reinforcement shall consist of at least
splices shall not be provided (a) within a joint,
two bars throughout the member
(b) within a distance of 2d from joint face, and
length.
(c) within a quarter lengh of the member where
flexural yielding may generally occur under the
b)The tension steel ratio on any face, at
any section, shall not be less than effect of earthquake forces. Not more than
50percent of the bars shall be spliced at one
ρ = 0.24 f ⁄f ; where f and f
min ck y ck y section.
are in MPa.
6.2.2The maximum steel ratio on any face at
any section, shall not exceed ρ = 0.025.
max
6.2.3The positive steel at a joint face must be
at least equal to half the negative steel at that
face.
6.2.4The steel provided at each of the top and
bottom face of the member at any section along
its length shall be at least equal to one-fourth of
the maximum negative moment steel provided
at the face of either joint. It may be clarified
that redistribution of moments permitted in
FIG.2 LAP, SPLICE IN BEAM
IS456:1978 (clause 36.1) will be used only for
vertical load moments and not for lateral load 6.2.7Use of welded splices and mechanical
moments. connections may also be made, as per 25.2.5.2
of IS456:1978. However, not more than half
6.2.5In an external joint, both the top and the
the reinforcement shall be spliced at a section
bottom bars of the beam shall be provided with
where flexural yielding may take place. The
anchorage length, beyond the inner face of the
location of splices shall be governed by 6.2.6.
column, equal to the development length in
6.3 Web Reinforcement
tension plus 10 times the bar diameter minus
the allowance for 90 degree bend(s) (see 6.3.1Web reinforcement shall consist of
Fig.1). In an internal joint, both face bars of vertical hoops. A vertical hoop is a closed
the beam shall be taken continuously through stirrup having a 135° hook with a 10 diameter
the column. extension (but not < 75 mm) at each end that is
3IS 13920 : 1993
embedded in the confined core (see Fig. 3a). In beams with clear span exceeding 5m, the
compelling circumstances, it may also be made minimum bar diameter shall be 8 mm.
up of two pieces of reinforcement; a U-stirrup
with a 135° hook and a 10 diameter extension 6.3.3The shear force to be resisted by the
(but not < 75 mm) at each end, embedded in the vertical hoops shall be the maximum of:
confined core and a crosstie (see Fig.3b). A
crosstie is a bar having a 135° hook with a 10 a)calculated factored shear force as per
diameter extension (but not < 75 mm) at each analysis, and
end. The hooks shall engage peripheral
longitudinal bars. b)shear force due to formation of plastic
hinges at both ends of the beam plus the
6.3.2The minimum diameter of the bar
factored gravity load on the span. This is
forming a hoop shall be 6mm. However, in
given by (see Fig. 4):
i) for sway to right:
and and
ii)for sway to left:
and
As Ah Bs Bh
where Mu, lim, M
u, lim
and Mu, lim, M
u, lim
are the sagging and hogging moments of resistance of
the beam section at ends A and B, respectively. These are to be calculated as per IS456:1978.
D+L D+L
L AB is clear span of beam. Va and V b are the shears at ends A and B, respectively, due to
vertical loads with a partial safety factor of 1.2 on loads. The design shear at end A shall be the
larger of the two values of V computed above. Similarly, the design shear at end B shall be the
u,a
larger of the two values of V computed above.
u,b
FIG.3 BEAM WEB REINFORCEMENT
4IS 13920 : 1993
FIG.4 CALCULATION OF DESIGN SHEAR FORCE FOR BEAM
6.3.4The contribution of bent up bars and 7.1.2The minimum dimension of the member
inclined hoops to shear resistance of the section shall not be less than 200mm. However, in
shall not be considered. frames which have beams with centre to centre
span exceeding 5 m or columns of unsupported
6.3.5The spacing of hoops over a length of 2d at
length exceeding 4 m, the shortest dimension of
either end of a beam shall not exceed (a) d/4,
the column shall not be less than 300 mm.
and (b) 8 times the diameter of the smallest
longitudinal bar; however, it need not be less 7.1.3The ratio of the shortest cross sectional
than 100mm (see Fig. 5). The first hoop shall dimension to the perpendicular dimension shall
be at a distance not exceeding 50 mm from the preferably not be less than 0.4.
joint face. Vertical hoops at the same spacing as
above, shall also be provided over a length 7.2 Longitudinal Reinforcement
equal to 2d on either side of a section where
7.2.1Lap splices shall be provided only in the
flexural yielding may occur under the effect of
central half of the member length. It should be
earthquake forces. Elsewhere, the beam shall
proportioned as a tension splice. Hoops shall be
have vertical hoops at a spacing not exceeding
provided over the entire splice length at
d/2.
spacing not exceeding 150mm centre to centre.
7 COLUMNS AND FRAME MEMBERS Not more than 50percent of the bars shall be
SUBJECTED TO BENDING AND AXIAL spliced at one section.
LOAD
7.2.2Any area of a column that extends more
7.1 General than 100 mm beyond the confined core due to
architectural requirements, shall be detailed in
7.1.1These requirements apply to frame the following manner. In case the contribution
members which have a factored axial stress in of this area to strength has been considered,
excess of 0.1f ck under the effect of earthquake then it will have the minimum longitudinal and
forces. transverse reinforcement as per this code.
5IS 13920 : 1993
FIG.5 BEAMREINFORCEMENT
However, if this area has been treated as 7.3.2The parallel legs of rectangular hoop shall
non-structural, the minimum reinforcement be spaced not more than 300 mm centre to
requirements shall be governed by centre. If the length of any side of the hoop
IS456:1978 provisions minimum longitudinal exceeds 300 mm, a crosstie shall be provided
and transverse reinforcement, as per (Fig. 7B). Alternatively, a pair of overlapping
IS456:1978 (see Fig. 6). hoops may be provided within the columm (see
Fig. 7C). The hooks shall engage peripheral
longitudinal bars.
7.3.3The spacing of hoops shall not exceed half
the least lateral dimension of the column,
except where special confining reinforcement is
provided, as per 7.4.
7.3.4The design shear force for columns shall
be the maximum of:
a)calculated factored shear force as per
analysis, and
b)a factored shear force given by
bL bR
Mu, lim +Mu, lim
V = 1.4 ----------------------------------------------
u h
st
FIG.6 REINFORCEMENT REQUIREMENT FOR
COLUMN WITH MORE THAN 100mm
bL bR
PROJECTION BEYOND CORE where M u, lim and Mu,lim are moment of
resistance, of opposite sign, of beams framing
into the column from opposite faces (see
7.3 Transverse Reinforcement
Fig.8); and h is the storey height. The beam
st
7.3.1Transverse reinforcement for circular moment capacity is to be calculated as per
columns shall consist of spiral or circular hoops. IS456:1978.
In rectangular columns, rectangular hoops may
7.4 Special Confining Reinforcement
be used. A rectangular hoop is a closed stirrup,
having a 135° hook with a 10diameter This requirement shall be met with, unless a
extension (but not < 75 mm) at each end, that is larger amount of transverse reinforcement is
embedded in the confined core (see Fig7A). required from shear strength considerations.
6IS 13920 : 1993
FIG.7 TRANSVERSE REINFORCEMENT IN COLUMN
7IS 13920 : 1993
7.4.1Special confining reinforcement shall be
provided over a length l from each joint face,
o
towards midspan, and on either side of any
section, where flexural yielding may occur
under the effect of earthquake forces (see
Fig.9.). The length ‘l ’ shall not be less than
o
(a)larger lateral dimension of the member at
the section where yielding occurs, (b) 1/6 of
clear span of the member, and (c) 450 mm.
7.4.2When a column terminates into a footing
or mat, special confining reinforcement shall
extend at least 300mm into the footing or mat
(see Fig. 10).
7.4.3When the calculated point of
contra-flexure, under the effect of gravity and
earthquake loads, is not within the middle half
of the member clear height, special confining
reinforcement shall be provided over the full
height of the column.
7.4.4Columns supporting reactions from
discontinued stiff members, such as walls, shall
be provided with special confining
reinforcement over their full height (see
Fig.11). This reinforcement shall also be
placed above the discontinuity for at least the
development length of the largest longitudinal
bar in the column. Where the column is
supported on a wall, this reinforcement shall be
provided over the full height of the column; it
shall also be provided below the discontinuity
for the same development length.
7.4.5Special confining reinforcement shall be
provided over the full height of a column which
has significant variation in stiffness along FIG.8 CALCULATION OF DESIGN SHEAR
itsheight. This variation in stiffness may result FORCE FOR COLUMN
8IS 13920 : 1993
FIG.9 COLUMN AND JOINT DETAILING
FIG.10 PROVISION OF SPECIAL CONFINING REINFORCEMENT IN FOOTINGS
9IS 13920 : 1993
FIG.11 SPECIAL CONFINING REINFORCEMENT REQUIREMENT FOR COLUMNS UNDER
DISCONTINUED WALLS
due to the presence of bracing, a mezzanine π 2
floor or a R.C.C. wall on either side of the A k = area of the concrete core = 4---D k
column that extends only over a part of the
column height (see Fig.12). Example:Consider a column of diameter 300
mm. Let the grade of concrete be M20, and that
7.4.6The spacing of hoops used as special
of steel Fe 415, for longitudinal and confining
confining reinforcement shall not exceed 1/4 of
reinforcement. The spacing of circular hoops, S,
minimum member dimension but need not be
shall not exceed the smaller of (a) 1/4 of
less than 75 mm nor more than 100 mm.
minimum member dimension = 1/4 × 300 =
7.4.7The area of cross section, A , of the bar
sh 75mm, and (b) 100mm. Therefore, S=75 mm.
forming circular hoops or spiral, to be used as
Assuming 40mm clear cover to the
special confining reinforcement, shall not be
longitudinal reinforcement and circular hoops
less than
of diameter 8 mm, D = 300–2 × 40 + 2 × 8 =
k
f A 236 mm. Thus, the area of cross section of the
A = 0.09 SD ---c--k-- -----g--–1.0 bar forming circular hoop works out to be
sh kf y A k 47.28mm2. This is less than the cross sectional
where area of 8mm bar (50.27mm2). Thus, circular
hoops of diameter 8 mm at a spacing of 75 mm
A = area of the bar cross section,
sh centre to centre will be adequate.
S = pitch of spiral or spacing of hoops,
7.4.8The area of cross section, A , of the bar
sh
D = diameter of core measured to the forming rectangular hoop, to be used as special
k
outside of the spiral or hoop, confining reinforcement shall not be less than
f ck = c ch ona cr ra ec tt ee r ci us bti ec , compressive strength of A = 0.18 Sh f ---c--k-- -A ----g--–1.0
sh f A
y k
f = yield stress of steel (of circular hoop or
y
spiral), where
A = gross area of the column cross section, h = longer dimension of the rectangular
g
and confining hoop measured to its outer
10IS 13920 : 1993
FIG.12 COLUMNS WITH VARYING STIFFNESS
face. It shall not exceed 300 mm (see pair of overlapping hoops or a single hoop with
Fig.7), and crossties, in both directions, will have to be
provided. Thus, the dimension ‘h’ will be the
A = area of confined concrete core in the larger of (i) 590/2 = 295mm, and (ii) 440/2 =
k
rectangular hoop measured to its 220 mm. The spacing of hoops, S, shall not
outside dimensions. exceed the smaller of (a) 1/4 of minimum
member dimensions = 1/4 × 500 = 125 mm, and
NOTE : The dimension ‘h’ of the hoop could be reduced (b) 100 mm. Thus, S = 100mm. The area of
by introducing crossties, as shown in Fig.7B. In this cross section of the bar forming rectangular
case, A k shall be measured as the overall core area, hoop works out to be 64.47 mm2. This is less
regardless of the hoop arrangement. The hooks of
crossties shall engage peripheral longitudinal bars. than the area of cross section of 10 mm bar
(78.54 mm2). Thus, 10 mm diameter
Example:Consider a column of 650 mm × rectangular hoops at 100mm c/c will be
500mm. Let the grade of concrete be M20 and adequate. Similar calculations indicate that, as
that of steel Fe 415, for the longitudinal and an alternative, one could also provide 8mm
confining reinforcement. Assuming clear cover diameter rectangular hoops at 70mm c/c.
of 40 mm to the longitudinal reinforcement and
8 JOINTS OF FRAMES
rectangular hoops of diameter 10 mm, the size
of the core is 590 mm × 440 mm. As both these 8.1The special confining reinforcement as
dimensions are greater than 300 mm, either a required at the end of column shall be provided
11IS 13920 : 1993
through the joint as well, unless the joint is 9.2.2The design shear strength of concrete, τ ,
c
confined as specified by 8.2. shall be calculated as per Table 13 of IS 456:
1978.
8.2A joint which has beams framing into all
vertical faces of it and where each beam width 9.2.3The nominal shear stress in the wall, τ ,
v
is at least 3/4 of the column width, may be shall not exceed τ , as per Table 14 of
c, max
provided with half the special confining IS456:1978.
reinforcement required at the end of the
9.2.4When τ is less than τ shear
column. The spacing of hoops shall not exceed v c
reinforcement shall be provided in accordance
150 mm.
with 9.1.4, 9.1.5 and 9.1.7.
9 SHEAR WALLS 9.2.5When τ is greater than τ , the area of
v c
9.1 General Requirements horizontal shear reinforcement, A , to be
h
provided within a vertical spacing, S , is given
9.1.1The requirements of this section apply to v
by
the shear walls, which are part of the lateral
force resisting system of the structure. 0.87 f A d
V = ----------------y--- ------h--- ------w--
9.1.2The thickness of any part of the wall shall us S
v
preferably, not be less than 150 mm.
where V = (V – τ t d ), is the shear force
9.1.3The effective flange width, to be used in us u c w w
to be resisted by the horizontal reinforcement.
the design of flanged wall sections, shall be
However, the amount of horizontal
assumed to extend beyond the face of the web
reinforcement provided shall not be less than
for a distance which shall be the smaller of (a)
the minimum, as per 9.1.4.
half the distance to an adjacent shear wall web,
and (b) 1/10 th of the total wall height. 9.2.6The vertical reinforcement, that is
uniformly distributed in the wall, shall not be
9.1.4Shear walls shall be provided with
less than the horizontal reinforcement
reinforcement in the longitudinal and
calculated as per 9.2.5.
transverse directions in the plane of the wall.
The minimum reinforcement ratio shall be
9.3 Flexural Strength
0.002 5 of the gross area in each direction. This
reinforcement shall be distributed uniformly 9.3.1The moment of resistance, M , of the
uv
across the cross section of the wall. wall section may be calculated as for columns
subjected to combined bending and axial load
9.1.5If the factored shear stress in the wall
as per IS456:1978. The moment of resistance
exceeds 0.25 f or if the wall thickness
ck of slender rectangular shear wall section with
exceeds 200mm, reinforcement shall be
uniformly distributed vertical reinforcement is
provided in two curtains, each having bars
given in Annex A.
running in the longitudinal and transverse
directions in the plane of the wall. 9.3.2The cracked flexural strength of the wall
section should be greater than its uncracked
9.1.6The diameter of the bars to be used in any
flexural strength.
part of the wall shall not exceed 1/10th of the
thickness of that part. 9.3.3In walls that do not have boundary
9.1.7The maximum spacing of reinforcement elements, vertical reieforcement shall be
in either direction shall not exceed the smaller concentrated at the ends of the wall. Each
of l /5, 3t , and 450mm; where l is the concentration shall consist of a minimum of
w w w
horizontal length of the wall, and t is the 4bars of 12mm diameter arranged in at least
w
thickness of the wall web. 2layers.
9.2 Shear Strength 9.4 Boundary Elements
9.2.1The nominal shear stress, τ, shall be
v Boundary elements are portions along the wall
calculated as:
edges that are strengthened by longitudinal
and transverse reinforcement. Though they
may have the same thickness as that of the
wall web it is advantageous to provide them
where
with greater thickness.
V = factored shear force,
u 9.4.1Where the extreme fibre compressive
t = thickness of the web, and
w stress in the wall due to factored gravity loads
d w = effective depth of wall section. This plus factored earthquake force exceeds 0.2f ck,
may by taken as 0.8 l w for rectangular boundaty elements shall be provided along the
sections. vertical boundaries of walls. The boundary
12IS 13920 : 1993
elements may be discontinued where the where V is the factored shear force, and α is
u
calculated compressive stress becomes less the angle made by the diagonal reinforcement
than 0.15f . The compressive stress shall be with the horizontal. At least 4 bars of 8 mm
ck
calculated using a linearly elastic model and diameter shall be provided along each diagonal.
gross section properties. The reinforcement along each diagonal shall be
enclosed by special confining reinforcement, as
9.4.2A boundary element shall have adequate
per 7.4. The pitch of spiral or spacing of ties
axial load carrying capacity, assuming short
shall not exceed 100 mm.
column action, so as to enable it to carry an
axial compression equal to the sum of factored 9.5.3The diagonal or horizontal bars of a
gravity load on it and the additional coupling beam shall be anchored in the
compressive load induced by the seismic force. adjacent walls with an anchorage length of 1.5
The latter may be calculated as: times the development length in tension.
M –M 9.6 Openings in Walls
------u---------------u---v--
C 9.6.1The shear strength of a wall with
w
where openings should be checked along critical
planes that pass through openings.
M = factored design moment on the entire
u
wall section, 9.6.2Reinforcement shall be provided along the
edges of openings in walls. The area of the
M = moment of resistance provided by
uv vertical and horizontal bars should be such as
distributed vertical reinforcement
to equal that of the respective interrupted bars.
across the wall section, and
The vertical bars should extend for the full
C = center to center distance between the
w storey height. The horizontal bars should be
boundary elements along the two
provided with development length in tension
vertical edges of the wall.
beyond the sides of the opening.
9.4.3If the gravity load adds to the strength of
9.7 Discontinuous Walls
the wall, its load factor shall be taken as 0.8.
Columns supporting discontinuous walls shall
9.4.4The percentage of vertical reinforcement
be provided with special confining
in the boundary elements shall not be less than
reinforcement, as per 7.4.4.
0.8 percent, nor greater than 6 percent. In
order to avoid congestion, the practical upper 9.8 Construction Joints
limit would be 4 percent.
The vertical reinforcement ratio across a
9.4.5Boundary elements, where required, as horizontal construction joint shall not be less
per 9.4.1, shall be provided throughout their than:
height, with special confining reinforcement, as
per 7.4.
9.4.6Boundary elements need not be provided,
if the entire wall section is provided with where τ is the factored shear stress at the
v
special confining reinforcement, as per 7.4. joint, P is the factored axial force (positive for
u
compression), and A is the gross cross
9.5 Coupled Shear Walls g
sectional area of the joint.
9.5.1Coupled shear walls shall be connected by
ductile coupling beams. If the earthquake 9.9 Development, Splice and Anchorage
induced shear stress in the coupling beam Requirement
exceeds 9.9.1Horizontal reinforcement shall be
anchored near the edges of the wall or in the
confined core of the boundary elements.
9.9.2Splicing of vertical flexural reinforcement
where l is the clear span of the coupling beam
s should be avoided, as far as possible, in regions
and D is its overall depth, the entire
where yielding may take place. This zone of
earthquake induced shear and flexure shall,
flexural yielding may be considered to extend
preferably, be resisted by diagonal
for a distance of l above the base of the wall or
reinforcement. w
one sixth of the wall height, whichever is more.
9.5.2The area of reinforcement to be provided However, this distance need not be greater
along each diagonal in a diagonally reinforced than 2 l . Not more than one third of this
w
coupling beam shall be: vertical reinforcement shall be spliced at such a
section. Splices in adjacent bars should be
staggered by a minimum of 600 mm.
13IS 13920 : 1993
9.9.3Lateral ties shall be provided around 9.9.4Welded splices and mechanical
lapped spliced bars that are larger than 16 mm connections shall confirm to 25.2.5.2 of
in diameter. The diameter of the tie shall not be IS456:1978. However, not more than half the
less than one fourth that of the spliced bar nor reinforcement shall be spliced at a section,
less than 6mm. The spacing of ties shall not where flexural yielding may take place.
exceed 150 mm center to center.
ANNEX A
(Clause 9.3.1)
MOMENT OF RESISTANCE OF RECTANGULAR SHEAR WALL SECTION
A-1The moment of resistance of a slender rectangular shear wall section with uniformly
distributed vertical reinforcement may be estimated as follows:
(a)For x /l <x* /l
u w u w,
where
ρ = vertical reinforcement ratio = A /(t l ),
st w w
A = area of uniformly distributed vertical reinforcement,
st
β = 0.87 f /(0.003 5 E ),
y s
E = elastic modulus of steel, and
s
P = axial compression on wall.
u
(b) For x* /l < x /l < 1.0,
u w u w
where
The value of x /l to be used in this equation, should be calculated from the quadratic equation
u w
where
These equations were derived, assuming a rectangular wall section of depth l and thickness t
w w
that is subjected to combined uni-axial bending and axial compression. The vertical reinforcement
is represented by an equivalent steel plate along the length of the section. The stress-strain curve
assumed for concrete is as per IS456:1978 whereas that for steel is assumed to be bi-linear. Two
equations are given for calculating the flexural strength of the section. Their use depends on
whether the section fails in flexural tension or in flexural compression.
14IS 13920 : 1993
ANNEX B
(Foreword)
COMMITTEE COMPOSITION
Earthquake Engineering Sectional Committee, CED 39
Chairman Representing
DR A. S. ARYA 72/6 Civil Line, Roorkee
Members
SHRI O. P. AGGARWAL Indian Roads Congress, New Delhi
SHRI G. SHARAN (Alternate)
DR K. G. BHATIA Bharat Heavy Electricals Ltd, New Delhi
DR C. KAMESHWARA RAO (Alternate)
SHRI A. K. SINGH (Alternate)
SHRI S. C. BHATIA National Geophysical Research Institute (CSIR), Hyderabad
DR B. K. RASTOGI (Alternate)
DR A. R. CHANDRASEKARAN Department of Earthquake Engineering, University of Roorkee,
DR BRIJESH CHANDRA (Alternate) Roorkee
DR B. V. K. LAVANIA (Alternate)
DR S. N. CHATTERJEE Indian Meterological Department, New Delhi
SHRI S. K. NAG (Alternate)
SHRI K. T. CHAUBAL North Eastern Council, Shillong
DR B. K. PAUL (Alternate)
DR A. V. CHUMMAR Indian Society of Earthquake Technology, Roorkee
DR S. K. KAUSHIK (Alternate)
DIRECTOR EMBANKMENT (N & W) Central Water Commission (ERDD), New Delhi
DIRECTOR CMDD (NW & S) (Alternate)
DIRECTOR STANDARDS (B & S), RDSO Railway Board, Ministry of Railways
JOINT DIRECTOR STANDARDS (B & S)
CB-I, RDSO, LUCKNOW (Alternate)
KUMARI E. DIVATIA National Hydro-Electric Power Corporation Ltd, New Delhi
SHRI C. R. VENKATESHA (Alternate)
SHRI I. D. GUPTA Central Water & Power Research Station, Pune
SHRI J. G. PADALE (Alternate)
SHRI V. K. KULKARNI Department of Atomic Energy, Bombay
SHRI P. C. KOTESWARA RAO (Alternate)
SHRI V. KUMAR National Thermal Power Corporation Ltd, New Delhi
SHRI R. S. BAJAJ (Alternate)
SHRI M. Z. KURIEN Tata Consulting Engineers, Bombay
SHRI K. V. SUBRAMANIAN (Alternate)
SHRI A. K. LAL National Buildings Organization, New Delhi
SHRI T. R. BHATIA (Alternate)
SHRI S. K. MITTAL Central Building Research Institute, Roorkee
SHRI S. S. NARANG Central Water Commission (CMDD), New Delhi
SHRI A. D. NARIAN Ministry of Transport, Department of Surface Transport (Roads
SHRI O. P. AGGARWAL (Alternate) Wing), New Delhi
SHRI P. L. NARULA Geological Survey of India, Calcutta
SHRI A K. SRIVASTAVA (Alternate)
RESEARCH OFFICER Irrigation Department, Govt of Maharashtra, Nasik
DR D. SENGUPTA Engineers India Ltd, New Delhi
SHRI R. K. GROVER (Alternate)
DR R. D. SHARMA Nuclear Power Corporation, Bombay
SHRI U. S. P. VERMA (Alternate)
COL R. K. SINGH Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
LT-COL B. D. BHATTOPADHYAYA (Alternate)
DR P. SRINIVASULU Structural Engineering Research Centre (CSIR), Madras
DR N. LAKSHMANAN (Alternate)
SUPERINTENDING ENGINEER (D) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER (D) II (Alternate)
DR A. N. TANDON In personal capacity (B-7/50 Safdarjung Development Area,
NewDelhi)
SHRI J. VENKATARAMAN, Director General, BIS (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI S. S. SETHI
Director (Civ Engg), BIS
(Continued on page 16)
15IS 13920 : 1993
(Continued from page 15)
Earthquake Resistant Construction Subcommittee, CED39:1
Convener Representing
DR A. S. ARYA (72/6 Civil Lines, Roorkee)
Members
SHRI N. K. BHATTACHARYA Engineer-in-Chief’s Branch, New Delhi
SHRI B. K CHAKRABORTY Housing and Urban Development Corporation, New Delhi
SHRI D. P. SINGH (Alternate)
SHRI D. N. GHOSAL North Eastern Council, Shillong
DR SUDHIR K. JAIN Indian Institute of Technology, Kanpur
DR A. S. R. SAI (Alternate)
SHRI M. P. JAISINGH Central Buildings Research Institute, Roorkee
JOINT DIRECTOR STANDARDS (B & S) CB-I Railway Board (Ministry of Railways)
ASSISTANT DIRECTOR (B & S), CB-I
(Alternate)
SHRI V. KAPUR Public Works Department, Government of Himachal Pradesh, Simla
SHRI V. K. KAPOOR (Alternate)
SHRI M. KUNDU Hindustan Prefab Limited, New Delhi
SHRI A. K. LAL National Buildings Organization, New Delhi
SHRI T. R. BHATIA (Alternate)
DR B. C. MATHUR University of Roorkee, Department of Earthquake Engineering,
DR (SHRIMATI) P. R. BOSE (Alternate) Roorkee
SHRI G. M. SHOUNTHU Public Works Department, Jammu & Kashmir
DR P. SRINIVASULU Structural Engineering Research Centre (CSIR), Madras
DR N. LAKSHMANAN (Alternate)
SHRI SUBRATA CHAKRAVARTY Public Works Department, Government of Assam, Gauhati
SUPERINTENDING ENGINEER (DESIGN) Publing Works Department, Government of Gujrat
SUPERINTENDING SURVEYOR OF WORKS (NDZ) Central Public Works Department, New Delhi
SUPERINTENDING ENGINEER (D) (Alternate)
16Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permission in writing of BIS. This does not preclude the free use, in the course of
implementing the standard, of necessary details, such as symbols and sizes, type or grade designations.
Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates that no
changes are needed; if the review indicates that changes are needed, it is taken up for revision. Users of
Indian Standards should ascertain that they are in possession of the latest amendments or edition by
referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly Additions’.
This Indian Standard has been developed from Doc:No. CED 39 (5263).
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 November 1995
Amd. No. 2 March 2002
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002. Telegrams:Manaksanstha
Telephones:323 01 31, 323 33 75, 323 94 02 (Common to all offices)
Regional Offices: Telephone
Central :Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 17
NEW DELHI 110002 323 38 41
Eastern : 1/14 C. I. T. Scheme VII M, V. I. P. Road, Kankurgachi 3378499, 33785 61
KOLKATA700054 3378626, 3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
Southern : C. I. T. Campus, IV Cross Road, CHENNAI 600113 2350216, 2350442
2351519, 2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295, 8327858
MUMBAI 400093 8327891, 8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. NAGPUR. NALAGARH. PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
VISHAKHAPATNAM.
|
4031_8.pdf
|
IS: 4 031( Parf 8 ) e 1888
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 8 DETERMINATION OF TRANSVERSE AND COMPRESSIVE
STRENGTH OF PLASTIC MORTAR USING PRISM
( First Revision)
First Reprint JANUARY 1993
UDC 666.942:666.971.4:539.411
@ Copyright 1989
BUREAU OF INDIAN STANDARDS
.
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 January 1989IS :-4031 ( Part 8 ) - 1988
Indian Standard
METHODS OF PHYSICAL TESTS FOR
HYDRAULIC CEMENT
PART 8 DETERMINATION OF TRANSVERSE AND COMPRESSIVE
STRENGTH OF PLASTIC MORTAR USING PRISM
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( Part 8 ) ( First individual tests. Further, since publication of the
Revision ) was adopted by the Bureau of Indian original standard in 1968, a number of standards
Standards on 10 .March 1988, after the draft covering the requirements of different equipment
finalized by the Cement and Concrete Sectional used for testing of cement, a brief description of
Committee had been approved by the Civil which was also covered in the standard, had been
Engineering Division Council. published. In this revision, therefore, reference
is given to different instrument specifications
0.2 Standard methods of testing cement are deleting the description of the instruments, as it
essential adjunct to the cement specifications. has been recognised that reproducible and re-
This standard in different parts lays down the peatable test results can be obtained only with
procedure for the tests to evaluate the. physical standard testing equipment capable of giving
propertiesof different types of hydrauhc cement. desired level of accuracy. This part ( Part 8 )
The procedure for conducting chemical tests of covers the procedure for determination of. com-
hydraulic cement is covered in IS : 4032-1985*. pressive and transverse and compressive strength,
of plastic mortar.
0.3 Originally all the tests to evaluate the
0.4 For the purpose of deciding whether ;t
physical properties of hydraulic cemen!s were
particular requirement of this standard is corn--
covered in one standard but for facilitatlpg the
plied with, the final value, observed or calculat-
use of this standard and future revisions, it has
ed, expressing the result of a test or analysis,
been decided to print the different tests as different
shall be rounded off in accordance with IS : 2 -
parts of the standard and accordingly, this
1960*. The number of significant places retained
revised standard has been brought out in thirteen
in the rounded off value should be the same as
parts. This will also facilitate updating of
that of the specified value in this standard.
*Method of chemical analysis of hydraulic cement
(first revision ). *Rules for rounding off numerical values ( revised ).
1. SCOPE 3.2 The moist closet or moist room shall &
maintained at 27f2”C and at a relative humidity
1.1 This standard (Part 8 ) covers the procedure of not less than 90 percent.
for determining the transverse and compressive
strength of plastic mortar using prism. 4. APPARATUS
2. SAMPLING AND SELECTION OF TEST 4.1 Balance - The balance shall conform to the
SPECIMENS following requirements:
On balance in use, the permissible variation
2.1 The samples of the cement shall be taken
at a load of I 000 g shall be plus or minus
accordance with the requirements of
1’0 g. The permissible variation on new
;“s : 3535-1986* and the relevant standard
balance shall be one-half of this value. The
specification for the type of cement being tested.
sensibility reciprocal shall be not greater than
The representative sample of the cement select-
twice the permissible variation.
ed as above shall be thoroughly mixed before
testing. NOTE 1 - The sensibility recipiocal is generally
defined as the change in load required to change tbe
3. TEMPERATURE AND HUMIDITY
position of rest of the indicating element or elements
of a non-automatic indicating scale a definite amount
3.1 The temperature of moulding room, dry
at any load.
materials and water shall be maintained at
27f2”C. The relative humidity of the labDra- NOTR2 - Self-indicating balance with equivalent
accuracy may also be used.
tory shall be 65f5 percent.
4.2 Standard Weights - The permissible vari-
*Methods of sampling hydraulic cement (first ations on weights in use in weighing the cement
revision ). shall be as prescribed in Table 1.
1m : 4031( Part 8 ) - 1988
TABLE 1 PERMISSIBLE VARIATIONS 4.7 Demoulding Device - Demoulding device as
ON WEIGHTS shown in Fig. 1.
( Clause 4.2 )
WBIC3HTS PERMISSIBLVEA RIATIONO N WEIGHTS 5. COMPOSITION OF MORTAR
IN USE, PLUSO R MINUS
5.1 The proportions by mass shall be one part
tA (“2)
of the cement under test, three parts of perfectly
500 0.35 dry standard sand and l/2 part of water ( water
300 0.30
cement ratio =0’5O >. The standard sand shall
$2 O-25
0.20 conform to IS : 650-1966*. Potable/distilled
100 0.15 water shall be used in the test.
50 O,lO
20 0.05
6. PREPARATION OF MORTAR
lo 0.04
5 0.03 6.1 Each mix shall be sufficient for three test
2 0.02
1 0’01 specimens, that is, 450 g of cement, 1 350 g of
sand and 225 g of water. Since the three sand
4.3 Planetary Mixer - Planetaiy mixer con- fractions are usually of equal mass, 450 g
forming to IS :. 10890-1984*. amounts are weighed successively for the cement
and for each of the coarse, medium and fine
4.4 Moulds - Moulds conforming to 4.2 of
sand fractions. Mixing shall be done mechani-
IS : 10078-1982t.
cally by means of the mixer specified in 4.3.
4.5 Jolting Apparatus - Jolting apparatus con-
iorming to IS : 1007%1982f. 6.1.1 Mixing Operation - The mixture being
in the operation position, the water shall be
4.6 Scraper - The scraper shall consist of a poured into the bowl and the cement added.
semi-rigid rubber blade attached to a handle The mixer shall be started at low speed 140f5
about 150 mm long. The blade shall be about rev/min and, after 30 s, the fine, medium and
75 mm long, 50 mm wide and tapered to a thin coarse sand fractions in that order shall be added
edge about 2 mm thick. steadily during the next 30 s. The mixer shall
be switched to medium speed ( 285f 10 rev/min I
*Specification for planetary mixer used in tests of and mixing continued for an additional 30 s.
cement and pozzolana.
tspecification for jolting apparatus used for testing *Specification for standard sand for testing of cement
comexit. (first revision ).
All dimensions in millimetres.
FIG. 1 APPARATUS FOR DEMOULDING SPECIMENS
2IS : 4831( Part 8 ) -” 1988
The mixer shall then be stopped for 1 min 30 s. the time for testing. Vertical faces as cast shalI
During the first 15 s, all the mortar adhering remain vertical during storage. The specimens
to the wall of the bowl shall be removed by shall be kept apart from each other, allowing
means of a rubber scraper and thrown into the free access of water to all their faces. It is’ cons
middle of the bowl. The bowl shall be covered venient to replace the water every 14 days. The
during the remaining 1 min 15 s. Mixing shall specimens shall be taken from the water less than
then be continued at medium speed ( 285f 10 rev/ I5 min before test. In order to satisfy this con-
min ) for one minute. dition, they shall be transported to the test
machine in a container full of water. They shall
7. PREPARATION AND CURING OF TEST
then be wiped with a clean cloth, so that any
SPECIMENS
deposit that might have accumulated on them
7.1 Moulding of Test Specimens is removed.
7.1.1 The specimens shall be made in a 8. TESTING
laboratory of which the temperature shall be
8.1 Bending Strength - The apparatus for bend-
27rt2”C and the relative humidity shall be
ing strength tests shall consist of two supports
65f5 percent. The moulds and all accessories
in the form of rollers of 10 mm dia. and spaced
shall be at this specified temperature. The
100 or 106’7 mm apart, on which the test prism
moulds shall be lightly oiled inside and their
is placed on a side face and of a third roller of
external joints sealed ( using, for example, a
the same diameter, equidistant from the first two
mixture of 3 parts of paraffin wax to 1 part of
rosin ). The mould and its hopper being fixed and transmitting the load P to the opposite side
face of the prism. Two of the rollers should be
on the jolting table, the first layer of mortar of
free to rock about their centres in order to permit
about 320 g shall be introduced directly from
uniform distribution of loads over the specimen.
the mixer into each of the mould compartments
The prism and rollers shall be placed in electri-
(that is, by using a spoon of a known capacity ).
cally operated testing machine which is capable
This layer shall be spread by means of steel plate
of applying and measuring small loads ( less than
levelling, tool which is drawn twice forward and
10 kN ) with an accuracy of 1 percent in the
backward along the mould while processing its
flanges against the top of the hopper. Sixty jolts upper 4/5 of its range. The applied load P shall
be increased progressively at the rate of
shall be given to the first mortar layer in 60 S.
A second identical layer of mortar is then intro- 50flO N/s. The breaking stress R, in N/mm*
duced, levelled and compacted as previously. is.0’002 34 P or 0’002 54 P, P in N, depending on
whether the distance between supports is 100 or
The mould shall then be lifted from the jolting
106’7 mm. This follows from the formula:
table and its hopper removed. The excess mortar
shall be struck off with a metal straight edge
RL-~
held nearly vertical and moved slowly along the
length of the mould with a transverse sawing
where
motion. The surface shall subsequently be
M = bending moment, and
lightly smoothed, using the same straight edge
held almost flat. b = side of the square cross-section of
the prism.
7.1.2 Marks identifying the specimens shall be
made on the moulds. 8.2 Compressive Strength - After the bending
strength tests, the half prisms shall be kept moist
7.2 Curing of Test Specimens
until the compressive strength tests are made.
7.2.1 In order to prevent evaporation of water, Each prism shall be tested for compressive
the moulds shall be covered by a steel or rubber strength on its side faces, of which an area
sheet and placed until demoulding in a moist 40X 40 mm shall be placed .between two hard
room or cabinet which shall be at a temperature metal plates. These shall be at least 10 mm thick,
of 27f2”C and a relative humidity of not less 40’0&0’1 mm wide, more than 40 mm long and
than 90 percent, their surfaces shall be plane to within 0’02 mm.
The plates shall preferably be of tungsten carbide
7.2.2 In the case of tests at 24 h, demoulding
or of steel, with a Vickers hardness index of at
shall be carried out 15 to 20 min before the test
least 600 ( HV 600 ). During the test, the plate
is due. For tests at other ages, the demoulding
shall be guided without friction in such_ a way
shall be carried out between 20 and 24 h after
that the upper is maintained vertically above the
moulding. If the mortar has not acquired suffi-
lower. One of the plates may be slightly in-
cient strength after 24 h to be handled without
clined to permit perfect contact between it and
danger of deterioration, demoulding may be
the face of the test specimen. A typical jig used
delayed by 24 h, but the fact shall be mentioned
for compressive strength test is shown in Fig. 2.
in the test report. Demoulding shall be done
The plates, test specimen and suitable guides
with due precautions using the demoulding
shall be placed in a compression machine, the
device. Each demoulded test specimen shall
upper platten of which shall be mounted on a
be weighed and marked on its bottom surface.
freely moving ball seating centred on the axis of
This weight is a check on the procedure.
compression. The side or diameter of this platten
7.2.3 After demoulding, the specimens shall shall be not larger than 100 mm on account of
be cured at 27f2”C by immersing in water, until the small size of the test specimens. The machine
3IS : 4031 ( Part 8 ) - 1988
shall have an accuracy of l& 1 to 1’5 percent of expressed in N/mm? and shall be determined o n
he smalkst loads used in the tests. at least 3 prisms for each age. It is advis-
able, as far as possible, to avoid having at each
-8L _2L 1_ The load shall be increased at the rate of
age more than two prisms from the same batch
1 N/mma per second up to about half the ex-
of mortar.
pected crushing load, a higher rate may be used,
however, the duration of the test shallnot be
9.2 The test report shall give all the results but
less than 10 s.
the arithmetic means from 3 bending strength
tests and from 6 compressive strength tests at
9. CALCULATIONS
each age shall be taken as the bending and com-
9.1 Flexural and compressive strength shall be pressive strengths of the mortar.
Key
1. Ball bearings 7. Upper platen of the jig
2. Sliding asskbly 8. Specimen
Return spring 9. Lower plate
2: Spherical seating of machine 10. Lower platen of the jig
5. Upper platen of machine 11. Lower platen of machine
6. Spherical seating of the jig
~10. 2 TYPICAL JIG FOR COMPRESSIVE STRENGTH TEST
4.Bureau of Indian 8tandarda
BIS is a statutory institution established undet 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 amendmehts or edition. Comments on this Indian Standard may be sent
to BIS giving the following reference:
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Mat-g, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg I 311 01 31
NEW DELHI 110002 331 13 75
Eastern : l/14 C. I. T, Scheme VII M, V. I. P. Road, Maniktola 37 86 62
CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113 235 02 16
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 6 32 92 95
BOMBAY 400093
Branches : AHMADABAD, r fNGALORE, BHOPAL, BHUBANESHWAR, COIMBATORE,
FARIDABAD, GHAZIABAD, GUWAHATI, HYDERABAD, JAIPUR, KANPUR,
PATNA, THIRUVANANTHAPURAM.
Reprography Unit,BIS,New Delhi,India
|
228_1.pdf
|
UDC 66914 : 643.24 [ 543.642 ] (Third Reprint NOVEMBER 1998 ) IS : 228 ( Part 1 ) - 1987
iReafiimlad 1997)
Indian Standard
METHODS FOR CHEMICAL ANALYSIS OF STEELS
PART 1 DETERMINATION OF CARBON BY VOLUMETRIC METHOD
( FOR CARBON 0’05 TO 2’50 PERCENT )
( Third ReviCon )
. 1. Scope - This standard (Part 1 ) covers volumetric method for determination of carbon in the
. range 0’05 to 2’50 percent in plain carbon, low alloy and high alloys steels.
2. Determination of Carbon
2.1 Outline of the Method-The sample is burnt in a current of pure oxygen in presence of a suitable
flux. Combustion of the sample in a stream of oxygen, thus converts all the carbon present to carbon
dioxide. After removal of sulphurous gases by suitable absorbents, the carbon dioxide gas is collected
; in a specially jacketed burette along with excess of oxygen. The carbon dioxide is then absorbed in
alkali. On passing the excess oxygen back to the burrette, the contraction in volume is read against
a scale, calibrated directly to the percentage of carbon.
3. Sampling -The sample shall be drawn as prescribed in the relevant Indian Standard. (The
sample is cleaned with organic solvent like ether or acetone, dried in an air oven at 100” & 5°C
before use. )
4. Apparatus - The apparatus recommended in IS : 6226 (Part l )-1971 ‘Recommendations for
apparatus for chemical analysis of metals : Part 1 Determination of carbon by direct combustion
method’ may be used.
6. Procedure
5.1 Before use the apparatus should be tested for satisfactory working against standard steel of
appropriate values of carbon.
5.2 For Plain Carbon Steel- Take one gram of an accurately weighed and clean sample free from
extraneous carbon in the form of small drillings or shavings in a porcelain boat which can withstand
a temperature of 1 150°C without breaking or cracking.
5.2.1 Introduce the boat into the hot combustion tube in the furnace kept at 1000” ta
1 100°C.
5.3 For Low Alloy and High Alloy Steels-Take one gram of an accurately weighed and clean
sample free from extraneous carbon in the form of small drillings or shavings in a porcelain boat,
which can stand a temperature of 1 250°C without breaking and cracking. Spread 0’5 g of pure
Lin granules over the sample. In case of high alloy steel mix the sample with 0’5 g of pure iron
(99’99 percent) filings also. Introduce the boat into the hot combustion tube in the furnace,
cept between 1 150” to 1 250°C.
5.4 Close the furnace inlet with a rubber stopper, allow the sample to heat for one to one and a half
ninute. Regulate the flow Of oxygen to 300-400 ml per minute into the furnace and establish
connection with the burette, which has been previously filled with acidulated water/brine water
:oloured with methyl red, so that the liquid level in the bulbed portion of the gas burette does not
fall rapidly. After a minute or SO the level of water in the burette begins to fall more rapidly, though
the same rate of oxygen is maintained, indicating completion of combustion.
5.5 Take readings, when the level reaches near the zero graduation mark after closing the bend way
;topcock and equalizing the levels Of the burette and the connected levelling bottle. Pass the
Adopted 4 December 1987 @ June 1988, BIS Gr 2
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 EAHADURS HAH ZAFAR MARG
NEW DELHI 110002IS : 228 ( Part 1 ) - 1987
collected and measured gas twice into the absorbing bulb, till constant reading is obtained. Record
the burette reading. On the basis of one gram of sample taken For analysis, the burette is graduated
to measure directly the percentsge of carbon.
6.5.1 Examine the combustion boat for complete fusion of the sample, if not thoroughly fused,
repeat the determination with a fresh sample.
5.6 Blank - Run a blank experiment on the same quantity of accelerators used, without any sample
and make the appropriate corrections.
5.7 Calculation
Carbon, percent = ( A - 8 ) x F
where
A = burette reading after absorption of carbon dioxide in caustic potash with one gram of
sample,
B = burette reading for the blank experiment, and
F = Correction factor for temperature and pressure ( see Table I ).
5.8 Reproducibility- &O’Ol percent up to 1’50 percent carbon, and
&-0’02 percent above 1’50 percent carbon.
APPENDIX A
INDIAN STANDARDS ON METHODS FOR CHEMICAL ANALYSIS OF STEELS
IS : 228 Methods for chemical analysis of steels:
(Part 2 )-I987 Determination of manganese in plain carbon and low alloy steels by
arsenite method ( third revision )
( Part 3 )-I 987 Determination of phosphorus by alkalimetric method (third revision )
( Part 4)-1987 Determination of carbon by gravimetric method (for carbon 3 0.1,
percent ) ( third revision )
( Part 5 )-I 987 Determination of nickel by dimethylglyoxime ( gravimetric ) method
( for nickel Z 0’1 percent ) ( third revision)
( Part 6 )-I 987 Determination of chromium by persulphate oxidation method ( for
chromium > 0’1 percent ) (third revision )
( Part 7)-1974 Determination of molybdenum by a-benzoinoxime method (for
molybdenum > 1 percent ) ( second revision)
( Part 8)-1975 Determination of silicon by the gravimetric method (for silicon
> 0’1 percent) (second revision)
( Part 9)-1975 Determination of sulphur in plain carbon steels by dvolution method
(second revision )
( Part lo)-1976 Determination of molybdenum by thiocyanate (photometric ) method
(for molybdenum up to 1 percent) in low and high alloy steels (second
revision )
( Part 11 )-I976 Determination of silicon by photometric method in carbon steels and
low alloy steels ( for silicon 0’01 to 0’05 percent ) ( second revision )
( Part 12 )-1988 Determination of manganese by periodate (spectrophotometric )
method in low and high alloy steels (for manganese up to 0’01 to 2’00 per-
cent ) (second revision )
( Part 13)-l 982 Determination of arsenic
(Part 14 )-I987 Determination of carbon by thermal conductivity method (for carbon
0’005 to 2’000 percent )
2TABLE 1 CORhECTlON FACTORS
( Clause 5.7 )
Pressure,
\ mm Hg 730 732 734 736 738 740 742 744 746 748 750 752 754 756 758 760 762 764 766 768 770
Tempera-
ture, “C
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22)
-_.-_
15 0.964 0.967 0.970 0,972 0.975 0.978 0.960 0.983 0.986 0.988 0.991 0.994 0.996 0.999 I.002 1.005 I.007 1’010 1’013 1’015 1’018
16 0.960 0.962 0.965 0.968 0.970 0.973 0.976 0’978 0.981 0,984 0.987 0.989 0,992 0.995 0.997 I.000 I.003 1.005 1’008 1.011 1’013
17 0’955 0’958 0’961 0.963 0’966 0’969 0.971 0.974 0.977 0.979 0.982 0.985 0.987 0.990 0.993 0.996 0.998 I.001 l-003 1.006 1’009
18 0’951 0.953 0,966 0’959 0.961 0.964 0’967 0’969 0.972 0.975 0.977 0.980 0.983 0.985 0.988 0.991 0’993 0.996 0.999 I.001 1’004
19 0.946 0’949 0’962 0.954 0.957 0.959 0’962 0.965 0.967 0.970 0.973 0.975 0.978 0.981 0.983 0’986 0’989 0.991 0.994 0.996 0’999
20 0’942 0.944 0,947 0’950 0.952 0.955 0.957 0’960 0’963 0,965 0.968 0.971 0.973 0’976 0.978 0’981 0.984 0.986 0.989 0.992 0.994
21 0.937 0.940 0.942 0’945 0’947 0.950 0.953 0.955 0.958 0.961 0.963 0.966 0.968 0.971 0’974 0.976 0.979 0’982 0.984 0.987 0’990
22 0.932 0.935 0.937 0.940 0.943 0.945 0.948 0’950 0.953 0.956 0.958 0.961 0.964 0.966 0.969 0.972 0.974 0’977 0.979 0.982 0.985
23 0.927 0’930 0.933 0.936 0.938 0.940 0.943 0.946 0.948 0.951 0.954 0,956 0.959 0.961 0.964 0.967 0’969 0’972 0.974 0’977 0.980
24 0.922 0.925 0.928 0.930 0.933 0.936 0.938 0.941 0.943 0.946 0’949 0.951 0.954 0.956 0.959 0.962 0’964 0.967 0’967 0.972 0.975
25 0.918 0.920 0.923 0.925 0.928 0.931 0.933 0’936 0’938 0.941 0.944 0.946 0,949 0.951 0’954 0.957 0’959 0.962 0’964 0.967 0’970
26 0’913 0’915 0,918 0’920 0.923 0.926 0.928 0.931 0.933 0’936 0.939 0.941 0.944 0.946 0’949 0.952 0.954 0’957 0.959 0.962 0.964
27 0.908 0.910 0.913 0’915 0.918 0.921 0’923 0.926 0.928 0.931 0.934 0.936 0.939 0.941 0’944 0’946 0.949 0’952 0’954 0’957 0’959
0.903 0’905 0.908 0.910 0.913 0.916 0.918 0.921 0,923 0.926 0.928 0.931 0’934 0.936 0’939 0’941 0.944 0’946 0’949 0’952 0’954
2’9” 0.897 0*900 0.903 0.905 0.908 0.910 0.913 0,915 0.918 0.920 0’923 0.926 O-928 0.931 0.933 0’936 0.938 0’941 0’944 0’946 0.949
30 0.892 0.895 0.897 0.900 0,902 0.905 0.908 0.910 0.913 0’915 0.918 0.920 0.923 0’925 0’928 0.930 0.933 0’936 0’938 0’941 0’943
31 0.887 0.889 0’892 0’894 0’897 0.900 0.902 0.905 0 907 0,,910 0.912 0.915 0.917 0 920 0,922 0.926 0.928 0’930 0.933 0.935 0’938
0.882 0.884 0.886 0’889 O-892 0.894 0.897 0.899 0.902 0.904 0’907 0*909 0’912 0.914 0’917 0.920 0’922 0’925 0’927 0’930 0.932
:f 0.876 0.878 0.881 0.884 0.886 0’889 0.891 0.894 0.896 0.899 0’901 0.904 0.906 0*909 0.911 0’914 0’916 0.919 0’922 0’924 0.927
34 0.870 0.873 0.875 0.878 0.880 0.883 0.886 0.888 0.891 0.893 0.896 0.898 0.901 0.903 0.906 0.908 0.911 0.913 0’916 0'918 0.921
35 0.865 0.867 0.870 0.872 0.875 0.877 0.880 0.882 0.885 0.887 0’890 0.892 0.895 0.897 0.900 0,902 0.905 0.907 0.910 0’912 0’915
0.859 0.861 0.864 0.866 0.869 0’871 0.874 0’876 0’879 0.682 0,884 0.886 0.889 0.892 0’894 0.896 0’899 0.902 0.904 0’906 0.909
3376 0.853 0.856 0.858 0.860 0.863 0,866 0.868 0.870 0.873 0.876 0’878 0’880 0.883 0’886 0.888 0.890 0.893 0.896 0’898 0.900 0’903
0.847 0.850 0.852 0.854 0.857 9,859 0.862 0.864 0.867 0.869 0.872 0.874 0’871 0,879 0.882 0.884 0.887 0.889 0’892 0’894 0.897
33: 0.841 0,843 0’846 0.848 0.851 0.853 0.856 0.858 0.861 0.863 0.866 0,868 0.871 0.873 0’876 0’878 0.881 0.883 0,886 0’888 0.890
0.835 0,837 0.840 0.842 0.844 0.847 0.850 0,852 0.854 0’857 0.859 0’862 0’864 0’867 0’869 0.872 0,874 0.877 0,879 0’882 0.884
Z? 0’828 0.831 0.833 0.836 0.838 0.841 0.843 0.846 0.848 0.850 0.853 0.855 0.858 0.860 0.863 0.865 0,868 0’870 0.873 0’875 0’878
42 0.822 0’824 0.827 0.829 0’832 0’834 0.836 0.839 0.841 0,844 0.846 0’849 0’851 0.854 0.856 0.859 0.861 0.864 0’866 0.868 0’870
43 0.815 0’818 0.820 0’822 0.825 0’827 0.830 0’832 0.835 0.837 0.840 0.342 0.844 0’847 0.849 0.852 0.854 0.857 0.869 0.862 0.864
44 0.808 0.811 0’813 0’816 0.818 0.820 0.823 0.825 0.828 0.830 0.833 0.835 0.838 0.840 0.842 0.845 0’847 0.850 0.852 0’855 0’857
45 0.801 0.804 0.806 0,809 0.811 0.814 O-81 6 0.818 0.821 0.823 0,826 0.828 0.830 0.833 0’835 0.838 0’840 0.843 0.845 0.848 0’850IS : 228 ( Part 1 ) - 1987
EXPLANATORY NOTE
IS : 228 was issued as a tentative standard in 1952 and revised in 1959 covering the chemical
analysis of pig iron, cast iron and plain carton end low alloy steels. For the convenience, it was
decided to publish ccrrprehersive series on chemical analysis of steels including high alloy steels
and another series on ct.emical analysis of pig iron and czst iron. Acccrdingly, chemical analysis of
steels was published in various parts. This standard is series of parts on chemical analysis of steels.
The other parts published are given in Appendix A. The chemical analysis of pig iron and cast iron
is being published in separate standard.
In this revision the major modifications are as follows:
a) The limit of determination of carbon in steel have been modified as 0’05 to 2’50 percent in
place of greater than or equal to 0’1 percent.
b) The range of pressure for the correction factors in .Table 1 have been incorporated from
730 to 770 instead of 700 to 770.
ReprographyU nit, BE, New Delhi, India
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9901_6.pdf
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IS : 9901 ( Part VI ) - 1981
Indian Standard
MEASUREMENT OF
SOUND INSULATION IN BUILDINGS AND
OF BUILDING ELEMENTS
PART VI LABORATORY MEASUREMENTS OF IMPACT
SOUND INSULATION OF FLOORS
Acoustics Sectional Committee: LTDC 5
Chairman
Drr M. PANCHOLY
Emeritus Scientist
National Physical Laboratory, New Delhi
Members Representing
DR K. ACHYUTHAN Ministry of Defence ( R & D )
SHRI R. S. VOHRA ( Alternate )
SHRI S~NUE~P AHUJ~ Ahuja Radios, New Delhi
SHRI S. P. JERATH ( Alternate )
COL T. R. BHALOTRA Ministry of Defence ( DGI )
LT-COL KISHAN LAL ( Alternate )
DR A. F. CHHAPG.4R National Physical Laboratory ( CSIR ), iSew Delhi
DR P. N. GUPTA Department of Electronics, New Delhi
SHRI TEK CHAND.~NI ( Alternate )
SHRI R. K. JAIN Electronic Component Industries Association,
( ELCINA ), New Delhi
SHRI L. K. VISHWANATH ( Alternate )
SHRI K. S. KALIDAS Railway Board ( Ministry of Railways )
SHRI V. JAYARAM.4N ( Alternate )
SHRI J. S. MONGA -Botton Industrial Corporation, New Delhi
SHRI M. S. M~NGA ( Alternate )
SHRI B. C. MUKHERJEE National Test House, Calcutta
SHRI J. K. -BHATTACIIARYA ( Alternate )
DR ( KU~IARI ) SHAILAJA NI~AM All India Institute of Speech & Hearing, Mysore
SHRI K. D. PAVATB Central Electronics Engineering Research Institute
( CSIR ), Pilani
SHRI M. R. KAPOOR ( Alternate )
SHRI A, V. RAiX4NAN Films Division, Bombay
RESEARCH ENGINEER Directorate General of All India Radio, New Delhi
SHRI M. SANKARALINGARI Directorate General of Supplies & Disposals,
New Delhi
SHRI R. S. ARORA ( Alternate )
( Continued on page 2 )
@ Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Cdpyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 9901-( Part VI ) - 1981
( Continued from page 1 )
Members Representing
SRRI SARWAN KUMAR Directorate General of Civil Aviation, New Delhi
SHRIK. CHANDRACHUDAN( Alternate)
SHRI M. N. SRUKLA Posts and Telegraphs Board, New Delhi
SRRI S. K. TANDON ( Alternate )
SUPERINTENDENT SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( Foou )
SHRI L. K. VISHWANATH Piece Electronics & Electricals Ltd, Bombay; and
The Radio Electronics and Television Manu-
facturers’ Association, Bombay
SHRI K. D’SA ( Alternate )
SRRI R. C. JAIN, Director General, ISI ( Ex-o$ccio Member )
Head ( Electronics )
Secretary
SHKI PAVAN KUMAR
Assistant Director ( Electronics ), IS1
? .._IS : 9901 ( Part VI ) - 1981
Indian Standard
MEASUREMENT OF
SOUND INSULATION IN BUILDINGS AND
OF BUILDING ELEMENTS
PART VI LABORATORY MEASUREMENTS OF IMPACT
SOUND INSULATION OF FLOORS
0. FOKEWORD
0.1 This Indian Standard ( Part VI ) was adopted by the Indian
Standards Institution on 3 December 1981, after the draft finalized by the
Acoustics Sectional Committee had been approved by the Electronics
and Telecommunication Division Council.
0.2 This standard which covers laboratory measurements of impact
sound insulation of floors is one of the series of Indian Standards on
measurement of sound insulation in buildings and of building elements.
Other standards in this series are:
Part I Requirements for laboratories
Part II Statement of precision requirements
Part III Laboratory measurements of airborne sound insulation
of building elements
Part IV Field measurements of airborne sound insulation
between rooms
Part V Field measurements of airborne sound insulation of
facade elements and facades
Part VII Field measurements of impact sound insulation of floors
Part VIII Laboratory measurements of the reduction of trans-
mitted impact noise by floor coverings on a standard
floor
0.3 The results obtained can be used to compare the sound insulation
properties of floors and to classify floors according to their sound
insulation properties.
0.4 While preparing this standard, assistance has been derived from
ISO/DIS 14O/VI ( Measurement of sound insulation in buildings and
3IS : 9901 ( Part VI ) - 1981
of building elements: Part VI Laboratory measurements of impact
sound insulation of floors ’ issued by International Organization for
Standardization.
0.5 In reporting the result of a .test made in accordance with this
standard, if the final value, observed or calculated, is to be rounded off, it
shall be done in accordance with IS : 2-1960”.
1. SCOPE
1.1 This standard ( Part VI ) specifies a laboratory method of measuring
impact noise transmission through floors by using a standard tapping
machine.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given in
IS : 1885 ( Part III/Set 8 )-19747 shall apply in addition to the following
terms.
2.1 Average Sound Pressure Level in a Room - Ten times the
common logarithm of the ratio of the space and time average of the
sound pressure squared to the square of the reference sound pressure,
the space average being taken over the entire room with the exception
of those parts where the direct radiation of a sound source or the near
field of the boundaries ( wall, etc ) is of significant influence. This
quantity is denoted by L:
$12 + pz2 + ......... + pn2 dB
L = 10 log10 ......... (1)
npoa
where
$17 Pz . . . . . . . . .P n = the rms sound pressures at n different
positions in the room, and
p0 = 20&a = the reference sound pressure.
2.2 Impact Sound Pressure Level - The average sound pressure level
in a specific frequency band in the receiving room when the floor under
test is excited by the standardized impact sound source. The quantity
is denoted by L,.
2.3 Normalized Impact Sound Pressure Level - The impact sound
pressure level Lf reduced by a correction term which is given in
*Rules for rounding off numerical values ( retised ).
j-Electrotechnical vocabulary: Part III Acoustics, Section 8 Architectural acoustics.
4IS ~: 9901 ( Part VI ) - 1981
decibels, being ten times the common logarithm of the ratio between the
reference equivalent absorption area As and the measured equivalent
absorption area A of the receiving room. This quantity is denoted
by Ln:
Ln = Li - 10 log 10 -$ dB .* . . . . . . . (2)
where
Ao=10m2
In all cases where it is uncertain whether results are obtained
without flanking transmission, the normalized impact sound pressure
level should be denoted by Ln.
2.4 Reductiou of Impact Sound Pressure Level (-Improvement
of Impact Sound Insulation ) - The difference between the average
sound pressure levels in the receivin, w room before and after installation
of, for example, a floor covering [ see IS : 9901 ( Part VIII )-1981” 1,
This quantity is denoted by AL.
3. EQUIPMENT
3.1 The tapping machine being constructed in accordance with the
following specifications serves as a standardized impact sound source.
Further, the equipment shall be suitable for meeting the requirements of 5.
3.2 The tapping machine should have five hammers placed in a line, the
distance between the two end hammers being about 400 mm.
3.3 The time between successive impacts should be 100 _I 5 ms. The
effective mass of each hammer should be 0.5 kg ( within _I 2.5 percent ).
3.4 The drop of a hammer on a flat floor should be equivalent, with
respect to the momentum, to a free drop without friction of 40 mm
( within f 2.5 percent ).
3.5 The part of the hammer which strikes the floor should be a cylinder
of brass or steel, 3 cm in diameter, with a spherical end having a radius
of about 50 cm.
3.6 Alternatively, especially in the case of a ‘fragile floor covering,
hammers may be used having the part that strikes the floor coated with
a layer of rubber, of which the dimensions, composition and vulcaniza-
tion are specified as follows.
*Measurement of sound insulation in buildings and of building elements: Part VIII
Laboratory measurement of the reduction of transmitted standard impact noise by floor
coverings on a standard floor.
5IS : 9901 ( Part VI ) - 1981
3.7 The hammer with a rubber coating should geometrically resemble
the hammers of brass or steel only. The part of each hammer below a
plane perpendicular to the axis of the cylinder, at 5 mm distance from
the lowest point of the curved end of the hammer, should be of rubber
of the composition and vulcanization ‘Cure’ shown in Table 1.
TABLE 1 SPECIFICATION FOR RUBBER FOR HAMMER
CollPosrTIoN PARTS BY h’f.\SS
Natural rubber 100
Zinc oxide 15
Stearic acid 2
Carbon black EPC 40
Phenyl betanaphthylamine 1
2.2-Benzothiazyl disulphide ( Altax ) I.2
Diphenylguanidine 0.4
Sulphur 3
Cure: 45 min at 142°C and 290 kPa.
3.8 The rubber layer thus has a plane and a curved surface, and a
maximum thickness of 5 mm. It should be stuck or vulcanized on the
metal.
3.9 The distance between the supports of the tapping machine and the
hammer line should be at least 100 mm.
4. TEST ARRANGEMENT
4.1 Receiving Room
4.1.1 Laboratory test facilities should meet the requirements of
IS : 9901 ( Part I )-1981”.
4.2 Test Specimen
4.2.1 The size of the test specimen is determined by the size of the
test opening of the laboratory test facility as it is defined in IS : 9779-
1981? that is between 10 m2 and 20 ma with the shorter edge length not
less than 2.3 m. The size of floor test specimen and elements comprising
that specimen should be made as close as possible to the sizes of field
installation.
*Measurement of sound insulation in buildings and of building elements: Part I
Requirements for laboratories.
j-specification for sound level meters.
6IS : 9901 ( Part VI ) - 1981
NOTE - The tee specimen should preferably be installed in a manner as similar
a$ possible to the actual construction with a careful simulation of normal connections
and sealing conditions at the perimeter and at points within the specimen. The
mo.znting conditions should be stated in the test report.
4.2.2 The sound transmitted by any indirect path should be negligible
compared with the sound transmitted through the test specimen.
5. TEST PROCEDURE AND EVALUATION
5.1 Generation of Sound Field
5.1.1 The impact sound shall be generated by the tapping machine
( see 3 ). The position of the tapping machine shall be in accordance
with 5.5.
5.2 Measurement of Impact Sound Pressure Level
5.2.1 The impact sound pressure level in the receiving room should be
an average over space and time. This average may be obtained by using
a number of fixed microphone positions of a continuously moving
microphone with an integration of pa.
5.2.2 The indicating device should be designed to determine rms
values of the sound pressure or corresponding pressure levels. If a sound
level meter is used, it should conform to IS : 9779-1981” for precision
sound level meters. It is recommended to use the meter response ‘slow’.
The complete measuring system including the microphone shall be
calibrated before each series of measurements to absolute values for
measurements in diffuse sound fields.
5.2.3 When in any frequency band the sound pressure level in the
receiving room is less than 10 dB above the background level, then the
background level should be measured just before and after the deter-
mination of sound pressure level due to the sound source and a correc-
tion as given in Table 2 shall be applied.
5.2.4 The above corrections, if any, are to be made to the individual
readings.
5.2.5 If the difference is less then 3 dB, that is, the impact sound
pressure level is less than the background level, a precise value of the
impact sound pressure level cannot be determined.
5.2.6 In cases where the impact insulation is high, relative to the
airborne sound insulation, the airborne sound pressure level produced in
the source room by the tapping machine may be transmitted to the
receiving room at a higher level than the transmitted impact sounds. By
-..
*Specification for sound level meters.
7IS : 9901 ( Part VI ) - 1981
TABLE 2 CORRECTION TO SOUND PRESSURE LEVEL READINGS
( Clause 52.3 )
DIFFERENCE BETWEEN SOUND COCXECTION TO BE SUATR~CTEJI
PRESSURE LEVEL, MEASURED FROI\I SOUND PRESSURE LEX-*L,
WITH TAPPING MACHWE MEASURED WITH TAPPING:
OPERATING, AND BANK- MACHINE OPERATING, TO
GROUND LEVEL OBTAIN SOUND PRESSURE
ALONE LEVEL DUE TO TAPPIEG
MACHINE ALWE
dB dB
3 3
4 to 5 2
6 to 9 1
measuring the airborne sound pressure level in the upper room and
the airborne sound insulation between the rooms on both sides of the
floor, the minimum measurable impact sound pressure level can be
calculated.
5.3 Frequency Range of Measurements
5.3.1 The sound pressure level should be measured by using ,third-
octave or octave band filters. The discrimination characteristics of the
filters should be in accordance with IS : 6964-1973*.
5.3.2 Third-octave band filters having at least the following centre
frequencies should be used:
100 125 160 200 250 315 400 500 630 800 1000
1 250 1 600 2 000 2 500 3 150 Hz
If octave band filters are used, as a minimum the series beginning
with centre frequency 125 Hz and ending at 2 000 Hz should be used.
NOTE 1 - Use of lower frequency is dependent on !the distribution of natural
frequency.
NOTE 2 - The minimum reverberation times for the empty room are adjusted to
a volume of 180 ms. For other volumes, these times should be multiplied by the
factor ( V/180 )i ( 17 being the volume of the room expressed in cubic metres )
except at high frequencies, where the air absorption is the predcminant factor
influencing the decay rate.
*Specificaton for octave, half-octave and third-octave band filters fcr analysis of
sound and vibrations.
8IS : 9901 ( Part VI ) - 1981
5.4 Measurement and Evaluation of the Equivalent Absorption
Area
5.4.1 The correction term of equation (2) containing the eauivalent
absorption area may preferably be evaluated from cfhe reveiberation
time measured according to IS : 8225-1976” and evaluated using
Sabine’s formula:
!e3v .
A_ . . . . . . . . . . . . . . (3)
T
A = equivalent absorption area in square metres,
V = receiving room volume in cubic metres,~and
I - reverberation time in seconds.
5.4.2 An alternative method of taking the equivalent absorption area
into account is to measure the average sound pressure level produced by a
sufficiently stable sound source the power output of which is known.
5.5 Position of the Tapping Machine
5.5.1 The tapping machine should be placed in at least four different
positions on the floor under test. In the case of an isotropic floor con-
struction ( ribs, beams, etc ) more positions may be necessary. Besides,
the hammer connection line should be orientated at 45” to the direction
of the beams or ribs. The distance of the tapping machine from the
edges of the floor should be at least 0.5 m.
5.5.2 If the tapping machine is placed on a very resilient layer, hard
pads may be necessary under the supports of the tapping machine to
guarantee 40 mm for the fall of the hammer.
5.6 Measurement Procedure
5.6.0 Each organization should determine a manual test procedure
which complies with this standard.
5.6.1 The necessary criteria which affect the repeatability of the
measurements are shown below:
a) Number and sizes of diffusing elements;
b) Positions of the tapping machine;
c) Minimum distance between microphone and room boundaries
with regard to near fields;
*Method of measurement of absorption coefficients in a reverberation room.
9IS : 9901 ( Part VI ) - 1981
d) Number of microphone positions or, in the case of a moving
microphone, microphone path;
e) -Averaging time of ‘the level; and
f) Method for determination of the equivalent absorption area,
which involves a number of repeated readings in each position.
5.6.1.1 An example of typical test conditions is given in
Appendix A.
6. PRECISION
6.1 It is required that the measurement procedure should give satis-
factory repeatability. This can be determined in accordance with the
method shown in IS : 9901 ( Part II )-1981” and should be checked from
time to time, particularly when a change is made in procedure or
instrumentation.
NOTE - Numerical requirements for repeatability are under consideration pending
further experience with this test procedure.
7. EXPRESSION OF RESULTS
7.1 For the statement of the impact sound insulation of the test specimen,
the normalized impact sound pressure level should be given at all
frequencies of measurement, preferably in the form of a curve.
7.2 The bandwidth used for the measurement and for the presentation
shall be stated in every graph or table. If a numerical adjustment is
made for the third-octave to octave bands, the graph or table of results
shall bear the caption octave band levels calculated from third-octave
band measurements.
7.3 For graphs with the level in decibels plotted against frequency on a
logarithmic scale, the length for a 10 : 1 frequency ratio shou!d be equal
to the length for 10 dB, 25 dB or 50 dB on the ordinate scale
( see IS : 8159-19767 ).
8. TEST REPORT
8.1 The test report should state:
a) Name of organization that has performed the measurements;
b) Date of test;
c) Description of floor construction and mounting conditions, with
sectional drawing including the size and the flanking construction;
*Measurements of sound insulation in buildings and of building elements: Part II
Statement of precision requirements.
iScales and sizes for plotting frequency characteristics and polar diagrams.
10IS : 9901( Part VI ) - 1981
Volume of the receiving room;
Type of filters used;
Normalized impact sound pressure level of test specimen as a
function of frequency;
Type of hammers used ( without or with rubber covering );
h) Brief description or details of procedure and equipment
( see 5.6 );
j ) Limit of measurement in case the sound pressure level in any
band is not measurable on account of back-ground noise
( acoustical or electrical ) or transmission of airborne noise; and
k) The flanking transmission -if measured ( see Appendix B ) in the
same form as Zn. It should be stated as clearly as possible which
part or parts of the transmitted sound are included in the
flanking transmission measurement.
With respect to the evaluation of a single value from the curve
Xn (f ), or L’n (f ), see Indian Standard Specification for rating of sound
insulation for dwellings ( under preparation ).
.
APPENDIX A
( Clause 5.6.1.1 )
EXAMPLE OF TEST PROCEDURE
A-l. An example of a test procedure which will normally be expected
to give satisfactory repeatability is given below.
A-2. Where the receiving room is substantially rectangular with a volume
of about 50 ma it will contain at least three randomly orientated diffus-
ing elements or an equivalent area of rotating vane, the former having
a typical edge length of 1.2 m each. The diffusers should not be
suspended from the ceiling under test.
A-3. Six positions of the tapping machine are chosen randomly distri-
buted on a rigid floor, no position being closer than I.0 m to its edges.
For each tapping machine position, one of six randomly distributed
microphone positions is chosen in the receiving room. No microphone
position should be nearer than 0.7 m to the room boundaries or
diffusers.
A-4. The readings of sound pressure level are taken using an averaging
time of 5 s in each frequency band at each position.
11IS : 9901( Part VI ) - 1981
A-5. As an alternative, the sound field sampling procedure can be carried
out using a rotating microphone device having a sweep radius between
1 m and I.5 m. In this case the plane of the traverse is inclined in
relation to the room boundaries and the device should have an averag-
ing time equal to the traverse time, which should be a minimum of 30 S.
A-6. The equivalent absorption area should be determined from readings
taken using three microphones positions with two reverberation time
analyses at each position.
APPENDIX B
[ Clause 3.1 (k) ]
MEASURING OF FLANKING TRANSMISSION
B-l. In case the flanking transmission has to be investigated, this may
be done by measuring the average velocity levels of the specimen and
the flanking surfaces in the receiving room. The average surface
velocity level Lv of a specimen in decibels is ten times the common
logarithm of the ratio of the average of the mean square normal surface
velocity of the specimen to the square of the reference velocity:
L, = 10 log 10 vel -l- aa + ........... -. -tv’ndB ............ (4)
n.20
where
01, %, . . . . . . . . . vn are the rms normal surface velocities at n
different positions on the wall or ceiling, and
vo = 5 x IO-8 m.s-r is the reference velocity.
B-2. The vibration transducer used should Abew ell attached to the surface
and its mass impedance should be sufficiently low compared with the
point impedance of the surface.
B-3. If the critical frequency of the specimen or the flanking objects is
low compared with the frequency range of interest, the power wk
radiated from a particular element k with area Sk in the receiving
room may be estimated from the formula:
wk = PC skulk Ok.................(5 )
where
n*k is the spatial average of the mean square of the normaI
surface velocity;
12IS : 9901( Part VI ) - 1981
CQi s the radiation efficiency, a pure number of about 1 above
the critical frequency; and
PC is the characteristic impedance of air.
B-4. From the average surface velocity level Lv the average sound
pressure level in the receiving room due to the radiation of the k-th
flanking element may be calculated according to the formula:
4sk
Lk = &k + 10 logI, A dB . . . . . . . . . . . . . . . . . . . . . (6)
B-5. The resulting sound pressure level of all flanking constructions is:
L_Dr= 10 log 10 -f 10 Lk/lO dB e.............. (7)
>
13INTERNATIONAL SYSTEM OF -UNITS ( SI UNITS )
Base Units
QUANTITY UNIT SYMBOL
Length metre m
Mass kilogram kg
Time second
Electric current ampere A
Thermodynamic kelvin K
temperature
Luminous intensity candela cd
Amount of substance mole mol
Supplementary Units
QUANTlTY UNIT SYMBOL
Plane angle radian rad
Solid angle steradian sr
Derived Units
QUANTITY UNIT SYMBOL
Force newton N 1 N = 1 kg.m/s*
Energy joule J 1 J-1N.m
Power watt W 1 W-lJ/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 S 1 S - 1 A/V
Electromotive force volt V 1 V - 1 W/A
Pressure, atress Pascal Pa 1 Pa - 1 N/ms
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9211.pdf
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UDC 629113*071*5 : 001.4 IS:9211-1979
Indian Standard
DENOMINATI-ONS AND DEFINITIONS
1 I
Is] OF WEIGHTS OF ROAD VEHICLES
1. Scope- Presents denominations and defhiitions of vehicle weights, complete or not, considered
under defined conditions and is applicable to commonly used road vehicles.
1.1 This standard does not apply to:
a) specially designed vehicles for use other than the carrying of passengers or goods, and
b) two wheelers and three wheelers.
2. General
2.1 By ‘ weight’ or ‘load’ is meant the force transmitted -by the vehicle, or by the part of the
vehicle defined, to a horizontal plane of contact, under static conditions. Weights and loads are
measured with the vehicle stationary; the vehicle and its road wheels being in the straight-ahead
position.
2.2 The definitions apply to vehicles%ewly manufactured and with normal equipment. -For terms
defined in 3.7 to 3.12 inclusive, both the maximum weight set by the manufacturer and maximum
weight authorized are defined for each case.
2.3 The definitions given do not necessarily apply to special vehicles, for which other definitions
are sometimes necessary.
2.4 For some terms, the elements shown with the reference mark (*) in the lists for their definitions
need not be included, while others, not included, may be added.
Example : Fifth wheel, auxiliary anti-skid devices.
2.4.1 In both cases, the manufacturer when, specifying the vehicle weight corresponding to -a
given term shall indicate ’ IS : 9211 Term . . . , and list afterwards any elements not delivered
or added. If the weight of the driver is included, this fact shall be stated.
3. Denominations and Definitions
3.1 3are Chassis Dry Weight-- Weight of the bare chassis which is a mechanical whole including
only the parts strictly necessary for the operation intended by the manufacturer.
3.1.1 As far as motor vehicles are concerned, the foregoing implies that, if fuel and coolant liquid
are supplied, the vehicle will be ready for normal operation.
3.1.2 The following parts are considered strictly necessary:
a) Complete electrical equipment excluding lighting and signalting (optical and acoustic)
devices,
b) Wet charged battery,
c) Instrument panel,
d) Lubricants, and
e) Fluids for brakes and for all hydraulic circuits,
.
Adopted 23 July 1979 @ January 1930, ISI 00
-I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS:9211-1979
-3.1.3 The following parts or elements may be optionally fitted, according to the manufacturer’s
specification:
a) Engine bonnet;
b) Engine cover;
c) Wheel boxes;
4 Trailer coupling device;
e) Supplementary gear-box;
f) Power take-off;
9) Retarding device not on the engine;
h) Coolant fluid in the case of sealed coolant circuit;
k) Spare wheel(s);
m>
Mechanical and/or hydraulic lifting devices; and
4 Parts required by legislation concerning road traffic, for example, lighting and signalling
devices, horns, etc.
3.1.4 Optional parts or elements listed in 3.1.3 and fitted on the dry bare chassis must be
indicateo.
3.2 Bare Chassis Kerb Weighf - Bare chassis dry weight as defined in 3.1 plus the following
elements:
4 Coolant,
b) Fuel ( tank filled to at least 90 percent of the capacity specified by the manufacturer ),
cl Spare wheel(s)*,
4 Fire extinguisher(s)*,
e>
Standard spare parts*,
f) Chocks*, and
s>
Standard tool kit*.
3.3 Chassis and Cab Dry Weight -Bare chassis dry weight as defined in 3.1 plus the weight of the
complete cab equipped for normal operation plus the weight of the following element:
a) Bunks*.
3.4 Chassis and Cab Kerb Weight -Chassis and cab dry weight as defined in 3.3 plus the weight of
the following elements:
a) Coolant,
b) Fuel ( tank filled to at least 90 percent of the capacity specified by the manufacturer ),
c) Spare wheel(s)*,
d) Fire extinguisher(s)*,
e) Standard spare parts*,
f) Chocks*, and
g) Standard tool kit*.
3.5 Complefe Vehicle Dry Weight -Weight of vehicle with body, fitted with all electrical equipment
and auxiliary equipment necessary for normal operation of the vehicle.
3.5.1 Dry weight of complete vehicle wifh separafe chassis and cab - Chassis and cab dry weight
as defined in 3.3 plus the weight of any standard equipment forming part of the body, plus the
weight of the following elements:
a) Fixed or removable hinged sides*,
b) Tarpaulin and loops*,
cl Tail board*,
d) Mechanical and/or hydraulic lifting device complete with liquids and tipper body*,
4 Coupling device (fifth wheel )*, and
f) Fixed operating equipment*.
2IS: 9211-1979
3.5.2 Dry weight cf complete vehicle with integral chassis and cab-Weight of the vehicle equipped
as specified in 3.5.1.
3.5.3 Dry wejght of complete vehicle without chassis with integral body - Weight of the vehicle
equipped as specified in 3.5.1.
3.6 Complete Vehicle Kerb Weight - Complete vehicle dry weight as defined in 3.5 plus the weight
of the following elements:
a) Coolant,
b) Fuel ( tank filled to at least 90 percent of the capacity specified by the manufacturer ),
c) Spare wheel(s)*,
d) Fire extinguisher(s)*,
e) Standard spare parts*,
f) Chocks*, and
g) Standard tool kit*.
3.7 Maximum Total Weight
3.7.1 Maximum manufacturer’s total weight - Weight calculated by the manufacturer for specific
operating conditions, taking into account such elements as strength of materials, tyre loading
capacity, etc.
3.7.2 Maximum authorized total weight - Weight calculated by the administrative authority for
operating conditions laid down by them.
Note - For tractor vehicles coupled with a trailer or a semi-trailer which exerts a significant vertical force onto
the fifth wheel or fhe coupling device, this force shall be included in the maximum manufacturers total weight (3.7.1 )
or maximum aotho(ized total weight (3.7.2 ).
3.8 Maximum Payload
3.8.1 Maximum manufacturer’s payload - Load obtained by subtracting the weight defined in 3.6
from the weight defined in 3.7.1,
3.8.2 Maximum authorized payload - Load obtained by subtracting the weight defined in 3.6 from
the weight defined in 3.7.2.
Note - For tractor vehicles coupled with a trailer or a semi-trailer which exerts a significant vertical force on
the fifth wheel or the coupling device, this force shall be included in the maximum manufacturer’s payload (3.8.1) or
maximum authorized payload (3.8.2).
3.9 Maximum Axle Weight
3.9.1 Maximum manufacturer’s axle weight -Weight calculated by the manufacturer taking into
account the strength of materials, the tyre loading capacity, etc.
3.9.2 Maximum authorized axle weight -Weight calculated by the administrative authority taking
into account, in particular, the strength of roads and road constructions.
3.10 Towed Weight - Maximum weight of trailers and/or semi-trailers capable of being towed by a
tractor.
3.10.1 Manufacturer’s towed weight - Towed weight calculated by the manufacturer from the
characteristics of the tractor vehicle,
3.10.2 Authorized towed weight - Towed weight determined by the administrative authority
taking into account the characteristics of the tractor vehicle and the traffic-conditions.
3.11 Maximum Weight of a Road Trajnt -Sum of the maximum total weights of the tractor vehicle
and of the trailer(s).
3.11.1 Maximum manufacturer’s weight of a road. train -Sum of the weights defined by 3.7.1
corresponding to the tractor and trailer(s).
tTractor vehicle coupled with trailers which exert only a negligible vertical force on the coupling hook.
3cs:9211-1979
3.11.2M aximum authorized weight of a road train --Sum of the weights defined by 3.7.2 corres-
ponding to the tractor and trailer(s), unless the administrative authority fixes a lower limit.
3.12 Maximum Weight of an Articulated Vehiclet
3.12.1 Maximum manufacturer’s weight of an articulated vehicle - Sum of the weights defined
in 3.7.1f or the tractor vehicle and 3.9.1f or the towed vehicle.
3.12.2 Maximum authorized weight of an articulated vehicle - Sum of the weights defined in 3.7.2
for tractor vehicle and 3.9.2 for the towed vehicle, unless the administrative authority fixes a lower
limit,
3.13 Vertical Load or Weight Borne by a Tractor for the Semi-Trailer ( See Fig. 1 )
FIG. 1 VERTICAL LOAD BORNE BY A TRACTOR
3.14 Vertical load or Weight Exerted by the Semi-Trailer on the Tractor ( See Fig. 2 )
FIG. 2 VERTICAL LOAD EXERTED BY SEMI-TRAILER ON TRACTOR
3.15 Power/Weight Ratio -The ratio of net power determined by Indian Standard Methods of tests
for internal combustion engines: Part IV Declaration of power, efficiency, fuel consumption and
lubricating oil consumption to the maximum weight set by manufacturer.
EXPLANATORY NOTE
The definitions should make possible a useful comparison of weights applying to similar
conditions. These definitions have been drafted taking into account their interest for the
administration, the manufacturers and the users.
This standard does not intend to indicate measurement methods nor to determine the units to
be used to express the results, as long as the units used belong to the SI system. Neither precision
to be obtained nor order of magnitude of the weights defined is indicated.
This Indian Standard is in conformity with International Standard IS0 1176-1974 Road
vehicles - weights - vocabulary, issued by the International Organization for Standardization.
TTractor with semi-trailer exerting an appreciable vertical force on the coupling device.
4
Prlnted at New India Prlntino Press, Khurla, India
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398_3.pdf
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IS:398(PartIII)-1976
(Reaffirmed1999)
Edition 3.3
(1985-04)
Indian Standard
SPECIFICATION FOR
ALUMINIUM CONDUCTORS FOR
OVERHEAD TRANSMISSION PURPOSES
PART IIIALUMINIUM CONDUCTORS,
ALUMINIZED-STEEL REINFORCED
(Second Revision)
(Incorporating Amendment Nos. 1, 2 & 3)
UDC621.315.55:669.71:621.315.1
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group4IS:398(PartIII)-1976
Indian Standard
SPECIFICATION FOR
ALUMINIUM CONDUCTORS FOR
OVERHEAD TRANSMISSION PURPOSES
PART IIIALUMINIUM CONDUCTORS,
ALUMINIZED-STEEL REINFORCED
(Second Revision)
Conductors and Power Cables Sectional Committee, ETDC 32
Chairman Representing
SHRI M. R. BHAT Bombay Suburban Electric Supply Ltd,
Bombay
Members
SHRI N. D. CHAWLA (Alternate to
ShriM. R. Bhat)
SHRI K. K. AGRAWAL Directorate General of Posts & Telegraphs,
SHRI V. R. SUNDARARAJAN ( Alternate ) New Delhi
SHRI S. K. BISWAS (GUPTA) Directorate General of Mines Safety
SHRI N. K. SEN ( Alternate ) (Ministry of Labour, Employment &
Rehabilitation), Dhanbad
WG CDR H. S. BHATIA Directorate General of Technical
SHRI H. C. PANDE ( Alternate ) Development & Production (Air),
(Ministry of Defence), New Delhi
SHRI K. V. CHAUBAL Federation of Electricity Undertakings of
India, Bombay
SHRI C. DASGUPTA Calcutta Electric Supply Corporation Ltd,
Calcutta
DEPUTY DIRECTOR ELECTRICAL Naval Headquarters
ENGINEERING (MATERIAL)
STAFF OFFICER ELECTRICAL
ENGINEERING (DESIGN) ( Alternate )
SHRI M. DEY Indian Cable Co Ltd, Calcutta
SHRI N. V. RAMAN ( Alternate )
SHRI M. L. DONGRE Bombay Electric Supply & Transport
SHRI AVTAR SINGH ( Alternate ) Undertaking, Bombay
MAJ R. S. DHANOTA Directorate of Standardization, Ministry of
SHRI C. M. BHAT ( Alternate ) Defence
DIRECTOR (TRANSMISSION) Central Electricity Authority, New Delhi
DEPUTY DIRECTOR (TRANSMISSION) ( Alternate )
(Continued on page 2)
© BIS 2002
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (XIV of 1957) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS:398(PartIII)-1976
( Continued from page 1 )
Members Representing
SHRI V. A. KRISHNAMURTHY Central Public Works Departments,
NewDelhi
SURVEYOR OF WORKS II (ELECTRICAL) ( Alternate )
SHRI D. R. MANOHAR National Insulated Cable Co of India Ltd,
SHRI J. S. BHAN ( Alternate ) Calcutta
SHRI M. N. MUKERJEE Railway Board (Ministry of Railways)
SHRI C. A. SANKARANARAYANAN ( Alternate )
SHRI S. K. MUKHERJEE National Test House, Calcutta
SHRI S. N. NAYAR Aluminium Industries Ltd, Kundara
SHRI P. K. KRISHNAN NAIR ( Alternate )
SHRI V. G. G. NAYAR Oriental Power Cables Ltd, Kota
SHRI V. K. CHATURVEDI ( Alternate )
SHRI J. S. PASSI Directorate General of Supplies & Disposals
SHRI P. L. KAPUR ( Alternate ) (Inspection Wing), New Delhi
SHRI A. S. PINTO Delhi Electric Supply Undertaking,
NewDelhi
SHRI A. K. RAMAN Asian Cables Corporation Ltd, Bombay
SHRI B. K. MUNDHRA ( Alternate )
SHRI K. N. RAMASWAMY Directorate General of Technical
SHRI D. P. GUPTA ( Alternate ) Development, NewDelhi
SHRI M. J. RAO Tata Hydro-Electric Power Supply Co Ltd,
SHRI M. V. GONDHALEKAR ( Alternate ) Bombay
SHRI S. SABAPATHY Tamil Nadu Electricity Board, Madras
SHRI P. S. THIRUNAVUKKARASU ( Alternate )
SHRI L. K. SANGHI Fort Gloster Industries Ltd, Calcutta
SHRI A. S. BHATTACHARJEE ( Alternate )
SHRI P. S. SHAH Cable Corporation of India Ltd, Bombay
SHRI S. R. PADMANABHAN ( Alternate )
SHRI S. P. SACHDEV, Director General, ISI ( Ex-officio Member )
Director (Elec tech)
Secretaries
SHRI T. RAJARAMAN
Deputy Director (Elec tech), BIS
SHRI HARCHARAN SINGH
Deputy Director (Elec tech), BIS
Panel for Revision of IS:398-1961, ETDC 32:P11
Convener
SHRI M. DEY Indian Cable Co Ltd, Calcutta
Members
DIRECTOR (TRANSMISSION) Central Electricity Authority, New Delhi
SHRI B. S. KOCHAR Rural Electrification Corporation Ltd,
SHRI P. RAO ( Alternate ) NewDelhi
SHRI O. P. MATHUR Electrical Manufacturing Co Ltd, Calcutta
SHRI P. K. MUKHERJI ( Alternate )
SHRI P. K. KRISHNANNAM Aluminium Industries Ltd, Kundara
SHRI S. SABAPATHY Tamil Nadu Electricity Board, Madras
2IS:398(PartIII)-1976
Indian Standard
SPECIFICATION FOR
ALUMINIUM CONDUCTORS FOR
OVERHEAD TRANSMISSION PURPOSES
PART IIIALUMINIUM CONDUCTORS,
ALUMINIZED-STEEL REINFORCED
(Second Revision)
0. F O R E W O R D
0.1This Indian Standard (Part III) (Second Revision) was adopted by
the Indian Standards Institution on 3 June 1976, after the draft
finalized by the Conductors and Power Cables Sectional Committee had
been approved by the Electrotechnical Division Council.
0.2This standard was originally published in 1953 and the first revision
was brought out in 1961. The second revision has been undertaken with
a view to effecting the following modifications:
a)To line up with the international standards;
b)To further rationalize the sizes of stranded aluminium conductors,
steel reinforced aluminium conductors and to introduce a few sizes,
which will have a higher aluminium/steel ratio;
c)To introduce aluminized-steel reinforced aluminium conductors;
and
d)To introduce aluminium alloy stranded conductors
(aluminium-magnesium-silicon type).
0.2.1While revising this standard, it was decided to issue it in different
parts covering different types of conductors. This part dealing with
aluminized-steel reinforced aluminium conductors form Part III of the
series. Other parts in the series are given below:
Part I Aluminium stranded conductor
Part II Aluminium conductor, galvanized-steel reinforced
Part IV Aluminium alloy stranded conductors (under preparation)
0.3The important deviation from the standards published by the IEC is
with respect to the value adopted for resistivity. Owing to difficulties in
getting EC grade aluminium of a higher conductivity locally, the
standard has prescribed a resistivity of 0.028 45 ohm.mm2/m at 20°C,
whereas the value prescribed in the IEC standard is 0.028264
ohm.mm2/m at 20°C.
3IS:398(PartIII)-1976
0.4In the preparation of this standard, considerable assistance has been
derived from AS 1220, Part..‘Draft Australian Standard Specification
for aluminium conductors for overhead transmission purposes: Part..
Aluminized-steel reinforced (ACSR/AZ), Doc:1898’ issued by the
Standards Association of Australia.
0.5The values of modulus of elasticity and coefficient of linear
expansion are given in Appendix B for information.
0.6This edition 3.3 incorporates Amendment No. 2 (May 1983) and
Amendment No. 3 (April1985). Side bar indicates modification of the
text as the result of incorporation of the amendments.
0.7For the purpose of deciding whether a particular requirement of this
standard is complied with, the final values, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
IS:2-1960*. The number of significant places retained in the rounded
off values should be the same as that of the specified values in this
standard.
SECTIONIGENERAL
1. SCOPE
1.1This standard (Part III) covers the requirements and tests for
aluminium conductors, aluminized-steel reinforced used for overhead
power transmission purposes.
2. TERMINOLOGY
2.0For the purpose of this standard, the following definitions in addition
to those given in IS:1885 (Part XXXII)-1971† shall apply.
2.1Aluminium Conductor, Aluminized-Steel Reinforced —
Conductor consisting of seven or more aluminium and aluminized steel
wires built up in concentric layers. The centre wire or wires are of
aluminized steel and the outer layer or layers of aluminium.
2.2Diameter —The mean of two measurements at right angles taken
at the same cross section.
2.3Direction of Lay —The direction of lay is defined as right-hand or
left-hand. With right-hand lay, the wires conform to the direction of the
central part of the letter Z when the conductor is held vertically. With
left-hand lay, the wires conform to the direction of the central part of the
letter S when the conductor is held vertically.
2.4Lay Ratio —Ratio of the axial length of a complete turn of the helix
formed by an individual wire in a stranded conductor to the external
diameter of the helix.
*Rules for rounding off numerical values ( revised ).
†Electrotechnical vocabulary: Part XXXII Cables, conductors and accessories for
electricity supply.
4IS:398(PartIII)-1976
3. PHYSICAL CONSTANTS FOR HARD-DRAWN ALUMINIUM
3.1Resistivity —The resistivity of aluminium depends upon its purity
and its physical condition. For the purpose of this standard, the
maximum value permitted is 0.028 45 ohm.mm2/m at 20°C, and this
value has been used for calculation of the maximum permissible values
of resistance.
NOTE — It is not intended to check the resistivity from the measured values of
resistance.
3.2Density —At a temperature of 20ºC, the density of hard-drawn
aluminium has been taken as2.703 g/cm3.
3.3Constant-Mass Temperature Coefficient of Resistance —At a
temperature of 20°C the constant-mass temperature coefficient of
resistance of hard-drawn aluminium, measured between two potential
points rigidly fixed to the wire, the metal being allowed to expand freely,
has been taken as 0.004 per degree Celsius.
3.4Coefficient of Linear Expansion —The coefficient of linear
expansion of hard-drawn aluminium at 0°C has been taken as
23.0×10–6 per degree Celsius. This value holds good for all practical
purposes over the range of temperature from 0°C to the highest safe
operating temperature.
4. PHYSICAL CONSTANTS FOR ALUMINIZED STEEL WIRES
4.1Density —At a temperature of 20°C, the density ofaluminized steel
wire has been taken as7.80g/cm 3.
4.2Coefficient of Linear Expansion —In order to obtain uniformity
in calculations, a value of 11.5 × 10–6/°C has been taken as the value for
the coefficient of linear expansion of aluminized steel wires used for the
cores of steel reinforced aluminium conductors.
SECTIONIIMATERIALS
5. MATERIAL
5.1The conductor shall be constructed of hard-drawn aluminium and
aluminized steel wires which have the mechanical and electrical
properties specified in Tables 1 and 2.
The coating on the aluminized steel wires may be applied by the hot
process or the electrolytic process.
When specified by the purchaser, neutral grease may be applied between
the layers of wires.
NOTE—Lithium soap grease corresponding to Grade II of IS:7623-1974 * is
suitable for such application.
*Specification for lithium soap greases.
5IS:398(PartIII)-1976
6. FREEDOM FROM DEFECTS
6.1The wires shall be smooth and free from all imperfections, such as
spills and splits.
SECTIONIIIDIMENSIONS AND CONSTRUCTION
7. STANDARD SIZES
7.1 Wires
7.1.1Nominal Sizes—The aluminium and aluminized steel wires for
the standard constructions covered by this standard shall have the
diameters specified in Tables 1 and 2. The diameters of the steel wires
shall be measured over the aluminium coating.
7.1.2 Tolerances on Nominal Sizes
7.1.2.1Aluminium wires — A tolerance of ±1 percent shall be permitted
on the nominal diameter specified in Table 1.
TABLE1ALUMINIUM WIRES USED IN THE CONSTRUCTION OF
ALUMINIUM CONDUCTORS, ALUMINIZED-STEEL
REINFORCED
(Clauses 5.1, 7.1.1, 7.1.2.1, 12.2.1, 12.5 and A-3.2)
DIAMETER CROSS-SECTIONAL MASS RESISTANCE BREAKINGLOAD,
AREA OF AT20°C, Min
Nom Min Max NOMINAL Max
DIAMETER WIRE Before After
Stranding Stranding
(1) (2) (3) (4) (5) (6) (7) (8)
mm mm mm mm2 kg/km W /km kN kN
1.50 1.48 1.52 1.767 4.78 16.54 0.32 0.30
1.96 1.94 1.98 3.017 8.16 9.625 0.54 0.51
2.11 2.09 2.13 3.497 9.45 8.293 0.63 0.60
2.59 2.56 2.62 5.269 14.24 5.527 0.89 0.85
3.00 2.97 3.03 7.069 19.11 4.107 1.17 1.11
3.18 3.15 3.21 7.942 21.47 3.651 1.29 1.23
3.35 3.32 3.38 8.814 23.82 3.286 1.43 1.36
3.50 3.46 3.54 9.621 26.01 3.026 1.55 1.47
3.53 3.49 3.57 9.787 26.45 2.974 1.57 1.49
3.80 3.76 3.84 11.34 30.65 2.562 1.80 1.71
4.09 4.05 4.13 13.14 35.51 2.208 2.08 1.98
4.13 4.09 4.17 13.40 36.21 2.165 2.13 2.02
4.72 4.67 4.77 17.50 47.30 1.661 2.78 2.64
NOTE1—The resistance has been calculated from the maximum value of
resistivity and the cross-sectional area based on the minimum diameter.
NOTE2—The resistance of individual wires shall be such that the completed
stranded conductor meets the requirements of the maximum resistance specified in
Table 3 calculated by applying the relevant stranding constants given in Table5.
6
(cid:252) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:254)
(cid:252) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:254)IS:398(PartIII)-1976
7.1.2.2Aluminized steel wires — A tolerance of±2 percent shall be
permitted on the nominal diameter specified in Table 2.
TABLE 2STEEL WIRES USED IN THE CONSTRUCTION OF
ALUMINIUM CONDUCTORS, ALUMINIZED-STEEL
REINFORCED
(Clauses 5.1, 7.1.1, 7.1.2.2, 12.2.1, and A-3.2)
DIAMETER CROSS-SECTIONAL MASS BREAKINGLOAD,
AREA OF Min
Nom Min Max NOMINAL
DIAMETER WIRE Before After
Stranding Stranding
(1) (2) (3) (4) (5) (6) (7)
mm mm mm mm2 kg/km kN kN
1.50 1.47 1.53 1.767 13.78 2.34 2.13
1.57 1.54 1.60 1.936 15.10 2.46 2.34
1.96 1.92 2.00 3.017 23.53 3.83 3.64
2.11 2.07 2.15 3.497 27.27 4.44 4.22
2.30 2.25 2.35 4.155 32.41 5.15 4.89
2.59 2.54 2.64 5.269 41.09 6.53 6.20
3.00 2.94 3.06 7.069 55.13 8.77 8.33
3.18 3.12 3.24 7.942 61.95 9.61 9.13
3.35 3.28 3.42 8.814 68.75 10.67 10.14
3.53 3.46 3.60 9.787 76.34 11.84 11.25
4.09 4.01 4.17 13.14 102.48 14.98 14.23
7.2 Aluminium Conductors, Aluminized-Steel Reinforced
7.2.1The sizes of standard aluminium conductors, aluminized-steel
reinforced shall be as given in Table 3.
7.2.2The resistances shall be in accordance with Table 3. The masses
(excluding the mass of grease, if applied) are given in Table 3 for
information.
8. JOINTS IN WIRES
8.1Aluminium Wires —In aluminized-steel reinforced, aluminium
conductors containing any number of aluminium wires, joints in
individual aluminium wires are permitted, in addition to those made in
the base rod or wire before final drawing, but no two such joints shall be
less than 15m apart in the complete stranded conductor. Such joints
shall be made by resistance or cold pressure butt-welding. They are not
required to fulfil the mechanical requirements for unjointed wires.
Joints made by resistance butt-welding shall, subsequent to welding, be
annealed over a distance of at least200 mm on each side of the joint.
7
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IS:398(PartIII)-1976
TABLE 3ALUMINIUM CONDUCTORS, ALUMINIZED-STEEL REINFORCED
(Clauses 7.2.1, 7.2.2 and A-3.2)
NOMINAL STRANDING AND WIRE SECTIONAL TOTAL APPROXIMATE APPROXIMATE CALCULATED APPROXIMATE
ALUMINIUM DIAMETER AREA OF SECTIONAL OVERALL MASS RESISTANCE CALCULATED
AREA ALUMINIUM AREA DIAMETER AT 20°C, BREAKING
Aluminium Steel Max LOAD
(1) (2) (3) (4) (5) (6) (7) (8) (9)
mm2 mm mm mm2 mm2 mm kg/km W /km kN
10 6/1.50 1/1.50 10.60 12.37 4.50 43 2.799 3.79
18 6/1.96 1/1.96 18.10 21.12 5.88 73 1.629 6.43
20 6/2.11 1/2.11 20.98 24.48 6.33 85 1.403 7.48
30 6/2.59 1/2.59 31.61 36.88 7.77 128 0.935 2 10.78
50 6/3.35 1/3.35 52.88 61.70 10.05 214 0.556 0 17.48
80 6/4.09 1/4.09 78.83 91.97 12.27 319 0.373 6 24.96
100 6/4.72 7/1.57 105.0 118.5 14.15 394 0.281 0 30.98
150 30/2.59 7/2.59 158.1 194.9 18.13 726 0.188 4 65.02
200 30/3.00 7/3.00 212.1 261.5 21.00 974 0.140 0 86.58
400 42/3.50 7/1.96 404.1 425.2 26.88 1 281 0.073 59 86.59
420 54/3.18 7/3.18 428.9 484.5 28.62 1 621 0.069 15 125.45
520 54/3.53 7/3.53 528.5 597.0 31.77 1 998 0.056 33 153.53
560 42/4.13 7/2.30 562.7 591.7 31.68 1 781 0.052 65 118.31
NOTE 1 — For the basis of calculation of this table, see Appendix A.
NOTE 2 — The sectional area is the sum of the cross-sectional areas of the relevant individual wires.
(cid:252) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:254)IS:398(PartIII)-1976
8.2Aluminized Steel Wires —There shall be no joints, except those
made in the base rod or wire before final drawing, in steel wires forming
the core of a steel reinforced aluminium conductor, unless the core
consists of seven or more aluminized steel wires. In the latter case joints
in individual wires are permitted in addition to those made in the base
rod or wire before final drawing, but no two such joints shall be less than
15 m apart in the complete steel core. Joints in aluminized steel wires
shall be made by resistance butt-welding or brazing and shall be
protected against corrosion.
9. STRANDING
9.1The wires used in the construction of aluminium conductors
aluminized-steel reinforced shall, before stranding, satisfy all the
relevant requirements of this standard.
9.2The lay ratio of the different layers shall be within the limits given in
Table 4.
9.3The ratio of the nominal diameter of the aluminium wires to the
nominal diameter of the aluminized steel wires in any particular
construction of aluminized-steel reinforced aluminium conductor, shall
conform to the appropriate value given in Table 4.
9.4In all constructions, the successive layers shall have opposite
directions of lay, the outermost layer being right-handed. The wires in
each layer shall be evenly and closely stranded.
9.5In conductors having multiple layers of aluminium wires, the lay
ratio of any aluminium layer shall be not greater than the lay ratio of
the aluminium layer immediately beneath it.
10. LENGTHS AND VARIATIONS IN LENGTHS
10.1Unless otherwise agreed between the purchaser and the
manufacturer, aluminized-steel reinforced aluminium conductors shall
be supplied in the manufacturer’s usual production lengths and with a
permitted variation of ± 5 percent in the length of any one conductor
length.
10.2Random Lengths —Unless otherwise agreed between the
purchaser and the manufacturer, it shall be permissible to supply not
more than 10 percent of the lengths on any one order in randomlengths;
none of them will be shorter than one-third of the nominal length.
SECTIONIVPACKING AND MARKING
11. PACKING AND MARKING
11.1The conductor shall be wound on reels or drums* and marked with
the following:
a) Manufacturer’s name or trade-name;
*It is recommended that reels and drums conforming to IS:1778-1961
‘Specification for reels and drums for bare wire’ be used.
910
IS:398(PartIII)-1976
TABLE 4LAY RATIOS OF ALUMINIUM CONDUCTORS, ALUMINIZED-STEEL
REINFORCED
(Clauses 9.2 and 9.3)
NUMBER OF WIRES RATIO LAY RATIOS FOR LAY RATIOS FOR ALUMINIUM WIRE
ALUMINIUM STEELCORE
Aluminium Steel WIRE (6-WIRE LAYER) Outside Layer Layer Immediately Innermost Layer of
DIAMETER TO Beneath Outside Conductors with 3
STEEL WIRE Layer Aluminium Wire
DIAMETER Layers
Min Max Min Max Min Max Min Max
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
6 1 1.000 — — 10 14 — — — —
6 7 3.000 13 28 10 14 — — — —
30 7 1.000 13 28 10 14 10 16 — —
42 7 1.800 13 28 10 14 10 16 10 17
54 7 1.000 13 28 10 14 10 16 10 17
NOTE — For the purpose of calculation, the mean lay ratio shall be taken as the arithmetic mean of the relevant
minimum and maximum values given in this table.
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(cid:254)IS:398(PartIII)-1976
b) Size of conductor;
c) Net and gross mass of conductor; and
d) Length of conductor.
11.1.1The conductor may also be marked with the Standard Mark.
NOTE — The use of the Standard Mark is governed by the provisions of the Bureau
of Indian Standards Act,1986 and the Rules and Regulations made 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.
SECTIONVTESTS
12. TESTS
12.1 Selection of Test Samples
12.1.1Samples of individual wires for tests specified in 12.2, 12.3, 12.4,
12.5 and 12.6 shall normally be taken by the manufacturer before
stranding, from the outer ends of not less than10 percent of wire coils.
12.1.2Alternatively, if desired by the purchaser at the time of placing an
order that the tests be made in the presence of his representative,
samples of wire shall be taken from lengths of stranded conductors.
Samples shall then be obtained by cutting 1.2 metres from the outer end
of the finished conductor from not more than 10 percent of the finished
reels or drums. If there is more than one length on any reel or drum, the
sample shall be taken from the outer length.
12.1.3Coils offered for inspection shall be divided* into equal lots, the
number of lots being equal to the number of samples to be selected, a
fraction of a lot being counted as a complete lot. One sample coil shall be
selected at random from each lot.
12.2Breaking Load Test —This test shall be made on both
aluminium and aluminized steel wires.
12.2.1The breaking load of one specimen cut from each of the sample
taken under 12.1.1 or12.1.2 shall be determined by means of a suitable
tensile testing machine. The load shall be applied gradually and the rate
of separation of the jaws of the testing machine shall be not less
than25mm/min and not greater than100mm/min.
The ultimate breaking load of the specimens shall be not less than the
appropriate value specified in Tables 1 and 2.
*This may be done physically or on the basis of identification numbers of the coils
offered for supply.
11IS:398(PartIII)-1976
12.3Ductility Test —This test shall be made on aluminized steel
wires only, by either of the two tests given in12.3.1 and 12.3.2.
12.3.1Torsion Test—One specimen cut from each of the samples taken
under 12.1.1 or 12.1.2 shall be gripped at its ends in two vices, one of
which shall be free to move longitudinally during the test. A small
tensile load not exceeding 2 percent of the breaking load of the wire,
shall be applied to the sample during testing. The specimen shall be
twisted by causing one of the vices to revolve until fracture occurs and
the number of twists shall be indicated by a counter or other suitable
device. The rate of twisting shall not exceed60rev/min.
When tested before stranding, the number of complete twists before
fracture occurs shall be not less than 18 on a length equal to 100 times the
diameter of the wire. The primary fracture shall show a smooth surface at
right angles to the axis of the wire. Any secondary fracture shall be ignored.
When tested after stranding, the number of complete twists before
fracture occurs shall be not less than 16 on a length equal to 100 times
the diameter of the wire. The fracture shall show a smooth surface at
right angles to the axis of the wire.
12.3.2Elongation Test—The elongation of one specimen cut from each
of the samples taken under 12.1.1 or 12.1.2 shall be determined. The
specimen shall be straightened by hand and an original gauge length
of200 mm shall be marked on the wire. A tensile load shall be applied as
described in12.2 and the elongation shall be measured after the
fractured ends have been fitted together. If the fracture occurs outside
the gauge marks, or within 25 mm of either mark and the required
elongation is not obtained, the test shall be disregarded and another test
made. When tested before stranding, the elongation shall be not less
than 4 percent. When tested after stranding, the elongation shall be not
less than 3.5 percent.
NOTE — The choice between the torsion test and the elongation test shall be at the
discretion of the purchaser. In the absence of any definite indication from the
purchaser torsion test shall be carried out in preference to elongation test.
12.4Wrapping Test —This test shall be made on both aluminium and
aluminized steel wires.
12.4.1Aluminium Wires—One specimen cut from each of the samples
of aluminium wire taken under 12.1.1 or 12.1.2 shall be wrapped round
a wire of its own diameter to form a close helix of eight turns. Six turns
shall then be unwrapped and again closely wrapped in the same
direction as before. The wire shall not break or show any crack.
NOTE — Slight surface cracks shall not constitute cause for rejection.
12.4.2Aluminized Steel Wires—One specimen cut from each of the
samples of aluminized steel wire taken under 12.1.1 or12.1.2 shall be
wrapped round a mandrel of diameter equal to 4 times the wire diameter to
form a close helix of 8 turns. Six turns shall then be unwrapped and again
closely wrapped in the same direction as before. The wire shall not break.
12IS:398(PartIII)-1976
12.5Resistance Test —This test shall be made on aluminium wires
only.
The electrical resistance of one specimen of aluminium wire cut from
each of the samples taken under 12.1.1 or 12.1.2 shall be measured at
ambient temperature. The measured resistance shall be corrected to the
value at20°C by means of the formula:
1
R = R ---------------------------------------
20 T 1+a () T–20
where
R = resistance corrected at 20°C;
20
R = resistance measured at T°C;
T
a = constant-mass temperature coefficient of resistance, 0.004;
and
T = the ambient temperature during measurement.
The resistance corrected at 20°C shall be not more than the maximum
value specified in Table 1.
12.6Aluminizing Test —This test shall be made on aluminized steel
wires only.
12.6.1This test shall be made on one specimen cut from each of the
samples of aluminized steel wires taken under 12.1.1 or 12.1.2.
12.6.2The adherance of aluminium coating, mass of coating and
continuity of coating shall be in accordance with IS:3835-1966*.
13.REJECTION AND RETESTS
13.1Should any one of the test pieces selected fail to pass the tests,
three further samples from the same batch shall be selected, one of
which shall be from the length from which the original test sample was
taken, unless that length has been withdrawn by the supplier.
13.2Should all of the three test pieces from these additional samples
satisfy the requirements of the tests, the batch represented by these
samples shall be deemed to comply with the standard. Should the test
pieces from any of the three additional samples fail, the batch
represented shall be deemed not to comply with the standard.
*Specification for aluminized steel core wire for aluminium conductors (ACSR).
13IS:398(PartIII)-1976
A P P E N D I XA
(Table 3, Note 1)
NOTES ON CALCULATION OF TABLE 3
A-1. INCREASE IN LENGTH DUE TO STRANDING
A-1.1When straightened out, each wire in any particular layer of
stranded conductor, except the central wire, is longer than the stranded
conductor by an amount depending on the lay ratio of that layer.
A-2. RESISTANCE AND MASS OF CONDUCTOR
A-2.1In aluminized-steel reinforced aluminium conductors, the
conductivity of the steel core is neglected and the resistance of the
conductor is calculated with reference to the resistance of the aluminium
wires only. The resistance of any length of stranded conductor is the
resistance of the same length of any one aluminium wire multiplied by a
constant, as set out in Table 5.
TABLE 5STRANDING CONSTANTS
NUMBER OF WIRES STRANDINGCONSTANTS
Aluminium Steel Mass Electrical
Resistance
Aluminium Steel
(1) (2) (3) (4) (5)
6 1 6.091 1.000 0.169 2
6 7 6.091 7.032 0.169 2
30 7 30.67 7.032 0.034 08
42 7 42.90 7.032 0.024 32
54 7 55.23 7.032 0.018 94
A-2.2The mass of each wire in a length of stranded conductor, except
the central wire, will be greater than that of an equal length of straight
wire by an amount depending on the lay ratio of the layer (see A-1.1
above). The total mass of any length of conductor is, therefore, obtained
by multiplying the mass of an equal length of straight wire by the
appropriate constant set out in Table 5. The masses of the steel core and
aluminium wires are calculated separately and added together.
A-2.3In calculating the stranding constants in Table 5, the mean lay
ratio, that is, the arithmetic mean of the relevant minimum and
maximum values in Table 4, has been assumed for each layer.
14
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(cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239) (cid:239)(cid:254)IS:398(PartIII)-1976
A-3. CALCULATED BREAKING LOAD OF CONDUCTOR
A-3.1The breaking load of an aluminized-steel reinforced aluminium
conductor in terms of the sum of the strengths of the individual
component wires may be taken to be as follows:
a)98 percent of the sum of the breaking loads of the aluminium wires
plus 89 percent of the sum of the breaking loads of the aluminized
steel wires, when taken from the stranded conductor and tested; or
b)98 percent of the sum of the breaking loads of the aluminium wires
plus 85 percent of the sum of the breaking loads of the aluminized
steel wires, based on the breaking loads of the component wires
before stranding, that is, the coil.
A-3.2The values of approximate breaking load of conductors, given in
Table 3 have been calculated in accordance with A-3.1 (b) and on the
basis of the minimum breaking loads of the component wires given in
Tables 1 and 2.
A P P E N D I XB
(Clause 0.5)
MODULUS OF ELASTICITY AND CO-EFFICIENT OF
LINEAR EXPANSION
No. of Wires Final Modulus of Elasticity Coefficient of Linear
(Practical) Expansion/°C
Aluminium Steel GN/m2
(1) (2) (3) (4)
6 1 79 19.1 × 10–6
6 7 75 19.8 × 10–6
30 7 80 17.3 × 10–6
42 7 62 21.5 × 10–6
54 7 69 19.3 × 10–6
NOTE 1 — These values are given for information only.
NOTE2—Moduli values quoted may be regarded as being accurate to within ± 3
GN/m2.
NOTE3—Moduli values quoted may be taken as applying to conductors stressed
between 15 and 50 percent of the ultimate strength of the conductor.
NOTE4—Coefficients of linear expansion have been calculated from the final
(practical) moduli for the aluminium and steel components of the conductors and
coefficients of linear expansion of 23.0×10–6 and11.5×10 –6/°C for aluminium
and steel respectively.
15
(cid:252) (cid:239) (cid:239) (cid:239) (cid:253) (cid:239) (cid:239) (cid:239) (cid:254)Bureau of Indian Standards
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certification of goods and attending to connected matters in the country.
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designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
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Additions’.
This Indian Standard has been developed by Technical Committee:ETDC 32 and amended by
ETDC60
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 Incorporated earlier
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Amd. No. 3 April 1985
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2131.pdf
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IS :2131 - 1981
( R4fiied 1997)
Indian Standard
METHOD FOR STANDARD
PENETRATION TEST FOR SOILS
( First Revision )
Third Reprint MARCH 1997
UDC 624.131.381
@ Copurigh’ 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAB MARG
NBWDELHI 1lOOLZ
February 1982
Gr 3IS : 2131- 1981
( Reaffmed 1997 )
Indian Standard
METHO~D FOR STANDARD
PENETRATION TEST FOR SOILS
( First Revision )
-
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAODISH NARAIN University of Roorkee, Roorkee
ADDITIONAL DIRECTOR RESEARCH Ministry of Railways
( P. E. ) RDSO
DEP&Y DIRECTOR RESEARCH
( SOIL-MEOE ) RDSO ( Alternate )
SHRI P. D. AQARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DHAWAN ( AItcrnatc)
DR ALAX SINQE University of Jodhpur, Jodhpur
COL AVTAR SIN~H Engine&-in-Chief’s Branch, Army Headquarters
LT-COL V. K. KANITXAR ( Abrnatc )
CHIEF ENQINEER ( D&R ) Irrigation Department, Government of Punjab,
_ Chandigarh
DR G. S. DEILLON ( Alfern& )
SHRI M. C. DANDAVATE The Concrete Association of India, Bombay
SHRI N. %. DUQ~AL ( Alternate )
SERI A. G. DASTIDAR In personal capacity (5 Hungerford Street, 12/I,
Hungerford Court, Calcutta 700017 )
DB G. S. DEILLON Indian Geotechnical Society, New Delhi
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI AsiaB~~b~ations and Construction (P) Ltd,
SHRI A. N. JANOLE (~Altcmztc)
DR GOPAL RAJAN Institution of Engineers ( India ), Calcutta
DR GOPAL RANJAN University of Roorkee, Roorkee
SERI S. G~~PTA . \C emindia Co Ltd, Bombay
SHRI N. V. DE SOUSA ( Alternate ]
SHRI G. S. JAIN G. S. Jain & Associates, Roorkee
SHRI VIJAY K. JAIIU( Alternate)
( Continuedm gage 2 )
Q Copvright 1982
I BUREAU OF INDIAN STANDARDS I
I Th is publication is protected under the Indian Cojyrighr Ad (XXV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.
IIS : zl31- 1981
( Continuedfr om page 1 )
Members Representing
SHRI A. B. JOSHI Central Water Commission, New Delhi
DEPUTYI ;IRECTOR ( CSMRS ) ( Alternate )
COL M. V. KsYERKAR Ministry of Defence ( R&D )
SHRI V. B. GRORPADE( Altcraate)
SHRI 0. P. MALHOTRA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI D. R. NARAHARI Central Building Reztearch Institute ( CSIR ),
Roorkee -
SHRI B. G. RAO ( Alternate )
SHRI T. K. NATRAJAN Central Road Research Institute, New Delhi
Da G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEAROHO FFICER ( B&RRL ) Public Works Department, Government of
Punjab, Chandigarh
SH~I K. R. SA~ENA Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irritation & Power, New Delhi
DEPUTYS ECBETARY( Alternate )
SEW N. SIVAQURU Roads Wing (Mmiatry of Shipping and
Transport )
SHRI D. V. SIKKA ( Alternate)
SHBI K. S. SRINIVASAN National Buildings Organization, New Delhi
Snnr SUNILB ERRY ( Altrrnats )
SEXIN. SUBRAMANYAM Karnataka Engineering Research Station,
~riahnarajaiagar -
SWPER~NTENDINQE N Q I N E E a Publ;Jorhz;rtment, Government of Tamil
( P&D% )
EXECUTIVEE NGINEER( SMRD ) ( Alter;: )
SHRIG. RAMAN, Director General, IS1 ( Ex-OS& Mmber )
Director ( Civ Engg )
secretary
S-1 K. M. MATHUR
Deputy Director ( Civ Engg ), BlS
The Site Exploration and Investigation for Foundation
Subcommittee, BDC 23 : 2
Members
!3xn1V.S. AWARWAL Centr$or~elding Research Institute ( CSIR ),
SHRI M. P. JA~N ( Altematr )
DR ALAM SINQH University of Jodhpur, Jodhpur
DEPUTY DIREOTO~ RES~A~OR Minirtry of Railways
(PE), RDSO
ASEXSTANDTI RECTORR ESEAXOH
( SOIL MEOH) RDSO ( Alternate )
DIBEOTOR( CSMRS ) Central Water Commission, New Delhi
DEPUTYD I~EOT~~ ( CSMRS ) ( Alternatr )
( Continusdon pa16 10 b
2IS1 2131- 1981
Indian Standard
METHOD FOR STANDARD
PENETRATION TEST FOR SOlLS
( First Revision
)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 24 December 1981, after the draft finalized by
the Soil Engineering and Rock Mechanics Sectional Committee had been
approved by the Building Division Council.
0.2 Standard penetration test conducted by means of the split spoon,
specified in this standard, furnishes data about resistance of the soils to
penetration which can be used to evaluate standard strength data, such
as .N values (number of blows per 30 cm of penetration using standard
split spoon) of the soil. Methods of calculation of bearing capacity of
soils based on N values are covered in IS : 6403-1981*. For obtaining
dependable and reproducable samples, a standard procedure is necessary
and this code is intended to furnish necessary guidance to the soil explorer
in this regard.
0.3 This standard was first published in year 1963 and this revision has
been done so as to include a standardized split spoon sampler for which a
detailed specification has been formulated separately, besides including
the details of the correction factors which are necessary in calculation of
bearing capacity.
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 : 2-1960t. 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 specifies a standard procedure for conducting the
standard penetration test for soils.
‘Code of practice for determination of bearing capacity of soils (first rmision) .
tRules for rounding off numerical values ( raised ).
3IS : 2131 - 1981
2. EQUIPMENT
2.1 Drilling Equipment
2.1.1 The equipment used shall provide a clean borehole, 100 to 150 mm
in diameter, for insertion of the sampler to ensure that the penetration
test is performed on undisturbed soil and shall permit driving of the split
spoon sampler to obtain penetration record and the sample in accordance
with the procedure specified in 3.
NOTE -The stiffness of the drill rod used for testing influences the N value
obtained by means of the test. A light rod ‘whips’ under the blows of the hammer.
The drill rod shall preferably have a stiffness equal to A-rod (41.3 mm outer
diameter). For depths of exploration more than 10 m, special precautions shall be
taken to keep the rod vertical by using centering spacers and/or by using stiffer rods
to minimize the whipping effect. Spacers may be provided at every 10 m, or more
frequently~, if necessary.
2.1.2 Casing or Drilling Mud - It shall be used when drilling in sand, soft
clay or other soils in which the sides of borehole are likely to cave in. In
sandy and other non-cohesive soils, below water table it is often
preferable to use drilling mud rather than a casing. If drilling mud
alone is not successful, casing may be used along with the drilling mud.
2.2 Split-Spoon Sampler - The split spoon sampler shall conform to
IS : 9640-1980*.
2.3 Drive Weight Assembly
2.3.1 The drive weight assembly shall consist of a driving head and a
63-5 kg weight with 75 cm free fall. It shall be ensured that the energy
of the falling weight is not reduced by friction between the drive weight
and the guides or between rope and winch drum.
2.3.2 The rods to which the sampler is attached for driving should be
straight, tightly coupled and straight in alignment. For driving the
casing, a hammer heavier than 63.5 kg may be used.
2.4 Lifting Rail, Tongs, Rope, Screw jack etc
~3. PROCEDURE
3.1 Driving the Casing - Where casing is used, it shall not be driven
below the level at which the test is made or soil sample is taken. In the
case of cohesionless soils which cannot stand without casing, the
advancement of the casing pipe should be such that it does not disturb the
soil to be tested or sampled; the casing shall preferably be advanced by
*Specification for split spoon sampler.
4IS :2131- 1981
slowly turning the casing rather than by driving, as the vibration caused
by driving may alter the density of such deposits immediately below the
bottom of the borehole.
3.2 Cleaning the Borehole
3.2.1 In case wash boring is adopted for cleaning the borehole,
side-discharge bits are permissible, but in no case shall a bottom-discharge
bit be permitted. The process of jotting through an open tube sampler,
and then testing and sampling when the desired depth is reached shall
not be permitted.
3.2.2 While boring through soils, such as sands that may be disturbed
by the flow of water into the drill hole, no water shall be added to the
borehole while boring above the water table. While boring below water
table, the water in the borehole shall be maintained at least I.5 m above
the level of the water table. Bentonite slurry of appropriate consistency
-may be required to help the water level to be maintained above the
water table. The raised level of the water in the borehole should be
maintained even if casing is used to stabilize the borehole.
3.2.2.1 While boring through sand using casing to stabilize the sides
of the borehole, the outer diameter of the shell shall be at least 25 mm
smaller than the inner diameter of the casing. The distance between the
end of the casing and the bottom of the borehole should be as close as
possible and in any case not exceed 150 mm, if only water is used to
stabilize the borehole; in case bentonite is used, this distance may be up
to 300 mm.
3.2.3 The borehole shall be cleaned up to testing or,sampling elevation,
using suitable tools, such as augers, that will ensure that there is minimum
mixing up of the soil from the bottom of the borehole. In cohesive soils,
the borehole may be cleaned with bailer with a f-lap valve. This should
not be used in sands.
3.3 Obtaining the Samples
3.3.1 Tests shall be made at every change in stratum or at intervals of
not more than l-5 m whichever is less. Tests may be made at lesser
intervals if specified or considered necessary. The intervals be increased
to 3 m if in between vane shear test is performed.
3.3.2 The sampler shall be lowered to the bottomof the borehole. The
following information shall be noted and recorded:
a) Depth of bottom of borehole below ground level,
b) Penetration of the sampler into the soil under the combined
weight of sampler and rods (to be noted from readings of the
scale over the drill rod at the top),
5IS : 2131 - 1981
c) Water level in the borehole or casing, and
d) Depth of bottom of casing below ground level.
3.3.3 The split spoon sampler resting on the bottom of borehole should
be allowed to sink under its own weight; then the split spoon sampler
shall be seated 15 cm with the blows of the hammer falling through
75 cm. Thereafter, the split spoon sampler shall be further driven by
30 cm or 50 blows (except that driving shall cease before the split spoon
sampler is full). The number of blows required to effect each 15 cm of
penetration shall be recorded. The first 15 cm of drive may be
considered to be seating drive. The total blows required for the second
and third 15 cm of penetration shall be termed the penetration-resistance
Jv; if the split spoon sampler is driven less than 45 cm (total), then the
penetration resistance shall be for the last 30 cm of penetration (if less
than 30 cm is penetrated, the logs should state the number of blows and
the depth penetrated).
3.3.3.1 The entire sampler may sometimes sink under its own weight
when very soft sub-soil stratum is encountered. Under such conditions,
it may not be necessary to give any blow to the split spoon sampler and
SPT value should be indicated as zero.
3.3.4 If on lowering the sampler by means of a string of rods it is
found to rest at a level above the bottom of the casing, the penetration
test and sampling should not be carried out at that stratum.
3.4 Removal of Sampler and Labelling
3.4.1 The sampler shall be raised to the surface and opened. A typical
sample or samples of soil from the opened split spoon shall be put into
jars without ramming. The jars shall have a self-sealing top, or shall be
sealed with wax to prevent evaporation of the soil moisture. Jars shall be
of such a size that they can be filled without deforming the sample.
Typical samples shall be cut to such a size as to fill the jars and thereby
reduce the water loss to the air in the jars. If packing as specified is not
available, liner may be used in the sampling spoon. In such a case, the
internal diameter of the sampling spoon should be SO adjusted that the
total internal diameter after incorporating the liner is 35 mm. The
sample in the liner shall be waxed properly at both the ends to keep up
the natural moisture content during transit.
3.4.2 Labels shall be fixed to the jar or notations shall be written on
the covers ( or .both ) with the following information:
a) Origin of sample,
b) Job designation,
6c) Boring number,
d) Sample number,
e) Depth of sampling,
f ) Penetration record,
g) Length of recovery, and
h) Date of sampling.
3.4.3 The jars containing samples shall be stored in suitable containers
for shipment. Samples shall not be placed in the sun.
3.5 Field Observations
3.5.1 Information with regard to water table, elevations at which the
drilling water was lost or elevations at which water under excess pressure
was encountered shall be recorded.on the field logs. Water levels before
and after putting the casing, where used, shall be measured. In sands,
the level shall be determined as the casing is pulled and then measured
at least 30 min after the casing is pulled; in silts, at least 24 h after the
casing is pulled; in clays, no accurate water level determination is possible
unless pervious seams are present. ‘However, the 24 h level shall be
recorded for clays. When drilling x&d is used and the water level is
desired, casing perforated at the lower end shall be lowered into the
borehole and the borehole bailed down. Ground water levels shall be
determined after bailing at time intervals of 30 min and 24 h until all
traces of drilling mud are removed from inside the casing.
3.6 Corrections
3.6.1 Due to Overburden-The N value ior cohesionless soil shall be
corrected for overburden as per Fig. 1 (Jv’ ).
3.6.2 Due to Dilatancy - The value obtained in 3.6.1 shall be corrected
for dilatancy if the stratum consists of fine sand and silt below water table
for values of N’ greater than 15, as under ( x” ):
N =15f$(JV’-l5)
4. REPORT
4.1 Data obtained in borings shall be recorded in the field and shall
include the following:
a) Date of boring,
b) Reference datum,
c) Job identification,
7X5:2131-1981
d) Boring number,
e) Sample number,
f) Type ofsampler,
g) Drilling method,
h) Sample elevation and recovery ratio,
j) Limits of stratuin,
k) Water table information (see 3.5),
m) Soil identification, including condition of samples,
n) Penetration records,
p) Casing used, and
q) Weather data.
CORRECTION OF N-VALUE IN
COHESlONLESS SOIL FOR OVERBURDEN
FIG. 1 CORRECTION DUE TO OVERBURDEN
8IS : 2131- 1981
4.2 The data obtairlecl shall be prepared in a final form as a soil profile
to show the nature and extent of the soil strata over the area under
consideration.
9IS :2131 - 1981
( Continuedfrom page 2 )
Members Representing
DIRECTOR, PWDRI Public Works Department, Govr rnmrnt of Uttar
Pradesh,. Lucknow
EXECUTIVE ENGINEER ( DESIGN )V Central Public Works Department, New Dt,lhi
EXECUTIVE ENGINEER ( SMRD ) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENQINEER (CD) ( Alternate )
SRRI M. D. NAIR Associated Instruments Manufacturers ( India 1
Private Ltd, New Delhi
PROF T. S. NA~ARAJ ( Alternafe )
SHRI T. K. NATRAJAN Central Road Research Institute, New Delhi
LT-COL K. M. S. SAHASI Engineer-in-Chief’s Branch, New Delhi
SRLEIA . K. CHATURVEDI ( Altetnate )
SERr S. K. SHOD Geological Survey of India, Calcutta
SHRI P. N. MEHTA ( Alternnte )
SHRI N. SIVA’XJnU Roads Wing, Ministry of Transport
SHRI P. K. THOMAS ( Alternate )
SU;~~;~~DINO ENGINEER (IP), Irrigation Department, Government of
Maharashtra, Bombay
I
10BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131 I 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 6-77 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 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
tWestern : Manakalaya, E9, Behind 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, 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
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52’, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 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, THIRUVANANTHAPURAM 695634 621 17
*Sales Office 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
SSales Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, India
|
1253.pdf
|
IS 1253 : 1992
ALUMINIUM FOR USE IN IRON AND STEEL
MANUFACTURE - SPECIFICATION
( Third Revision )
UDC 669.71-436 : 669.17/18
@ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1992 Price Group 1Light Metals and Their Alloys Sectional Committee, MTD 7
FOREWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after
the draft finalized by the Light Metals and Their Alloys Sectional Committee had been approved
by the Metallurgical Engineering Division Council.
This standard was first published in 1958 and subsequently revised in 1965 and 1980. In this
revision following modifications have been made:
a) Scope has been enlarged to cover any other shape suitable for use in the manufac-
ture of iron and steel,
b) A separate clause giving all the latest references has been added,
c) The clauses on chemical composition and chemical analysis have been modified,
d) Grades 1930 and 1970 have been redesignated as Grades 1 and 2 to avoid ambiguity
with respect to IS 6051 : 1970, and
e) The requirement of test certificate for each consignment has been added.
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 1253 : 1992
Indian Standard
ALUMINIUti i?OR USE IN IRON.AND STEEL
MANUFACTURE -SPECIFICATION
.(. :
Third Revision)
_. ‘-. ’ - *
1 SCOPE . 6 CHEMICAL COMPOSITION _.. ,
This standard covers the requirements for alumi- 6.1 The aluminium shall conform to tl-+e
nium in the form of shot, notch bar and’ ‘any composition of one of the two grades specified
.other shap’e suitable .fdr use in.th.e manufacture
in Table ‘1;
of iron and steel.
-
2 REFERENCES 6.2 The chemical analysis’ of the aluminium
shall be carried out in accordance with IS 504 :
The Indian Standards listed below are necessary 1963 or by any other instrumental/chemical
adjuncts to this Standard: method. In case of dispute the methods speci-
fied in IS 504 : 1963 shall be the referee method.
IS No. Title
504 : 1963 Methods of chemical analysis
7 SIZES AND SHAPES
of aluminium and its alloys
( revised )
7.1 Shot
1817 : 1961 Methods of sampling non-
ferrous metals for chemical The aluminium shall be supplied in pea-size of
analysis approximately 5 to 10 mm diameter.
1820 : 1979 Recommended shapes, sizes
and mass of aluminium 7.2 Notched Bar
notched bars and ingots for
remelting purposes ( first The shape and size of notched bar may be as
revision ) given in IS 1820 : 1979.
10259 : 1982 GeneFal condition of delivery
and inspection of aluminium 7.3 Any other shape suitable for use in manu-
and aluminium alloy products facture of iron and steel.
3 SUPPLY OF MATERIAL Table 1 Chemical Composition
General requirement relating to the supply of
( Clause 6.1 )
aluminium for use in iron and steel manufadture
shall conform to IS 10259 : 1982.
Constituent Grade 1 Grade 2
Percent Percent
4 GRADES
Aluminium, Min 93.0 97-o
4.1 Two grades of aluminium, namely, Grade 1 I,,,pu,.itieE
and Grade 2 are covered in this standard.
Co-D_D er,M ax 4.5 2-o
4.2 Aluminium Grade 1 is normally suitable for Zinc, MUX
use in the manufacture of mild steel and low Magnesium, Max
alloy steels, whereas aluminium Grade 2 is Tin, Max
normally required for manufacture of alloy
Arsenic, Max
steels and special steels.
Bismuth, Max
5 FREEDOM FROM DEFECTS Total of copper, zinc, ]
magnesium, silicon and
The aluminium shall be of uniform quality, free iron, Max I
from dross, slag and other harmful contamina- Total of copper, zinc, magne-
tion. The surface shall be free from heavy sium, silicon, iron; tin, arsenic
and bismuth, MUX
oxidized layer.
1IS J253:1992
8 SAMPLING wit,h the f-@owing details:
a) Cast/lot number,
8.1 For chemical analysis, one sample shall be
taken for each cast or every 1 009 lc~ or art b) Grade of aluminium, and
thereof, of the aluminium.
c) Indication of the source of manufacture.
8.2 Samples shall be drawn and prepared in
9.2 Standard Marking
accordance with IS 1817 : 1961.
Each notch bar/any other shape or the con-
8.3 In case of shot, the sample shall be melted tainer in case of shots may also be marked with
and chill cast in the shape of bar of thickness the Standard Mark.
6 mm ( approximate ).
10 TEST CERTIFICATE
9 MARKING
Each consignment shall be supplied along with
9.1 Each notch bar/any other shape or the con- a certificate giving the cast/lot number, grade
tainer in case of shots shall be suitably marked and related chemical cornpositron of aluminium.
2Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark
on products covered by an Indian Standard conveys the assurance that they have been
produced to comply with the requirements of that standard under a well defined system
of inspection, testing and quality control which is devised and supervised by BIS and
operated by the producer. Standard marked products are also continuously checked by
BIS for conformity to that standard as a further safeguard. Details of conditions under
which a licence for the use of the Standard Mark may be granted to manufacturers or
producers may be obtained from the Bureau of Indian Standards.Bureao of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to
promote harmonious development of the activities of standardization, marking and quality
certification of goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced
in any form without the prior permission in writing of BIS. This does not preclude the free use,
in the course of implementing the standard, of necessary details, such as symbols and sizes, type
or grade designations. Enquiries relating to copyright be addressed to the Director
( Publications ), 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 7 ( 3542 )
Amendments Issued Since Publication
Amend No, Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan. 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 1375
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61,
CALCUTTA 700054 37 86 26, 37 86 62
53 38 43, 53 16 40,
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036
53 23 84
235 02 16, 235 04 42,
Southern : C. I. T. Campus, IV Cross Road, MADRAS 600113
I 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58,
BOMBAY 400093 6327891, 6327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRWANANTHAPURAM.
Printed at Printwell Printers, Aligarh, India
|
10067.pdf
|
IS : 10067 - 1962
Indian Standard
MATERIAL CONSTANTS IN
BUILDING WORKS
( First Reprint AUGUST 1997 )
UDC 69.003.12
0 Copyright 1982
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 4 November 1982IS : 10067- 1982
Indian Standard
MATERIAL CONSTANTS IN
BUILDING WORKS
Planning and Organization at Site Sectional Committee, BDC 29
Chirman Representing
SHRI HARISH CHANDRA Central Public Works Department
Members
ADDITIONAL D I R E c T o R Railway Board ( Ministry of Railways )
( CIVIL ENGG>
BRIG V. N. AGGARWAL Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence )
SHRI M. P. SHAHANI ( Alfernafe )
CHIEF ENGINEER Maharashtra State Housing Board, Bombay
EXECUTIVEE NGINEER( PLANNING)
( Alfernofe )
CHIEF ENGINEER( BUILDIPI‘G) Public Works Department, Tamil Nadu
SUPERINTENDINEGN GINEER
( SPECIALB UILDINGC IRCLE )
( Alfernafe )
CHIEF ENGII\‘EER Kerala State Housing Eoard, Trivandrum
SENIORA RCHITECT( Alternate )
SHRI D. N. CHOPRA Institution of Engineers ( India ), Calcutta
EXECUTIVED IRECTOR National Productivity Council, New Delhi
SHRI P. S. HARIRAO Hindustan Construction Co Ltd, Bombay
SHRI N. M. DAS~ANE ( AIfernafe )
SHRI S. R. KULKARNI M. N. Dastur & Co (P) Ltd, Calcutta
MANAGING DIRECTOR Hindustan Prefab Ltd, New Delhi
SHRI G. K. MEHTA ( Alternate )
MANAGING DIRECTOR National Buildings Construction Corporation Ltd,
New Delhi
SHRI V. K. KANITKAR ( Alternate )
SHRI HAZZARI LAL MARWAH Central Builders Association ( Regd ), New Delhi
SHRI P. B. NAYAR Institution of Industrial Engineers, New Delhi
SHRI A. K. PACHAURI UP State Housing Board, Lucknow.
SHRI J. S. SHARMA Cen~olr~ddmg Research Instttute ( CSIR ).
SHRI S. P. SINGH ( Alternate )
( Continued on page 2 )
@ Copyrighf 1982
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyrighf Act ( XIV of 1957 ) and
reproduction in whole 01 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_-IS : loo67 - 1982
( Continued from page 1 )
Members Representing
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERY ( Alternate )
SUPERINTENDIHGE NGINEER, Central Public Works Department
DELHI CENTRAL CIRCLE IV
SURVEYORO F WORKS; DCCIV (Alternate )
PROF M. TIIYAGARAJAN Indian Institute of Public Administration, New
Delhi
SHRI G. RAMAN, Director General, BIS ( Ex-officio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHI~R
Deputy Director ( Civ Engg ), BIS
Output Standards for Building Industry Subcommittee, BDC 29 : 4
Convener
SHRI J. S. SHARMA CentrRa~orI$ldmg Research Institute ( CSIR ),
Members
SHRI G. C. SOFAT ( Alternate to
Sbri J. S. Sharma )
SHRI B. V. APT~ Builder’s Association of India, Bombay
SHRI K. K. MADHOKC Alternate 1
SHRI P. S. HARIRAO . ‘Hindustan Construction Co Ltd, Bombay
SHRI N. M. DASTANE( Alternate )
MANAGINGD IRECTOR National Buildings Construction Corporation Ltd,
New Delhi
SHRI K. G. SALVI Delhi Productivity Council, New Delhi
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SHASHIK ANT (Alternate )
SURVEYOR OF WORKS I, NDZ Central Public Works Department
TOWN ENOINEER, RDSO Ministry of Railways
SHRI G. VIRMANI Engineer-in-Chief’s Branch, Army Headquarters
( Ministry of Defence )
SHRI A. T. DE’SOUZA ( Alternate )IS : lo”067- 1982
Indian Standard
MATE&AL CONSTANTS IN
BUILDING WORKS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 8 January 1982, after the draft finalized by the Planning and Organiza-
tion at Site Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Schedule of rates form the basis for preparing the detailed estimates for
works. ,These are also very useful in considering the reasonableness of the
tenders received from the contractors and for pricing the alterations, addi-
tions, omissions and substitutions in a contract. It is, therefore, necessary
that the schedule of rates should be prepared correctly and be based on
rationally stipulated material and labour constants.
0.3 At present, different departments at a place are having their own schedule
of rates. A comparison of the labour and material constants used for
different items of work in these schedule of rates has indicated that there
is a good variation in them and due to which different rates exist in various
departments for the same items of work in the same locality. In order to
rationalize the material constants for different items of building works, this
standard is being issued.
0.4 The material constants have been arrived at by the Central Building
Research Institute after carrying out the laboratory and field studies. All
materials taken’ in the laboratory studies were as per relevant Indian
Standards.
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard covers the material constants (excluding wastages ) for
common items of building works.
*FWes for rounding off numerical values ( revised ).
3IS : 10067 - 1982
NOTE1 - The coverage of item is not exhaustive. Additional items will be included
at a later date when data is available for these items.
.NOTEZ -The percentage of material wastage will vary depending upon region,
source, type, season, mode of issue as well as utilization, etc. A correct assessment of
wastage shall be determined by user’s department.
2. MATERIAL CONSTANTS
2.1 Mortar - The material constants for cement mortars, lime mortars,
lime pozzolana mortars and composite mortars are given in Table I. The
sand taken in the study was having fineness modulus of 1.26 and grading
within limits as given in IS : 1542-1960* and IS : 2116-19657.
2.2 Concrete - The material constants for cement concretes and lime
concretes are given in Table 2.
2.2.1 The consumption of materials is more to an extent of 2.5 percent
when the fineness modulus of sand is 1.26 instead of 3.87 which are almost
extreme values maintaining the grading of sand within the permissible limits
of IS : 383-1970;. Similarly, the consumption of materials is more to an
extent of 2.5 percent when the coarse aggregate with fineness modulus 6.05
is used instead of 7.60 which are also the extreme values. The over all
consumption of materials in concrete is 5 percent less when aggregates with
highest values of fineness modulus are used instead of those with lowest
values of fineness modulus.
2.2.2 In Table 2, the fineness modulii of fine aggregate has been taken as
1.26 ( fine sand ) for leaner mixes and 2.87 ( coarse sand ) for richer mixes,
for computing the constants. The fineness modulii for coarse aggregate are
6.9 for leaner mixes and 6.5 for richer mixes. The above sizes are taken as
per normal practice maintaining the grading of the aggregates as per
IS : 383-1970:.
2.3 Brickwork - The material constants for brickwork using traditional
bricks and modular bricks are given in Table 3 and Table 4 respectively.
2.4 Flooring
2.4.1 The material constants for cement concrete flooring are given in
Table 5.
2.4.2 The material constants for terrazzo (. marble chips ) flooring are
given in Table 6.
2.5 Plastering - The material constants for cement plasters and cement lime
plasters are given in Table 7.
*Specification for sand for plaster.
tSpecification for sand for masonry mortars.
fSpecification for coarse and fine aggregates from natural sources for concrete
( second revision ).
4IS:10067 -1982
TABLE 1 MATERIAL CONSTANTS IN MORTARS
( CIause 2.1 )
SL No. ITEM CONSTANTS PER rns OF MORTAR
( MIXBY VOLUME) C--- --__--A- --.cc_---
Cement Slaked Surkhi Sand
( Bags )
Fe ms
(1) (2) (3) (4) (5) :;
1. Cement mortar 1 : 3 8’48 - - 0.90 *
( 1 cement : 3 sand )
2. Cement mortar 1 : 4 6’79 - - 0.96
( 1 cement : 4 sand )
3. Cement mortar 1 : 5 5’6 - - 0.99
( 1 cement : 5 sand )
4. Cement mortar 1 : 6 4’65 - _- 0’99
( 1 cement : 6 sand )
5. Cement mortar 1 : 7 4’06 - - 1’01
( 1 cement : 7 sand )
6. Cement mortar 1 : 8 3’57 - 1’01
( 1 cement : 8 sand )
7. Lime mortar 1 : 2 - 0.45 - 0’90
( 1 lime : 2 sand )
8. Lime mortar 1 : 3 - 0.33 099
( I lime : 3 sand )
9. Lime surkhi mortar 1 : 2 - 0.50 1’CO -
( 1 lime : 2 surkhi )
10. Lime surkhi mortar 1 : 3 .- 0.37 1.11
( 1 lime : 3 surkhi )
I 1. Composite mortar 4’48 016 - 0.96
1 : 1 : 6 (1,cement :
1 lime : 6 sand )
12. Composite mortar 3.02 0.21 - 0.96
1 : 2 : 9 ( 1 cement :
2 lime : 9 sand )
NOTE - I Water cement ratios adopted are for the percentage flow of 110 f 5.
NOTE - 2 The sand and cement constant shall be reduced by up to 2 percent
when the fineness modulus of sand is 2.9 and maintaining the grading as per
relevant Indian Standards.
NOTE - 3 When lime is used in the form of putty, the volume V of slaked lime
contained in one meter cube of lime putty is to be found as follows:
V= G( VP-- 1000)
-(G--1)D
where G is specific gravity of slaked lime, W is weight of putty in kg/m3 and
D is bulk density of slaked lime in kg/mJ.
5TABLE 2 MATERIAL CONSTANTS IN CONCRETE
( Clause 2.2 )
I%. ITEM FINENESSM ODULUS SIZEOF CONSTANTSPER ma OF CONCRETE
( MIXBY VOLUME) C-_.--h-_- - COARSE c --.-.------ h.__.-_-____._~
Fine Coarse ( NORMAL Cement Slaked Sand Surkhi Shingle* Brick i
Aggregate Aggregate GAUGE) ( bags ) Lmye Ballast w
m3 mJ ma ma
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11)
I. Cement concrete 1 : 1 : 2 287 6‘50 20 mm 9.76 - 0.35 -- 070 -
( 1 cement : 1 sand :
2 shingle )
2. Cement concrete 1 : 14 : 3 2.87 6’50 20 mm 7.33 - 0.39 - 0.78 --
( 1 cement : 14 sand : 3
shingle )
3. Cement concrete 1 : 2 : 4 2.87 6.50 20 mm 5.84 -.- 0’41 - 0.82 -
( 1 cement : 2 sand : 4
shingle )
4. Cement concrete 1 : 3 : 6 2.87 6’50 40 mm 4.05 - 0.43 - 0.86 -
( 1 cement : 3 sand : 6
shingle )
5. Cement concrete 1 : 4 : 8 1’26 6.9 40 mm 3’20 - 0’45 .- 090 -
( 1 cement : 4 sand : 8
shingle )
6. Cement concrete 1 : 5 : 10 1.26 6.9 40 mm 2.52 - 0.45 - 0.90 -
( 1 cement : 5 sand : 10
shingle )7. Cement concrete 1 : 6 : 12 1.26 6.9 40 mm 210 - 0.45 - 0.90 -
( 1 cement : 6 sand : 12
shingle )
8. Lime concrete with brick - - 25 mm - 0.22 - 0.44 - 1’0
aggregate and 40 percent
lime mortar 1 : 2 ( 1 lime
: 2 surkhi )
9. Lime concrete with brick - - 25 mm - 0’24 - 0.52 - 1.04
aggregate and 50 percent
lime mortar 1 : 2
( 1 lime : 2 surkhi )
NOTE - The material constants for 10 m’ rendering ( special finishes ) to concrete surface shall be, cement : 0.51
bag, sand : 0’05 ma.
*For crushed aggregate the constants shall be increased by 5 percent for leaner mixes and by 7 percent for richer
mixes.
t;
. ..
TABLE 3 MATERIAL CONSTANTS FOR BRICKWORK USING TRADITIONAL BRICKS
( 29 x 11.1 x 7-O cm with 1 cm thick mortar joints )
( Clause 2.3 )
SL DESCRIPTIONO F ITEM CONSTANTSP ER ma FR~GDOWN
No. r--- --.-*---- -7 ------ h---__--
Frogup Nubmp;sof (“b”ys;’ S&d Fine
a sand*
‘Number of Cement Slaked Fine ’ mS
bricks sand’
( bags) l?e ma
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
1. Brickwork in cement mortar 473 1’99 - 0.210 473 1.72 - 0183
1 : 3 ( 1 cement : 3 sand )
2. Brickwork in cement mortar 473 1.59 - 0.225 473 1.38 - 0.195
1 : 4 ( 1 cement : 4 sand )
3. Brickwork in cement ,mortar 473 1’31 - 0.232 473 1.14 0.202
1 : 5 ( 1 cement : 5 sand )
4. Brickwork in cement mortar 473 1.09 - 0232 473 0.94 - 0.200
I : 6 ( I cement : 6 sand )
5. Brickwork in cement lime mortar 473 1.05 0.037 0.223 473 0.91 0.032 0.193
1 : 1 : 6 ( 1 cement : 1 lime : 6
sand )
6. Brickwork in cement lime mortar 473 0.71 0.05 0.226 473 0.61 0045 0.194
1:2:9(lcement:Zlime:9
sand )7. Half brick masonry in cement 520 1.88 - 0.200 520 1’59 - 0.169
mortar 1 : 3 ( 1 cement : 3
sand >
8. Half brick masonry in cement 520 1’51 - 0.214 520 1.28 - 0.181
mortar 1 : 4 ( 1 cement : 4 sand )
9. Half brick masonry in cement lime 520 0.99 0,035 0.210 520 0.84 0.030 0.178
1: 1:6(lcement:l lime:6
sand )
NOTE- The mortar consumption per m3 of brickwork shall be 0’234 m3 and 0,203 ms for ‘Frogup‘ and ‘Frog-
down’ use of bricks respectively.
‘The sand and cement constants shall be reduced by 2 percent when coarse sand ( fineness modulus 2’9 ) is used.TABLE 4 MATERIAL CONSTANTS FOR BRICKWORK WITH MODULAR BRICKS t;
. .
( Clauzc 2.3 )
s
SL DESCRPTION OF ITEM CONSTANTPSE R ma FROGDOWN 9
No. __---__.__ ---~ ___-.--_.-l-_- ,
Frogup N;rcFsr of Cement Slaked Fine
r---- -A-- ._e.-_ ( bags ) lime Sand* ti
Number of Cement Slaked Fine m3 ms N
bricks (bags‘i)s e sand*
ma
(1) (2) (3) (4) (5) (6) (7’ (8) (9) (10)
1. Brickwork in cement mortar 517 1’76 - 0.187 517 1’58 - 0’168
1 : 3 ( 1 cement : 3 sand )
2. Brickwork in cement mortar 517 1.41 - 0.200 517 1.26 - 0.178
1:4(1cement:4sand)
3. Brickwork in cement mortar 517 1.16 - 0.205 517 1.04 - 0.184
1 : 5 ( 1 cement : 5 sand )
4. Brickwork in cement mortar 517 0.96 - 0.204 517 087 - 0.182
1 : 6 ( 1 cement : 6 sand )
5. Brickwork in cement lime mortar 517 0’93 0.033 0’198 517 0.83 0.029 0.176
1:1:6(1cement:llime:6sand)
6 Brickwork in cement lime mortar 517 0.63 044 0.201 517 056 0.040 0.178
1:2: 9(lcement:2lime:9sand)
7. Half brick masonry in cement 506 1.35 - 0.143 506 1.18- - 0125
mortar 1 : 3 ( 1 cement : 3 sand)
8. Half brick masonry in cement 506 1.08 - WI.53 506 0.94 - 0.133
mortar 1 : 4 ( 1 cement : 4 sand )
9. Half brick masonry in cement lime 506 0.62 0.022 0.132 506 0.71 0.025 0.151
mortar 1 : 1 : 6 ( 1 cement : 1 lime
6 sand )
NOTE -- The mortar consumption per ma of brickwork shall be 0.207 m3 and 0.186 ms for ‘Frogup’ and ‘Frog-
down’ use of bricks respectively.
*The sand and cement crnstants shah be reduced by 2 percent when coarse sand ( fineness mod& 2‘9 ) is used.TABLE 5 MATERIAL CONSTANTS FOR CEMENT CONCRETE FLOORING
(Clause 2.4.1 )
SL DESCRIPTIONO F ITEM CONSTANTSF ORI O mB
No. ~~~~~~___~~~__~-~_~~--~
Cement Sand gsoarse ) Coarse Aggregate
( bags ) (shingle )* ma
(1) (2) (3) (4) (5)
1. 75 mm thick cement concrete flooring 1 : 2 : 4 4.81 0.31 0’62
( 1 cement :_2 tan! ; 4 shingle 20 mm nominal
gauge) finished with a floating coat of neat
cement
E
2. 50 mm thick cement concrete flooring 1 : 2 : 4 3.35 0.21 0.42
( 1 cement : 2 sand : 4 shingle 20 mm nominal
gauge ) finished with a floating coat of neat
cement
3. 40 mm thick cement concrete flooring 1 : 2 : 4 280 0.164 0.328
( 1 cement : 2 sand : 4 shingle 20 mm nominal
gauge ) finished with a floating coat of neat
cement
4. 25 mm thick cement concrete flooring 1 : 2 : 4 1’89 0.103 0’206
( I cement : 2 sand : 4 shingle 20 mm nominal t;
. .
gauge) finished with a floating coat of neat
clr
cement.
Q
*Constants for concrete shall be increased by up to 7 percent when crushed aggregate is used in place of shingle. 4TABLE 7 MATERIAL CONSTANTS FOR PLASTERING
( CIurrse 2.5 )
SL DESCRIPTIONO F ITEM CONSTANTFSO R 10 m*
No. ~-----_-----~ -___c_----_
On Traditional Brickwork On Modular Brickwork *
-e__h ----7 y-m- -A------
’ Cement Slaked Sand*- Cement Slaked Sand*
( bags ) lime (tine) ( bags ) (fine)
m3 ma liz ms
(1) (2) (3) (4) (5) (6) (7) (8)
1. 12 mm cement plaster 1 : 3 ( 1 cement : 1.22 0130 19 - 0.126
3 sand )
2. 12 mm cement plaster 1 : 4 ( 1 cement : @98 0.138 0.95 - 0.134
4 sand )
3. 12 mm cement plaster 1 : 5 ( 1 cement : 0.81 0.143 0.78 - 0.139
5 sand )
4. 12 mm cement plaster 1 : 6 ( 1 cement : 0.67 0.143 0.65 - 0.139
6 sand )
5. 15 mm cement plaster 1 : 3 ( 1 cement : 1.48 - 0.158 1.45 0.154
3 sand ) on rough side of one brick wall
6. 15 mm cement plaster 1 : 4 ( 1 cement : 1.19 0168 1.16 - 0.164
4 sand ) on rough side of one brick wall
7. 15 mm cement plaster 1 : 5 ( 1 cement : 0.98 - 0.173 0.96 - 0.169
5 sand ) on rough side of one brick wall @
8. 15 mm cement plaster 1 : 6 ( 1 cement : 0.81 0173 0.80 - 0.169 :
6 sand ) on rough side of one brick wall 8
9. 203Fa;dyment plaster 1 : 3 ( 1 cement : 1’92 0.203 1.88 - 0’200 p
e:
-
( Continued)
83
. .
I-
TABLE 7 MATERIAL CONSTANTS FOR PLASTERING - Contd
4
4
SL DFXRIPTION OF I~E’M CONSTANTSFO R 10 m* I
No. r--- h--- -----7
G
On Traditional Brickwork On Modular Brickwork
r--__--rr--_~ r-__-h-_--~ E
Cement Slaked Sand* Cement Slaked Sand*
( bags ) lime (fine) ( bags ) lime (fine)
ms ma ma m*
(1) (2) (3) (4) (5) (6) (7) (8)
10. 20 mm cement plaster 1 : 4 ( 1 cement : 1’53 - 0.217 1’51 - 0.213
4 sand )
11. 2; yai;;ment plaster 1 : 5 ( 1 cement : l-27 - 0.221 1.24 - 0220
‘: 12. 20 mm cement plaster 1 : 6 ( 1 cement : 1.05 - 0.224 1.03 - 0.220
6 sand )
13. 12 mm cement lime plaster 1 : 1 : 6 0.65 0.023 0.138 0.63 0.022 0134
( 1 cement : 1 slaked lime : 6 sand )
14. 12 mm cement lime plaster 1 : 2 : 9 0.43 0.030 0.138 0’42 0.029 0’134
( 1 cement : 2 slaked lime : 9 sand )
15. 15 mm cement lime plaster 1 : 1 : 6 0.78 0028 0.168 0.77 0.027 0164
( 1 cement : 1 slaked lime : 6 sand )
16. 15 mm cement lime plaster ( 1 : 2 : 9 0.53 0.037 0.168 0.52 0.036 0.164
( 1 cement : 2 slaked lime : 9 sand)
NOTE -The thickness of joints and depth of raking has been taken as one centimetre for computation of
constants.
*The sand and cement constants shall be reduced by 2 percent when fineness modulus of sand is 2.9 and
maintaining the grading as per relavent Iudian Standards.BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375, 323 9402
Fax : 91 11 3234062, 91 113?39399. 91 113239382
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 : 1114 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, E9 Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
SPeenya Industrial Area, 1st Stage, Bangalore - Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI. Ganga Nagar, BHUBANESHWAR 751001 40 36 27
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
18-58C, L. N. Gupta Marg, Nampally Station Road, HYDERABAD 50000* 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan. 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 89 23
LUCKNOW 226001
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 4+0010 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,
CALCUlTA 700072 27 10 85
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
@ales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at New India Printing Press, Khurja, India
|
3025_24.pdf
|
IS : 3025( Part 24)-1986
UDC 626*1/.3 : 543.3. [ 546.2261 ( Third Reprint JANUARY 1998) ( ReaffIrmed1 992 )
Indian Standard
METHODS OF SAMPLING AND TEST
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTEWATER
PART 24 SULPHATES
( First Revision)
1. Scope- Prescribes methods for determination of sulphates in water and waste water.
1.1 Three methods as given below are prescribed:
i) Gravimetric method,
ii) Thorin method, -and
iii) Turbidity method.
The choice depends upon the concentration range of sulphate and degree of accuracy required.
Dilution or concentration of sample will bring most waters into the desired range for any of the
methods prescribed in this standard.
2. Gravimetric Method
2.1 Scope and Application -This method is applicable for all the waters having sulphate
concentrations above 10 mg/l; however, it is a time consuming method.
2.2 Principle and Theory - Sulphate is precipitated in hydrochloric acid medium as barium sulphate
by the addition of barium chloride solution. The precipitation is carried out near boiling temperature
and after a period of digestion, the precipitate is filtered, washed with water until free of chlorides,
ignited or dried and weighed as barium sulphate (BaS0.J.
The reaction in its simplest form is :
HCI medium
SO;‘+ BaCl 2---------;3Ba SO4 I + 2CI’
2.3 interferences - Suspended matter, silica, barium chloride precipitant, nitrate and sulphate are
the principal factors in positive error. Alkali metal sulphates and heavy metals, such as chromium and
iron, cause low results. To minimize solubility of barium sulphite, the acid concentration while
precipitating barium sulphate, should be minimized.
2.4 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 wastewater:Part 1
Sampling (first revision)‘. Highly polluted or contaminated samples should be stored at low
temperature or treated with formaldehyde. Sulphite may be oxidized to sulphate by dissolved oxygen
above pH 8,O; samples containing sulphite should have their pH adjusted below this value.
2.5 Apparatus
2.5.1 Steam bath
2.5.2 Drying oven - equipped with thermostatic control.
2.5.3 Muffle furnace -with heat indicator.
2.5.4 Desiccator
2.5.5 Analytical balance -capable of weighing to 0.1 mg.
2.5.6 Filter paper- acid washed, ashless hard finish filter paper sufficiently retentive for fine
precipitates (preferably Whatman No. 42).
2.5.7 Crucible- Porous bottom silica or porcelain crucible with a maximum pore size of E
microns.
Adopted 31 July 1986 QMav 1987, BIS Gr 3
I I
BUREAU STANDARDS
MANAK BHA”A:,F 9 li!Hk# SHAH ZAFAR MARG
NEW DELHI llDDD2IS : 3025 (Part 24)-l 986
2.5.8 /on-exchangceo lumn -See Fig. 1 for details. The exchange column should be regenerated
by passing hydrochloric acid (2.62) solution after five or six samples have passed through the
column followed by washing with distilled water.
2.6 Reagents
2.6. I Methyl red indicator - Dissolve 100 mg methyl red sodium salt in distilled water and dilute
to 100 ml.
2&6.2 Hydrochloric acid / 1: 4) - Dilute one volume of concentrated hydrochloric acid with four
volumes of distilled water.
2.6.3 Barium chloride solution - Dissolve 108 g of barium chloride ( BaC12.2Hz0 ) in 1 litre distilled
water. Filter through’s membrane filter or hard finish filter paper ( 1 ml of this reagent is capable of
precipitating approximately 40 mg Sa;-).
2.6.4 Silver nitrate-nitric acid reagent - Dissolve 8-5 g of silver nitrate and O-5 ml of nitric acid in
500 ml distilled water.
2.6.5 Ion exchange resin- Strong cation exchange resin, Amberlite WI-120 or equivalent.
2.7 Sample Preparation
2.7.1 The sample used for analysis should either be free from turbidity or filtered through 045 pm
filter.
2.7.2 ff the total cation concentratio__n _in the =s__am_ple is m-_o re_ th-an 25-0 _mg/l -or if t-h-e tota l heavy
-_------- -
metal ion concentration is more than_ _ 10 m-g/-l, _ -p-ass- _the _s ample _thro_ugh a -catio-n -rem ovi-ng ion- -
-_-_-----
exchange column. __--_----
-_-----
__-_----
_-----_- _
______---
_-__----
____ __--
____-----
___----
_-__---
t!
---.a-
mm_-
I
3
All dimensions in millimetres.
FIG. 1 ION EXCHANGE COLUMN
2IS : 3025 (Part 24)-1966
2.7.3 If the silica concentration exceeds 25 mg/l, evaporate the sample nearly to dryness in a
platinum dish on a steam bath. Add 2 ml hydrochloric acid (2.6.2), tilt the dish and rotate it until the
acid comes in contact with the residue; continue the evaporation to dryness. Complete the drying in
an oven. at 180°C and if organic matter is present, char over the flame of a burner. Moisten the
residue with 2 ml distilled water and 2 ml hydrochloric acid (2.6.2) and evaporate to dryness on
steam bath. Add 5 ml hydrochloric acid (2.6.2 ), take up the soluble residue in hot water and filter.
Wash the insoluble silica with several small portions of hot distilled water. Combine the filtrate and
washings.
2.8 Procedure
2.8.1 Adjust the clarified sample, treated if, necessary to remove interfering agents, to. contain
approximately 100 mg of sulphate ion in 500 ml volume.
2.8.2 Add 2 to 3 drops of methyl red indicator solution (26.1 ). Add hydrochloric acid (2.6.2) drop
by drop till an orange red colour appears. Lower concentrations of sulphate ion may be tolerated if it
is impracticable to concentrate the sample to the optimum level, but in such cases it is better to fix
the total volume at 150 ml after concentration on hot plate.
2.8.3 Heat the solution to boiling, while stirring gently, add warm barium chloride solution (2.6.3)
slowly until’ precipitation appears to be complete, then add about 2 ml in excess. Digest the
precipitate at 80-90°C for at least 2 hours.
2.8.4 Filtration -Filter the precipitate through filter paper (2.6.6) and wash the precipitate with
small portion of warm distilled water until tne washings are free of chloride ions as indicated by
testing with silver nitrate-nitric acid reagent (2.6.4).
2.8.5 Dry the precipitate in crucible and ignite at 800% for 1 hour.
Note -Do not allow the filter paper to flame.
2.8.6 Cool in a desiccator and weigh.
2.9 Calculation -Calculate the sulphate concentration in the sample from the equation:
mg BaSO, X 411.5
Suiphate concentration as mg/l BaS04 =
ml of sample
3. Thorin Method
3.1 Scope and Application-This method is applicable to surface and groundwaters with sulphate
concentration in the range 5 to 150 mg/l. Samples having higher concentrations can be measured by
appropriate dilution of sample.
3.2 Principle and Theory- Sulphate ion is titrated in an alcoholic solution under controlled acid
conditions with a standard barium chloride solution, using thorin as the indicator.
3.3 interferences-There are no interferences in normal waters; however, chloride ions in
concentrations greater than 1 000 mg/l cause an indistinct end point when the sulphate present is
low ( less than 10 mg/l SC&-). To overcome this interference, a known amount of sulphate present is
added to sample to increase the sulphate concentration.
3.4 Sampling and Storage - Sampling and storage shall be done as prescribed in IS : 3025 (Part 1 )-
1986. The sample container shall be tightly capped as soon as the sample has been collected
3.5 Apparatus
3.5.1 White porcelain basin - 100 to 125-ml capacity.
3.5.2 Burette - along with titration assembly.
3.5.3 Ion exchange column -See 2.5.8 and Fig. 1.
3.6 Reagents
3.6.1 Ethyl alcohol- 95%.
3.6.2 Ammonium hydroxide solution 11 + 99)-Mix one volume of concentrated ammonia with
99 volumes of distilled water.
3.6.3 Hydrochloric acid solution (I + 99)-Mix one volume of concentrated hydrochloric acid
with 39 volumes of distilled water.
3.6.4 Hydrochloric acid solution (I i- 4) -Dilute one volume of concentrated hydrochloric acid
with 4 volumes of distilled water.
3.6.5 Thorin solution - Dissolve O-2 g thorin (2, 2-Hydroxy-3, 6-disulpho-1 -naphthylazo benzene
arsenic acid) in 100 ml of distilled water.
3.6.6 Ion exchange resin- Strong cation-exchange resin, .Aberlite IR-120 Or equivaknt.
3IS : 3025 (Part 24)~1985
3.6.7 Stock sulphate solution (100 mg/l SOJ - Dissolve 1.479 g anhydrous sodium sulphate
(Na?SO,) (dried at 110°C for 1 hour) in distilled water and make up to 1 litre in volumetric flask.
3.6.0 Standard sulphate solution - Prepare a series of st.andard solutions by diluting stock
solution of sulphate with distilled water. The concentrations of standard solutions are 0 (blank), 10,
20, 30, 40, 50, 80, 100 and 150 mg/l SO;:
3.6.9 Standard barium chloride solution - Dissolve 0.4 g barium chloride ( BaCII. 2H20 ) in 800 ml
of distilled water and adjust the pH to 3-5 to 4-D with dilute hydrochloric acid (3.6.3) or ammonia
solution (3.6.2) and finally make up to one litre.
3.7 Sample Preparation-The sample should be free from turbidity or filtered through a 0.45 pm
filter.
3.0 Procedure
3.8.1 P&s the sample through ion exchange column (50 ml at a time), discard the first 10 ml
effluent and then collect in a 100-ml beaker. Pipette.10 ml of this sample into a porcelain basin
(3.6.1 ).
3.8.2 Add 40 ml alcohol and 2 drops of thorin indicator. Adjust the pH to 3.8 to 40 by carefully
adding, drop by drop ammonia solution (3.6.2) until the solution just turns pink. Then add
hydrochloric acid (3.6.3) solution drop by drop until the pink colour disappears; a drop is usually
sufficient.
Note-If the ammonia is added too fast, it is possible to overrun the colour change from yellow to pink and the sample
continues to be yellow. It is then impossible to develop the pink colour by addition of ammonia solution.
3.8.3 Titrate with standard barium chloride sdlution (3.6.9) until sample just turns pink.
3.9 Calculation- Prepare a calibration curve, ml of standard barium chloride solution needed to
titrate standard sulphate solution (3.6.8) vs mg/l SO;; and read the sulphate concentration of
sample directly from the graph.
4. Turbidity Method
4.1 Scope and Application -This method is applicable to surface and ground water in the range of 1
to 40 mg/l SOYSamples having higher concentrations than this can be measured by appropriate
dilution of sample.
4.2 Principle and Theory-Sulphate ion is precipitated in hydrochloric acid medium with barium
chloride in such a manner as to form barium sulphate crystals of uniform size. The absorbance of
barium sulphate suspension is measured by a nephlometer or transmission photometer (turbidity
meter) and the sulphate ion concentration is determined by comparison of the reading with a
standard curve.
4.3 Interference
4.3.1 Colour or suspended matter in large amounts will interfere.
4.3.2 In waters containing large quantities of organic material, it may not be possible to
precipitate barium sulphate satisfactorily.
4.4 Sampling and Stroage - Sampling and storage shall be done as prescribed in IS : 3025 (Part 1 I-
1986. The bottles shall be capped tightly as soon as the sample is collected.
4.5 Apparatus
4.6.1 Turbidity meter or spectrophotometer -for use at 420 nm.
4.5.2 Usual laboratory glass apparatus
4.6 Reagents
4.6.1 Barium chloride
4.6.2 Gelatin powder
4.6.3
a) Conditioning reagent ( 1) -Add O-3 g gelatin in 100 ml distilled water and warm it on hot plate
till it is dissolved.,The gelatin solution is kept for about 12 hours, or overnight p.referably, at 4°C. After
b!inging the solution to room temperature, 3.0 g of barium chloride is added to gelatin solution and
dissolved by mixing. The turbid solution is kept standing for 2 hours and mixed before use.
Note-The reagent can be used for a week, if stored in a refrigecator.
b) Conditioning reagent (2) - Mix 50 r-11g lycerol with a solution containing 30 ml concentrated
hydrochloric acid, 300 ml distilled water, 100 ml 95 percent ethyl or isopropyl alcohol and 75 g
sodium chloride.
4.6.4 Stock sulphate solution (100 mg/l) - Dissolve 0.147 9 g of anhydrous sodium sulphate
( Na2S04) in distilled water and dilute to one litre.
4IS : 3025 ( Part 24)-1986
4.6.6 Standard sulphate solution - Prepare a series of standards by diluting stock solution of
sulphate to cover the desired range in between 1 to 40 mg/l.
4.6.6 Hydrochloric acid (1 + 9) -Dissolve one volume of concentrated hydrochloric acid with 9
volumes of distilled water.
4.7 Sample Preparation
4.7.1 Filter the sample through 0.45 pm, filter, if there is any turbidity_
4.8 Procedure
4.8.1 Take 20 ml of clear aliquot of the water sample or suitable amount diluted to 20 ml in
lOO-ml conical flask.
4.8.2 Add 1.0 ml hydrochloric acid solution (4.6.6) and 1-O ml conditioning reagent and mix well
for 30 seconds.
4.8.3 Read the absorbance on spectrophotometer after 10 minutes if glycerol conditioning reagent
is used or 30 minutes if gelatin is used, at 420 nm. or. read the turbidity occurred on turbidity meter
following the manufacturer’s instructions to operate.
4.8.3.1 If water sample is turbid, take 20 ml sample or suitable amount dilute to 20 ml with
distilled water. Do not add conditioning reagent. Read the absorbance of this sample and subtract this
value from the absorbance in 4.8.3.
4.8.4 Calibration curve - Prepare a series of standards taking at least 4 standards and run a blank
and follow the steps 4.8.2 and 4.8.3. Prepare a calibration curve of standards mg/l vs absorbance.
4.9 Calculation-Read the sulphate concentration of sample directly from the calibration curve.
EXPLANATORY NOTE
This standard offers choice of three methods for determination of sulphate. The choice depends
upon the concentration range of sulphate and the degree of accuracy required. Dilution or
concentration of the sample will bring most waters into the desired range of any one of the methods
given in this standard.
This method supersedes 6 of IS : 2488 (Part 3)-1968 ‘Methods of sampling and test for industrial
effluents: Part 3’ and 20 of IS : 3025-l 964 ‘Methods of sampling and test (physical and chemical)
for water used in industry’.
|
ISO 14001 2015 EMS.pdf
|
ISO
14001
INTERNATIONAL
STANDARD
Third edition
2015-09-15
Environmental management
systems — Requirements with
guidance for use
Systèmes de management environnemental — Exigences et lignes
directrices pour son utilisation
Reference number
ISO 14001:2015(E)
©
ISO 2015ISO 14001:2015(E)
COPYRIGHT PROTECTED DOCUMENT
© ISO 2015, Published in Switzerland
All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilized otherwise in any form
or by any means, electronic or mechanical, including photocopying, or posting on the internet or an intranet, without prior
written permission. Permission can be requested from either ISO at the address below or ISO’s member body in the country of
the requester.
ISO copyright office
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Tel. +41 22 749 01 11
Fax +41 22 749 09 47
copyright@iso.org
www.iso.org
ii © ISO 2015 – All rights reservedISO 14001:2015(E)
Contents
Page
Foreword v
Introduction vi
..........................................................................................................................................................................................................................................
1 Scope 1
................................................................................................................................................................................................................................
2 Normative references 1
.................................................................................................................................................................................................................................
3 Terms and definitions 1
......................................................................................................................................................................................
.....................................................................................................................................................................................
3.1 Terms related to organization and leadership ............................................................................................................1
3.2 Terms related to planning .............................................................................................................................................................2
3.3 Terms related to support and operation ...........................................................................................................................4
4 Context of the organization 6
3.4 Terms related to performance evaluation and improvement ........................................................................5
.......................................................................................................................................................................
4.1 Understanding the organization and its context .......................................................................................................6
4.2 Understanding the needs and expectations of interested parties ..............................................................6
4.3 Determining the scope of the environmental management system .........................................................6
5 Leadership 7
4.4 Environmental management system ...................................................................................................................................7
..................................................................................................................................................................................................................
5.1 Leadership and commitment .....................................................................................................................................................7
5.2 Environmental policy ........................................................................................................................................................................7
6 Planning 8
5.3 Organizational roles, responsibilities and authorities..........................................................................................8
.........................................................................................................................................................................................................................
6.1 Actions to address risks and opportunities ...................................................................................................................8
6.1.1 General......................................................................................................................................................................................8
6.1.2 Environmental aspects ...............................................................................................................................................9
6.1.3 Compliance obligations ..............................................................................................................................................9
6.1.4 Planning action ..................................................................................................................................................................9
6.2 Environmental objectives and planning to achieve them ...............................................................................10
6.2.1 Environmental objectives......................................................................................................................................10
7 Support 10
6.2.2 Planning actions to achieve environmental objectives ................................................................10
........................................................................................................................................................................................................................
7.1 Resources ..................................................................................................................................................................................................10
7.2 Competence ............................................................................................................................................................................................11
7.3 Awareness ................................................................................................................................................................................................11
7.4 Communication ...................................................................................................................................................................................11
7.4.1 General...................................................................................................................................................................................11
7.4.2 Internal communication .........................................................................................................................................12
7.4.3 External communication ........................................................................................................................................12
7.5 Documented information ............................................................................................................................................................12
7.5.1 General...................................................................................................................................................................................12
7.5.2 Creating and updating ..............................................................................................................................................12
8 Operation 13
7.5.3 Control of documented information ............................................................................................................12
..................................................................................................................................................................................................................
8.1 Operational planning and control .......................................................................................................................................13
9 Performance evaluation 14
8.2 Emergency preparedness and response ........................................................................................................................13
............................................................................................................................................................................
9.1 Monitoring, measurement, analysis and evaluation ............................................................................................14
9.1.1 General...................................................................................................................................................................................14
9.1.2 Evaluation of compliance ......................................................................................................................................14
9.2 Internal audit .........................................................................................................................................................................................15
9.2.1 General...................................................................................................................................................................................15
9.2.2 Internal audit programme ....................................................................................................................................15
9.3 Management review ........................................................................................................................................................................15
© ISO 2015 – All rights reserved iiiISO 14001:2015(E)
10 Improvement 16
.........................................................................................................................................................................................................
10.1 General ........................................................................................................................................................................................................16
10.2 Nonconformity and corrective action ..............................................................................................................................16
Annex A Guidance on the use of this International Standard 18
10.3 Continual improvement ...............................................................................................................................................................17
Annex B Correspondence between ISO 14001:2015 and ISO 14001:2004 32
(informative) ............................................................
Bibliography 34
(informative) .........................
Alphabetical index of terms 35
.............................................................................................................................................................................................................................
.....................................................................................................................................................................................
iv © ISO 2015 – All rights reservedISO 14001:2015(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards
bodies (ISO member bodies). The work of preparing International Standards is normally carried out
through ISO technical committees. Each member body interested in a subject for which a technical
committee has been established has the right to be represented on that committee. International
organizations, governmental and non-governmental, in liaison with ISO, also take part in the work.
ISO collaborates closely with the International Electrotechnical Commission (IEC) on all matters of
electrotechnical standardization.
The procedures used to develop this document and those intended for its further maintenance are
described in the ISO/IEC Directives, Part 1. In particular the different approval criteria needed for the
different types of ISO documents should be noted. This document was drafted in accordance with the
editorial rules of the ISO/IEC Directives, Part 2 (see www.iso.org/directives).
Attention is drawn to the possibility that some of the elements of this document may be the subject of
patent rights. ISO shall not be held responsible for identifying any or all such patent rights. Details of
any patent rights identified during the development of the document will be in the Introduction and/or
on the ISO list of patent declarations received (see www.iso.org/patents).
Any trade name used in this document is information given for the convenience of users and does not
constitute an endorsement.
For an explanation on the meaning of ISO specific terms and expressions related to conformity assessment,
as well as information about ISO’s adherence to the World Trade Organization (WTO) principles in the
Technical Barriers to Trade (TBT) see the following URL: www.iso.org/iso/foreword.html.Environmental
management Environmental management systems
The committee responsible for this document is Technical Committee ISO/TC 207,
, Subcommittee SC 1, .
This third edition cancels and replaces the second edition (ISO 14001:2004), which has been technically
revised. It also incorporates the Technical Corrigendum ISO 14001:2004/Cor.1:2009.
© ISO 2015 – All rights reserved vISO 14001:2015(E)
Introduction
0.1 Background
Achieving a balance between the environment, society and the economy is considered essential to meet
the needs of the present without compromising the ability of future generations to meet their needs.
Sustainable development as a goal is achieved by balancing the three pillars of sustainability.
Societal expectations for sustainable development, transparency and accountability have evolved with
increasingly stringent legislation, growing pressures on the environment from pollution, inefficient
use of resources, improper waste management, climate change, degradation of ecosystems and loss of
biodiversity.
This has led organizations to adopt a systematic approach to environmental management by
implementing environmental management systems with the aim of contributing to the environmental
p0i.l2la rA oifm s uosft aanin eanbivliitryo.nmental management system
The purpose of this International Standard is to provide organizations with a framework to protect
the environment and respond to changing environmental conditions in balance with socio-economic
needs. It specifies requirements that enable an organization to achieve the intended outcomes it sets
for its environmental management system.
A systematic approach to environmental management can provide top management with information
to build success over the long term and create options for contributing to sustainable development by:
— protecting the environment by preventing or mitigating adverse environmental impacts;
— mitigating the potential adverse effect of environmental conditions on the organization;
— assisting the organization in the fulfilment of compliance obligations;
— enhancing environmental performance;
— controlling or influencing the way the organization’s products and services are designed,
manufactured, distributed, consumed and disposed by using a life cycle perspective that can
prevent environmental impacts from being unintentionally shifted elsewhere within the life cycle;
— achieving financial and operational benefits that can result from implementing environmentally
sound alternatives that strengthen the organization’s market position;
— communicating environmental information to relevant interested parties.
This International Standard, like other International Standards, is not intended to increase or change
a0n.3 o r Sguacncizeastsi ofanc’st olergsal requirements.
The success of an environmental management system depends on commitment from all levels and
functions of the organization, led by top management. Organizations can leverage opportunities to
prevent or mitigate adverse environmental impacts and enhance beneficial environmental impacts,
particularly those with strategic and competitive implications. Top management can effectively address
its risks and opportunities by integrating environmental management into the organization’s business
processes, strategic direction and decision making, aligning them with other business priorities,
and incorporating environmental governance into its overall management system. Demonstration of
successful implementation of this International Standard can be used to assure interested parties that
an effective environmental management system is in place.
Adoption of this International Standard, however, will not in itself guarantee optimal environmental
outcomes. Application of this International Standard can differ from one organization to another
vi © ISO 2015 – All rights reservedISO 14001:2015(E)
due to the context of the organization. Two organizations can carry out similar activities but can
have different compliance obligations, commitments in their environmental policy, environmental
technologies and environmental performance goals, yet both can conform to the requirements of this
International Standard.
The level of detail and complexity of the environmental management system will vary depending on
the context of the organization, the scope of its environmental management system, its compliance
obligations, and the nature of its activities, products and services, including its environmental aspects
a0n.4d a Pslsaonc-iDatoe-dC ehnevcikr-oAncmt emnotadle iml pacts.
The basis for the approach underlying an environmental management system is founded on the concept
of Plan-Do-Check-Act (PDCA). The PDCA model provides an iterative process used by organizations to
achieve continual improvement. It can be applied to an environmental management system and to each
of its individual elements. It can be briefly described as follows.
— Plan: establish environmental objectives and processes necessary to deliver results in accordance
with the organization’s environmental policy.
— Do: implement the processes as planned.
— Check: monitor and measure processes against the environmental policy, including its commitments,
environmental objectives and operating criteria, and report the results.
— Act: take actions to continually improve.
Figure 1 shows how the framework introduced in this International Standard could be integrated into a
PDCA model, which can help new and existing users to understand the importance of a systems approach.
Figure 1 — Relationship between PDCA and the framework in this International Standard
0.5 Contents of this International Standard
This International Standard conforms to ISO’s requirements for management system standards.
These requirements include a high level structure, identical core text, and common terms with core
definitions, designed to benefit users implementing multiple ISO management system standards.
© ISO 2015 – All rights reserved viiISO 14001:2015(E)
This International Standard does not include requirements specific to other management systems, such
as those for quality, occupational health and safety, energy or financial management. However, this
International Standard enables an organization to use a common approach and risk-based thinking to
integrate its environmental management system with the requirements of other management systems.
This International Standard contains the requirements used to assess conformity. An organization that
wishes to demonstrate conformity with this International Standard can do so by:
— making a self-determination and self-declaration, or
— seeking confirmation of its conformance by parties having an interest in the organization, such as
customers, or
— seeking confirmation of its self-declaration by a party external to the organization, or
— seeking certification/registration of its environmental management system by an external
organization.
Annex A provides explanatory information to prevent misinterpretation of the requirements of this
International Standard. Annex B shows broad technical correspondence between the previous edition of
this International Standard and this edition. Implementation guidance on environmental management
systems is included in ISO 14004.
In this International Standard, the following verbal forms are used:
— “shall” indicates a requirement;
— “should” indicates a recommendation;
— “may” indicates a permission;
— “can” indicates a possibility or a capability.
Information marked as “NOTE” is intended to assist the understanding or use of the document. “Notes
to entry” used in Clause 3 provide additional information that supplements the terminological data and
can contain provisions relating to the use of a term.
The terms and definitions in Clause 3 are arranged in conceptual order, with an alphabetical index
provided at the end of the document.
viii © ISO 2015 – All rights reservedINTERNATIONAL STANDARD ISO 14001:2015(E)
Environmental management systems — Requirements
with guidance for use
1 Scope
This International Standard specifies the requirements for an environmental management system
that an organization can use to enhance its environmental performance. This International Standard
is intended for use by an organization seeking to manage its environmental responsibilities in a
systematic manner that contributes to the environmental pillar of sustainability.
This International Standard helps an organization achieve the intended outcomes of its environmental
management system, which provide value for the environment, the organization itself and interested
parties. Consistent with the organization’s environmental policy, the intended outcomes of an
environmental management system include:
— enhancement of environmental performance;
— fulfilment of compliance obligations;
— achievement of environmental objectives.
This International Standard is applicable to any organization, regardless of size, type and nature,
and applies to the environmental aspects of its activities, products and services that the organization
determines it can either control or influence considering a life cycle perspective. This International
Standard does not state specific environmental performance criteria.
This International Standard can be used in whole or in part to systematically improve environmental
management. Claims of conformity to this International Standard, however, are not acceptable unless
all its requirements are incorporated into an organization’s environmental management system and
fulfilled without exclusion.
2 Normative references
There are no normative references.
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1 Terms related to organization and leadership
3.1.1
management system
organization objectives
processes
set of interrelated or interacting elements of an (3.1.4) to establish policies and
(3.2.5) and (3.3.5) to achieve those objectives
Note 1 to entry: A management system can address a single discipline or several disciplines (e.g. quality,
environment, occupational health and safety, energy, financial msanagement).
Note 2 to entry: The system elements include the organization’ structure, roles and responsibilities, planning
and operation, performance evaluation and improvement.
Note 3 to entry: The scope of a management system can include the whole of the organization, specific and
identified functions of the organization, specific and identified sections of the organization, or one or more
functions across a group of organizations.
1
© ISO 2015 – All rights reservedISO 14001:2015(E)
3.1.2
environmental management system
management system environmental aspects compliance
obligations risks and opportunities
part of the (3.1.1) used to manage (3.2.2), fulfil
3.1.3 (3.2.9), and address (3.2.11)
environmental policy
organization environmental performance
top management
intentions and direction of an (3.1.4) related to (3.4.11), as
f3o.1rm.4ally expressed by its (3.1.5)
organization
objectives
person or group of people that has its own functions with responsibilities, authorities and relationships
to achieve its (3.2.5)
Note 1 to entry: The concept of organization includes, but is not limited to sole-trader, company, corporation, firm,
enterprise, authority, partnership, charity or institution, or part or combination thereof, whether incorporated
o3r.1 n.o5t, public or private.
top management
organization
person or group of people who directs and controls an (3.1.4) at the highest level
Note 1 to entry: Top management has the power to delegate authority and provide resources within the
organization. management system
Note 2 to entry: If the scope of the (3.1.1) covers only part of an organization, then top
3m.a1n.6agement refers to those who direct and control that part of the organization.
interested party
organization
person or (3.1.4) that can affect, be affected by, or perceive itself to be affected by a
decision or activity
EXAMPLE Customers, communities, suppliers, regulators, non-governmental organizations, investors
and employees.
Note 1 to entry: To “perceive itself to be affected” means the perception has been made known to the organization.
3.2 Terms related to planning
3.2.1
environment
organization
surroundings in which an (3.1.4) operates, including air, water, land, natural resources,
flora, fauna, humans and their interrelationships
Note 1 to entry: Surroundings can extend from within an organization to the local, regional and global system.
Note 2 to entry: Surroundings can be described in terms of biodiversity, ecosystems, climate or other
c3h.2ar.2acteristics.
environmental aspect
organization’s
environment
element of an (3.1.4) activities or products or services that interacts or can interact with
the (3.2.1) environmental impact(s)
Note 1 to entry: An environmental aspect can cause (an) (3.2.4). A significant
environmental aspect is one that has or can have one or more significant environmental impact(s).
Note 2 to entry: Significant environmental aspects are determined by the organization applying one or more
criteria.
2
© ISO 2015 – All rights reservedISO 14001:2015(E)
3.2.3
environmental condition
environment
s3t.a2t.e4 or characteristic of the (3.2.1) as determined at a certain point in time
environmental impact
environment
organization’s environmental aspects
change to the (3.2.1), whether adverse or beneficial, wholly or partially resulting from an
3.2.5 (3.1.4) (3.2.2)
objective
result to be achieved
Note 1 to entry: An objective can be strategic, tactical, or operational.
Note 2 to epnrtorcye:s sObjectives can relate to different disciplines (such as financial, health and safety, and
environmental goals) and can apply at different levels (such as strategic, organization-wide, project, product,
service and (3.3.5)).
environmental objective
Note 3 to entry: An objective can be expressed in other ways, e.g. as an intended outcome, a purpose, an
operational criterion, as an (3.2.6), or by the use of other words with similar meaning
(3e..2g.. 6aim, goal, or target).
environmental objective
objective organization environmental policy
3.2.7 (3.2.5) set by the (3.1.4) consistent with its (3.1.3)
prevention of pollution
processes
use of (3.3.5), practices,e tnevcihronniqmueenst,a ml iamtepraicatlss, products, services or energy to avoid, reduce
or control (separately or in combination) the creation, emission or discharge of any type of pollutant or
waste, in order to reduce adverse (3.2.4)
Note 1 to entry: Prevention of pollution can include source reduction or elimination; process, product or service
changes; efficient use of resources; material and energy substitution; reuse; recovery; recycling, reclamation;
o3r.2 tr.8eatment.
requirement
need or expectation that is stated, generally implied or obligatory organization
interested parties
Note 1 to entry: “Generally implied” means that it is custom or common practice for the (3.1.4) and
(3.1.6) that the need or expectation under consideration is dimocpulmieedn.ted information
Note 2 to entry: A specified requirement is one that is stated, for example in (3.3.2).
Note 3 to entry: Requirements other than legal requirements become obligatory when the organization decides
3to. 2co.9mply with them.
compliance obligations
requirements (preferreodr gtaernmiz)ation
legal requirements and other requirements (admitted term)
legal (3.2.8) that an (3.1.4) has to comply with and other requirements that
an organization has to or chooses to comply with environmental management system
Note 1 to entry: Compliance obligations are related to the (3.1.2).
Note 2 to entry: Compliance obligations can arise from mandatory requirements, such as applicable laws and
regulations, or voluntary commitments, such as organizational and industry standards, contractual relationships,
codes of practice and agreements with community groups or non-governmental organizations.
3
© ISO 2015 – All rights reservedISO 14001:2015(E)
3.2.10
risk
effect of uncertainty
Note 1 to entry: An effect is a deviation from the expected — positive or negative.
Note 2 to entry: Uncertainty is the state, even partial, of deficiency of information related to, understanding or
knowledge of, an event, its consequence, or likelihood. “events”
“consequences”
Note 3 to entry: Risk is often characterized by reference to potential (as defined in ISO Guide 73:2009,
3.5.1.3) and (as defined in ISO Guide 73:2009, 3.6.1.3), or a combination of these.
“likelihood”
Note 4 to entry: Risk is often expressed in terms of a combination of the consequences of an event (including
c3h.2an.1g1es in circumstances) and the associated (as defined in ISO Guide 73:2009, 3.6.1.1) of occurrence.
risks and opportunities
potential adverse effects (threats) and potential beneficial effects (opportunities)
3.3 Terms related to support and operation
3.3.1
competence
a3b.3il.i2ty to apply knowledge and skills to achieve intended results
documented information
organization
information required to be controlled and maintained by an (3.1.4) and the medium on
which it is contained
Note 1 to entry: Documented information can be in any format and media, and from any source.
Note 2 teon evnirtornym: Deontcaulm meanntaegde imnfeonrtm syasttioemn can refer to: processes
— the (3.1.2), including related (3.3.5);
— information created in order for the organization to operate (can be referred to as documentation);
3—.3 .e3vidence of results achieved (can be referred to as records).
life cycle
consecutive and interlinked stages of a product (or service) system, from raw material acquisition or
generation from natural resources to final disposal
Note 1 to entry: The life cycle stages include acquisition of raw materials, design, production, transportation/
delivery, use, end-of-life treatment and final disposal.
[SOURCE: ISO 14044:2006, 3.1, modified ― The words “(or service)” have been added to the definition
a3n.3d. 4Note 1 to entry has been added.]
outsource
organization
(pvreorcbe)ss
make an arrangement where an external (3.1.4) performs part of an organization’s
function or (3.3.5) management system
Note 1 to entry: An external organization is outside the scope of the (3.1.1), although the
outsourced function or process is within the scope.
4
© ISO 2015 – All rights reservedISO 14001:2015(E)
3.3.5
process
set of interrelated or interacting activities which transforms inputs into outputs
Note 1 to entry: A process can be documented or not.
3.4 Terms related to performance evaluation and improvement
3.4.1
audit
process
systematic, independent and documented (3.3.5) for obtaining audit evidence and evaluating it
objectively to determine the extent to which theo arguadniitz cartiiotneria are fulfilled
Note 1 to entry: An internal audit is conducted by the (3.1.4) itself, or by an external party on its behalf.
Note 2 to entry: An audit can be a combined audit (combining two or more disciplines).
Note 3 to entry: Independence can be demonstrated by the freedom from responsibility for the activity being
audited or freedom from bias and conflict of interest.
requirements
Note 4 to entry: “Audit evidence” consists of records, statements of fact or other information which are relevant
to the audit criteria and are verifiable; and “audit criteria” are the set of policies, procedures or
(3.2.8) used as a reference against which audit evidence is compared, as defined in ISO 19011:2011, 3.3 and 3.2
r3e.4sp.2ectively.
conformity
requirement
f3u.4lf.i3lment of a (3.2.8)
nonconformity
requirement
non-fulfilment of a (3.2.8)
environmental management system organization
Note 1 to entry: Nonconformity relates to requirements in this International Standard and additional
3.4.4 (3.1.2) requirements that an (3.1.4) establishes for itself.
corrective action
nonconformity
action to eliminate the cause of a (3.4.3) and to prevent recurrence
N3.o4t.e5 1 to entry: There can be more than one cause for a nonconformity.
continual improvement
performance
recurring activity to enhance (3.4.10) environmental management system
environmental performance organization’s environmental policy
Note 1 to entry: Enhancing performance relates to the use of the (3.1.2) to
enhance (3.4.11) consistent with the (3.1.4) (3.1.3).
N3.o4t.e6 2 to entry: The activity need not take place in all areas simultaneously, or without interruption.
effectiveness
e3x.4te.7nt to which planned activities are realized and planned results achieved
indicator
measurable representation of the condition or status of operations, management or conditions
[SOURCE: ISO 14031:2013, 3.15]
5
© ISO 2015 – All rights reservedISO 14001:2015(E)
3.4.8
monitoring
process
determining the status of a system, a (3.3.5) or an activity
N3.o4t.e9 1 to entry: To determine the status, there might be a need to check, supervise or critically observe.
measurement
process
3.4.10 (3.3.5) to determine a value
performance
measurable result
Note 1 to entry: Performance can relate either to quantitative or qualitativep rfioncdeisnsegss.
organizations
Note 2 to entry: Performance can relate to the management of activities, (3.3.5), products (including
s3e.4rv.1ic1es), systems or (3.1.4).
environmental performance
performance environmental aspects
(3.4.10) relateendvi rtoon tmheen mtaal nmagaenmageenmte onft system (3.2.2)
organization’s environmental policy environmental objectives
iNnodtieca t1o rtso entry: For an (3.1.2), results can be measured against the
(3.1.4) (3.1.3), (3.2.6) or other criteria, using
(3.4.7).
4 Context of the organization
4.1 Understanding the organization and its context
The organization shall determine external and internal issues that are relevant to its purpose and
that affect its ability to achieve the intended outcomes of its environmental management system. Such
issues shall include environmental conditions being affected by or capable of affecting the organization.
4.2 Understanding the needs and expectations of interested parties
The organization shall determine:
a) the interested parties that are relevant to the environmental management system;
b) the relevant needs and expectations (i.e. requirements) of these interested parties;
c) which of these needs and expectations become its compliance obligations.
4.3 Determining the scope of the environmental management system
The organization shall determine the boundaries and applicability of the environmental management
system to establish its scope.
When determining this scope, the organization shall consider:
a) the external and internal issues referred to in 4.1;
b) the compliance obligations referred to in 4.2;
c) its organizational units, functions and physical boundaries;
d) its activities, products and services;
e) its authority and ability to exercise control and influence.
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Once the scope is defined, all activities, products and services of the organization within that scope
need to be included in the environmental management system.
The scope shall be maintained as documented information and be available to interested parties.
4.4 Environmental management system
To achieve the intended outcomes, including enhancing its environmental performance, the organization
shall establish, implement, maintain and continually improve an environmental management system,
including the processes needed and their interactions, in accordance with the requirements of this
International Standard.
The organization shall consider the knowledge gained in 4.1 and 4.2 when establishing and maintaining
the environmental management system.
5 Leadership
5.1 Leadership and commitment
Top management shall demonstrate leadership and commitment with respect to the environmental
management system by:
a) taking accountability for the effectiveness of the environmental management system;
b) ensuring that the environmental policy and environmental objectives are established and are
compatible with the strategic direction and the context of the organization;
c) ensuring the integration of the environmental management system requirements into the
organization’s business processes;
d) ensuring that the resources needed for the environmental management system are available;
e) communicating the importance of effective environmental management and of conforming to the
environmental management system requirements;
f) ensuring that the environmental management system achieves its intended outcomes;
g) directing and supporting persons to contribute to the effectiveness of the environmental
management system;
h) promoting continual improvement;
i) supporting other relevant management roles to demonstrate their leadership as it applies to their
areas of responsibility.
NOTE Reference to “business” in this International Standard can be interpreted broadly to mean those
activities that are core to the purposes of the organization’s existence.
5.2 Environmental policy
Top management shall establish, implement and maintain an environmental policy that, within the
defined scope of its environmental management system:
a) is appropriate to the purpose and context of the organization, including the nature, scale and
environmental impacts of its activities, products and services;
b) provides a framework for setting environmental objectives;
c) includes a commitment to the protection of the environment, including prevention of pollution and
other specific commitment(s) relevant to the context of the organization;
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NOTE Other specific commitment(s) to protect the environment can include sustainable resource use,
climate change mitigation and adaptation, and protection of biodiversity and ecosystems.
d) includes a commitment to fulfil its compliance obligations;
e) includes a commitment to continual improvement of the environmental management system to
enhance environmental performance.
The environmental policy shall:
— be maintained as documented information;
— be communicated within the organization;
— be available to interested parties.
5.3 Organizational roles, responsibilities and authorities
Top management shall ensure that the responsibilities and authorities for relevant roles are assigned
and communicated within the organization.
Top management shall assign the responsibility and authority for:
a) ensuring that the environmental management system conforms to the requirements of this
International Standard;
b) reporting on the performance of the environmental management system, including environmental
performance, to top management.
6 Planning
6.1 Actions to address risks and opportunities
6.1.1 General
The organization shall establish, implement and maintain the process(es) needed to meet the
requirements in 6.1.1 to 6.1.4.
When planning for the environmental management system, the organization shall consider:
a) the issues referred to in 4.1;
b) the requirements referred to in 4.2;
c) the scope of its environmental management system;
and determine the risks and opportunities, related to its environmental aspects (see 6.1.2), compliance
obligations (see 6.1.3) and other issues and requirements, identified in 4.1 and 4.2, that need to be
addressed to:
— give assurance that the environmental management system can achieve its intended outcomes;
— prevent or reduce undesired effects, including the potential for external environmental conditions
to affect the organization;
— achieve continual improvement.
Within the scope of the environmental management system, the organization shall determine potential
emergency situations, including those that can have an environmental impact.
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The organization shall maintain documented information of its:
— risks and opportunities that need to be addressed;
— process(es) needed in 6.1.1 to 6.1.4, to the extent necessary to have confidence they are carried
out as planned.
6.1.2 Environmental aspects
Within the defined scope of the environmental management system, the organization shall determine
the environmental aspects of its activities, products and services that it can control and those that it
can influence, and their associated environmental impacts, considering a life cycle perspective.
When determining environmental aspects, the organization shall take into account:
a) change, including planned or new developments, and new or modified activities, products and
services;
b) abnormal conditions and reasonably foreseeable emergency situations.
The organization shall determine those aspects that have or can have a significant environmental
impact, i.e. significant environmental aspects, by using established criteria.
The organization shall communicate its significant environmental aspects among the various levels
and functions of the organization, as appropriate.
The organization shall maintain documented information of its:
— environmental aspects and associated environmental impacts;
— criteria used to determine its significant environmental aspects;
— significant environmental aspects.
NOTE Significant environmental aspects can result in risks and opportunities associated with either
adverse environmental impacts (threats) or beneficial environmental impacts (opportunities).
6.1.3 Compliance obligations
The organization shall:
a) determine and have access to the compliance obligations related to its environmental aspects;
b) determine how these compliance obligations apply to the organization;
c) take these compliance obligations into account when establishing, implementing, maintaining and
continually improving its environmental management system.
The organization shall maintain documented information of its compliance obligations.
NOTE Compliance obligations can result in risks and opportunities to the organization.
6.1.4 Planning action
The organization shall plan:
a) to take actions to address its:
1) significant environmental aspects;
2) compliance obligations;
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3) risks and opportunities identified in 6.1.1;
b) how to:
1) integrate and implement the actions into its environmental management system processes
(see 6.2, Clause 7, Clause 8 and 9.1), or other business processes;
2) evaluate the effectiveness of these actions (see 9.1).
When planning these actions, the organization shall consider its technological options and its financial,
operational and business requirements.
6.2 Environmental objectives and planning to achieve them
6.2.1 Environmental objectives
The organization shall establish environmental objectives at relevant functions and levels, taking into
account the organization’s significant environmental aspects and associated compliance obligations,
and considering its risks and opportunities.
The environmental objectives shall be:
a) consistent with the environmental policy;
b) measurable (if practicable);
c) monitored;
d) communicated;
e) updated as appropriate.
The organization shall maintain documented information on the environmental objectives.
6.2.2 Planning actions to achieve environmental objectives
When planning how to achieve its environmental objectives, the organization shall determine:
a) what will be done;
b) what resources will be required;
c) who will be responsible;
d) when it will be completed;
e) how the results will be evaluated, including indicators for monitoring progress toward achievement
of its measurable environmental objectives (see 9.1.1).
The organization shall consider how actions to achieve its environmental objectives can be integrated
into the organization’s business processes.
7 Support
7.1 Resources
The organization shall determine and provide the resources needed for the establishment,
implementation, maintenance and continual improvement of the environmental management system.
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7.2 Competence
The organization shall:
a) determine the necessary competence of person(s) doing work under its control that affects its
environmental performance and its ability to fulfil its compliance obligations;
b) ensure that these persons are competent on the basis of appropriate education, training or experience;
c) determine training needs associated with its environmental aspects and its environmental
management system;
d) where applicable, take actions to acquire the necessary competence, and evaluate the effectiveness
of the actions taken.
NOTE Applicable actions can include, for example, the provision of training to, the mentoring of, or the re-
assignment of currently employed persons; or the hiring or contracting of competent persons.
The organization shall retain appropriate documented information as evidence of competence.
7.3 Awareness
The organization shall ensure that persons doing work under the organization’s control are aware of:
a) the environmental policy;
b) the significant environmental aspects and related actual or potential environmental impacts
associated with their work;
c) their contribution to the effectiveness of the environmental management system, including the
benefits of enhanced environmental performance;
d) the implications of not conforming with the environmental management system requirements,
including not fulfilling the organization’s compliance obligations.
7.4 Communication
7.4.1 General
The organization shall establish, implement and maintain the process(es) needed for internal and
external communications relevant to the environmental management system, including:
a) on what it will communicate;
b) when to communicate;
c) with whom to communicate;
d) how to communicate.
When establishing its communication process(es), the organization shall:
— take into account its compliance obligations;
— ensure that environmental information communicated is consistent with information generated
within the environmental management system, and is reliable.
The organization shall respond to relevant communications on its environmental management system.
The organization shall retain documented information as evidence of its communications, as appropriate.
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7.4.2 Internal communication
The organization shall:
a) internally communicate information relevant to the environmental management system among
the various levels and functions of the organization, including changes to the environmental
management system, as appropriate;
b) ensure its communication process(es) enable(s) persons doing work under the organization’s
control to contribute to continual improvement.
7.4.3 External communication
The organization shall externally communicate information relevant to the environmental management
system, as established by the organization’s communication process(es) and as required by its
compliance obligations.
7.5 Documented information
7.5.1 General
The organization’s environmental management system shall include:
a) documented information required by this International Standard;
b) documented information determined by the organization as being necessary for the effectiveness
of the environmental management system.
NOTE The extent of documented information for an environmental management system can differ from one
organization to another due to:
— the size of organization and its type of activities, processes, products and services;
— the need to demonstrate fulfilment of its compliance obligations;
— the complexity of processes and their interactions;
— the competence of persons doing work under the organization’s control.
7.5.2 Creating and updating
When creating and updating documented information, the organization shall ensure appropriate:
a) identification and description (e.g. a title, date, author, or reference number);
b) format (e.g. language, software version, graphics) and media (e.g. paper, electronic);
c) review and approval for suitability and adequacy.
7.5.3 Control of documented information
Documented information required by the environmental management system and by this International
Standard shall be controlled to ensure:
a) it is available and suitable for use, where and when it is needed;
b) it is adequately protected (e.g. from loss of confidentiality, improper use, or loss of integrity).
For the control of documented information, the organization shall address the following activities
as applicable:
—12 distribution, access, retrieval and use;
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— storage and preservation, including preservation of legibility;
— control of changes (e.g. version control);
— retention and disposition.
Documented information of external origin determined by the organization to be necessary for the
planning and operation of the environmental management system shall be identified, as appropriate,
and controlled.
NOTE Access can imply a decision regarding the permission to view the documented information only, or
the permission and authority to view and change the documented information.
8 Operation
8.1 Operational planning and control
The organization shall establish, implement, control and maintain the processes needed to meet
environmental management system requirements, and to implement the actions identified in 6.1 and
6.2, by:
— establishing operating criteria for the process(es);
— implementing control of the process(es), in accordance with the operating criteria.
NOTE Controls can include engineering controls and procedures. Controls can be implemented following a
hierarchy (e.g. elimination, substitution, administrative) and can be used individually or in combination.
The organization shall control planned changes and review the consequences of unintended changes,
taking action to mitigate any adverse effects, as necessary.
The organization shall ensure that outsourced processes are controlled or influenced. The type and
extent of control or influence to be applied to the process(es) shall be defined within the environmental
management system.
Consistent with a life cycle perspective, the organization shall:
a) establish controls, as appropriate, to ensure that its environmental requirement(s) is (are) addressed
in the design and development process for the product or service, considering each life cycle stage;
b) determine its environmental requirement(s) for the procurement of products and services, as
appropriate;
c) communicate its relevant environmental requirement(s) to external providers, including contractors;
d) consider the need to provide information about potential significant environmental impacts
associated with the transportation or delivery, use, end-of-life treatment and final disposal of its
products and services.
The organization shall maintain documented information to the extent necessary to have confidence
that the processes have been carried out as planned.
8.2 Emergency preparedness and response
The organization shall establish, implement and maintain the process(es) needed to prepare for and
respond to potential emergency situations identified in 6.1.1.
The organization shall:
a) prepare to respond by planning actions to prevent or mitigate adverse environmental impacts from
emergency situations;
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b) respond to actual emergency situations;
c) take action to prevent or mitigate the consequences of emergency situations, appropriate to the
magnitude of the emergency and the potential environmental impact;
d) periodically test the planned response actions, where practicable;
e) periodically review and revise the process(es) and planned response actions, in particular after the
occurrence of emergency situations or tests;
f) provide relevant information and training related to emergency preparedness and response, as
appropriate, to relevant interested parties, including persons working under its control.
The organization shall maintain documented information to the extent necessary to have confidence
that the process(es) is (are) carried out as planned.
9 Performance evaluation
9.1 Monitoring, measurement, analysis and evaluation
9.1.1 General
The organization shall monitor, measure, analyse and evaluate its environmental performance.
The organization shall determine:
a) what needs to be monitored and measured;
b) the methods for monitoring, measurement, analysis and evaluation, as applicable, to ensure
valid results;
c) the criteria against which the organization will evaluate its environmental performance, and
appropriate indicators;
d) when the monitoring and measuring shall be performed;
e) when the results from monitoring and measurement shall be analysed and evaluated.
The organization shall ensure that calibrated or verified monitoring and measurement equipment is
used and maintained, as appropriate.
The organization shall evaluate its environmental performance and the effectiveness of the
environmental management system.
The organization shall communicate relevant environmental performance information both internally and
externally, as identified in its communication process(es) and as required by its compliance obligations.
The organization shall retain appropriate documented information as evidence of the monitoring,
measurement, analysis and evaluation results.
9.1.2 Evaluation of compliance
The organization shall establish, implement and maintain the process(es) needed to evaluate fulfilment
of its compliance obligations.
The organization shall:
a) determine the frequency that compliance will be evaluated;
b) evaluate compliance and take action if needed;
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c) maintain knowledge and understanding of its compliance status.
The organization shall retain documented information as evidence of the compliance evaluation result(s).
9.2 Internal audit
9.2.1 General
The organization shall conduct internal audits at planned intervals to provide information on whether
the environmental management system:
a) conforms to:
1) the organization’s own requirements for its environmental management system;
2) the requirements of this International Standard;
b) is effectively implemented and maintained.
9.2.2 Internal audit programme
The organization shall establish, implement and maintain (an) internal audit programme(s), including
the frequency, methods, responsibilities, planning requirements and reporting of its internal audits.
When establishing the internal audit programme, the organization shall take into consideration the
environmental importance of the processes concerned, changes affecting the organization and the
results of previous audits.
The organization shall:
a) define the audit criteria and scope for each audit;
b) select auditors and conduct audits to ensure objectivity and the impartiality of the audit process;
c) ensure that the results of the audits are reported to relevant management.
The organization shall retain documented information as evidence of the implementation of the audit
programme and the audit results.
9.3 Management review
Top management shall review the organization’s environmental management system, at planned
intervals, to ensure its continuing suitability, adequacy and effectiveness.
The management review shall include consideration of:
a) the status of actions from previous management reviews;
b) changes in:
1) external and internal issues that are relevant to the environmental management system;
2) the needs and expectations of interested parties, including compliance obligations;
3) its significant environmental aspects;
4) risks and opportunities;
c) the extent to which environmental objectives have been achieved;
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d) information on the organization’s environmental performance, including trends in:
1) nonconformities and corrective actions;
2) monitoring and measurement results;
3) fulfilment of its compliance obligations;
4) audit results;
e) adequacy of resources;
f) relevant communication(s) from interested parties, including complaints;
g) opportunities for continual improvement.
The outputs of the management review shall include:
— conclusions on the continuing suitability, adequacy and effectiveness of the environmental
management system;
— decisions related to continual improvement opportunities;
— decisions related to any need for changes to the environmental management system, including
resources;
— actions, if needed, when environmental objectives have not been achieved;
— opportunities to improve integration of the environmental management system with other business
processes, if needed;
— any implications for the strategic direction of the organization.
The organization shall retain documented information as evidence of the results of management reviews.
10 Improvement
10.1 General
The organization shall determine opportunities for improvement (see 9.1, 9.2 and 9.3) and implement
necessary actions to achieve the intended outcomes of its environmental management system.
10.2 Nonconformity and corrective action
When a nonconformity occurs, the organization shall:
a) react to the nonconformity and, as applicable:
1) take action to control and correct it;
2) deal with the consequences, including mitigating adverse environmental impacts;
b) evaluate the need for action to eliminate the causes of the nonconformity, in order that it does not
recur or occur elsewhere, by:
1) reviewing the nonconformity;
2) determining the causes of the nonconformity;
3) determining if similar nonconformities exist, or could potentially occur;
c) implement any action needed;
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d) review the effectiveness of any corrective action taken;
e) make changes to the environmental management system, if necessary.
Corrective actions shall be appropriate to the significance of the effects of the nonconformities
encountered, including the environmental impact(s).
The organization shall retain documented information as evidence of:
— the nature of the nonconformities and any subsequent actions taken;
— the results of any corrective action.
10.3 Continual improvement
The organization shall continually improve the suitability, adequacy and effectiveness of the
environmental management system to enhance environmental performance.
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Annex A
Guidance on the us(ei noffo trhmisa tIinvtee)r national Standard
A.1 General
The explanatory information given in this annex is intended to prevent misinterpretation of the
requirements contained in this International Standard. While this information addresses and is consistent
with these requirements, it is not intended to add to, subtract from, or in any way modify them.
The requirements in this International Standard need to be viewed from a systems or holistic
perspective. The user should not read a particular sentence or clause of this International Standard
in isolation from other clauses. There is an interrelationship between the requirements in some
clauses and the requirements in other clauses. For example, the organization needs to understand
the relationship between the commitments in its environmental policy and the requirements that are
specified in other clauses.
Management of change is an important part of maintaining the environmental management system that
ensures the organization can achieve the intended outcomes of its environmental management system
on an ongoing basis. Management of change is addressed in various requirements of this International
Standard, including
— maintaining the environmental management system (see 4.4),
— environmental aspects (see 6.1.2),
— internal communication (see 7.4.2),
— operational control (see 8.1),
— internal audit programme (see 9.2.2), and
— management review (see 9.3).
As part of managing change, the organization should address planned and unplanned changes to
ensure that the unintended consequences of these changes do not have a negative effect on the intended
outcomes of the environmental management system. Examples of change include:
— planned changes to products, processes, operations, equipment or facilities;
— changes in staff or external providers, including contractors;
— new information related to environmental aspects, environmental impacts and related technologies;
— changes in compliance obligations.
A.2 Clarification of structure and terminology
The clause structure and some of the terminology of this International Standard have been changed to
improve alignment with other management systems standards. There is, however, no requirement in
this International Standard for its clause structure or terminology to be applied to an organization’s
environmental management system documentation. There is no requirement to replace the terms used
by an organization with the terms used in this International Standard. Organizations can choose to use
terms that suit their business, e.g. “records”, “documentation”, or “protocols”, rather than “documented
information”.
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A.3 Clarification of concepts
In addition to the terms and definitions given in Clause 3, clarification of selected concepts is provided
below to prevent misunderstanding.
— In this International Standard, the use of the word “any” implies selection or choice.
— The words “appropriate” and “applicable” are not interchangeable. “Appropriate” means suitable
(for, to) and implies some degree of freedom, while “applicable” means relevant or possible to apply
and implies that if it can be done, it needs to be done.
— The word “consider” means it is necessary to think about the topic but it can be excluded; whereas
“take into account” means it is necessary to think about the topic but it cannot be excluded.
— “Continual” indicates duration that occurs over a period of time, but with intervals of interruption
(unlike “continuous” which indicates duration without interruption). “Continual” is therefore the
appropriate word to use when referring to improvement.
— In this International Standard, the word “effect” is used to describe the result of a change to the
organization. The phrase “environmental impact” refers specifically to the result of a change to
the environment.
— The word “ensure” means the responsibility can be delegated, but not the accountability.
— This International Standard uses the term “interested party”; the term “stakeholder” is a synonym
as it represents the same concept.
This International Standard uses some new terminology. A brief explanation is given below to aid both
new users and those who have used previous editions of this International Standard.
— The phrase “compliance obligations” replaces the phrase “legal requirements and other requirements
to which the organization subscribes” used in the previous edition of this International Standard.
The intent of this new phrase does not differ from that of the previous edition.
— “Documented information” replaces the nouns “documentation”, “documents” and “records” used
in previous editions of this International Standard. To distinguish the intent of the generic term
“documented information”, this International Standard now uses the phrase “retain documented
information as evidence of....” to mean records, and “maintain documented information” to mean
documentation other than records. The phrase “as evidence of….” is not a requirement to meet legal
evidentiary requirements; its intent is only to indicate objective evidence needs to be retained.
— The phrase “external provider” means an external supplier organization (including a contractor)
that provides a product or a service.
— The change from “identify” to “determine” is intended to harmonize with the standardized
management system terminology. The word “determine” implies a discovery process that results in
knowledge. The intent does not differ from that of previous editions.
— The phrase “intended outcome” is what the organization intends to achieve by implementing its
environmental management system. The minimal intended outcomes include enhancement of
environmental performance, fulfilment of compliance obligations and achievement of environmental
objectives. Organizations can set additional intended outcomes for their environmental management
system. For example, consistent with their commitment to protection of the environment, an
organization may establish an intended outcome to work towards sustainable development.
— The phrase “person(s) doing work under its control” includes persons working for the organization
and those working on its behalf for which the organization has responsibility (e.g. contractors). It
replaces the phrase “persons working for it or on its behalf” and “persons working for or on behalf
of the organization” used in the previous edition of this International Standard. The intent of this
new phrase does not differ from that of the previous edition.
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— The concept of “target” used in previous editions of this International Standard is captured within
the term “environmental objective”.
A.4 Context of the organization
A.4.1 Understanding the organization and its context
The intent of 4.1 is to provide a high-level, conceptual understanding of the important issues that
can affect, either positively or negatively, the way the organization manages its environmental
responsibilities. Issues are important topics for the organization, problems for debate and discussion
or changing circumstances that affect the organization’s ability to achieve the intended outcomes it sets
for its environmental management system.
Examples of internal and external issues which can be relevant to the context of the organization include:
a) environmental conditions related to climate, air quality, water quality, land use, existing
contamination, natural resource availability and biodiversity, that can either affect the
organization’s purpose, or be affected by its environmental aspects;
b) the external cultural, social, political, legal, regulatory, financial, technological, economic, natural
and competitive circumstances, whether international, national, regional or local;
c) the internal characteristics or conditions of the organization, such as its activities, products and
services, strategic direction, culture and capabilities (i.e. people, knowledge, processes, systems).
An understanding of the context of an organization is used to establish, implement, maintain and
continually improve its environmental management system (see 4.4). The internal and external
issues that are determined in 4.1 can result in risks and opportunities to the organization or to the
environmental management system (see 6.1.1 to 6.1.3). The organization determines those that need to
Abe.4 a.d2d reUsnsedde arnstda mnadninagge tdh (ese nee 6e.1d.4s ,a 6n.2d, Celxapuseec t7a, Ctiloaunsse o 8f ainndte 9r.1e)s.ted parties
An organization is expected to gain a general (i.e. high-level, not detailed) understanding of the
expressed needs and expectations of those internal and external interested parties that have been
determined by the organization to be relevant. The organization considers the knowledge gained
when determining which of these needs and expectations it has to or it chooses to comply with, i.e. its
compliance obligations (see 6.1.1).
In the case of an interested party perceiving itself to be affected by the organization’s decisions or
activities related to environmental performance, the organization considers the relevant needs and
expectations that are made known or have been disclosed by the interested party to the organization.
Interested party requirements are not necessarily requirements of the organization. Some interested
party requirements reflect needs and expectations that are mandatory because they have been
incorporated into laws, regulations, permits and licences by governmental or even court decision. The
organization may decide to voluntarily agree to or adopt other requirements of interested parties (e.g.
entering into a contractual relationship, subscribing to a voluntary initiative). Once the organization
adopts them, they become organizational requirements (i.e. compliance obligations) and are taken into
account when planning the environmental management system (see 4.4). A more detailed-level analysis
oAf. 4it.s3 c omDepltiearnmcei onbinligga tthioen ss ciso ppeer foofr tmheed e inn v6i.1ro.3n.mental management system
The scope of the environmental management system is intended to clarify the physical and
organizational boundaries to which the environmental management system applies, especially if
the organization is a part of a larger organization. An organization has the freedom and flexibility to
define its boundaries. It may choose to implement this International Standard throughout the entire
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organization, or only in (a) specific part(s) of the organization, as long as the top management for that
(those) part(s) has authority to establish an environmental management system.
In setting the scope, the credibility of the environmental management system depends upon the choice
of organizational boundaries. The organization considers the extent of control or influence that it
can exert over activities, products and services considering a life cycle perspective. Scoping should
not be used to exclude activities, products, services, or facilities that have or can have significant
environmental aspects, or to evade its compliance obligations. The scope is a factual and representative
statement of the organization’s operations included within its environmental management system
boundaries that should not mislead interested parties.
Once the organization asserts it conforms to this International Standard, the requirement to make the
sAc.o4p.4e stEantevmireonnt amvaeinlatballe m toa inntaegreemsteedn pt asrytsietse mapplies.
The organization retains authority and accountability to decide how it fulfils the requirements of this
International Standard, including the level of detail and extent to which it:
a) establishes one or more processes to have confidence that it (they) is (are) controlled, carried out
as planned and achieve the desired results;
b) integrates environmental management system requirements into its various business processes,
such as design and development, procurement, human resources, sales and marketing;
c) incorporates issues associated with the context of the organization (see 4.1) and interested party
requirements (see 4.2) within its environmental management system.
If this International Standard is implemented for (a) specific part(s) of an organization, policies,
processes and documented information developed by other parts of the organization can be used to
meet the requirements of this International Standard, provided they are applicable to that (those)
specific part(s).
For information on maintaining the environmental management system as part of management of
change, see Clause A.1.
A.5 Leadership
A.5.1 Leadership and commitment
To demonstrate leadership and commitment, there are specific responsibilities related to the
environmental management system in which top management should be personally involved or which
top management should direct. Top management may delegate responsibility for these actions to
oAt.h5e.2rs , bEuntv iti rroetnamines natcacol upnotlaibciylity for ensuring the actions are performed.
An environmental policy is a set of principles stated as commitments in which top management
outlines the intentions of the organization to support and enhance its environmental performance. The
environmental policy enables the organization to set its environmental objectives (see 6.2), take actions
to achieve the intended outcomes of the environmental management system, and achieve continual
improvement (see Clause 10).
Three basic commitments for the environmental policy are specified in this International Standard to:
a) protect the environment;
b) fulfil the organization’s compliance obligations;
c) continually improve the environmental management system to enhance environmental performance.
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These commitments are then reflected in the processes an organization establishes to address specific
requirements in this International Standard, to ensure a robust, credible and reliable environmental
management system.
The commitment to protect the environment is intended to not only prevent adverse environmental
impacts through prevention of pollution, but to protect the natural environment from harm
and degradation arising from the organization’s activities, products and services. The specific
commitment(s) an organization pursues should be relevant to the context of the organization, including
the local or regional environmental conditions. These commitments can address, for example, water
quality, recycling, or air quality, and can also include commitments related to climate change mitigation
and adaptation, protection of biodiversity and ecosystems, and restoration.
While all the commitments are important, some interested parties are especially concerned with
the organization’s commitment to fulfil its compliance obligations, particularly applicable legal
requirements. This International Standard specifies a number of interconnected requirements related
to this commitment. These include the need to:
— determine compliance obligations;
— ensure operations are carried out in accordance with these compliance obligations;
— evaluate fulfilment of the compliance obligations;
—A.5 .c3o rrOercgt anonnizcoantifoornmalit rieosl.es, responsibilities and authorities
Those involved in the organization’s environmental management system should have a clear
understanding of their role, responsibility(ies) and authority(ies) for conforming to the requirements
of this International Standard and achieving the intended outcomes.
The specific roles and responsibilities identified in 5.3 may be assigned to an individual, sometimes
referred to as the “management representative”, shared by several individuals, or assigned to a member
of top management.
A.6 Planning
A.6.1 Actions to address risks and opportunities
A.6.1.1 General
The overall intent of the process(es) established in 6.1.1 is to ensure that the organization is able to
achieve the intended outcomes of its environmental management system, to prevent or reduce undesired
effects, and to achieve continual improvement. The organization can ensure this by determining its
risks and opportunities that need to be addressed and planning action to address them. These risks and
opportunities can be related to environmental aspects, compliance obligations, other issues or other
needs and expectations of interested parties.
Environmental aspects (see 6.1.2) can create risks and opportunities associated with adverse
environmental impacts, beneficial environmental impacts, and other effects on the organization. The
risks and opportunities related to environmental aspects can be determined as part of the significance
evaluation or determined separately.
Compliance obligations (see 6.1.3) can create risks and opportunities, such as failing to comply (which
can damage the organization’s reputation or result in legal action) or performing beyond its compliance
obligations (which can enhance the organization’s reputation).
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The organization can also have risks and opportunities related to other issues, including environmental
conditions or needs and expectations of interested parties, which can affect the organization’s ability to
achieve the intended outcomes of its environmental management system, e.g.
a) environmental spillage due to literacy or language barriers among workers who cannot understand
local work procedures;
b) increased flooding due to climate change that could affect the organizations premises;
c) lack of available resources to maintain an effective environmental management system due to
economic constraints;
d) introducing new technology financed by governmental grants, which could improve air quality;
e) water scarcity during periods of drought that could affect the organization’s ability to operate its
emission control equipment.
Emergency situations are unplanned or unexpected events that need the urgent application of specific
competencies, resources or processes to prevent or mitigate their actual or potential consequences.
Emergency situations can result in adverse environmental impacts or other effects on the organization.
When determining potential emergency situations (e.g. fire, chemical spill, severe weather), the
organization should consider:
— the nature of onsite hazards (e.g. flammable liquids, storage tanks, compressed gasses);
— the most likely type and scale of an emergency situation;
— the potential for emergency situations at a nearby facility (e.g. plant, road, railway line).
Although risks and opportunities need to be determined and addressed, there is no requirement for formal
risk management or a documented risk management process. It is up to the organization to select the
method it will use to determine its risks and opportunities. The method may involve a simple qualitative
process or a full quantitative assessment depending on the context in which the organization operates.
The risks and opportunities identified (see 6.1.1 to 6.1.3) are inputs for planning actions (see 6.1.4) and
for establishing the environmental objectives (see 6.2).
A.6.1.2 Environmental aspects
An organization determines its environmental aspects and associated environmental impacts, and
determines those that are significant and, therefore, need to be addressed by its environmental
management system.
Changes to the environment, either adverse or beneficial, that result wholly or partially from
environmental aspects are called environmental impacts. The environmental impact can occur at local,
regional and global scales, and also can be direct, indirect or cumulative by nature. The relationship
between environmental aspects and environmental impacts is one of cause and effect.
When determining environmental aspects, the organization considers a life cycle perspective. This
does not require a detailed life cycle assessment; thinking carefully about the life cycle stages that can
be controlled or influenced by the organization is sufficient. Typical stages of a product (or service)
life cycle include raw material acquisition, design, production, transportation/delivery, use, end-of-
life treatment and final disposal. The life cycle stages that are applicable will vary depending on the
activity, product or service.
An organization needs to determine the environmental aspects within the scope of its environmental
management system. It takes into account the inputs and outputs (both intended and unintended)
that are associated with its current and relevant past activities, products and services; planned or
new developments; and new or modified activities, products and services. The method used should
consider normal and abnormal operating conditions, shut-down and start-up conditions, as well as
the reasonably foreseeable emergency situations identified in 6.1.1. Attention should be paid to prior
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© ISO 2015 – All rights reservedISO 14001:2015(E)
occurrences of emergency situations. For information on environmental aspects as part of managing
change, see Clause A.1.
An organization does not have to consider each product, component or raw material individually to
determine and evaluate their environmental aspects; it may group or categorize activities, products
and services when they have common characteristics.
When determining its environmental aspects, the organization can consider:
a) emissions to air;
b) releases to water;
c) releases to land;
d) use of raw materials and natural resources;
e) use of energy;
f) energy emitted (e.g. heat, radiation, vibration (noise), light);
g) generation of waste and/or by-products;
h) use of space.
In addition to the environmental aspects that it can control directly, an organization determines
whether there are environmental aspects that it can influence. These can be related to products and
services used by the organization which are provided by others, as well as products and services that it
provides to others, including those associated with (an) outsourced process(es). With respect to those
an organization provides to others, it can have limited influence on the use and end-of-life treatment
of the products and services. In all circumstances, however, it is the organization that determines the
extent of control it is able to exercise, the environmental aspects it can influence, and the extent to
which it chooses to exercise such influence.
Consideration should be given to environmental aspects related to the organization’s activities,
products and services, such as:
— design and development of its facilities, processes, products and services;
— acquisition of raw materials, including extraction;
— operational or manufacturing processes, including warehousing;
— operation and maintenance of facilities, organizational assets and infrastructure;
— environmental performance and practices of external providers;
— product transportation and service delivery, including packaging;
— storage, use and end-of-life treatment of products;
— waste management, including reuse, refurbishing, recycling and disposal.
There is no single method for determining significant environmental aspects, however, the method
and criteria used should provide consistent results. The organization sets the criteria for determining
its significant environmental aspects. Environmental criteria are the primary and minimum criteria
for assessing environmental aspects. Criteria can relate to the environmental aspect (e.g. type, size,
frequency) or the environmental impact (e.g. scale, severity, duration, exposure). Other criteria may
also be used. An environmental aspect might not be significant when only considering environmental
criteria. It can, however, reach or exceed the threshold for determining significance when other criteria
are considered. These other criteria can include organizational issues, such as legal requirements or
interested party concerns. These other criteria are not intended to be used to downgrade an aspect
that is significant based on its environmental impact.
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© ISO 2015 – All rights reservedISO 14001:2015(E)
A significant environmental aspect can result in one or more significant environmental impacts, and
can therefore result in risks and opportunities that need to be addressed to ensure the organization
can achieve the intended outcomes of its environmental management system.
A.6.1.3 Compliance obligations
The organization determines, at a sufficiently detailed level, the compliance obligations it identified in
4.2 that are applicable to its environmental aspects, and how they apply to the organization. Compliance
obligations include legal requirements that an organization has to comply with and other requirements
that the organization has to or chooses to comply with.
Mandatory legal requirements related to an organization’s environmental aspects can include, if
applicable:
a) requirements from governmental entities or other relevant authorities;
b) international, national and local laws and regulations;
c) requirements specified in permits, licenses or other forms of authorization;
d) orders, rules or guidance from regulatory agencies;
e) judgements of courts or administrative tribunals.
Compliance obligations also include other interested party requirements related to its environmental
management system which the organization has to or chooses to adopt. These can include, if applicable:
— agreements with community groups or non-governmental organizations;
— agreements with public authorities or customers;
— organizational requirements;
— voluntary principles or codes of practice;
— voluntary labelling or environmental commitments;
— obligations arising under contractual arrangements with the organization;
— relevant organizational or industry standards.
A.6.1.4 Planning action
The organization plans, at a high level, the actions that have to be taken within the environmental
management system to address its significant environmental aspects, its compliance obligations, and
the risks and opportunities identified in 6.1.1 that are a priority for the organization to achieve the
intended outcomes of its environmental management system.
The actions planned may include establishing environmental objectives (see 6.2) or may be incorporated
into other environmental management system processes, either individually or in combination. Some
actions may be addressed through other management systems, such as those related to occupational
health and safety or business continuity, or through other business processes related to risk, financial
or human resource management.
When considering its technological options, an organization should consider the use of best-available
techniques, where economically viable, cost-effective and judged appropriate. This is not intended to
iAm.6p.l2y thEant vorirgoannimzaetinotnasl aorbe joebcltigiveeds t oa nusde pelnavnirnoinnmge tnot aalc choiset-vaec ctohuenmting methodologies.
Top management may establish environmental objectives at the strategic level, the tactical level
or the operational level. The strategic level includes the highest levels of the organization and the
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environmental objectives can be applicable to the whole organization. The tactical and operational
levels can include environmental objectives for specific units or functions within the organization and
should be compatible with its strategic direction.
Environmental objectives should be communicated to persons working under the organization’s control
who have the ability to influence the achievement of environmental objectives.
The requirement to “take into account significant environmental aspects” does not mean that an
environmental objective has to be established for each significant environmental aspect, however,
these have a high priority when establishing environmental objectives.
“Consistent with the environmental policy” means that the environmental objectives are broadly
aligned and harmonized with the commitments made by top management in the environmental policy,
including the commitment to continual improvement.
Indicators are selected to evaluate the achievement of measurable environmental objectives.
“Measurable” means it is possible to use either quantitative or qualitative methods in relation to
a specified scale to determine if the environmental objective has been achieved. By specifying “if
practicable”, it is acknowledged that there can be situations when it is not feasible to measure an
environmental objective, however, it is important that the organization is able to determine whether or
not an environmental objective has been achieved.
For additional information on environmental indicators, see ISO 14031.
A.7 Support
A.7.1 Resources
Resources are needed for the effective functioning and improvement of the environmental management
system and to enhance environmental performance. Top management should ensure that those with
environmental management system responsibilities are supported with the necessary resources.
Internal resources may be supplemented by (an) external provider(s).
Resources can include human resources, natural resources, infrastructure, technology and financial
resources. Examples of human resources include specialized skills and knowledge. Examples of
infrastructure resources include the organization’s buildings, equipment, underground tanks and
dAr.7ai.n2a gCe osymstpeemt.ence
The competency requirements of this International Standard apply to persons working under the
organization’s control who affect its environmental performance, including persons:
a) whose work has the potential to cause a significant environmental impact;
b) who are assigned responsibilities for the environmental management system, including those who:
1) determine and evaluate environmental impacts or compliance obligations;
2) contribute to the achievement of an environmental objective;
3) respond to emergency situations;
4) perform internal audits;
A.7.53) Apweraforermne esvsaluations of compliance.
Awareness of the environmental policy should not be taken to mean that the commitments need to be
m26e morized or that persons doing work under the or ganization’s control have a copy of the documented
© ISO 2015 – All rights reservedISO 14001:2015(E)
environmental policy. Rather, these persons should be aware of its existence, its purpose and their role
in achieving the commitments, including how their work can affect the organization’s ability to fulfil its
cAo.7m.p4l iaCncoem ombliugnatiicoantsi.on
Communication allows the organization to provide and obtain information relevant to its environmental
management system, including information related to its significant environmental aspects,
environmental performance, compliance obligations and recommendations for continual improvement.
Communication is a two-way process, in and out of the organization.
When establishing its communication process(es), the internal organizational structure should be
considered to ensure communication with the most appropriate levels and functions. A single approach
can be adequate to meet the needs of many different interested parties, or multiple approaches might
be necessary to address specific needs of individual interested parties.
The information received by the organization can contain requests from interested parties for specific
information related to the management of its environmental aspects, or can contain general impressions
or views on the way the organization carries out that management. These impressions or views can
be positive or negative. In the latter case (e.g. complaints), it is important that a prompt and clear
answer is provided by the organization. A subsequent analysis of these complaints can provide valuable
information for detecting improvement opportunities for the environmental management system.
Communication should:
a) be transparent, i.e. the organization is open in the way it derives what it has reported on;
b) be appropriate, so that information meets the needs of relevant interested parties, enabling them
to participate;
c) be truthful and not misleading to those who rely on the information reported;
d) be factual, accurate and able to be trusted;
e) not exclude relevant information;
f) be understandable to interested parties.
For information on communication as part of managing change, see Clause A.1. For additional
iAn.f7o.r5m aDtioonc uomn ceonmtemdu ninicfaotriomna, steioe nISO 14063.
An organization should create and maintain documented information in a manner sufficient to ensure
a suitable, adequate and effective environmental management system. The primary focus should be on
the implementation of the environmental management system and on environmental performance, not
on a complex documented information control system.
In addition to the documented information required in specific clauses of this International Standard,
an organization may choose to create additional documented information for purposes of transparency,
accountability, continuity, consistency, training, or ease in auditing.
Documented information originally created for purposes other than the environmental management
system may be used. The documented information associated with the environmental management
system may be integrated with other information management systems implemented by the
organization. It does not have to be in the form of a manual.
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A.8 Operation
A.8.1 Operational planning and control
The type and extent of operational control(s) depend on the nature of the operations, the risks and
opportunities, significant environmental aspects and compliance obligations. An organization has
the flexibility to select the type of operational control methods, individually or in combination, that
are necessary to make sure the process(es) is (are) effective and achieve(s) the desired results. Such
methods can include:
a) designing (a) process(es) in such a way as to prevent error and ensure consistent results;
b) using technology to control (a) process(es) and prevent adverse results (i.e. engineering controls);
c) using competent personnel to ensure the desired results;
d) performing (a) process(es) in a specified way;
e) monitoring or measuring (a) process(es) to check the results;
f) determining the use and amount of documented information necessary.
The organization decides the extent of control needed within its own business processes (e.g.
procurement process) to control or influence (an) outsourced process(es) or (a) provider(s) of products
and services. Its decision should be based upon factors such as:
— knowledge, competence and resources, including:
— the competence of the external provider to meet the organization’s environmental management
system requirements;
— the technical competence of the organization to define appropriate controls or assess the
adequacy of controls;
— the importance and potential effect the product and service will have on the organization’s ability
to achieve the intended outcome of its environmental management system;
— the extent to which control of the process is shared;
— the capability of achieving the necessary control through the application of its general
procurement process;
— improvement opportunities available.
When a process is outsourced, or when products and services are supplied by (an) external provider(s),
the organization’s ability to exert control or influence can vary from direct control to limited or no
influence. In some cases, an outsourced process performed onsite might be under the direct control of
an organization; in other cases, an organization’s ability to influence an outsourced process or external
supplier might be limited.
When determining the type and extent of operational controls related to external providers, including
contractors, the organization may consider one or more factors such as:
— environmental aspects and associated environmental impacts;
— risks and opportunities associated with the manufacturing of its products or the provision of its
services;
— the organization’s compliance obligations.
For information on operational control as part of managing change, see Clause A.1. For information on
life cycle perspective, see A.6.1.2.
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An outsourced process is one that fulfils all of the following:
— it is within the scope of the environmental management system;
— it is integral to the organization’s functioning;
— it is needed for the environmental management system to achieve its intended outcome;
— liability for conforming to requirements is retained by the organization;
— the organization and the external provider have a relationship where the process is perceived by
interested parties as being carried out by the organization.
Environmental requirements are the organization’s environmentally-related needs and expectations
that it establishes for, and communicates to, its interested parties (e.g. an internal function, such as
procurement; a customer; an external provider).
Some of the organization’s significant environmental impacts can occur during the transportation,
delivery, use, end-of-life treatment or final disposal of its product or service. By providing information,
an organization can potentially prevent or mitigate adverse environmental impacts during these life
cAy.8cl.e2 s taEgmese.rgency preparedness and response
It is the responsibility of each organization to be prepared and to respond to emergency situations
in a manner appropriate to its particular needs. For information on determining emergency
situations, see A.6.1.1.
When planning its emergency preparedness and response process(es), the organization should consider:
a) the most appropriate method(s) for responding to an emergency situation;
b) internal and external communication process(es);
c) the action(s) required to prevent or mitigate environmental impacts;
d) mitigation and response action(s) to be taken for different types of emergency situations;
e) the need for post-emergency evaluation to determine and implement corrective actions;
f) periodic testing of planned emergency response actions;
g) training of emergency response personnel;
h) a list of key personnel and aid agencies, including contact details (e.g. fire department, spillage
clean-up services);
i) evacuation routes and assembly points;
j) the possibility of mutual assistance from neighbouring organizations.
A.9 Performance evaluation
A.9.1 Monitoring, measurement, analysis and evaluation
A.9.1.1 General
When determining what should be monitored and measured, in addition to progress on environmental
objectives, the organization should take into account its significant environmental aspects, compliance
obligations and operational controls.
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The methods used by the organization to monitor and measure, analyse and evaluate should be defined
in the environmental management system, in order to ensure that:
a) the timing of monitoring and measurement is coordinated with the need for analysis and
evaluation results;
b) the results of monitoring and measurement are reliable, reproducible and traceable;
c) the analysis and evaluation are reliable and reproducible, and enable the organization to report
trends.
The environmental performance analysis and evaluation results should be reported to those with
responsibility and authority to initiate appropriate action.
For additional information on environmental performance evaluation, see ISO 14031.
A.9.1.2 Evaluation of compliance
The frequency and timing of compliance evaluations can vary depending on the importance of
the requirement, variations in operating conditions, changes in compliance obligations and the
organization’s past performance. An organization can use a variety of methods to maintain its
knowledge and understanding of its compliance status, however, all compliance obligations need to be
evaluated periodically.
If compliance evaluation results indicate a failure to fulfil a legal requirement, the organization
needs to determine and implement the actions necessary to achieve compliance. This might require
communication with a regulatory agency and agreement on a course of action to fulfil its legal
requirements. Where such an agreement is in place, it becomes a compliance obligation.
A non-compliance is not necessarily elevated to a nonconformity if, for example, it is identified and
corrected by the environmental management system processes. Compliance-related nonconformities
need to be corrected, even if those nonconformities have not resulted in actual non-compliance with
lAe.g9a.l2 r eqInuitreermneanlt as.udit
Auditors should be independent of the activity being audited, wherever practicable, and should in all
cases act in a manner that is free from bias and conflict of interest.
Nonconformities identified during internal audits are subject to appropriate corrective action.
When considering the results of previous audits, the organization should include:
a) previously identified nonconformities and the effectiveness of the actions taken;
b) results of internal and external audits.
For additional information on establishing an internal audit programme, performing environmental
management system audits and evaluating the competence of audit personnel, see ISO 19011. For
iAn.f9o.r3m aMtioann oang einmteernnat lr aeuvdiiet wprogramme as part of managing change, see Clause A.1.
The management review should be high-level; it does not need to be an exhaustive review of detailed
information. The management review topics need not be addressed all at once. The review may take
place over a period of time and can be part of regularly scheduled management activities, such as board
or operational meetings; it does not need to be a separate activity.
Relevant complaints received from interested parties are reviewed by top management to determine
opportunities for improvement.
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© ISO 2015 – All rights reservedISO 14001:2015(E)
For information on management review as part of managing change, see Clause A.1.
“Suitability” refers to how the environmental management system fits the organization, its operations,
culture and business systems. “Adequacy” refers to whether it meets the requirements of this
International Standard and is implemented appropriately. “Effectiveness” refers to whether it is
achieving the desired results.
A.10 Improvement
A.10.1 General
The organization should consider the results from analysis and evaluation of environmental performance,
evaluation of compliance, internal audits and management review when taking action to improve.
Examples of improvement include corrective action, continual improvement, breakthrough change,
iAn.n1o0v.a2t iNoon nacnod nrefo-orrmgaitnyiz aantidon c.orrective action
One of the key purposes of an environmental management system is to act as a preventive tool. The
concept of preventive action is now captured in 4.1 (i.e. understanding the organization and its context)
Aan.1d0 6..31 C(io.en. aticntiuonasl itmo apdrdorveessm reisnkts and opportunities).
The rate, extent and timescale of actions that support continual improvement are determined by
the organization. Environmental performance can be enhanced by applying the environmental
management system as a whole or improving one or more of its elements.
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© ISO 2015 – All rights reservedISO 14001:2015(E)
Annex B
Correspondence between( IinSOfo r1m4a0t0iv1e:)2 015 and ISO 14001:2004
Table B.1 shows the correspondence between this edition of this International Standard
(ISO 14001:2015)and the previous edition (ISO 14001:2004).
Table B.1 — Correspondence between ISO 14001:2015 and ISO 14001:2004
ISO 14001:2015 ISO 14001:2004
Clause title Clause Clause Clause title
number number
Introduction Introduction
Scope 1 1 Scope
Normative references 2 2 Normative references
Terms and definitions 3 3 Terms and definitions
Context of the organization (title only) 4
4 Environmental management system requirements
(title only)
Understanding the organization and its context 4.1
Understanding the needs and expectations of inter-
4.2
ested parties
Determining the scope of the environmental manage-
4.3 4.1 General requirements
ment system
Environmental management system 4.4 4.1 General requirements
Leadership (title only) 5
Leadership and commitment 5.1
Environmental policy 5.2 4.2 Environmental policy
Organizational roles, responsibilities and authorities 5.3 4.4.1 Resources, roles, responsibility and authority
Planning (title only) 6 4.3 Planning (title only)
Actions to address risks and opportunities (title only) 6.1
General 6.1.1
Environmental aspects 6.1.2 4.3.1 Environmental aspects
Compliance obligations 6.1.3 4.3.2 Legal and other requirements
Planning action 6.1.4
Environmental objectives and planning to achieve
6.2
them (title only)
4.3.3 Objectives, targets and programme(s)
Environmental objectives 6.2.1
Planning actions to achieve environmental objectives 6.2.2
Support (title only) 7 4.4 Implementation and operation (title only)
Resources 7.1 4.4.1 Resources, roles, responsibility and authority
Competence 7.2
4.4.2 Competence, training and awareness
Awareness 7.3
Communication (title only) 7.4
General 7.4.1
4.4.3 Communication
Internal communication 7.4.2
External communication 7.4.3
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© ISO 2015 – All rights reservedISO 14001:2015(E)
Table B.1 (continued)
ISO 14001:2015 ISO 14001:2004
Clause title Clause Clause Clause title
number number
Documented information (title only) 7.5
4.4.4 Documentation
General 7.5.1
4.4.5 Control of documents
Creating and updating 7.5.2
4.5.4 Control of records
4.4.5 Control of documents
Control of documented information 7.5.3
4.5.4 Control of records
Operation (title only) 8 4.4 Implementation and operation (title only)
Operational planning and control 8.1 4.4.6 Operational control
Emergency preparedness and response 8.2 4.4.7 Emergency preparedness and response
Performance evaluation (title only) 9 4.5 Checking (title only)
Monitoring, measurement, analysis and evaluation
9.1
(title only) 4.5.1 Monitoring and measurement
General 9.1.1
Evaluation of compliance 9.1.2 4.5.2 Evaluation of compliance
Internal audit (title only) 9.2
General 9.2.1 4.5.5 Internal audit
Internal audit programme 9.2.2
Management review 9.3 4.6 Management review
Improvement (title only) 10
General 10.1
Nonconformity and corrective action 10.2 4.5.3 Nonconformity, corrective action and preventive action
Continual improvement 10.3
Guidance on the use of this International Standard Annex A Annex A Guidance on the use of this International Standard
Correspondence between ISO 14001:2015 and
Annex B
ISO 14001:2004
Annex B Correspondence between ISO 14001:2004 and
ISO 9001:2008
Bibliography Bibliography
Alphabetical index of terms
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© ISO 2015 – All rights reservedISO 14001:2015(E)
Bibliography
Environmental management systems — General guidelines on principles, systems and
support techniques
[1] ISO 14004,
Environmental management systems — Guidelines for incorporating ecodesign
[2] ISO 14006, Environmental management — Environmental performance evaluation — Guidelines
[3] ISO 14031, Environmental management — Life cycle assessment — Requirements and guidelines
[4] ISO 14044, Environmental management — Environmental communication — Guidelines and examples
[5] ISO 14063, Guidelines for auditing management systems
[6] ISO 19011, Risk management — Principles and guidelines
[7] ISO 31000, Energy management systems — Requirements with guidance for use
[8] ISO 50001, Risk management — Vocabulary
[9] ISO Guide 73,
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© ISO 2015 – All rights reservedISO 14001:2015(E)
Alphabetical index of terms
audit 3.4.1 interested party 3.1.6
competence 3.3.1 legal requirements and other requirements
(admitted term for compliance obligations) 3.2.9
compliance obligations 3.2.9
life cycle 3.3.3
conformity 3.4.2
management system 3.1.1
continual improvement 3.4.5
measurement 3.4.9
corrective action 3.4.4
monitoring 3.4.8
documented information 3.3.2
nonconformity 3.4.3
effectiveness 3.4.6
objective 3.2.5
environment 3.2.1
organization 3.1.4
environmental aspect 3.2.2
outsource (verb) 3.3.4
environmental condition 3.2.3
performance 3.4.10
environmental impact 3.2.4
prevention of pollution 3.2.7
environmental management system 3.1.2
process 3.3.5
environmental objective 3.2.6
requirement 3.2.8
environmental performance 3.4.11
risk 3.2.10
environmental policy 3.1.3
risks and opportunities 3.2.11
indicator 3.4.7
top management 3.1.5
35
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8870.pdf
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IS:8%70-1978' :
Indian Standard
SPECIFICATION FOR
ASBESTOS CEMENT CABLE CONDUITS
AND TROUGHS
Cement and Concrete Sectional Committee, BDC 2
Chairman Rejresenting
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
ADDITIONAL DIRECTOR, STAND- Research Designs & Standards Organization
.%RDs(B&S) ( Ministry of Railways )
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( Alternate )
SHRI K. C. ACCARWAL Hindustan Prefab Ltd, New Delhi
SHRI C. L. KASLIWAL ( Alternate )
SHR~B . C. BANERJEE Cement Corporation of India Ltd, New Delhi
SHIU A. U. R~JHSINGHAN( IA ltcrnak )
SHRI K. P. BANERJEE Larson & Toubro Ltd, Bombay
SHRI HARISH N. MALANI I\ Alternate 1
SHRI R. N. BANSAL B&s Designs Organization, Nangal Township
SHRI T. C. GARG ( Alternate )
DR N. S. BHAL Stru;~et~e&neeriq Research Centre ( CSIR ),
SHRI R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alternate )
CHIEF ENGINEER( PROJECTS) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR,I PRI ( Alternate)
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
ENGINEER-IN-CHIEF Central Public Works Department, New Delhi
SUPERINTENDINEGN GINEER
( CENTRALC IRCLE No. 2 ) (Alternate )
SHRI AMITABHAG HOSK National Test House, Calcutta
SHRI E. K. RAMACHANDRAN( Alrernare )
DR R. K. GHOSH Central Road Research Institute ( CSIR ), New
Delhi
SHRI Y. R. PHULL I Alternate I j
SHRI M. DINAKARA; ( Alternat; II )
( Confirmed on page 2 )
@ Copyright 1979
INDIAN STANDARDS INSTITUTION
This publication is protected under the in&an Copyright Acr ( 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 zopyright under the said Act.IS:887011978
( Continued from #age 1)
Members Rejwesen ting
DR R. K. GHOSH Indian Roads Congress, New Delhi
SHRI B. R. GOVIND Engineer-in-Chief’s Branch, Army Headquarters
SHRI G. R. MIRCHANDANI( 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. JAGUS ( Alternate )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI M. T. KANSE Direg;.: General of Supplies & Disposals, New
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 ( Alternate )
DR MOHAN RAI Central Building Research Institute ( CSIR), Roorkee
DR S. S. REKSI ( A&cm& )
SHRI K. K. NAMBIAR In personal capacity ( ‘Ramanalaya’ II First Crescent
Park Road, Gandhinagar, Adyar, Madras )
DRA.V.R.RAO National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN ( Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY (I) ( Alternate )
SHRI N. SEN Roads Wing ( Ministry of Shipping and Transport )
SHRI J. R. K. PRASAD (Alternate )
SHRI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRI P. S. RAMACIIANDRANI Alternate 1
SUPERINTENDING ENGI&ER Public Works Department, Government of
( DESIGNS) Tamilnadu, Madras
EXECUTIVE ENGINEER( 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 T. M. MENON ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-ojj?cio Member )
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDWAN
Assistant Director ( Civ Engg ), ISI
Asbestos Cement Products Subcommittee, BDC 2 : 3
Convener
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Members
DR S. K. CHOPRA (Alternate to
Dr H. C. Visvesvaraya)
SHRI N. G. BASAK Directorate General of Technical Development, New
Delhi
SHRI R. S. SACHDEV( Alternate )
( Continued on page 18 )
21s : 8870 - 1978
lndian Standard
SPECIFICATION FOR
ASBESTOS CEMENT CABLE CONDUITS
AND TROUGHS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 18 July 1978, after the. dramftf inalized by the Cement and
Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Asbestos cement cable conduits and troughs are being used in this
country for laying power and telecommunication cables. This standard
has been prepared with a view to providing guidance to the manufacturers
of asbestos cement cable conduits and troughs and also to users in obtain-
ing asbestos cement cable conduits and troughs of satisfactory quality.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accor-
dance with IS : 2-1960*. The number of significant places retained in the
rounded off value should be the same as that of the specified value in this
standard.
1. SCOPE
1.1 This standard covers asbestos cement cable conduits of 50 to 150 mm
diameter together with plastic couplings, asbestos cement conical coup-
lings and asbestos cement collars with rubber rings. These arc intended
to accommodate all types of plastic covered and/or sheathed paper insula-
ted telecommunication and power cables.
1.2 This standard also covers asbestos cement cable troughs of 100 x 100
mm to 300 x 300 mm size together with bends and union clips for use at
ground level and above ground level for carrying cables.
*Rules for roundingo ff numerical values ( reuised).
3IS : 8879 - 1978
2. COMPOSITION
2.1 Asbestos cement cable conduits and troughs, together with collars and
couplings, shall be made from a close and homogeneous mixture of
ordinary Portland cement conforming to IS : 269-1976*, asbestos fibre and
water. -Couplings and union clips may be made from plastics material+
3. DIMENSIONS AND TOLERANCES
3.1 The principal dimensions and permissible variations in dimensions of
asbestos cement conduits and bends shall be as indicated in Table 1.
TABLE 1 DIMENSIONS AND PERMISSIBLE VARIATIONS OF
ASBESTOS CEMENT CONDUITS AND BENDS
NOMINAL INTERNAL NOMINAL LENGTH WALL PERMISSIBLEV ARIATIONS
DIAMETER DIAMETER ~----h--_-~ THICKNESS r----*-----,
Conduits Bends Thickness Length
(1) (2) (3) (4) (5) (6) (7)
mm mm m m mm mm mm
50 $50
50 2,3,4 2 9.0 al:5
-20
80 80 2,334 2 9.5 hl.5 $50
-20
100 100 2,3,4 2 9.5 * 1.5 t-50
-20
125 125 2,3,4 2 10.0 * 1.5 +5O
-20
150 150 2,3,4 2 10.0 h1.5 t;;
NOTE - Bends shall be in 90” and 135” angles.
3.2 The principal dimensions and permissible variations in dimensions of
asbestos cement troughs shall be as indicated in Table 2.
*Specification for ordinary and low heat Portland cement ( third revision ) .IS : 8870 - 1978
TABLE 2 DIMENSIONS AND PERMISSIBLE VARIATIONS OF ASBESTOS
CEMENT TROUGHS
( Clauss 3.2 )
NOMINAL SIZE NOMINAL WALL PERMISSIBLE VARIATION
LENGTH THICKNIW r_-__-h
Length-
De%?ci2d
(l) (2) (3) (4) (5)
mm m mm mm mm
100 x 100 1.75 12 a3 ~6
150 x 100 1.75 12 rh3 *6
180 x 150 1.75 12 =k3 ~6
300 x 200 1.75 17. *3 k6
300 x 300 1.75 12 A3 a6
3.3 The detailed dimensions for asbestos cement conduits, troughs and
their fittings shall be in accordance with the following tables:
Conduits with plastic couplings and Table 3
asbestos cement conical couplings
Conduits with asbestos cement collars Table 4
Cable troughs Table 5
Union clips for cable troughs Table 6
Cable trough bends Table 7
3.4 Delivery Tolerances - At least 90 percent of the quantity of
conduits or troughs supplied shall be of nominal lengths subject to the
permissible variations given in Table 1 or Table 2 as applicable. Out of
the balance 10 percent, the length of at least one-third of the quantity shall
not be less than 1 m and lengths of the rest not less than 0.5 m.
However, the total length of the quantity supplied shall not be less than
the length ordered.
4. MANUFACTURE AND FINISH
4.1 The materials manufactured shall be sound and homogeneous with
inner and outer surfaces clean, true, smooth and free from any imper-
fections that render them unsuitable for their purpose. Ends shall be
finished square to the axis.
5rn
TABLE 3 DIMENSIONS OF CABLE CONDUITS WITH PLASTIC COUPLINGS AND ASBESTOS . .
CEMENT CONICAL COUPLINGS
(Clause 3.3 )
All dimensions in millimetres.
CABLE CONDUIT PLASTIC COUPLING CONICAL COUPLING
NOMINAL A B c D E F G H J
DLUETER
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
50 90 67 45 66 2.50 93 67 85 93
80 9.5 97 45 96 2.50 93 97 117 93
100 9.5 117 50 116 2.50 103 117 137 103
125 10.0 143 50 142 2.75 103 143 165 103
150 10.0 168 50 167 2.75 103 168 190 103TABLE 4 DIMENSIONS OF CABLE CONDUITS WITH ASBESTOS CEMENT COLLARS
( Czaurc3 .3)
All dimensions in millimetres.
4
RUBBER
CABLE CONDUIT COLLAR RING
NOMINAL A B c 1) E F G H
DIAMETER
(1) (2) (3) (4) (5) (6) (7) 03) (9)
50 9-o 67 45 77.0 150 9-o 8 50
80 9.5 97 45 107.0 150 9-5 8 73
100 9.5 117 50 127.0 150 9.5 8 88 t;
. .
125 10.0 143 50 153.0 150 10-o 8 114
E
150 10.0 168 50 178.0 150 10-o 8 134 d
I
NOTE - Shore hardness of the rubber rings shall be 40 to 50 degrees. t;
22TABLE 5 DIMEriSIONS OF CABLE TROUGHS
( Clause 3.3 )
All dimensions in millimetres.
?---*1”t+ t 5O- 9 10 mm HOLE
co
NOMINAL SIZE A B c R D E F G No. OF HOLES
(1) (2) (J) (4) (5) (6) (7) (8) (9) (101
100 x 100 100 100 12 25 30 - - 50 3
150 x 100 150 ioo 12 25 30 - - 75 3
180 x 150 180 150 12 25 30 - - 90 3
300 x 200 300 200 12 25 50 40 40 - 4
300 x 300 300 300 12 25 50 40 40 -. 4TABLE 6 DIMENSIONS OF UNION CLIPS FOR CABLE TROUGHS
( Clause 3.3 )
All dimensions in millimetres.
--m l--A--let- =Fq=
.
L
P Q
10x 20 mfh SLOT
(b
I
NOMINAL SIZE A B c n E F G R NO.OP HOLES
(1) (2) (3) (4) (5) (6) (7) 03) (9) (10)
100 x 100 130 115 12 30 - -- 65 40 3
150 x loo 180 115 12
30 - -- 90 40 3 6
. .
180 x 150 210 165 12
30 - - 105 40 3 tz
300 x 200 330 215 12 50 65 65 - 40 4 s
I
300 x 300 330 315 12
50 65 65 - 40 4 5_ _
-’ co--
TABLE 7 DIMENSIONS OF CABLE TROUGH BENDS
( czuus3c.3 )
All dimensions in millimetres.
*Iii3
.\
\
‘1
\
‘\
R \
0 \
LBi-
I
-C C
TROUGH BENIS VERTICAL TiOUGH VERTiCAL TROUGH
BEND (INTERNAL1 BEND (EXTERNAL)
NOMINAL SIZE A RADIUS, R
(1) (2) (5) $)
100 x 100 100 100 90”
150 x 100 150 100
180 x 150 180 100 gz
300 x 200 300 100 90”
300 x 300 300 100 90”IS : 8870 - 1978
5. TESTS
5.1 Conduits - Conduits shall be tested for straightness, regularity of
thickness and diameter, flexural strength, crushing strength, water absorp-
tion, impact resistance and flattening resistance.
5.2 Troughs -Troughs shall -be tested for straightness, regularity of
thickness, flexural strength and water absorption.
6. TEST REQUIREMENTS
6.1 Conduits
6.1.1 Straightness and Regularity of Thickness and Diameter - The
straightness and regularity of thickness and diameter shall be checked in
accordance with IS : 5913-1970*. The deviation from straightness shall
not exceed the following:
Nominal Diameter Maximum Deviation
mm
50 mm 5.5 1 Where I is the length
Others 4.5 1 1 in metres
6.1.2 Flexural Strength - Conduits shall be tested for flexural strength in
the manner described in IS : 5913-1970* for longitudinal bending test of
pipes, but the length of specimen shall be at least 150 mm more than the
clear span of the specimen under test specified in Table 8 and the rate of
loading shall be as specified in Table 8. ‘The conduits when tested in the
above manner shall have breaking load not less than the values given in
Table 8.
TABLE 8 FLEXURAL STRENGTH REQUIREMENTS
NOMINAL CLEAR SPAN RATE OF BREAKING
DIAMETER LOADING LOAD,
Min
(1) (2) (3) (4)
mm mm kN/min kN
50 600 l-5 1.8
80 750 3.0 3.6
100 900 3.0 3.6
125 1 050 4.5 6.0
150 1200 4-5 8.0
*Methods of test for asbestos cement products.
11IS:887001978
.
6.1.3C rushing Strength - Conduits shall be tested in the manner
described in IS : 5913-1970* for transverse crushing test for pipes, but the
rate of loading shall be as given in Table 9. Conduits when tested in the
above manner shall have crushing strengths not less than the values given
in Table 9.
TABLE 9 CRUSHING STRENGTH REQUIREMENTS
NOMINAL RATE OF BREAKINGL OAD,
DIAMETER LOADINO Min
(1) (2) (3)
mm kN/min kN
50 4’00 6-00
80 4.00 4.50
100 3.00 3.75
125 2.25 3.00
150 2-25 2.75
200 2.25 3-50
6.1.4 Water Absorption - Conduits when tested in accordance with
IS : 5913-1970* shall have an average water absorption not exceeding
28 percent of the dry mass of material.
6.1.5 Impact Resistance-Conduits when tested in accordance with
Appendix A shall not be punctured by an impact less than the values
given in Table 10.
TABLE 10 IMPACT RESISTANCZ
NOMINAL HEIGHT OF II~PACT
DIAMETER DRQP
(1) (2) (3)
mm mm N
50 250 20
80 350 30
100 450 35
125 500 40
150 525 45
200 650 50
*Methods of test for asbestos cement products.
12IS : 8870 - 1978
6.1.6 Flattening Resistance - The resistance of conduits to flattening
when tested in accordance with Appendix B is calculated according to the
reduction of inside diameter when measured vertically and expressed as a
percentage of the original diameter. This reduction shall not exceed 1
percent.
6.2 Troughs
6.2.1 Straightness and Regularity of Thickness - Troughs shall be tested
for deviation from straightness and regularity of thickness by use of
suitable straight edge and gauges which shall be provided and maintained
by the manufacturer. The deviation from straightness shall not exceed
6 mm from an end.
6.2.2 Flexural Strength - Troughs when tested in accordance with
Appendix C shall have a breaking strength not less than the values given
in Table Il.
TABLE 11 FLEXURAL STRENGTH REQUIREMENTS
NOMXNALS IZE FREE RATE OF MINIMUM
SPAN LOAD PERMISSIBLE
BREAKINGL OAD
(1) (2) (3) (4)
mm m kN/min kN
100 x 100 l-5 4-5 2.5
150 x 100 I.5 4,*5 5-o
180 x 150 l-5 4.5 8.0
300 x 200 l-5 4.5 10.0
300 x 300 1’5 4.5 10.0
6.2.3 Water Absorption -Troughs when tested for water absorption in
accordance with IS : 5913-1970* shall have an average water absorption
not exceeding 28 percent of the dry mass of the material.
.
7. SAMPLING, INSPECTION AND TESTING
7.1 Quality Control - A sufficient number of quality control tests, based
on the total production shall be made at regular intervals by the manufac-
turer, to ensure that his products comply with the requirements of this
standard and certified records of all such tests shall be kept for inspection by
the purchaser.
7.2 Manufacturer’s Certificate - The manufacturer shall, on request,
furnish the purchaser or his representative with a certificate confirming
*Methods of test for asbestos cement products.
13IS : 8870 - 1978
that all the products supplied to his order comply in all respects with the
requirements of this standard.
7.3 Acceptance Tests - If the purchaser requires the manufacturer to
carry out any of the tests specified in this standard in his or his representa-
tive’s presence, the number and type of tests shall be stated in his enquiry
and order. Such acceptance tests shall be carried out before delivery.
Where a short length has to be cut in order to comply with the test require-
ments, such shortened products shall be accepted in that respect by the
purchaser as standard lengths subject to the total length of the products
supplied being not less than total length ordered.
7.3.1 Sampling for these tests shall be carried out in accordance with
IS : 7639-1975*. Each inspection lot shall include only items of the same
characteristics.
7.3.1.1 When the purchaser requires a greater number of items to be
tested than is indicated in IS : 7639-1975*, the costs of such additional
tests, unless otherwise specified, shall be borne:
a) by the manufacturer if the results show that the items do not
comply with the requirements of thestandard; and
b) by the purchaser if the results show that the items do comply with
the requirements of the standard.
Independent tests may be carried out by arrangement between the
manufacturer and the purchaser.
8. MARKING
8.1 Every conduit and troughshall be marked legibly with the following
information:
a) Manufacturer’s name or trade-mark,
b) Nominal size of conduit or trough, and
c) The relevant IS number.
8.1.1 Each conduit and trough may also be marked with the IS1
Certification Mark.
NOTE -The use of the IS1 Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks ) Act and the Rules and Regulations
made thereunder. The IS1 Mark on products covered by an Indian Standard conveys
the assurance that they have been ~produced to comply with the requirements of that
standard under a well-defined system of inspection, testing and quality control which
is devised and supervised by IS1 and operated by the producer. ISI marked products
are also continuously checked by IS1 for conformity to that standard as a further safe-
guard. Details of conditions under which a licence for the use of the IS1 Certification
Mark may be granted to manufacturers or processors, may be obtained from the Indian
Standards Institution.
*Methods of sampling of asbestos cement products.
14IS : 8870 - 1978
APPENDIX A
( CZause 6.1.5 )
IMPACT RESISTANCE OF CONDUIT
A-l. The test sample shall be a section of the conduit at least 300 mm in
length cut from the specimen conduit.
A-2. Weights with a cylindrical extension 12 mm long and 13.4 mm in
diameter fixed to the bottom shall be dropped from a specified height
specified in Table 10, on the crest of the sample lying in a V-notch of
120” on a firmly supported solid plate ( SW Fig. 1 ). Suitable guides shall
be provided to ensure smooth and vertical drop of the weight. Weights
chosen for the initial tests shall be less than the resistance prescribed in
Table 10. Loads shall be gradually increased to find out the minimum
impact force required to puncture th:: conduit.
A-2.1 The striking point shall be more than 75 mm from either end of the
sample.
A-2.2 The impact force in Newtons required to puncture the sample is
noted.
WEIGHT
FIG. 1 LOADING ARRANGEMENTFO R
IMPACT RESISTANCET EST ON CONDUITS
15IS t 8870 - 1978
APPENDIX B
( Clause 6.1.6 )
FLATTENING RESISTANCE OF CONDUIT
B-l. Two samples each 75 mm ( f 3 mm) in length shall be cut from the
specimen length of conduit.
B-2. These two ring samples shall be placed on a common horizontal base
aligned with their axes parallel and bridged with a weight of 250 N ( Jee
Fig. 2 ) and kept loaded at a temperature of 5O?C for 48 hours.
The perpendicular inside diameter of each sample shall be measured
to the nearest O-25 mm before and after the test.
The decrease of this measured diameter in percentage of the original
size is taken as the percentage flattening.
250 N WEIGHT
FIG. 2 LOADING ARRANGEMENTF OR
FLATTENING RESISTANCE TEST ON CONDUITS
APPENDIX C
( Clause 6.2.2 )
FLEXURAL STRENGTH OF TROUGH
C-l. The apparatus consists of two, 300 mm long parallel rigid hardwood
bearers 75 mm wide and 150 mm deep securely positioned on a level base
at a spacing of l-5 m.
C-2. The trough shall be positioned at right angles across the bearers
with the base of trough seated on each bearer and shall be of a length to
project not less than 75 mm beyond each hardwood bearer ( see Fig. 3 ).
16ISr 8870.1978
75
All dimensions in millimetrcs.
FIQ. 3 LOADING ARRANGEMENTF OR FLEXURAL
STRENGTHT EST ON TROUGHS
C-2.1T he load is applied in midspan through a 225 x 75 mm hardwood
bearer. Loading shall be increased at a rate specified in Table 11, up to
breaking point. The average of the breaking loads for the samples tested
is the flexural strength of trough.
17X3:8870-1978
( Continued from page 2 )
Members Representing
SHRI S. N. BASU DirecDtyh;te General of Supplies & Disposals, New
e
SHRI T.N. OBOVEJA (Alfcrnatr)
SHRI R. V. CHALAPATHIR AO Geological Survey of India, Calcutta
SHRI S. ROY (Alternate )
LALA G. C. Dm National Test House, Calcutta
DEPUTY DIRECTOR, STANDARDS Research, Designs and Standards Organization
(B&S)-1 ( Ministry of Railways )
ASSISTANTD IRECTOR, STANDARDS
( B & S )-II ( Alternate )
SHRIK. D. DHARIYAL Cent~~r~e.ieilding Research Institute ( CSIR ),
EN~W~ER OFFICER I(A) Centrzl Public Works Department, New Delhi
SHRI S. GANAPATHY Southern Asbestos Cements Ltd, Madras
SHRI S. S. G~ENIA Sarbamangala Manufacturing Co, Calcutta
SHRI I. P. GOENKA ( Altarnatc)
SHZU A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
SHRI SRIMVASANN . IYER Asbestos Cement Ltd, Bombay
SHRI M. P. JAIN Rohtas Industries Ltd, Dalmianagar
SHRI C. R. SADANI ( Alternate)
SHRI M. P. JAIN Small Scale Industries, New Delhi
SHRI S. N. JHAVER Shree Digvijay Cement Co Ltd, Bombay
SHRI G. R. MIRCHANDANI Engineer-in-Chief’s Branch, Army Headquarters
MAJ P. S. CHILKA (Alternate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI G. T. BHIDE (Alternate)
18
|
1200_19.pdf
|
IS:12oo(P8rtxl2L)-l981
(Reatllmd 1997)
Indian Sthiard
METHOD OF
MEASURRMBNT ‘OF BUILDING
AND CIVIL ENGINEERING WORKS
FART XIX WATER SUPPLY, PLUMBING AND DBAINS
( Third Revision )
Fourth Reprint MARCH 1999
UDC ~9.003.12:696.11/.14
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NliW DELHI 110002IS I 1200 ( Part XIX ) - 1981
Indian Standard
( Reaffirmd 19*’ )
METHOD OF
MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART XIX WATER SUPPLY, PLUMBING AND DRAINS ,
( Third Rev&ion )
Civil Works Measurement Segional Committee, BDC 44
Chairman Raprrrsnting
SHBI S. R. NAIR Engineering Projects ( India ) Ltd, New Delhi
Members
ADE~SEASI ABAYANTA ( PAR~HI- Public Works Department, Lucknow
XSAN)
DEPUTY DIRECTOR ( GAWESHAN ) ( Al&motr )
SH~I K. D. ARCOT Engineers India Ltd, New Delhi
Sam T. V. SITARAM ( Alttvnate )
SEEI S. K. CEAX~ABORTY Calcutta Port Trust, Calcutta
DIBECTOR, IRI, ROORKEE Irrigation Department? Government of Uttar Pradnh
DIRECTOB( RATE8 ANDCOETE) Central Water Commrssion, New Delhi
DEPUTY DIRECTOR ( RATES
AND COETE) ( AltmaL )
SERI P. N. GADI Institution of Surveyorr, New Delhi
SHBI P. L. BHAEIN ( Ahrnata )
SERI M. L. JAIN National Industrial Development Corporation Ltd,
New Delhi
JOINT DIRECTOR (D) National Buildings Organization, New Delhi
SHRI A. K. LAL ( Alternate )
SHRI S. K. LAHA Institution of Engineers ( India ), Calcutta
SHRI V. D. LONDEE Concrete Association of India, Bombay
SHRI N. C. DUWAL ( Altarnatr )
SHRI K. K. MADHOK Builders’ Astociation of India, Bombay
SBRI DATTA S. MALIYE Indian Institute of Architects, Bombay
PROF M. K. GODBOLE ( Altrrnatr )
SHBI B. S. MATEWE Ministry of Shipping and Transport ( Roads
Wing ), New Delhi
SERI A. D. NABAIN ( Aknots )
( Continuad on page 2 )
INDIAN STANDARDS INSTITUTION
Thin publication is protected under the Indiaa Coppriglrt Acf ( XIV of 1957 ) and
reproduction in whole or in part by a_uy means except with written permission of the
publirber shall be deemed to be au tufringcment of copyright under the raid Act.
--,
IS I 1200 ( Part XIX ) - 1981
Mem brrs Rrpresmting
SHRI R. S. MURTEY Gammon India Led, Bombay
SHRI H. D. MATANGE ( Altsrnatc )
SHRI C. B. PATEL M. N. Dastur & Co Ltd, Calcutta
SHRI B. C. PATEL ( Altsrnatr )
SERI V. G. PATWARDHAN Engineer-in-Chief’s Branch ( Ministry af Dcfcnce ),
New Delhi
SARI G. G. KARMARKAR ( Alternate )
Sanr T. S. RATNAW Bureau of Public Enterprises, New Delhi
SERI P. S. HARI RAO Hindustan Construction Co Ltd, Bombay
SHRI N. M. DASTANE ( Alternate )
SERI P. V. SATEE Public Works and Housing Department, Govetnment
of Maharashtra, Bombay
S~rtr R. A. SU~RAMANIAX Hindustan Steelworks Construction Ltd. Calcutta
SUPEUINT~NI~NO ENQINEER Haryana Irrigation Department, Chandigarh
( MUNAK CANAL CIRCLE )
SIJPERINTENDINO BNQINEER
( JLN-CIHCLY I ) ( Altrrnatr )
SIJPERINTENDINO SURVEYORO F Central Public Works Department, New Delhi
WORKS ( AVI )
SIJRVEYOR OF WORKS I ( AVI ) ( Ahnate )
SERI K. J. TARAPOHEWALLA Bombay Port Trust, Bombay
SSiRI J. C. VnRvlA Bhakra Management Board, Irrigation Wing,
Nangal Township
EXEIJUTIVE ENQINBER
SaRI d T;;;;;IP ) ( Altmatr 1
Director General, IS1 ( Ex-o&io Member )
Direcior ( Civ’Engg )
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), BIS
2IS : 1200 ( Part XIX ) - 1981
Indian Standard
METHOD OF
MEASUREMENT OF BUILDING
AND CIVIL ENGINEERING WORKS
PART XIX WATER SUPPLY, PLUMBING AND DRAINS
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Part XIX ) ( Third Revision ) was adopted
by the Indian Standards Institution on 27 February 1981, after the draft
finalized by the Civil Works Measurement Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Measurement occupies a very important place in the planning and
execution of any civil engineering work, from the time of first estimates
to the final completion and settlement of payments. The methods being
followed for the measurement are not uniform, and considerable
differences exist between the practices followed by different construction
agencies and also by various c.:ntral and state government departments.
While it is recognized that each system of measurement has to be
specifically related to the administrative and financial organization with
the departments responsible for the work, a unification of the various
systems at the technical level has been accepted as very desirable,
specially as it permits a wider circle of operation for civil engineering
contractors and eliminates ambiguities and misunderstandings arising out
of inadequate understanding of the various systems followed.
0.3 Among the various civil engineering items, measurement of building
had been the first to be taken up for standardization and this standard
having provisions relating to building works was first published in 1958
and was revised in 1964.
0.4’ In the course of usage of this standard by various construction
agencies in the country, several clarifications and suggestions for modi-
fications were received and as a result of study, the technical committee
responsible for this standard decided that the scope of this standard
besides being applicable to building should be expanded so as to cover
method of measurement applicable to civil engineering works like
industrial and river valley project works.
3IS I 1200 ( Part XIX ) - 1981
0.5 Since measurement of one type of trade is not related to that of
another one, and also to facilitate the second revision of IS : 1‘200-!954*,
the Sectional Committee decided that each type of trade as given in
IS : 1200-1964* be issued separately as different parts. This will also be
helpful to the specific users in various trades in using the standard. This
standard covering the method of measurement of water supply, plumb-
ing and drains applicable to buildings as well as civil engineering works
was therefore issued as the second revision in 1970. This third revision
has been prepared so as to keep the provisions in line with method of
measurement now followed by majority of organizations.
0.6 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in accord-
ance with IS : 2-196O)t. 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 XIX ) covers the method of measurement of
water supply, plumbing and drains in buildings and civil engineering
works.
NATE - The method of measurement of laying of water and sewer lines, etc, is
covered in IS : 1200 ( Part XVI ) - 1979$.
2. GENERAL RULES
2.1 Clubbing of Items - Items may be clubbed together provided the
breakup of the clubbed items is agreed to be on the basis of the detailed
description of the items.
2.2 Booking of Dimensions - In booking dimensions, the order
shall be consistent and generally in the sequence of length, breadth or
width and height or depth or thickness.
2.3 Description of Items - The description of each item shall, unless
otherwise stated, be held to include, wherever necessary, conveyance and
delivery, handling, loading, unloading, storing, fabrication, hoisting, all
labour for finishing to required shape and size, setting, fitting and fixing
in position, straight cutting and waste, return of packings, and other
incidental operations.
*Method of measurement of buildings works ( m&cd).
tRuler for rounding off numerical values ( revised ).
$Method of measurement of building and civil engineering works: Part XVI Laying
of water and sewer lines including appurtenant items ( third revision ).
4IS : 1200 ( Part XIX ) - 1em
2.4 Dimensions - All work shall #be tieasurcd net as fixed, to, the
nearest 0’01 metre unless otherwise stated hereinafter.
2.5 Bills of Quantities - Items of work shall fully describe, the
materials and workmanship, and accurately represent the work to be
executed.
2.6 Work to be Measured Separately - Work executed in the
following conditions shall be measured separately:
a Work in or under water,
b) Work in liquid mud,
c) Work in or under foul positions, and
d) Work interrupted by tides.
2.6.1 The levels of high and low water tides, where occurring, shall be
stated.
2.6.2 Where special pumping due to causes other than rains and
subsoil water is resorted to, the same shall be measured separately,
unless otherwise stated, in kilolitres of water against a separate specific
provision(s) made for this purpose [ see 2.7 of IS : 1200 ( Part I )-
1974* J.
2.7 Measurement in Stages - Work shall be mewed under the
following categories in convenient stages stating the height or depth:
a) Below ground/datum line, and
b) Above ground/datum line.
NOTE - The ground/datum line shall be specified in each case.
3. GENERAL
3.1 All pipes and fittings shall be classified according to their nominal
diameter, kind of material, quality and the method of jointing and shall
be measured in running metres unless otherwise specified. The method
of laying, jointing and fixing shall be fully described.
NOTE - The nominal diameter is as defined in relevant Indian Standard.
3.1.1 The item shall include all cutting and waste of pipes and also
cutting threads where necessary.
3.2 In the case of fittings of unequal diameter, it shall be designated
by largest diameter.
-
*Method of measurement of building and civil engineering works: Part 1 Earthwork
( third ruuirion ).
5f
LL-.._......__ _ __
IS : 1200 ( Part XIX ) - 1981
3.3 ,The testing of water supply, drains and plumbing shall be included
inthe description of the item.
,3.4 Lead caulked joints shall be enumerated separately.
3.5 Pipes laid or fixed in ducts, chases, trenches, embedded in floor,
fixed to walls, ceilings, etc, with supports shall be measured separately.
3.6 The method of measurement for excavation of trenches for laying
pipelines and other allied works and refilling of the trenches, etc, shall be
as per IS : 1200 ( Part I )-1974*.
3.7 Concrete beds, haunchings and coverings, including any form-
work required, shall be described and measured in running metres
stating size of the pipe, dimensions and mix of concrete.
3.8 Cutting through walls, floors, etc, and making good shall be included
with the item. This shall, however, not include concealed pipe work in
which case the cutting of chase and making good shall be measured
separately in running metres.
3.3 Lengths of pipes not exceedin Q one metre, other than running
lengths, shall be measured separately in running metres and described as
in short length.
4. WATER SUPPLY
4.8 Standard fittings like elbows, bends, tees, connectors, unions,
diminishing sockets shall be included along with the pipes.
4.1 Caps, callers, plugs, stopped ends and similar items of the pipe shall
bc described and enumerated.
4.2 Sluice valves, hydrants, stop-cocks, covers, surface boxes and water
meters shall be described and enumerated .and shall be measured
separately according to the diameter. The jointing to pipe on either
side shall be described.
4.3 The connection to the water main shall be described and enume-
rated.
4.4 Boilers, Cisterns and Cylinders - Boilers, cisterns and cylinders
shall be enumerated stating the type, size, location, method of fixing,
working and test pressure and the type and size of the connections for
pipes. Perforations for connections shall be enumerated.
4.4.1 Insulahg Coverings to Boilers, Pipes, etc - Insulating coverings
shall be fully described and measured in square metres in the case of
*Method of measurement of building and civil engineering works: Part 1 &&work
( third revision ).
6L. _.. __.. . .-.
IS : 1200 ( Part XIX ) - 1981
boilers, cylinders and tanks and in running .metres in the case of pipes
stating the diameter. No deduction shall be made for manholes, hands,
holes, pipes, etc, passing through insulation, nor shall any extra be
measured for finishing insulations around such openings.
4.4.2 Insl,llation to bends, elbows, tees, valves and the like shall be
enumerated as extra over.
5. PLUMBING
5.1 Plumber’s Work - Locks, taps, valves, pillar-cock, stop-cock, ball
valves, caps and linings, also cleaning eyes with screw caps, ferrules,
thimbles, unions, waste washers, perforated gratings and the like shall be
described and enumerated. The joints and thr fixing shall also be
described and included in the item.
5.2 Bends, elbows, tees, branches, inspection or access doors, swan necks,
enlarged sockets, etc, for soil waste and bent pipes shall be enumerated
as extra over.
5.2.1 Wire guards and ventilating cowls over tops of pipes shall be
described and enumerated and measured separately according to the bore
of the pipe.
5.2.2 Stack clamps shall be described and enumerated stating the
length of stay and the method of fixing to wall or roof
5.3 Brass pipes shall be classified according to their external diameter
and thickness of metal. The description shall state the method of
jointing and fixing.
5.3.1 Standard fittings like elbows, bends, tees, connectors, unions and
diminishing sockets shall be enumerated.
5.4 Traps shall be described and enumerated. Joints at both ends shall
be included in the item.
5.5 Water closets, washdown type/squatting type/siphonic washdown
type wash basins, laboratory sinks, urinals, bowl type/half stall type/
squatting plate type partition slabs, siphonic toilets, foot rests, shower
roses, traps for squatting pans, universal water closets, flushing cisterns
for urinals, automatic type, flushing cisterns for water closets and urinals,
siphonic type, brackets and supports, bath tubs, cast iron gratings for
drainage purposes, mixing valves, water closets, seats, self-closing taps,
kitchen sinks, water spreaders for urinals, half round channels, foot rests,
traps for squatting pans, waste fittings for wash basins and sinks, waste
plugs and accessories for sinks and wash basins and other similar fittings
together with fixing of the same shall be enumerated and fully described.
7r “_. __“.- ,-- __._- __._^..-._. .
I_
IS : 1200 ( Part XIX ) - 1981
6. DRAIN
6.1 Drain Pipes -The pipes shall be classified according to their
nominal diameter, the quality of pipe, kind of material and the method
of jointing and shall be measured in running metres, inclusive of all
joints. The measurement shall be taken along the central line of the
pipes and fittings or specials. All fittings or specials shall be enumerated
separately as extra over the pipes Cutting and jointing the pipes to
such fittings or specials shall be deemed to be included with the item of
fittings or specials.
6.1.1 Alternatively,- the pipes shall be classified according to the
nominal diameter, quality, kind of material and shall be measured in
running metres. The measurement shall be taken along the central line
of the pipes and in between the fittings or specials. All joints, fittings,
or specials shall be described and enumerated separately. Cutting of
pipes for jointing to such fittings or specials shall be deemed to be
included with the item of fitting or specials.
6.2 The manholes and inspection chambers shall be measured in detail
as per relevant parts of this Indian Standard.
6.2.1 Alternatively, the manholes and inspection chambers shall be
described and enumerated. They shall be classified into different
groups depending upon the depth, such as up to half metre depth, half to
one, qne to two, two to three and so on. The depth of the manhole
shall be the distance between the top of the manhole cover and the invert
of the main drain.BUREAU OF INDIAN STANDARDS
Headquartera:
Manak Bhavan, B Bahadur Shah Afar Marg, NEW DELHI 110002
Telephones: 323 0131,323 6375,323 9402
Fax : 91 11 3234062,Ol 11 3239399.
Telegrams : Manaksanstha
(Common to all Offbes)
Central Laborstory : Telephone
Plot No. 20!9, Site IV, Sahibabad lndustria! Area, Sahibabad 201010 0-77 00 32
RegioMl OmrXs:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
-astern,: 1114 CIT Scheme Vti M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 66 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 603643
Southern : C.I:T. Campus, IV Cross Road, MADRAS 600113 2352315
tWe.stern : Manakalaya, EO, Behind Marol Telephone Exchange, Andherf (East), 632 92 95
MUMBAI 4OOOO3
Bmnch Oft9ws::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 36KlOl 5501346
SPeenya Industrial Area, 1 st Stage, Bangabre-Tumkur Road, 639 49 55
BAN&LORE 560056
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHDPAL 462003 X54021
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAA 751001 403627
Kalaikathir Buildings. 670 Avinashi Road, COfMBATDRE 641037 2101 41
Plot No. 43. Sector 16 A, Mathura Road, FARIDABAD 121091 6-26 66 01
Savitri Complex, 116 G.l? Road, GHAZIABAD 201001 6-71 1996
5315 Ward No.29, R.G: Berua Road, 5th By-lane,. GUWAHATI 761003 541137
S-6-560, L.N. Gupta Marg, Nampalfy Station Road, HYDERABAD 600001 20 1063
E-52, Chiinjan Marg, C-Scheme, JAIPUR 302001 37 20 25
1171416 B, Sarvodava Nagar, KANPUR 206005 21 6676
Seth Bhawan, 2nd Floor, Behind Leefa Cinema, Naval tihore Road, 23 8923
LUCKNOW 226001
Pat&&a Industrial Estate, PATNA 600013 26 23 05
T.C. No. 14/1421, University P. 0. Palayam, THIRUVANANTHAPURAM &So34 621 17
bwpoction OffIces (With Sale Point) :
Pushpanjali, 1st Floor, 205-A, West Hiih Court Road, Shankar Nagar Square, 52 51 71
NAGPUR 440010
Instftutbn of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 323635
*Sales Offii is at 5 Chowringhee Approach, P.O. Princep Skeet, 27 10 65
CALCUlTA 700072
tSales Offi is at Novelty Chambers, Grant Road. MUMBAI 400007 309 65 26
*Sales Dffica is at ‘F’ Block, Unity Building, Narashimaraja Square, -222 39 71
BANGALORE 560002
Printed at Priniograph, New be&i (INDLA‘,.
|
811.pdf
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IS : 811-1987
( RealTiied 1995 )
Indian Standard
SPECIFICATIONFOR
COLDFORMEDLIGHTGAUGESTRUCTURAL
STEELSECTIONS
( Second Revision)
Third Reprint OCTOBER1998
UDC 669*14*018*29-243-131.2
0 Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 11
hfuy 1989IS:811-1987
Indian Standard
SPECIFICATION FOR
COLD FORMED LIGHT GAUGE STRUCTURAL
STEEL SECTIONS
(Second Revision)
Structural Sections Sectional Committee, SMDC 6
Chairman
SHRI M. DHAR
Flat No. 56, Kailash Apartments
Lala Laioat Rai Mara
N;w Delhi -
Members Represenring
SHRI V. K. AGRAWAL Hindustan Aluminium Corporation Ltd, Renukoot
SHRI N. G. SHARMA (Alternate)
SHRI R. N. AGGARWAL Steel Authority of India Ltd (Bokaro Steel Plant), Bokaro
SHRI B. K. SRIVASTAVA (Alternate)
SHRI S. BANERJEE Steel Re-Rolling Mills Association of India, Calcutta
SHRI N. BHATTACHARYA Garden Reach Shipbuilder & Engineers Ltd. Calcutta
SHRI B. B. CHAKRAVERTI Superintendence Co of India (Pvt) Ltd. Calcutta
SHRI A. K. S~oht~ (Alternare)
SHRI D. S. DESAI M. N. Dastur & Co Pvt Ltd. Calcutta
SHRI B. K. DUTTA Iron & Steel Control, Calcutta
SHRI S. S. SAHA (Alternate)
SHRI S. K. GANGULY Institution of Engineers (India). Calcutta
SHRI S. C. CHADHA Directorate General of Supplies & Disposals (Inspection Wing),
New Delhi
SHRI M. P. JASUJA Steel Authority of India Ltd (Research & Development Centre
for Iron & Steel), Ranchi
JOINT DIRECTOR STANDARDS (WAGON I), RDSO Ministry of Railways
JOINT DIRECTOR STANDARDS (B&S) SB, RDSO
( Ahernare)
SHRI A. J. JOSHI Steel Authority of India Ltd (Bhilai Steel Plrnt), Bhilai
SHRI A. G. RAMA RAO (Alrernare)
LT-COL KULWANT SINGH Engineer-in-Chief’s Branch, Army Headquarters, New Delhi
MAJ S. B. PURI (Alternate)
SHRI S. K. MITRA Indian Iron & Steel Co Ltd. Burnpur
SHRI S. DUTTA (Alternate)
SHRI P. K. MUKHERJEE Braithwaite & Co Ltd, Calcutta
SHRI AMIT KUMAR BHATTACHARYA (Alternare)
SHRI A. P. BHATNAGAR Steel Authority of India Ltd ( Durgapur Steel Plant ), Durgapur
SHRI P. K. DEBNATH (Ahernare)
SHRI KAMMAL PRAKASH Metallurgical & Engineering Consultants (India) Ltd. Ranchi
SHRI C. S. KANNAN (Alternate)
SHRI P. V. NAIK Richardson & Cruddas Ltd, Bombay
SHRI N. S. R. V. RAJU Hindustan Shipyard Ltd, Visakhapatnam
SHRI D. KRISHNAMURTHY (Alrernare)
SHRI S. K. SADHU Jessop & Co Ltd. Calcutta
SHRI S. C. CHAKRAVARTI (Ahernare)
SHRI M. C. SARANGDHAR Stup & Co Ltd. Bombay
SHRI M, K. CHATTERJEE (Alfernare)
SHRI S. K. SARNA Visakhapatnam Steel Project, Vishakhapatnam
SHRI G. N. RAO (Alternafe)
SHRI K. R. SENGUPTA Joint Plant Committee, Calcutta
SHRI B. P. GHOSH (Alternate)
SHRI S. N. SINGH EMC Steelal Ltd. Calcutta
SHRI C. K. NAG (Alfernare)
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI A. K. LAL (Alternate)
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
IIS : 811-1987
Members Representing
Snnt K. SURYANARAYANAN Indian Aluminium Co Ltd, Calcutta
SHRI G. M. MENON (Alrernare)
SH~I D. THIRUVENGADAM Tube Products of India, Madras
SHRI K. V. VIJAYARAGHAVAN (Alrernare)
SHRI S. G. TUDEKAR Steel Authority of India Ltd (Rourkela Steel Plant), Rourkela
SHRI J. N. BHAMBRY (Alrernare)
SHRI P. VISHWAKARMA Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. HAQUE (Alrernare)
SHRI B. MUKHERJI, Director General, BIS (Ex-ofrcio Member)
Director (Strut & Met)
Secretary
Seal S. S. SETHI
Joint Director (Strut & Met), BlS
Panel for Revision of IS : 81 I-1965, SMDC 6 : PII
Convener
SHHI D. THIRUVENGADAM Tube Products of India Ltd. Madras
Members
SHWI K. V. VIJAYARACHAVAN (Alrernare to
Shri D. Thiruvengadam)
SIIRI’ C. S. CHADHA SRC Roll Forming Pvt Ltd, Bombay
SHRI S. V. KANSARA (Alrernare)
SIIRI A. B. DACHA Press Metal Corporation Ltd. Bombay
SHRI S. S. NAIR (Ahernare)
SIIHI S. K. DATTA Richardson & Cruddas Ltd. Bombay
SIIHI B. P. DE M. N. Dastur & Co Private Ltd. Calcutta
RI~I’R~sENTATIVE Hindustan Steel Works Construction Ltd. CalcuttaIS:811-1987
Indian Standard
SPECIFICATION FOR
COLD FORMED LIGHT GAUGE STRUCTURAL
STEEL SECTIONS
(Second Revision)
0. FOREWORD
0.1 This Indian Standard (Second Revision) was b) Where it is desired {hat load carrying
adopted by the Bureau of Indian Standards on 22 members should also provide useful surface
July 1987, after the draft finalized by the (for example, floor panels and roof decks
Structural Sections Sectional Committee had mostly installed without any shoring and
been approved by the Structural and Metals wall* panels); and
Division Council.
c) Where sub-assemblies of such members may
0.2 This standard is one of a series of Indian be pre-fabricated in the plant, reducing site
Standards being published under the Steel erection to a minimum of simple operations.
Economy Programme. This was first published in
1961 and revised in 1965. 0.4 It is not intended that the freedom of
designers and/or manufacturers should be limited
In this revision, the following major to the use of sections listed in this standard. The
modifications have been effected: flexibility of the forming process and the great
variety of shapes which may be formed of sheet
a) a series of zed sections with lips has been and strip steel are such that substantial economy
added, may often be effected in meeting the end
requirements by the use of special sections.
b) box sections and the strength properties of
However, ‘the designer is advised to seek the
the various profiles have been deleted, and
advice of manufacturers or fabricators before
c) the sectional properties have been expressed specifying special sections.
to three significant figures.
0.5 In the preparation of this standard, assistance
0.3 Cold formed light gauge steel sections are has been drawn from BS 2994-1976 ‘Specification
produced from,steel strips or sheets generally not for Cold Rolled Steel Sections’, issued by the
thicker than 10 mm. For mass production, they British Standards Institution.
are formed most economically by cold-rolling,
while smaller quantities of special shapes are most 0.6 Illustrative examples given in Appendix A of
economically produced on press brakes. The later IS : 81 l-1965 have been deleted. The designers are
process with its versatility of shape variation advised to refer IS : SOI-1975* and SP 6(5)-19807
makes this type of construction as adoptable to which stipulate the design criteria and
special requirements as reinforced concrete is in. commentary/ illustrative examples respectively on
its field of use. Members are connected by spot, the use of cold formed steel sections for structural
fillet, plug or slot welds; by screws, bolts; cold purposes.
rivets or any other special device.
0.7 For the purpose of deciding whether a
0.3.1 For the load carrying members like ‘Z’ particular requirement of this standard is
sections, it is recommended to manufacture these complied with, the final value, observed or
sections by cold roll forming process. calculated, expressing the result of a test or
analysis, shall be rounded off in accordance with
0.3.2 This type of construction is appropriate IS : 2-1960$. The number of significant places
and economical in one or more of the following retained in the rounded off value should be the
conditions: same as that of the specified value in this
standard.
a) Where moderate loads made the thicker hot
rolled shapes uneconomical (for example,
*Code of practice for use of cold formed light gauge steel
joists, purlins, girts, roof trusses, complete structural members in general building construction (.firsr
framing for one and two storeyed residential, revision).
tSpecifkation for cold-formed. light-gauge steel structures
commercial and industrial structures, and
(.firsr revision ).
stringer beams in conveyors); iRules for rounding off numerical values (w~iwtl).
3IS:811-1987
1. SCOPE 5. MATERIAL
1.1 This standard lays down dimensions, mass, 5.1 Sheet and strip used for making the cold-
sectional properties and requirements for formed sections shall conform to a grade not
corrosion protection for cold formed light gauge lower than St 34-1079 of 1S : 1079-i973*.
open wall steel sections for structural and other
51.1 Sheet and strip conforming to IS : 513-
general applications, having minimum thickness
19867 (other than Grade ‘0’) may also be used
of 1.25 mm.
for sections where load bearing is not a design
criteria, for example, false ceiling, sections for
2. DEFINITIONS frames of doors and windows.
2.0 For the purpose of this standard, the
6. BASIS OF CALCULATION
following definitions shall apply.
6.1 Material, when subjected to cold-forming
2.1 Y-Y Axis - A line parallel to the axis of web processes, develops slight thinning at the curves.
of section ( in the case of channels) or parallel to
The actual strin width. therefore. reouired to form
the webs (in the case of hat sections and the section is’ slightly less than cts theoretical
rectangular sections) or parallel to either flange width. Reduction factor assumed for this thinning
(in the case of angles and square sections), and effect has been taken as Of925 in accordance with
passing through the centre of gravity of the profile Appendix A by assuming internal radius at curve
of the section. as I:5t.
2.2 X-X Axis’- A line passing through the centre 7. DIMENSIONS AND PROPERTIES
of gravity of the profile of the section and at right
angles to the Y-Y Axis. 7.1 The dimensions of the different profiles of
cold formed light gauge steel sections shall be as
2.3 U-U Axis- It is the major principal axis. given in Tables 1 to 10.
2.4 V- V Axis- It is the minor principal axis. 7.1.1 lnternal radius’ at curves shall generally
be taken as 1.5t.
3. DESIGNATION
7.2 Mass and sectional properties. of various
3.1 Cold formed light gauge sections shall be
profiles of cold formed light gauge steel sections
designated by figures denoting depth (mm) X
are given in Tables I to IO.
width (mm) X thickness (mm) of the section.
7.2.1 The properties of the 90” corners are
given in Table I I.
4. SYMBOLS
7.2.2 The density of steel of 7.85 g/cm3 has
4.1 Letter symbols used in this standard have
been assumed in calculating the mass.
been indicated in Tables 1 to 11. More explicit
definitions for certain symbols used in the tables 7.2.3 The sectional properties, as given in
are given below: Tables I to I I, have been calculated assuming Ri
as i:5f.
= cross-sectional area of the profile,
f = width of the section, 8. TOLERANCES
h = height of the section,
Ri = international radius at curve, 8.1 General -- Unless otherwise agreed between
t = thickness of the metal, the manufacturer and the purchaser. tolerances as
Led = reduced thickness of the section at curve, specified in 8.2 to 8.4 shall apply.
M = calculated mass of the profile per unit
8.2 Straightness - The straightness of any length
length,
fx ==
m oment of inertia about the X-X axis,
shall be such that the offset does not
moment of inertia about the Y-Y axis,
I; = exceed -& of that length, when measured along
= product moment of inertia,
2; = moment of inertia about U-U axis, both the X-X and Y-Y axis.
= moment of inertia about V-V axis,
2; = modulus of section about the X-X axis,
8.3 Profile-The deviation of the profile
modulus of section about the Y-Y axis,
dimensions shall not exceed +_ 0.5 mm. The
rxx = radius of gyration about the X-X axis,
deviation from the angle of 90° shall not exceed
ryy = radius of gyration about the Y-Y axis,
f I”.
ruu = radius of gyration about the U-U axis,
rvv = radius of gyration about the V-V axis, 8.4 Twist-The section shall be reasonably free
c, = distance of centre of gravity from X-X from twist.
axis,
cy = distance of centre‘ of gravity from Y-Y
axis,
x0 = shear centre, *Specification for cold-rolled low carbon steel sheets and
J = torsional constant, and strips ( rltird revision).
c, = warping constant. ( f/lt is dp eci rf fi wca isti io on n ). for hot-rolled carbon steel sheet and strip
4IS:811-1987
8.5 Thickness - The tolerance on thickness for tection of these sections against corrosion shail
the strip used shall be the same as that specified in conform to IS : 4777-1968”.
IS : 852-1985*.
IO. MARKING
8.6 Length-The tolerances on the ordered
lengths shall be as follows: 10.1 Each bundle/section shall be ikgibly marked
with the followings:
a) Designation,
Ordered Length Permissible
Deviation b) Trade-mark or name of the manufacturer,
m mm
c) Specification and grade of the material, and
d) Lot number or any other identification mark
Up to and including 3 f 1.0
relating to production.
Over 3 and up to and * 1.5
including 6
Over 6 + 3.0 10.1.1 The material may also be marked with
the Standard Mark.
No~t - The use of the Standard Mark is governed by the
9. CORROSION PROTECTION provisions of the Bureau of Indian Standards Act 19X6 and
the Rules and Regulations made thereunder. The Standard
9.1 Corrosion protection of cold formed light Mark on products covered by an Indian Standard conwys
gauge steel sections shall be carried out in the assurance that they haw been produced to comply utth
the requirements of that standard under a u.cII defined
accordance with IS : 4180-19677. The perfor- system of inspection. testing and quality control which 1s
mance tests for protective scheme used in the pro- devised and supervised by BIS and operated hy the
producer. Standard marked products arc also continuousI>,
checked by BIS for conformity to that standard as a further
safeguard. Details of conditions under uhich a licencc for
the use of the Standard Mark may be granted to manu-
facturers or producers may he obtained from the Bureau of
*Specification for rolling and cutting tolerances for hot- Indian Standards.
roiled steel products (,juurr/t revision ).
t&de of practice for corrosion protection of light gauge l Performance tests for protection schemes used in protcc-
steel sections used in building. tion of light gauge steel against corrosion.
APPEN DIX A
( Clause 6. I )
BASIS OF CALCULATION FOR REDUCTION IN THICKNESS AT CURVES
A-l. GENERAL curves have been taken into account as follows:
A-l.1 It has been established that slight thinning R, + 0.31
for+ < 1, and
in the material occurs at the curves when steel a) ‘A = ( R, + 0.5t It
strip is subjected to excessive pressure while cold
f po rr om pein rtg i es a arp e,r ofil te h. erefoT reh ,e a dc it fu fea rl e nt geo fm roe mtr ical t he b) tred = ( ti;;$=jtt) t for
theoretical properties if no allowance were made
where
for the thinning effects.
= reduced thickness at curves,
[red
Ri = internal radius of curvature at the curve
A-2. REDUCTION FACTORS
assumed as 1.5 t, and
A-2.1 In working out the properties as given in t = thickness of the virgin material before
Tables 1 to 1I , an allowance for the thinning at cold forming.TABLE 1 EQUAL ANGLES
Y
/
L ‘”
;
I
\
I /./
x- -g---x
TT
cx
/&.L -J
‘\
U’ V
,!
DESIGNATION DIMENSIONS MA.SS/ AREA OF CENTRE OF MOMENT OF IIW~~TIA RADIUS OF GYRATION SECTION Pnomm
UNIT SECTION GRAVITY MODULUS MOMENT
LENGTH OF INIWM
hXhXf h t Ri M A G c, A., I, I, R-9 R. Rw z-. 4
47 RW 47
mm mm mm mm kg/m cm* cm cm cm’ cm’ cm’ cm cm cm cm’ cm’
I 2 3 4 5 6 7 8 9 IO II 12 13 14 I5 16
20 X 20 X 1.25 20 1.25 I.88 0.366 0.466 0.566 0.566 0.185 0.303 0.067 0.630 0.806 0.380 0.129 0.118
2oi2ox I.60 20 1.60 2.40 0.459 0.585 0.584 0.584 0.229 0.377 0.081 0.626 0.803 0.373 0.162 0.148
20 x 20 x 2.00 20 2.00 3.00 0.560 0.714 o.HM 0.606 0.275 0.456 0.095 0.621 0.799 0.364 0.197 0.180
30 x 30 x I.60 30 I.60 2.40 0.710 0.905 0.834 0.834 0.814 1.328 0.301 0.949 1.21 0.577 0.376 0.513
30 x 30 x 2.00 30 2.00 3.00 0.874 I.11 0.855 0.855 0.992 1.62 0.359 0.944 1.21 0.568 0.463 0.633
30 x 30 x 3.15 3a 3.15 4.73 1.32 1.68 0.917 0.917 1.45 2.40 0.495 0.929 1.20 0.543 0.695 0.95340 x 40 x 1.60 4 z0 1.60 2.40 0.962 1.22 I .08 I.08 I .98 3.21 0.747 1.27 1.62 0.781 0.679 1.23
40X40X2.00 2.00 3.00 I.19 I.51 I.11 I.10 2.43 3.95 0.902 I.27 1.62 0.772 0.839 1.53
40 X 40 x 2.55 2.55 3.82 1.49 1.90 I.13 I.13 3.02 4.93 I.10 1.26 I.61 0.760 I .05 I .95
40 x 40 x 3.15 40 3.15 4.73 I.81 2.31 I.17 1.17 3.62 5.95 1.28 I.25 1.62 0.746 1.28 2.33
50 X 50 ,X 2.00 50 2.00 3.00 I.50 I.91 1.36 1.36 4.83 7.84 1.82 I.589 2.02 0.976 I .33 3.01
50 X 50 X 2.55 50 2.55 3.82 1.89 2.41 1.38 1.38 6.04 9.83 2.24 1.58 2.02 0.964 1.67 3.80
50 x 50 x 3.15 50 3.15 4.73 2.30 2.94 I .42 I .42 7.28 II.9 2.65 I.58 2.02 0.950 2.03 4.63
50 x 50 x 4.00 50 4.00 6.00 2.87 3.66 1.46 1.46 8.95 14.7 3.17 I.56 2.01 0.932 2.53 5.78
6OX60~2.00 60 2.00 3.00 I .82 2.31 1.60 1.60 8.46 13.7 3.22 I.91 2.43 I.18 J .92 5.24
60X.60X2.55 60 2.55 3.82 2.29 2.92 1.63 I .63 10.6 17.2 3.98 1.90 2.43 I.17 2.43 6.62
60 x 60 x 3.15 60 3.15 4.73 2.80 3.57 I.66 1.66 12.8 20.9 4.75 1.90 2.42 1.15 2.96 8.09
60 X 60 X 4.00 60 4.00 6.00 3.50 4.46 I.71 I.71 15.9 26.0 5.74 1.90 2.42 I.14 3.70 10.1
70 x 70 x 3.15 70 3.15 4.73 3.29 4.20 1.92 1.92 20.7 33.6 7.74 2.22 2.83 1.36 4.07 12.9
70 x 70 x 4.00 70 4.00 6.00 4.13 5.26 I .96 I.96 25.7 41.9 9.43 2.21 2.82 1.34 5.09 16.2
70 X 70 X 5.00 70 5.00 7.50 5.07 6.46 2.01 2.01 31.2 51.2 II.2 2.20 2.82 1.32 6.26 20.0
80 X 80 X 3.15 80 3.15 4.73 3.79 4.83 2.16 2.16 31.2 50.6 II.8 2.54 3.24 1.56 5.35 19.4
80 X 80 X 4.00 80 4.00 6.00 4.75 6.06 2.21 2.21 38.8 63.3 14.4 2.53 3.23 I.54 6.71 24.4
80 X 80 X 5.00 80 5.00 7.50 5.86 7.46 2.26 2.26 47.4 77.5 17.3 2.52 3.22 1.52 8.26 30. I
80 X 80 X 6.00 80 6.00 9.00 6.93 8.83 2.32 2.32 55.5 91.2 19.8 2.50 3.22 I.50 9.77 35.7
100 x 100 x 3.15 100 3.15 4.73 4.78 6.09 2.66 2.66 61.9 100.0 23.6 3.19 4.06 I .97 8.14 38.2
100x 100X4.00 100 4.00 6.00 6.01 7.66 2.71 2.71 77.3 125.0 29.2 3.18 4.05 1.95 10.6 48.2
100X 100x5.00 100 5.00 7.50 7.43 9.46 2.76 2.76 94.8 154.0 35.2 3.17 4.01 1.93 13.1 59.6
100X 100X6.00 IO0 6.00 9.00 8.81 II.2 2.82 2.82 III.0 182.0 40.8 3.15 4.03 I.91 15.5 70.8t;
TABLE 2 UNEQUAL ANGLES . .
z
x
/U
V
x_- - -.--X
cx
8
U’ m-c” I- v
V
00
DESIGNATION DIMENSIONS MASS/ AREA OF CENTRE OF MOMENT OF INERTIA RADIUS OF GYRATION ANGLE SECTION PRODUCT
UNx SECTION GRAVITY MODULUS MOMENT OF
LENGTH INERTIA
hX bX I h b R 1 M A c. c, I,, In I, h. R.. & Rvv 2.. n, I a
mm mm mm mm mm kg/m cm’ cm cm cm’ cm’ cm’ cm’ cm cm cm tan0 cm’ cm3 cm’
I 2 3 4 5 6 7 8 9 IO II I2 13 14 IS 16 17 18 19 20
20 X 15 X 1.25 20 I5 1.88 1.25 0.317 0.404 0.644 0.382 0.167 0.083 0.21 I 0.039 0.643 0.452 0.31 I 0.584 0.123 0.074 0.075
20X 15 x 1.60 20 I5 2.40 1.60 0.396 0.505 0.664 0.400 0.205 0.102 0.260 0.047 0.638 0.448 0.304 0.588 0.154 0.092 0.093
20 x 15 x 2.00 20 I5 3.00 2.00 0.482 0.614 0.688 0.420 0.245 0.121 0.312 0.054 0.632 0.444 0.296 0.592 0.187 0.112 0.113
30 X I5 X 1.25 30 I5 I .88 1.25 0.415 0.529 1.082 0.307 0.506 0.093 0.544 0.054 0.978 0.418 0.321 0.291 0.264 0.078 0.131
30 X I5 x 1.60 30 I5 2.40 1.60 0.522 0.665 1.106 0.323 0.628 0.114 0.676 0.066 0.972 0.415 0.315 0.293 0.332 0.097 0.165
30 X I5 x 2.00 30 I5 3.00 2.00 0.639 0.814 I.133 0.341 0.757 0.137 0.816 0.078 0.964 0.410 0.309 0.295 0.406 0.118 0.200
30 X 20 x 1.60 30 20 2.40 1.60 0.585 0.745 0.996 0.476 0.703 0.261 0.831 0.134 0.972 0.592 0 424 0.473 0.351 0.172 0.269
30 X 20 x 2.00 30 20 3.00 2.00 0.717 0.914 1.02 0.495 0.852 0.316 1.01 0.159 0.966 0.588 0.417 0.476 0.431 0.210 0.33040 x 20 x 1.60 40 20 2.40 1.60 0.710 0.905 1.44 0.406 1.54 0.282 1.66 0.166 1.31 0.559 0.429 0.291 0.602 0.177 0.400
40 x 20 x 2.00 40 20 3.00 2.00 0.874 1.11 1.47 0.424 1.88 0.342 2.02 0.199 1.30 0.554 0.422 0.292 0.741 0.217 0.491
40 X 20 X 2.55 40 20 3.82 2.55 ’ 1.09 1.39 1.50 0.449 2.31 0.418 2.49 0.238 1.29 0.548 0.414 0.295 0.924 0.269 0.610
40 X 25 X 2.00 40 25 3.00 2.00 0.953 1.21 1.35 0.575 2.05 0.650 2.35 0.346 1.30 0.732 0.534 0.423 0.774 0.338 0.720
40 X 25 X 2.55 40 2s 3.82 2.55 1.19 1.52 1.39 0.601 2.53 0.799 2.91 0.416 1.29 0.726 0.524 0.426 0.968 0.421 0.899
SO X 25 X 1.60 so 25 2.40 1.60 0.899 1.14 1.77 0.489 3.08 0.566 3.31 0.337 1.64 0.703 0.542 0.289 0.953 0.281 0.792
SO X 25 X 2.00 SO 25 3.00 2.00 1.11 1.41 1.80 0.508 3.72 0.689 4.05 0.406 1.63 0.698 0.536 0.291 1.18 0.346 0.976
SO X 25 X 2.55 so 2s 3.82 2.55 1.39 1.77 1.84 0.533 4.66 0.849 5.02 0.492 1.62 0.692 0.527 0.293 1.47 0.432 1.22
60 x 30 x 2.00 60 30 3.00 2.00 1.34 1.71 2.13 0.591 6.62 1.22 7.12 0.723 1.97 0.842 0.649 0.289 1.71 0.505 1.71
60 x 30 x 3.15 60 30 4.73 3.15 2.06 2.62 2.21 0.643 9.92 1.81 10.7 1.044 1.94 0.830 0.63 I 0.293 2.62 0.766 2.60
80 x 30 X 2.00 80 30 3.00 2.00 1.66 2.11 3.05 0.498 14.4 1.30 14.9 0.843 2.61 0.783 0.632 0.182 2.92 0.518 2.48
80 X 30 X 2.55 80 30 3.82 2.55 2.09 2.66 3.09 0.522 18.0 1.61 18.64 1.04 2.60 0.777 0.624 0.183 3.68 0.649 3.12
‘80 X 30 X 3.15 80 30 4.73 3.15 2.55 3.25 3.14 0.549 21.8 1.93 22.5 1.24 2.60 0.770 0.616 0.184 4.48 0.787 3.78
80 x so X 3.15 80 SO 4.73 3.15 3.05 3.88 2.65 1.11 26.5 8.40 30.3 4.56 2.61 I .47 I .08 0.420 4.95 2.16 9.21
80 X SO X 4.00 80 SO 6.00 4.00 3.81 4.86 2.71 1.15 32.8 10.4 37.7 5.54 2.60 1.46 1.07 0.423 6.19 2.70 11.5
80 X SO X 5.00 80 SO 1.50 5.00 4.68 5.96 2.77 1.20 39.8 12.6 45.8 6.57 2.58 1.45 1 .os 0.425 7.60 3.31 14.1
100 x 30 x 3.15 100 30 4.73 3.15 3.05 3.88 4.09 0.486 40.1 2.02 40.8 1.37 3.22 0.721 0.595 0.129 6.79 0.802 4.99
100X30X4.00 100 30 6.00 4.00 3.81 4.86 4.16 0.523 49.5 2.46 50.3 1.67 3.19 il.712 0.586 0.129 8.47 0.994 6.17
100x30X5.00 100 30 7.M 5.00 4.68 5.96 4.24 0.568 59.7 2.94 60.7 1.98 3.16 0.703 0.576 0.129 10.4 1.21 7.46
100 X so X 3.15 mo SO 4.73 3.15 3.54 4.51 3.54 0.976 48.5 8.92 52.1 5.32 3.28 I .41 1.08 0.289 7.51 2.22 12.5
100 X so X 4.00 100 SO 6.00 4.00 4.44 5.66 3.60 I .02 60.3 11.0 64.8 6.49 3.26 1.40 1.07 0.291 9.41 2.72 15.6
100x50x5.00 100 SO 7.50 5.00 5.46 6.96 3.66 1.06 73.4 13.4 79.0 7.76 3.25 1.39 1.06 0.292 11.6 3.39 19.2
100 X SO X 6.00 100 SO 9.00 6.00 6.46 8.23 3.73 1.11 85.7 15.5 92.3 8.90 3.23 1.38 1.04 0.294 13.7 4.00 22.6.
TABLE 3 CHANNELS WITHOUT LIPS - SQUARE
Y
h
Y
DISIGNATION DIMENSIONS MASS/ AREA OF CENTRE MOMENT OF RADIUS OF SECTION SHEAR TORSION WARPING
UNIT SECTION OF INERTIA GYRATION MODULUS CENTRE CONS- CONS-
LENGTH GRAVITY TANT TANT
h XhXf h I R, M A cy I I. IYY RX. RYY 2,x ZW X0 J CW
mm mm mm mm kg/m cm2 cm cm’ cm’ cm cm cm’ cm3 cm cm’ cm6
I 2 3 4 5 6 7 8 9 IO II 12 13 14 15 16
20X20X 1.25 20 1.25 1.88 0.536 0.683 0.750 0.463 0.284 0.823 0.644 0.463 0.227 1.49 0.004 0.189
20X20X 1.60 20 1.60 2.40 0.667 0.850 0.774 0.554 0.345 0.807 0.638 0.554 0.282 1.48 0.007 0,226
20 x 20 x 2.00 20 2.00 3.00 0.807 1.03 0.803 0.639 0.407 0.788 0.629 0.639 0.340 1.46 0.013 0.261
25X25X 1.25 25 1.25 1.88 0.683 0.870 0.916 0.949 0.573 1.04 0.811 0.759 0.362 1.87 0.004 0.604
25X25X1.60 25 1.60 2.40 0.856 1.09 0.940 1.15 0.706 1.03 0.805 0.921 0.453 , 1.86 0.009 0.733
25 X 25 X 2.00 25 2.00 3.00 1.04 1.32 0.968 1.35 0.843 1.01 0.797 1.08 0.550 1.85 0.017 0.861
25 X 25 X 2.55 25 2.55 3.82 i.28 1.63 1.01 1.58 1.01 0.983 0.785 1.26 0.675 1.83 0.034 1.0130X30X 1.63 30 1.60 2.40 1.04 1.33 1.12 2.07 1.26 1.25 0.972 1.38 0.663 2.24 0.011 1.90
30 x 30 x ;.OO 30 2.00 3.00 1.28 1.63 1.13 2.46 1.51 1.23 0.964 1.64 0.811 2.23 0.021 2.26
30 x 30 x 3.15 30 3.15 4.73 1.89 2.41 1.22 3.33 2.13 1.18 0.940 2.22 1.19 2.19 0.077 3.06
40X40X 1.60 40 1.60 2.40 1.42 1.81 1.44 5.16 3.09 1.69 1.31 2.58 1.20 3.00 0.015 8.42
40 X 40 X 2.00 40 2.00 3.00 1.75 2.23 1.47 6.22 3.76 1.67 1.30 3.11 1.48 2.99 0.029 10.1
1 40 X 40 X 2.55 40 2.55 3.82 2.18 2.78 1.50 7.52 4.61 1.64 1.29 3.76 1.85 2.97 0.059 12.3
40 x 40 x 3.15 40 3.15 4.73 2.63 3.35 1.54 8.76 5.46 1.62 1.28 4.38 2.22 2.96 0.108 14.3
50 x 50 x 2.00 50 2.00 3.00 2.22 2.83 1.80 12.67 7.U 2.11 1.63 5.04 2.35 3.75 0.037 32.1
50 X 50 X 2.55 50 2.55 3.82 2.78 3.54 1.84 15.4 9.33 2.09 1.62 6.17 2.95 3.74 0.076 39.3
50x50x3.15 50 3.15 4.73 3.37 4.30 1.88 18.2 11.2 2.06 1.61 7.28 3.570 3.72 0.140 46.3
50 x 50 x 4.00 50 4.00 6.00 4.17 5.31 1.94 21.6 13.5 2.02 1.594 8.65 4.40 3.69 0.276 55.1
60X60X2.00 Ml 2.00 3.00 2.69 3.43 2.13 22.3 13.2 2.55 1.97 7.44 3.42 4.51 0.045 81.9
60 x 60 x 3.15 60 3.15 4.73 4.12 5.2~ 2.21 32.7 19.8 2.50 1.94 10.91 5.23 4.48 0.171 121
60 X 60 X 4.00 60 4.00 6.00 5.11 6.51 2.27 39.4 24.2 2.46 1.93 13.1 6.49 4.45 0.340 144
80 X 80 X 2.00 80 2.00 3.00 3.63 4.63 2.80 54.6 32.1 3.43 2.63 13.6 6.16 6.04 0.061 356
80X80X3.15 80 3.15 4.73 5.60 7. i3 2.87 81.5 48.7 3.38 2.61 20.4 9.50 6.00 0.233 531
80 X 80 X 5.00 80 5.00 7.50 8.58 10.9, 3.00 119 72.6 3.29 2.58 29.6 14.5 5.95 0.893 773
80 X 80 X 6.00 80 6.00 9.00 10.2 12.9 3.07 136 84.1 3.25 2.56 33.9 17.1 5.92 I:51 884
100x 100x 2.00 100 2.00 3.00 4.58 5.83 3.46 109 63.4 4.32 3.30 21.7 9.71 7.56 0.077 1 110
100x 100x3.15 100 3.15 4.73 7.08 9.02 3.54 164 97.0 4.26 3.28 32.8 15.0 7.53 0.296 1 670
100x 100x 5.00 100 5.00 7.50 10.9 13.9 3.66 243 147 4.18 3.25 48.6 23.2 7.47 1.14 2470
100X 100X6.00 100 6.00 9.00 12.9 16.5 3.73 280 171 4.13 3.23 56.1 27.3 7.44 1.94 2860TABLE 4 CHANNELS WITHOUT LIPS - RECTANGULAR
DESIGNATION DIMENSIONS MASS/ AREA CEN- MOMENT OF RADIUS OF SECTION SHEAR TOR- WARPING
UNIT OF TRE INERTIA GYRATION MODULUS CEN- SlON CONSTANT
LEN- SEC- OF TRE CONS-
GTH TION GRA- TANT
VITY
hXbX f h b I R, M A cy I .I In R.. Rw z xx ZW X0 J cw
mm mm mm mm mm kg/m cm* cm cm’ cm’ cm cm cm’ cm’ cm cm’ cm”
I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17
30 x 15 x 1.25 30 15 1.25 1.88 0.536 0.683 0.441 0.916 0.150 1.16 0.469 0.611 0.142 0.898 0.004 0.224
30 x 15 x 1.60 30 15 1.60 2.40 0.667 0.850 0.460 1.10 0.183 1.14 0.464 0.735 0.176 0.887 0.007 0.269
30X20X 1.25 30 20 1.25 1.88 0.634 0.808 0.644 1.17 0.334 1.21 0.643 0.783 0.246 1.33 0.004 0.499
30 x 20 x 2.00 30 20 2.00 3.00 0.964 1.23 0.688 1.68 0.490 1.17 0.632 1.t17 0.374 1.31 0.016 0.713
40 X 15 X 1.25 40 :5 1.25 1.88 0.634 0.808 0.382 1.82 0.165 1.50 0.452 0.910 0.148 0.802 0.004 0.448
40 X 15 x 2.00 40 15 2.00 3.00 0.964 1.23 0.420 2.643 0.242 1.46 0.444 1.30 0.224 0.779 0.016 0.639
40 x 20 x 2.00 40 20 2.00 3.00 1.12 1.43 0.606 3.32 0.550 1.53 0.62 t 1.66 0.395 1.19 0.019 1.44
40 x 20 x 3.15 40 2fl 3.15 4.73 1.64 2.09 0.669 4.48 0.768 1.46 0.606 2.24 0.577 1.15 0.066 1.95
40X25X1.60 40 25 1.60 2.40 1.04 1.33 0.785 3.39 0.852 1.60 0.800 1.70 0.497 1.63 0.011 2.27
40 X 25 X 2.00 40 25 2.00 3.00 1.28 1.63 0.808 4.05 1.03 1.58 0.795 2.02 0.608 1.62 0.021 2.70
40 X 25 X 2.55 40 25 2.55 3.82 1.58 2.02 0.840 4.83 1.25 1.55 0.187 2.42 0.752 1.60 0.042 3.23
50X25X 1.60 50 25 1.60 2.40 1.17 1.49 0.709 5.70 0.923 1.96 0.787 2.28 0.516 1.51 a.012 3.87
50 X 25 X 2.00 50 25 2.00 3.00 1.44 1.83 0.730 6.84 1.12 1.94 0.782 2.74 0.632 1.50 0.024 4.6450 X 25 X 2.55 50 25 2.55 3.82 1.78 2.27 0.760 a.24 1.36 1.90 0.775 3.30 0.785 1.48 0.048 5.59
50 X 25 X 3.15 50 25 3.15 4.73 2.14 2.72 0.793 9.54 1.60 1.87 0.768 3.82 0.940 1.46 0.087 6.48
50X40X 1.60 50 40 1.60 2.40 1.55 1.97 1.33 8.54 3.36 2.08 1.30 3.41 1.26 2.84 0.017 14.2
50X40X2.00 50 40 2.00 3.00 1.91 2.43 1.35 10.3 4.10 2.06 1.30 4.12 1.55 2.82 0.032 17.2
50 X 40 X 2.55 50 40 2.55 3.82 2.38 3.04 1.39 12.5 5.06 2.03 1.29 5.02 1.94 2.81 0.065 21.0
50x40x3.15 50 40 3.15 4.73 2.88 3.67 1.43 14.7 6.02 2.00 1.28 5.89 2.34 2.79 0.119 24.6
60 x 30 X 1.60 60 30 1.60 2.40 1.42 1.81 0.834 10.1 1.63 2.36 0.949 3.37 0.752 1.82 0.015 9.91
60 x 30 X 2.00 60 30 2.00 3.00 1.75 2.23 0.855 12.2 1.w 2.34 0.944 4.08 0.925 1.81 0.029 12.0
60 x 30 X 3.15 60 30 3.15 4.73 2.63 3.35 0.917 17.4 2.90 2.28 0.929 5.82 1.39 1.78 0.108 17.0
60X30X4.00 60 30 4.00 6.00 3.23 4.11 0.964 20.5 3.47 2.23 0.918 6.84 1.70 1.75 0.212 m.1
60x40x2.00 60 40 2.00 3.00 2.06 2.63 1.26 15.6 4.39 2.44 1.29 5.20 1.60 2.68 0.035 26.5
60 x 40 X 3.15 60 40 3.15 4.73 3.13 3.98 1.33 22.5 6.49 2.38 1.28 7.51 2.43 2.65 0.129 38.3
60X40X4.00 60 40 4.00 6.00 3.86 4.91 1.38 26.8 7.84 2.34 1.26 8.93 2.99 2.62 0.255 45.6
60X50X2.00 60 50 2.00 3.00 2.38 3.03 1.69 19.0 8.07 2.w 1.63 6.32 2.44 3.58 0.040 49.3
60x50x3.15 60 50 3.15 4.73 3.62 4.61 1.76 27.6 12.0 2.45 1.61 9.21 3.71 3.55 0.150 71.8
70X30X 1.60 70 30 1.60 2.40 1.55 1.97 0.773 14.5 1.71 2.71 0.932 4.14 0.769 1.72 0.017 14.3
70 x 30 x 2.00 70 30 2.00 3.00 1.91 2.43 0.793 17.6 2.09 2.69 0.928 5.02 0.947 1.71 0.032 17.3
70 x 30 x 3.15 70 30 3.15 4.73 2.88 3.67 0.852 25.3 3.06 2.63 0.914 7.23 1.43 1.67 0.119 24.8
70 x 40 x 2.00 70 40 2.00 3.00 2.22 2.83 1.18 22.2 4.64 2.80 1.28 6.35 1.64 2.55 0.037 38.3
70 X 40 X 3.15 70 40 3.15 4.73 3.37 4.30 1.24 32.3 6.89 2.74 1.27 9.24 2.50 2.52 0.140 55.7
70 x 40 x 4.00 70 40 4.00 6.00 4.17 5.31 1.29 38.7 a.36 2.70 1.26 11.1 3.08 2.49 0.276 66.7
80 X 25 X 1.60 a0 25 1.60 2.40 1.55 1.97 0.556 17.4 1.07 2.97 0.736 4.36 0.549 I.25 0.017 11.9
80 X 25 X 2.00 80 25 2.00 3.00 1.91 2.43 0.575 21.1 1,30 2.95 0.732 5.28 0.675 1.24 0.032 14.4
a0 x 25 x 3.15 80 25 3.15 4.73 2.88 3.67 0.629 30.3 1.90 2.88 0.719 7.58 1.01 1.20 0.119 20.5
a0 x 25 X 4.00 a0 25 4.00 6.00 3.54 4.51 0.670 35.9 2.27 2.82 0.710 8.97 1.24 1.18 0.234 24.2
80X40X 1.60 a0 40 1.60 2.40 1.92 2.45 1.08 24.8 3.w 3.18 1‘27 6.28 1.34 2.45 0.021 43.2
80x40x2.00 80 40 2.00 3.00 2.38 3.03 1.10 30.2 4.86 3.16 1.27 1.56 1.68 2.44 0.040 52.6
80x40x3.15 80 40 3.15 4.73 3.62 4.61 1.17 44.3 7.24 3.10 1.25 11.1 2.55 2.40 0.150 77.0
80x40X4.00 a0 40 4.00 6.00 4.48 5.71 1.21 53.2 8.81 3.05 1.24 13.3 3.16 2.38 0.298 92.4
a0 x 50 X 2.00 a0 50 2.00 3.00 2.69 3.43 1.50 36.3 8.96 3.26 1.62 9.08 2.56 3.30 0.045 97.2
80x50x3.15 80 50 3.15 4.73 4.12 5.24 1.57 53.6 13.4 3.20 1.60 13.4 3.92 3.26 0.171 143
80x50X4.00 a0 54l 4.00 6.00 5.11 6.51 1.62 64.8 16.5 3.15 1.59 16.2 4.86 3.24 0.340 173
80 x 50 X 5.00 80 50 5.00 7.50 6.22 7.92 1.67 76.3 19.7 3.10 1.58 19.1 5.92 3.21 0.643 204
80x60X2.00 80 60 2.00 3.00 3.00 3.83 1.92 42.4 14.7 3.33 1.96 10.6 3.61 4.19 0.051 161
80 x 60 X 3.15 a0 60 3.15 4.73 4.61 5.87 1.99 62.9 22.2 3.27 1.94 15.7 5.54 4.16 0.192 238
80 x 60 x 4.00 80 60 4.00 6.00 5.74 7.31 2.04 76.3 27.3 3.23 1.93 19.1 6.89 4.13 0.383 289
90X40X 1.60 90 40 1.60 2.40 2.05 2.61 1.02 32.6 4.11 3.53 1.26 7.24 1.38 2.35 0.022 57.1
90x40x2.00 90 40 2.00 3.00 2.53 3.23 1.04 39.8 5.05 3.51 1.25 8.84 1.71 2.33 0.043 69.7
90 x 40 x 3.15 90 40 3.15 4.73 3.87 4.93 1.10 58.5 7.54 3.45 1.24 13.0 2.60 2.30 0.160 102
t;
90X50X 1.60 90 50 1.60 2.40 2.30 2.93 1.40 38.8 7.59 3.64 1.61 8.63 2.11 3.14 0.025 105 . .TABLE 4 CHANNELS WITHOUT LIPS - RECTANGULAR - Cd
MAW hEA CEN- WIMENT 0P RADIUSO F !hZTION sHEAR Ton- WARPING
UNIT TRE INERTIA GYRATION MODULUS CEN- SION CONSTANT
hN- iii- OP TRE CONS-
OTH TION GRA- TANT
VITY
hxb X h b I A M A c, I,, In R,, Rn A, z, XQ J c.
mm mm mm mm mm kg/m cm’ cm cm’ cm’ cm cm Cd Cm’ Cm Cm’ cm‘
I 2 3 4 5 6 7 8 9 10 II I2 13 14 IS I6 I7
90 x 50 x 2.00 90 50 2.00 3.00 2.85 3.63 1.42 47.5 9.33 3.62 1.60 10.6 2.61 3.18 0.048 128
90 x 50 x 3.15 90 50 3.15 4.13 4.36 5.56 I .49 70.4 14.0 3.56 1.59 15.5 4.00 3.14 0.181 190
100x40x 1.60 100 40 1.60 2.40 2.17 2.17 0.968 41.6 4.24 3.88 1.24 8.33 1.40 2.25 0.024 73.3
100x40x2.00 100 40 2.00 3:Oo 2.69 3.43 0.988 50.9 5.21 3.86 1.23 10.2 1.73 2.24 0.045 89.5
100 x 40 x 3.15 100 40 3.15 4.13 4.12 5.24 1.04 75.3 7.80 3.79 1.22 15.1 2.64 2.20 0.171 132
100x40x4.00 100 40 4.00 6.00 5.11 6.51 1.09 91.0 9.54 3.74 1.21 18.2 3.27 2.18 0.340 I59
100x50x2.00 100 50 2.00 3.00 3.im 3.83 1.36 60.5 9.67 3.98 I.54 12.1 2.65 3.06 0.051 165
100 x 50 x 3.15 I00 50 3.15 4.73 4.61 5.87 I .42 90.0 14.6 3.92 1.58 18.0 4.06 3.03 0.192 245
lOclx 50 x 4.00 IO0 50 4.00 6.00 5.74 7.31 I.46 I09 17.9 3.87 I.56 21.9 5.06 3.00 0.383 297
100x50x5.00 lo0 50 5.00 7.50 7.01 8.92 1.52 130 21.5 3.82 1.55 26.0 6.17 2.91 0.721 35.3
loo x 60 x 2.00 I00 60 2.00 3.e-l 3.32 4.23 1.75 70.1 15.9 4.07 1.94 14.0 3.74 3.92 0.056 271
100x60x3.15 I00 60 3.15 4.73 5.10 6.50 1.81 105 24.1 4.02 1.93 21.0 5.76 3.89 0.212 405
100x60x4.00 100 60 4.00 6.W 6.37 8.11 1.86 128 29.7 3.97 I.91 25.6 7.18 3.86 0.426 494
100x60x5.00 100 60 5.00 7.50 7.19 9.92 1.92 152 35.9 3.92 1.90 30.8 8.78 3.83 0.810 589,120 x 50 x 3.15 120 50 3.15 4.73 5.10 6.50 1.29 138 15.5 4.61 1.54 23.0 4.18 2.82 0.212 379
120 x 50 x 4.00 120 50 4.00 6.00 6.37 8.11 1.34 169 19.1 4.56 1.53 28.1 5.20 2.80 0.426 462
120 X 50 x 5.00 120 50 5.00 7.50 7.79 9.92 i.39 201 23.0 4.50 1.52 33.6 6.36 2.77 0.810 550
120 X 60 x 4.00 120 60 4.00 6.00 7.00 8.91 1.71 196 31.7 4.69 1.89 32.6 7.40 3.62 0.468 766
120 x $0 x 5.00 120 60 5.00 7.50 8.58 10.9 1.76 234 38.4 4.63 1.88 39.1 9.07 3.59 0.893 917
120 X 60 X 6.00 120 60 6.00 9.00 10.1 12.9 1.82 269 44.6 4.58 1.86 44.9 10.7 3.56 1.507 1050
140x60x4.00 140 60 4.00 6.00 7.62 9.71 1.59 281 33.4 5.38 1.86 40.2 7.57 3.42 0.511 1110
140X60X6.00 140 60 6.00 9.00 11.0 14.1 I.69 390 47. I 5.27 1.83 55.7 10.9 3.36 1.651 1530
150 x 50 x 3.15 150 50 3.15 4.73 5.85 7.45 1.15 235 16.5 5.62 1.49 31.4 4.30 2.57 0.244 650
150X50X4.00 150 50 4.00 6.00 7.31 9.31 1.19 289 20.4 5.57 1.48 38.5 5.36 2.54 0.490 790
150X50x5.00 150 50 5.00 7.50 8.97 11.4 1.24 346 24.7 5.51 1.47 46.2 6.56 2.51 0.935 940
180 X 50 x 3.15 180 50 3.15 4.73 6.59 8.39 1.04 366 17.4 6.60 1.44 40.7 4.39 2.36 0.275 1000
180 X 50 X 5.00 180 50 5.00 7.50 10.2 12.9 1.12 543 26.0 6.48 1.42 60.3 6.71 2.31 1.06 1460
200X50X4.00 200 xl 4.00 6.00 8.88 11.3 1.02 584 22.1 7.19 1.40 58.4 5.54 2.22 0.596 1570
200X50X5.00 200 50 5.00 7.50 10.9 13.9 1.06 706 26.7 7.12 1.39 70.6 6.79 2.19 1.14 1880
200X50X6.00 200 50 6.00 9.00 12.9 16.5 1.11 818 31.1 7.05 1.38 81.8 7.98 2.16 1.94 2170
200X80X4.00 200 80 4.00 6.00 10.8 13.7 1.98 815 83.4 7.71 2.47 81.5 13.8 4.48 0.724 5730
200 X 80 X 5.00 200 80 5.00 7.50 13.3 16.9 2.02 991 102.0 7.65 2.46 99.1 17.1 4.44 1.39 6960
200X80X6.00 200 80 6.00 9.00 15.7 20.1 2.08 1160 119.7 7.59 2.44 116 20.2 4.42 2.37 8110
250X50X4.00 250 50 4.00 6.00 10.4 13.3 0.893 1020 23.2 8.76 1.32 81.7 5.65 1.97 0.703 2660
250X50X5.00 250 50 5.00 7.50 12.9 16.4 0.937 1240 28.2 8.69 1.31 99.1 6.94 1.94 1.35 3200
250X50X6.00 250 50 6.00 9.00 15.3. 19.5 0.982 1440 32.8 8.61 1.30 115 8.17 1.91 2.30 3700
250X80X4.00 250 80 4.00 6.00 12.3 15.7 1.75 1380 89.0 9.39 2.38 110 13.2 4.07 0.831 9730
250 X 80 X 5.00 250 80 5.00 7.50 15.2 19.4 1.80 1690 109 9.33 2.37 135 17.6 4.04 1.60 11800TABLE 5 CHANNELS WITH LIPS-SQUARE
DESIGNATION DIMENSIONS MAsSi AREA CeN- MOMENT OF RADIUS OF SECTION SHEAR TOR- WARPING
UNIT OF TRE INERTIA GYRATION MODULUS CeN- SlON CONSTANT
TRE
LEN- SEC- OF CONS-
GTH TION C&A- TANT
VIN
hxhxcxr h C t A M A C., I, Iv R.. R,, 2.. z, Xo J cw
maI mm mm mm mm kg/m cm’ cm cm’ cm’ CkiI Cm cm’ cm’ cm cm’ cm‘
1 2 3 4 5 6 7 8 9 10 II I2 13 14 15 16 17 ’
25X25X 8X1.25 25 8 1.25 1.88 0.787 1.00 1.12 1.01 0.838 1.002 0.914 0.806 0.606 2.66 0.005 1.87
25 X 25 X 8 X 1.60 25 8 1.60 2.40 0.970 1.24 1.11 1.20 0.985 0.983 0.893 0.956 0.710 2.69 0.010 2.14
30x30x10x1.25 30 10 1.25 1.88 0.974 1.24 1.36 1.82 1.55 1.21 1.12 1.21 0.941 3.20 0.0% 5.32
30x30x10x_l.60 30 10 1.60 2.40 1.21 1.54 1’35 2.19 1.85 1.19 1.10 1.46 1.12 3.23 0.013 6.23
35 x35x 10x 1.25 35 10 1.25 1.88 1.12 1.43 1.53 2.96 2.40 1.44 1.30 1.69 1.22 3.60 0.007 9.49
35 X 35 x 10x 1.60 35 10 1.60 2.40 1.40 1.78 1.52 3.60 2.88 1.42 1.27 2.06 1.46 3.62 0.015 11.2
40X40x10x1.25 40 10 1.25 1.88 1.27 1.62 1.70 4.50 3.50 1.67 1.47 2.25 1.52 3.99 0.008 16.1
40x40x10x1.60 40 10 2.40 202 1 70 5.50 4.24 1.65 1.45 2.75 1.84 4.01 0.017 19.1
40X40X 15x2.00 40 15 ::: 3.00 iii 2:66 1:u 6.63 5.87 1.58 1.49 3.32 2.74 4.41 0.034 41.650X50X 10x 1.60 50 10 1.60 2.40 1.96 2.50 2.04 11.0 8.05 2.10 1.80 4.42 2.72 4.78 0.021 48.7
50 x 50 x 15 x 2.00 50 15 2.00 3.00 2.56 3.26 2.20 13.6 11.1 2.04 1.85 5.42 3.97 5.21 0.042 93.8
60X60X 15X2.00 60 15 2.00 3.00 3.03 3.86 2.55 24.0 18.6 2.50 2.20 8.01 5.40 5.99 0.050 192
60 X 60 X 15 X 2.55 60 15 2.55 3.82 3.76 4.80 2.54 29.2 22.4 2.47 2.16 9.73 6.49 6.02 0.102 226
60 X 60 x 20 x 3.15 60 20 3.15 4.73 4.77 6.08 2.70 34.7 29.3 2.39 2.20 11.6 8.88 6.46 0.196 395
80X80X 15X2.00 80 15 2.00 3.00 3.97 5.06 3.23 58.4 42.3 . 3.40 2.89 14.6 8.86 7.53 0.066 641
80 jc 80 X 20 X 3.15 80 20 3.15 4.73 6.25 7.97 3.39 86.9 67.0 3.30 2.90 21.7 14.54 8.02 0.258 1210
80 X 80 X 25 X 4.00 80 25 4.00 6.00 8.02 10.2 3.55 106 87.0 3.21 2.92 26.4 19.6 8.47 0.531 1940
80 X 80 X 25 X 5.00 80 25 5.00 7.50 9.69 12.3 3.54 123 101 3.16 2.86 30.8 22.6 8.55 0.995 2190
100X 100X 15X2.00 100 15 2.00 3.00 4.91 6.26 3.90 115 79.9 4.29 3.58 23.1 13.1 9.06 0.082 1720
100 X 100 x 20 x 3.15 100 20 3.15 4.73 7.74 9.86 4.07 174 127 4.21 3.59 34.9 21.5 9.55 0.321 3080
100X 100X25X4.00 100 25 4.00 6.00 9.91 12.6 4.24 215 166 4.12 3.62 43.0 28.7 10.0 0.659 4660
100X 100X25X5.00 100 25 5.00 7.50 12.0 15.3 4.27 255 194.9 4.07 3.56 50.9 33.6 10.1 1.24 5340
sjG
TABLE 6 CHANNELS WITH LIPS-RECTANGULAR . .
2
c
Y
h
z
DESIGNATION DIMENSIONS M-1 AREA CENTRE MOMENT OF RADIUS OF SECTION &EAR TORSION WARPING
UNIT OF OF INERTIA GYRATION MODULUS CENTRE CONSTANT CONSTANT
LENGTH SECTION GRAVITY
z hXbxcXt h b c I R M A c, I II 1, Rx Ryy z ix GY X0 J cw
mm mm mm mm mm mm kg/m cm* cm cm’ cm’ cm cm cm’ cm’ cm cm’ cm’
I 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18
30 X 15 x 10 x 1.15 30 15 10 1.25 1.88 0.679 0.866 0.651 1.05 0.292 1.10 0.581 0.697 0.344 1.66 0.004 1.03
30 X 15 x 10 x 1.60 30 15 10 1.60 2.40 0.832 1.06 0.649 1.22 0.337 1.07 0.564 0.815 0.395 1.68 0.009 1.14
40 X 20 X 10 X 1.25 40 20 10 1.25 1.88 0.816 1.12 0.790 2.62 0.657 1.53 0.767 1.31 0.543 2.00 0.006 3.06
40X 20X 10x 1.60 40 20 10 1.60 2.40 1.08 1.38 0.781 3.14 0.713 1.51 0.748 1.57 0.637 2.01 0.011 3.47
50 X 25 X 10 X 1.25 50 25 10 1.25 1.88 1.07 1.37 0.924 5.23 1.22 1.96 0.946 2.09 0.776 2.33 0.007 7.59
50 X 25 X 10 X 1.60 50 25 10 1.60 2.40 1.33 1.70 0.920 6.36 1.46 1.93 0.926 2.54 0.923 2.33 0.014 8.78
50X25X15X2.00 50 25 15 2.00 3.00 1.17 2.26 1.05 7.19 2.08 1.86 0.960 3.12 1.43 2.67 0.029 17.8
SOX 40 X 10 X 1.25 50 40 10 1.25 1.88 1.37 1.74 1.58 7.46 3.81 2.07 1.48 2.98 1.57 3.78 0.009 23.5
50X40X 10x 1.60 50 40 10 1.60 2.40 1.71 2.18 1.58 9.17 4.62 2.05 1.46 3.67 1.91 3.80 0.018 28.0
50 X 40 x I5 x 2.00 50 40 15 2.00 3.00 2.24 2.86 1.73 11.2 6.45 1.98 1.50 4.50 2.85 4.20 0.037 55.1
so X 40 x 15 x 3.15 50 40 15 3.15 4.73 3.29 4.19 1.72 15.4 8.63 1.92 1.44 6.16 3.79 4.28 0.133 69.7
60 X 30 x 10 x 1.60 60 30 10 1.60 2.40 1.59 2.02 1.05 11.2 2.44 2.36 1.10 3.73 1.25 2.65 0.017 19.4
6oX3OXl5X2.00 60 30 15 2.00 3.00 2.08 2.66 1.18 13.9 3.48 2.29 1.14 4.64 1.92 3.00 0.034 36.1
60x30x20x3.15 60 30 20 3.15 4.73 3.29 4.19 1.30 19.4 5.34 2.15 1.13 6.46 3.14 3.35 0.133 72.6
60 X 30 x 20 x 4.00 60 30 20 4.00 6.00 3.94 5.02 1.29 21.9 5.92 2.09 1.09 7.31 3.47 3.40 0.254 76.4
60X40X 15X2.00 60 40 15 2.00 UJO 2.40 3.06 1.63 17.3 6.95 2.38 1.51 5.76 2.93 4.00 0.040 12.2
60 X 40 x 20 x 3.15 60 40 20 3.15 4.73 3.78 4.82 1.76 24.5 10.8 2.26 1.50 8.16 4.83 4.40 0.154 148
60X40X20X4.00 60 40 20 4.00 6.00 4.57 5.82 1.75 28.20 12.3 2.20 1.45 9.40 5.46 4.46 0.296 16270X25X 10x 1.60 70 25 10 1.60 2.40 1.59 2.02 0.787 14.2 1.65 2.66 1.903 4.07 0.962 2.05 0.017 16.9
7OX25XlSX2.QO 70 25 I5 2.00 3.00 2.08 2.66 0.904 17.9 2.38 2.60 1.948 5.12 1.49 2.35 0.034 30.0
70X45X20X3.15 70 25 20 3.15 4.73 3.29 4.19 1.00 25.2 3.65 2.46 0.934 7.21 2.44 2.64 0.133 55.4
70X30X 15x2.00 70 30 15 2.00 3.00 2.24 2.86 I.11 20.2 3.70 2.66 1.14 5.78 1.95 2.84 0.037 46.6
70 X 30 x 20 x 3.15 70 30 20 3.15 4.73 3.53 4.50 1.22 28.7 5.73 2.53 1.13 8T21 3.21 3.17 0.144 88.3
70X40X 15x2.00 70 40 I5 2.00 3.00 2.56 3.26 1.53 24.9 7.39 2.76’ 1.51 7.10 2.99 3.82 0.043 93.2
70 X 40 x 20 x 3.15 70 40 20 3.15 4.73 4.03 5.13 1.66 35.8 11.6 2.64 1.50 10.2 4.95 4.20 0.164 181
70 X 40 X 25 X 4.00 70 40 25 4.00 6.00 5.20 6.62 1.78 42.2 14.9 2.52 1.50 12.1 6.73 4.55 0.339 303
80 X 40 x IO X 1.60 80 40 10 1.60 2.40 2.09 2.66 1.31 27.0 5.51 3.19 1.44 6.76 2.04 3.28 0.022 70.6
80 X 40 X 20 X 3.15 80 40 20 3.15 4.73 4.28 5.45 1.57 49.7 12.2 3.02 1.50 12.4 5.05 4.02 0.175 221
80 X 40 X 25 X 4.00 80 40 25 4.00 6.00 5.51 7.02 1.69 59.3 15.9 2.91 1.50 14.8 6.88 4.36 0.360 354
80 X 50 X 10 X 1.60 80 50 10 1.60 2.40 2.34 2.98 I .72 32.0 9.59 3.28 1.79 7.99 2.92 4.21 0.025 123
80 X 50 X 15 X 2.00 80 50 I5 2.00 3.00 3.03 3.86 1.88 40.1 13.3 3.23 1.86 10.0 4.21 4.61 0.050 203
80X50X20x3.15 80 50 20 3.15 4.73 4.77 6.08 2.01 59.0 21.1 3.12 1.86 14.7 7.07 5.02 0.1% 382
80 X 50 X 25 X 4.00 80 50 25 4.00 6.00 6.14 7.82 2.15 70.8 27.4 3.01 1.87 17.7 9.61 5.40 0.403 616
90X40X 10x 1.60 90 40 10 1.60 2.40 2.21 2.82 1.24 35.6 5.74 3.55 1.43 7.90 2.07 3.15 0.024 90.8
90X40X 15X2.00 90 40 15 2.00 3.00 2.87 3.65 1.38 45.0 8.12 3.51 1.49 9.99 3.09 3.50 0.048 148
90X40X20x3.15 90 40 20 3.15 4.73 4.52 5.76 1.50 66.3 12.8 3.39 1.49 14.72 5.13 3.85 0.185 267
90 x 50 x 10 x 1.60 90 50 IO 1.60 2.40 2.46 3.14 1.64 41.8 10.0 3.65 1.78 9.29 2.91 4.06 0.026 158
90X50X 15X2.00 90 50 I5 2.00 3.00 3.18 4.06 1.79 52.7 13.9 3.60 1.85 11.7 4.34 4.44 0.053 253
90 X 50 X 20 X 3.15 90 50 20 3.15 4.73 5.02 6.39 I .92 78.1 22.1 3.50 1.86 17.4 7.20 4.84 0.206 463
100X40X 10x 1.60 100 40 10 1.60 2.40 2.34 2.98 1.18 45.5 5.94 3.91 1.41 9.09 2.10 3.02 0.025 114
z
100X40X 15X2.00 100 40 I5 2.00 3.00 3.03 3.86 1.31 57.7 8.43 3.87 1.48 11.5 3.13 3.36 0.050 182
100X40X25X3.15 100 40 25 3.15 4.73 5.02 6.39 1.55 88.1 15.1 3.71 1.54 17.6 6.17 3.99 0.206 438
100 X 50 X 15 X 2.00 100 50 15 2.00 3.00 3.34 4.26 1.71 67.3 14.5 3.98 1.84 13.5 4.40 4.29 0.056 312
100 X 50 X 20 X 3.15 100 50 20 3.15 4.73 5.26 6.71 I.84 101 23.1 3.87 1.86 m.l 7.30 4.66 0.216 557
100X50X25X4.00 100 50 25 4.00 6.00 6.77 8.62 1.97 123 30.2 3.77 1.87 24.5 9.95 5.02 0.446 847
100 X 25 X 25 X 4.00 100 25 25 4.00 6.00 5.20 6.62 0.933 76.5 5.43 3.40 0.905 15.3 3.46 2.46 0.339 144
100X60X lSX2.00 100 60 I5 2.00 3.00 3.66 4.66 2.13 76.9 22.6 4.06 220 15.4 5.84 5.23 0.061 485
100x60x20x3.15 100 60 20 3.15 4.73 5.76 7.34 2.27 115 36.1 3.96 2.23 23.1 9.66 5.64 0.237 872
100X60X25X4.00 100 60 25 4.00 6.00 7.40 9.42 2.41 141 47.1 3.81 2.24 28.2 13.1 6.03 0.488 1330
100X60X25X5.00 100 60 25 5.00 7.50 8.91 11.3 2.39 164 53.9 3.80 218 32.9 15.0 6.07 0.912 1460
l2OX5OXl5X2.00 120 50 I5 2.00 3.00 3.66 4.67 1.57 103 15.4 4.70 1.82 17.2 4.50 4.04 0.061 453
120x50x2Qx3.15 120 50 20 3.15 4.73 5.76 7.34 1.70 155 24.7 4.60 1.84 25.9 7.48 4.36 0.237 786
120X50X25X4.00 120 50 25 4.00 6.00 7.40 9.42 1.82 192 32.5 4.51 1.86 31.9 10.2 4.69 0.488 1150
l2OX5OX25X5.00 120 50 25 5.00 7.50 8.91 11.3 1.81 223 36.8 4.43 1.80 37.2 11.5 4.71 0.912 1240
120 x 60 x 20 x 3.15 120 60 20 3.15 4.73 6.25 7.97 2.10 177 38.6 4.71 2.m 29.5 9.91 5.30 0.258 1230
1200606025X4.00 120 60 25 4.00 6.00 8.02 10.2 2.23 216 50.7 4.62 2.23 36.4 13.5 5.61 0.531 1800
120X60X25X5.00 120 60 25 5.00 7.50 9.68 12.4 2.22 256 58.2 4.55 2.17 42.7 15.4 5.70 0.995 1990
t;
140 x 60 x 20 x 3.15 140 60 20 3.15 4.73 6.75 8.60 1.96 255 40.8 5.44 2.18 36.4 10.1 5.1 0.279 1670 . .
140X60X25X4.00 140 60 25 4.00 6.00 8.65 11.0 2.09 316 53.8 5.36 2.21 45.2 13.7 5.35 0.574 2390 s
CI I
(Continued) GTABLE 6 CHANNELS WITH LIPS - RECTANGULAR - Contd
D@3NATION DIMENSIONS Mm AImA CENTRE MOMENT 0F RADIUS OF SEcTION SHEAR TORSION WARPING
UNIT OF OF INERTIA GYRATION MODULLJS CENT~E CONSTANT CONSTANT
LENGTH SECTION GRAVITY
j#xbXcXt h b c I Rc M A CY 1, 47 Rx R, Z. z, x0 J CW
mm mm mm mm mm mm kg/m cm2 cm cm’ cm’ cm cm cm’ cm’ cm cm’ cm”
I 2 3 4 5 6 7 8 9 10 11 I2 13 14 15 16 17 18
l4oX6OX25X5.00 140 60 25 5.00 7.50 10.6 13.3 2.07 373 61.8 5.28 2.15 53.2 15.7 5.34 1.08 2640
150 X 50 X 20 X 3.15 I50 50 20 3.15 4.73 6.50 8.28 1.52 266 26.7 5.66 1.80 35.4 7.67 3.97 0.268 1240
150 X 50 X 25 X 4.00 150 50 25 4.00 6.00 8.34 10.6 1.63 331 35.3 5.58 1.82 44.1 10.5 4.27 0.552 1750
150 X 50 X 25 X 5.00 I50 50 25 5.00 7.50 10.2 12.8 1.62 388 40.1 5.50 1.77 51.8 11.9 4.27 1.04 1900
180X50X20X3.15 180 50 20 3.15 4.73 7.24 9.23 1.38 413 28.3 6.69 1.75 45.9 7.82 3.66 0.38 1840
180X50X25X4.00 180 50 25 4.00 6.00 9.28 11.8 I .49 518 37.5 6.62 1.78 57.6 10.7 3.93 0.616 2540
180 X 50 X 25 X 5.00 180 50 25 5.00 7.50 1’1.3 14.3 1.48 611 42.6 6.53 1.72 67.9 12.1 3.92 1.16 2790
180X80X20X3.15 180 80 20 3.15. 4.73 8.73 11.1 2.48 561 90.7 7.10 2.86 62.4 16.4 6.29 0.362 5790
180 X 80 X 25 X 4.00 180 80 25 4.00 6.00 11.2 14.2 2.61 704 119.4 7.04 2.89 78.2 22.2 6.65 0.744 7990
180 X 80 X 25 X 5.00 180 80 25 5.00 7.50 13.6 17.3 2.60 841 139.4 6.96 2.84 93.4 25.8 6.66 1.41 9090
200 X 50 x 20 x 3.15 200 50 m 3.15 4.73 7.74 9.86 1.30 535 29.2 7.36 1.72 53.5 7.89 3.48 0.321 23m
200 X 50 X 25 X 4.00 200 50 25 4.00 6.00 9.91 12.6 1.41 672 38.8 7.30 1.75 67.2 10.8 3.74 0.659 3190
u)o X 50 X 25 X 5.00 200 50 25 5.00 7.50 12.0 15.3 1.40 795 44.1 7.20 1.69 79.5 12.2 3.72 1.24 3510
2OOX8OXmX3.15 200 80 20 3.15 4.73 9.22 11.7 2.35 718 93.9 7.82 2.83 71.8 16.6 6.04 0.383 7230
200 X 80 X 25 X 4.00 200 80 25 4.00 6.00 11.8 15.0 2.48 903 124 7.75 2.87 90.3 22.4 6.39 0.787 997
200 X 80 X 25 X 5.00 200 80 25 5.00 7.50 14.4 18.3 2.47 1080 145 7.67 2.81 IO8 26. I 6.38 1.49 1190
250X50X20X3.15 250 50 m 3.15 4.73 8.97 11.4 1.14 927 31.0 9.00 1.65 74.1 8.03 3.10 0.373 3850
250 X 50 X 25 X 4.00 250 50 25 4.00 6.00 11.5 14.6 1.24 1170 41.3 8.95 1.68 93.7 11.0 3.33 0.766 5230
250 X 50 X 25 X 5.00 250 50 25 5.00 7.50 14.0 17.8 1.24 1390 47.0 8.84 1.62 112 12.0 3.30 I .45 5830
250X80X20X3.15 250 80 m 3.15 4.73 10.5 13.3 2.09 1210 101 9.55 2.75 97.2 17.0 5.51 0.435 11900
250 X 80 X 25 X 4.00 250 80 25 4.00 6.00 13.4 17.0 2.21 1530 133 9.49 2.80 123 23.0 5.82 0.894 16200
250X80X25X5.00 250 80 25 5.00 7.50 16.4 20.8 2.20 1840 1$6 9.41 2.73 148 26.8 5.80 1.70 18600TABLE 7 HAT SECTIONS-SQUARE
h
b= Y
DESIGNATION DIMENSIONS MASS/ AREA C~NTWE MOMENT OF RADIUS OF SECTION SHEAR TOR- WARP-
UNIT OF Ok INERTIA GYRATION MODULUS CEN- SION ING
LEN- SEC- GHAVITY TRE CONS- CONS-
GTH TION TANT TANT
hXhXdX I h d I Ri M A cy I *x 47 RX, RW 2.. z, x0 J cw
mm mm mm mm mm kg/m cm* cm cm’ cm’ cm cm cm’ cm’ cm cm’ cm6
I 2 3 4 5 6 7 8 9 10 II 12 13 14 I5 16 17
30 x 30 x ib 2 1.25 30 10 1.25 1.88 0.974 1.24 1.36 1.55 2.45 1.12 1.41 0.941 1.03 2.73 0.006 1.48
30X30X 10X 1.60 30 10 1.60 2.40 1.26 1.54 1.35 1.85 2.96 1.10 1.39 1.12 1.27 2.75 0.013 1.67
35 X 35 X IO X 1.25 35 10 1.25 1.88 1.12 1.43 1.53 2.40 3.71 1.30 1.61 1.22 1.41 3.19 0.007 3.26
35 x 35 x 10 x 1.60 35 10 1.60 2.40 1.40 1.78 1.52 2.88 4.5 I 1.27 1.60 1.46 1.74 3.21 0.015 3.74
40 X 40 X 10 X 1.25 40 10 1.25 1.88 1.27 1.62 I .70 3.50 5.35 1.47 1.82 1.52 1.86 3.63 0.008 6.55
40X40X 10x 1.60 40 10 1.60 2.40 1.59 2.02 1.70 4.24 6.54 1.45 1.80 1.84 2.30 3.65 0.017 7.65
40X40X ISX2.00 40 I5 2.00 3.00 2.08 2.66 1.86 5.87 9.62 1.49 1.90 2.74 2.91 3.63 0.034 9.74
40 X 40 X 20 X 3.15 40 20 3.15 4.73 3.29 4.19 2.00 8.95 16.8 1.46 2.01 4.48 4.57 3.48 0.133 15.9
50 X 50 X 10 X 1.60 50 10 1.60 2.40 1.96 2.50 2.04 8.05 12.4 1.80 2.22 2.72 3.70 4.49 0.021 25.3
50X50X 15X2.00 50 I5 2.00 3.00 2.56 3.26 2.20 11.1 17.3 1.85 2.31 3.97 4.56 4.57 0.042 29.9
50x50x20x3.15 50 20 3.15 4.73 4.03 5.13 2.36 17.2 29.1 1.83 2.38 6.52 6.95 4.52 0.164 42.8
60X60X 10X 1.60 60 10 1.60 2.40 2.34 2.98 2.37 13.6 21 2.14 2.65 3.75 5.46 5.30 0.025 66.4
60X60X 15X2.00 60 I5 2.00 3.00 3.03 3.86 2.55 18.6 28.6 2.20 2.72 5.40 6.64 5.45 0.050 77.9
60x60x20x3.15 60 20 3.15 4.73 4.77 6.08 2.70 29.3 46.9 2.20 2.78 8.88 10.0 5.50 0.196 106
60 X 60 X 25 X 4.00 60 25 4.00 6.00 6.14 7.82 2.86 37.7 64.7 2.20 2.88 12.0 12.7 5.41 0.403 135
80X80X 15X2.00 80 15 2.00 3.00 3.97 5.06 3.23 42.3 64.5 2.89 3.57 8.86 12.2 7.12 0.066 356
80 X 80 X 20 X 3.15 80 20 3.15 4.73 6.25 7.97 3.39 67.0 103 2.90 3.60 14.5 18.2 7.30 0.258 485
80 X 80 X 25 X 4.00 80 25 4.00 6.00 8.02 10.2 3.55 87.0 138 2.92 3.67 19.6 22.6 7.34 0.531 569
80 X 80 X 30 X 5.00 80 30 5.00 1.50 10.1 12.8 3.71 109 181 2.92 3.75 25.4 27.8 7.30 1.04 677
100X 100X 15X2.00 100 15 2.00 3.00 4.91 6.26 3.90 79.9 123 3.58 4.44 13.1 19.5 8.74 0.082 1140
100 X 100 X 20 X 3.15 100 20 3.15 4.73 7.74 9.86 4.07 127 195 3.59 4.45 21.5 29.2 8.98 0.320 16cKl
100X 100X25X4.00 100 25 4.00 6.00 9.91 12.6 4.24 166 255 3.62 4.50 28.7 36.0 9.12 0.659 1970
100X100X30X5.00 100 30 5.00 7.50 12.4 15.8 4.40 209 329 3.63 4.56 37.3 43.9 9.18 1.29 2150
100X 100X30X6.00 100 30 6.00 9.00 14.5 18.5 4.39 236 375 3.57 4.50 42.0 50.7 9.23 2.15 2300TABLE 8 HAT SECTIONS - RECTANGULAR h > 6
DESIGNATION DIMENSIONS MASS/ AREA CENTRE MOMENT 0~ RADIUS OF SECTION SHEAR TOR- WARPING
UNIT OF OF INERTIA GYRATION MODULUS CENTRE SION CONSTANT
LENGTH SEC- GRA- CONS-
TION VITY TANT
hXbXd X t h b d t R, M A c, I ,I IYY R.. RW 2.x z, x0 J cw
k
mm mm mm mm mm mm kg/m cm’ cm cm’ cm’ cm cm cm’ cm’ cm cm’ cm6
I 2 3 4 5 6 7 8 9 10 II 12 13 14 I5 I6 17 I8
50 x 40 x 10 x 1350 50 40 IO 1.60 2.40 1.84 2.34 2.17 7.40 7.72 1.78 I.82 2.61 2.72 4.26 0.020 14.5
50 k 40 x I5 x 2.00 5o 40 I5 2.00 3.00 2.40 3.06 2.34 10.2 11.1 1.82 I.90 3.82 3.35 4.30 0.040 18.5
50 X 40 X 20 X 3.15 50 40 m 3.15 4.73 3.78 4.82 2.50 15.6 19.0 I.80 1.99 6.25 5.15 4. I8 0.154 30.7
6oX4oX 15x2.oo 60 40 I5 2.00 3.00 2.71 3.46 2.83 16.0 12.5 2.15 I.90 5.04 3.79 4.93 0.045 31.2
60x40x20x3.15 60 40 20 3.15 4.73 4.28 5.45 3.00 24.7 21.1 2.13 I .97 8.23 5.74 4.85 0.175 52.1
60X50X 15X2.00 60 50 15 2.00 3.00 2.87 3.66 2.68 17.4 19.6 2.18 2.32 5.24 5.16 5.21 0.048 50.3
60 X 50 X 20 X 3.15 60 50 20 3.15 4.73 4.52 5.76 2.84 27. I 32.6 2.17 2.38 a.59 7.78 5.21 0.185 73.1
60 X 50 X 25 X 4.00 60 50 25 4.00 6.00 5.83 7.42 3.00 34.8 45.8 2.16 2.48 11.6 9.95 5.06 0.382 104
8OX4OX ISX2.00 80 40 I5 2.00 3.00 3.34 4.26 3.82 32.9 15.4 2.78 I.90 7.88 4.67 6.11 0.056 71.7
80 x 40 x 20 x 3.15 80 40 20 3.15 4.73 5.26 6.71 4.00 51.3 25.4 2.77 I .95 12.8 6.90 6.09 0.216 I20
80 X 50 X I5 X 2.00 80 50 I5 2.00 3.00 3.50 4.46 3.65 35.6 24.2 2.83 2.33 8.18 6.38 6.41 0.058 115
80X50X20X3.15 80 50 m 3.15 4.73 5.51 7.02 3.83 55.8 39.5 2.82 2.37 13.4 9.43 6.48 0.227 170
80 X 50 X 25 X 4.00 80 50 25 4.00 6.00 7.08 9.02 4.00 71.7 54.3 2.82 2.45 17.9 11.8 6.38 0.467 241
80X60X 15X2.00 80 60 I5 2.00 3.00 3.66 4.66 3.5o 38.0 35.3 2.86 2.75 8.44 a.21 6.67 0.061 175
80X60X20X3.15 80 60 20 3.15 4.73 5.76 7.34 3.67 59.8 57.0 2.86 2.79 13.8 12.2 6.79 0.237 245
80 X 60 X 25 X 4.00 ao 60 25 4.00 6.00 7.40 9.42 3.84 77.3 17.3 2.86 2.86 18.6 15.2 6.76 0.488 316
100 X 80 X 15 X 2.00 loo 80 I5 2.00 3.00 4.60 5.86 4.16 73.1 76.7 3.55 3.62 12.6 14.5 8.29 0.077 659
loo X 80 X 20 X 3.15 100 80 m 3.15 4.73 7.24 9.23 4.34 117 122 3.56 3.64 20.7 21.5 8.52 0.300 918
loo X 80 X 25 X 4.00 loo 80 25 4.00 6.00 9.28 11.8 4.51 I52 I61 3.58 3.69 27.6 26.4 8.62 0.616 1090
lOOX8OX3OX5.OO loo 80 30 5.00 7.50 11.7 14.8 4.68 191 209 3.58 3.75 35.8 32.2 8.64 1.20 1310TABLE 9 HAT SECTIONS - RECTANGULAR b> L
DESIGNATION DIMENSIONS MASS/ AREA CENTRE MOMENT OF RADIUS OF SECTION SHEAR TORSION WARPING
UNIT OF OF INERTIA GYRATION MODULUS CENTRE CONSTANT CONSTANT
LENGTH SECTION GRAVITY
hXbXd x I h b d I Ri M A G I 47 RX. R, 2, z, Xo J cw
mm mm mm mm mm mm Wm cm* cm 2 cm’ cm cm cm’ cm’ cm cm’ cm6
I 2 3 4 5 6 7 8 9 IO II I2 13 14 I5 I6 I7 I8
30X 50x IO x I.25 30 50 IO I.25 1.88 I.17 I .49 I.14 1.90 7.05 I.13 2.17 I .02 2.09 3.16 0.008 5.30
30x50x10X1.60 30 50 10 1.60 2.40 I.46 1.86 I.13 2.28 8.61 I.11 2.15 1.22 2.58 3.18 0.016 6. I4
40x50x10X1.25 40 50 IO I.25 1.88 1.37 1.74 I.58 3.81 8.53 I.48 2.21 1.57 2.53 3.84 0.009 II.5
40X50X IOX 1.60 40 50 IO I.60 2.40 I.71 2.18 1.58 4.62 10.5 I.46 2. I9 I.91 3.14 3.86 0.018 13.6
40X 60X I5 X 2.00 40 60 I5 2.00 3.00 2.40 3.06 1.63 6.95 21.8 I.51 2.67 2.93 5.08 4. IO 0.040 25.2
40X60X20X3.15 40 60 20 3.15 4.13 3.78 4.82 I .76 10.8 36.7 I.50 2.76 4.83 7.83 4.04 0. I54 32.4TABLE 10 LIPPED ZED SECTIONS - EQUAL FLANGES
Y
h
-+1
DESIGNATION MASS/ AREA MOMENT OF INERTIA RAD- ANGLE SECTION MODULUS PRO- TOR- WARP-
DIMENSIONS UNIT OF IUS OF DUCT SION ING
LEN- SEC- GYRA- MOM- CONS- CONS-
GTH TION TION ENT TANT TANT
OF IN-
ERTIA
hXb X t M A I In I I, Ah-R, ZX, Z, ZtU ZVV I‘ I J cw
mm kg/m cm* cG4 cm’ ci4 cm’ cm tane cm’ cm’ cm’ cm’ cm’ cm’ cm6
I 2 3 4 5 6 I 8 9 10 II 12 13 14’ 15 16
80X40x20x1.60 2.34 2.98 29.1 14.2 38.1 4.61 1.24 0.627 7.27 3.63 7.31 2.02 15.3 0.025 172
80X 40x 20x 2.00 2.81 3.66 35.1 17.0 46.5 5.49 1.23 0.623 8.77 4.35 8.89 2.40 18.41 0.048 206
80X 40x 20x 2.30 3.25 4.14 39.2 18.8 52.0 6.10 1.21 0.619 9.81 4.84 10.0 2.66 20.5 0.072 230
80 X40X 20 X 2.55 3.56 4.54 42.5 20.2 56.2 6.56 1.20 0.616 10.6 5.22 10.9 2.86 22.2 0.096 248
80X40X 20X 3.15 4.28 5.45 49.1 23.2 65.3 7.51 1.17 0.610 12.4 6.03 12.8 3.28 25.7 0.175 288
85X40X20X l&l 2.40 3.06 33.6 14.2 43.0 4.80 1.25 0.5ii 7.90 3.63 7.87 2.08 16.5 0.026 I95
85 X 40 X20X 2.00 2.95 3.76 40.5 17.0 51.8 5.73 1.24 0.568 9.54 4.35 9.58 2.48 19.8 0.049 234
85 X40X 20X 2.30 3.34 4.26 45.4 18.8 57.9 6.36 1.22 0.565 10.7 4.84 10.8 2.76 22.1 0.074 260
85 X 40 X20X 2.55 3.66 4.67 49.2 20.2 62.6 6.84 1.21 0.562 11.6 5.22 11.8 2.96 23.8 0.099 281
85 X 40 x20X 3.15 4.40 5.60 57.6 23.2 72.9 7.84 1.18 0.555 13.6 6.03 13.9 3.40 27.6 0.180 326
90X40X20X 1.60 2.46 3.14 38.5 14.2 47.7 4.99 1.26 0.526 8.55 3.63 8.47 2.15 17.6 0.026 219
90X40x20X2.00 3.03 3.86 46.5 17.0 51.5 5.95 1.24 0.521 10.3 4.35 10.3 2.56 21.1 0.059 26390x40x20x2.30 3.43 4.38 52.1 18.8 64.3 6.60 1.23 0.518 II.6 4.84 11.6 2.84 23.6 0.076 293
90 X 40 x 20 x 2.55 3.16 4.80 56.5 20.2 69.7 7.10 1.22 0.515 12.6 5.22 12.7 3.06 25.5 0.102 317
90 x 40 x 20 x 3.15 4.52 5.76 66.3 23.2 81.3 8.16 1.19 0.509 14.7 6.03 15.0 3.51 29.5 0.185 368
95X40X20X 1.60 2.53 3.22 43.7 14.2 52.8 5.16 1.26 0.485 9.20 3.63 9.08 2.20 18.7 0.027 245
95 x 40 x 20 x 2.00 3.11 3.96 52.9 17.0 63.7 6.15 1.25 0.481 II.1 4.35 II.1 2.63 22.5 0.052 294
95 x 40 x 20 x 2.30 3.52 4.49 59.4 18.8 71.3 6.83 1.23 0.478 12.5 4.84 12.5 2.92 25. I 0.078 328
95 X 40 X 20 X 2.55 3.86 4.92 64.4 20.2 77.3 7.35 1.22 0.475 13.6 5.22 13.6 3.14 27. I 0.104 355
95 x 40 x 20 x 3.15 4.65 5.92 75.6 23.2 90.4 8.43 I.19 0.468 15.9 6.03 16.1 3.61 31.5 0.190 412
100x40x20x I.60 2.59 3.30 49.4 14.2 58.3 5.31 1.27 0.450 9.88 3.63 9.7 2.26 19.8 0.028 272
100x40x20x2.00 3.18 4.06 59.8 17.0 70.5 6.34 1.25 0.446 12.0 4.35 11.9 2.70 23.8 0.053 327
100 X 40 X 20 X 2.30 3.62 4.60 67.2 18.8 78.9 7.04 1.24 0.443 13.4 4.84 13.4 2.99 26.6 0.080 365
100 X 40 X 20 X 2.55 3.96 5.05 73.0 20.2 85.6 1.57 1.22 0.440 14.6 5.22 14.6 3.22 28.8 0.107 395
100 x 40 x 20 x 3.15 4.77 6.08 85.7 23.2 100 8.69 I.20 0.434 17.1 6.03 17.3 3.71 33.4 0. I96 459
105X45X20X 1.60 2.78 3.54 59.8 19.2 72. I 6.90 1.40 0.482 11.4 4.34 II.1 2.67 25.5 0.030 393
I05 x 45 x 20 x 2.00 3.42 4.36 72.6 23.0 87.3 8.27 1.38 0.478 13.8 5.22 13.6 3.u) 30.7 0.057 474
I05 x 45 x 20 x 2.30 3.89 4.95 81.6 25.5 97.9 9.21 1.36 0.475 15.5 5.82 15.4 3.56 34.4 0.086 530
105 X 45 X 20 X 2.55 4.26 5.43 88.8 21.5 I06 9.93 1.35 0.412 16.9 6.29 16.8 3.84 37.3 0.115 574
105x45x20x3.15 5.14 6.55 105 31.7 I25 II.5 1.32 0.466 20.0 7.31 20.0 4.44 43.5 0.21 I 671
110X45X20X I.60 2.84 3.62 66.7 19.2 78.8 7.10 1.40 0.450 12.1 4.34 11.6 2.13 26.8 0.030 433
110X45X20X2.00 3.50 4.46 81.1 23.0 95.5 8.51 1.38 0.446 14.7 5.22 14.5 3.27 32.4 0.058 522
110X45X20X2.30 3.98 5.06 91.2 25.5 107 9.41 1.37 0.443 16.6 5.82 16.3 3.64 36.2 0.088 585
110X45X20X2.55 4.36 5.56 99.3 27.5 II7 10.2 1.36 0.441 18.0 6.29 17.9 3.93 39.3 0.118 634
I IO x 45 x 20 x 3.15 5.26 6.71 I17 31.7 137 II.8 1.33 0.435 21.3 7.31 21.3 4.54 45.8 0.216 742
llSX45X2OX 1.60 2.90 3.70 74.1 19.2 86.0 7.29 1.40 0.422 12.9 4.34 12.6 2.78 28.2 0.03 I 476
I I5 X 45 x 20 x 2.00 3.58 4.56 90.1 23.8 I04 8.73 1.38 0.418 15.7 5.22 15.4 3.33 34.0 0.060 574
115X45X20X2.30 4.07 5.18 101 25.5 I17 9.72 1.37 0.415 17.6 5.82 17.4 3.71 38. I 0.090 643
115X45X20X2.55 4.46 5.69 110 27.5 127 10.5 1.36 0.413 19.2 6.30 19.0 4.01 41.3 0.121 697
115X45x20x3.15 5.39 6.86 I31 31.7 150 12.1 1.33 0.407 22.7 7.31 22.6 4.63 48.2 0.222 816
120X45X20X 1.60 2.97 3.78 82.0 19.2 93.3 7.46 1.40 0.397 13.7 4.34 13.3 2.83 29.6 0.032 521
I20 x 45 x 20 x 2.00 3.66 4.66 99.7 23.0 144 8.94 1.39 0.393 16.6 5.22 16.3 3.39 35.7 0.061 629
120 X 45 x 20 x 2.30 4.16 5.30 II2 25.5 128 9.% I .37 0.390 18.7 5.82 18.4 3.78 39.9 0.092 704
120 X 45 X 20 X 2.55 4.56 5.82 122 27.5 139 10.7 1.36 0.388 20.4 6.30 20.1 4.08 43.3 0.124 764
120 X 45 x 20 x 3.15 5.51 7.02 I45 31.7 I64 12.4 1.33 0.382 24. I 7.31 24.0 4.72 50.5 0.227 895
125X45X20X I.60 3.03 3.86 90.3 19.2 102 7.63 1.41 0.374 14.4 4.34 14. I 2.88 30.9 0.033 568
125 X 45 X 20 X 2.00 3.73 4.76 110 23.0 124 9.14 1.39 0.370 17.6 5.22 17.2 3.45 37.3 0.062 686
125 X 45 X 20 X 2.30 4.25 5.41 124 25.5 139 10.2 1.37 0.368 19.8 5.82 19.5 3.85 41.8 0.094 769
I25 X 45 X 20 X 2.55 4.66 5.94 I35 27.5 I51 II.0 I.36 0.365 21.6 6.30 21.3 4.15 45.3 0.126 834
125 X 45 X 20 X 3.15 5.64 7.18 I60 ‘31.7 179 12.7 1.33 0.360 25.6 7.31 25.4 4.80 52.9 0.232 917
130X45X20X 1.60 3.09 3.94 99.1 19.2 t11 7.79 1.41 0.353 15.2 434 14.9 2.92 32.3 0.033 618
I30 x 45 x 20 x 2.00 3.81 4.86 121 23.0 134 9.33 1.39 0.350 18.6 5.22 18.2 3.50 38.9 0.064 746
( Continued)TABLE 10 LIPPED ZED SECTIONS - EQUAL FLANGES - Cod
DIWGNATION MASS/ AREA MOMENT OF INERTIA RAD- ANGLE SECTION MODULUS PRO- TOR- WARP-
DIMENSIONS UNIT OF IUS OF DUCT SION ING
LEN- SEC- GYRA- MOM- CONS- CONS-
GTH TION TION ENT TANT TANT
OF IN-
ERTIA
hXbX cXr M A Ir, I UY 1, Mitt-R, h, z, zu. L hr J cw
mm kg/m cm2 cm’ cm’ cm’ cm tan0 cm’ cm’ cm’ cm’ cm’ cm’ cm”
I 2 3 4 5 6 7 8 9 10 I1 12 13 14 15 16
130X45X20X2.30 4.34 5.52 136 25.5 151 10.4 1.37 0.347 20.9 5.82 20.6 3.91 43.6 0.096 836
130 X 45 X 20 X 2.55 4.76 6.07 148 27.5 165 11.2 1.36 0.345 22.8 6.30 22.5 4.22 47.3 0.129 908
130 x 45 x 20 x 3.15 5.76 7.34 176 31.7 194 13.0 1.33 0.340 27.0 7.31 26.9 4.88 55.3 0.237 1060
140X60X20X 1.60 3.60 4.58 141 40.2 167 14.7 1.79 0.449 20.2 6.74 19.3 4.38 56.8 0.039 1400
140 X 60 X 20 x 2.00 4.44 5.66 173 48.5 203 17.8 1.77 0.445 24.7 8.22 23.7 5.28 69.0 0.074 1700
140 X 60 X 20 X 2.30 5.06 6.44 195 54.3 230 19.9 1.76 0.443 27.9 9.22 26.9 5.91 77.6 0.112 1910
140X60X20X2.55 5.57 7.09 213 58.8 251 21.6 1.74 0.441 30.5 10.0 29.5 6.41 84.5 0.151 2100
140 X 60 X 20 X 3.15 6.75 8.60 255 68.7 298 25.3 1.71 0.435 36.4 11.8 35.4 7.48 99.8 0.279 2500
150x60x20x 1.60 3.72 4.74 166 40.2 191 15.4 1.80 0.406 22.1 6.79 21.2 4.50 61.1 0.040 1600
I50X60x20x2.00 4.60 5.86 203 48.5 233 18.6 1.78 0.403 27.0 8.22 26.0 5.43 74.3 0.077 1970
150X60X20X2.30 5.24 6.68 229 54.3 263 20.8 1.76 0.401 30.6 9.22 29.5 6.08 83.6 0.116 2220
150 X 60 X 20 X 2.55 5.77 7.34 251 58.8 287 22.6 1.75 0.399 33.5 10.0 32.4 6.59 91.0 0.157 2420
150X60X20X3.15 7.00 8.91 300 68.7 342 26.4 1.72 0.394 40.0 11.8 38.9 7.70 108 0.289 2870
160X60X20X 1.60 3.85 4.90 193 40.2 217 16.0 1.80 0.370 24.1 6.79 23.1 4.60 65.5 0.042 1870
160X60X20X2.00 4.75 6.06 236 48.5 265 19.3 1.78 0.367 29.5 8.22 28.4 5.56 79.6 0.080 2270
160 X 60 X 20 X 2.30 5.42 6.90 267 54.3 300 21.6 1.77 0.365 33.4 9.22 32.2 6.22 89.6 0.120 2560
160 X 60 X 20 X 2.55 5.97 7.60 292 58.8 328 23.4 1.76 0.363 36.5 10.0 35.4 6.75 97.5 0.162 2790
160 X 60 X 20 X 3.15 7.24 9.23 349 68.7 391 27.4 1.72 0.358 43.7 11.8 42.6 7.90 115.3 0.300 3310
170X60X20X 1.60 3.97 5.06 222 40.2 246 16.5 1.81 0.339 26.1 6.79 25.1 4.70 69.8 0.043 2130
!7OX6OX2OX2.00 4.9 1 6.26 272 48.5 301 19.9 1.78 0.337 32.0 8.22 30.9 5.67 84.9 0.082 2600
170X60X20X2.30 5.60 7.14 308 54.3 340 22.3 1.77 0.334 36.3 9.22 35.1 6.36 95.5 0.124 2920
170 X 60 X 20 X 2.55 6.17 7.86 337 58.8 372 24.2 1.75 0.332 39.7 10.0 38.5 6.90 104 0.168 3190
170X60X20X3.15 7.49 9.54 404 68.7 444 28.4 1.72 0.328 47.5 11.8 46.3 8.07 123 0.310 3780
180X60X20x 1.60 4.10 5.22 254 40.2 277 17.0 1.80 0.313 28.2 6.79 27.2 4.78 74.2 0.044 2430
180X60X20X2.00 5.07 6.46 311 48.5 339 20.5 1.78 0.310 34.6 8.22 33.5 5.78 90.2 0.085 2940
180 X 60 X 20 X 2.30 5.78 7.36 353 54.3 384 23.0 1.77 0.308 39.2 9.22 38.0 6.48 102 0.128 3320
180 X 60 X 20 X 2.55 6.37 8.11 386 58.8 420 25.0 1.76 0.306 42.9 10.0 41.7 7.03 111 0.174 3620
180 X 60 X 20 X 3.15 7.74 9.86 463 68.7 502 29.3 1.72 0.302 51.4 11.8 50.3 8.24 131 0.321 4290
190 X 60 X 20 x 1.60 4.22 5.38 289 40.2 311 17.5 1.80 0.289 30.4 6.79 29.3 4.84 78.5 0.046 2720
190x60x20x2.00 5.22 6.67 354 48.5 381 21.1 1.78 0.287 37.3 8.22 36.1 5.88 95.5 0.088 3310190X60X20X2.30 5.96 7.60 401 54.3 432 23.7 1.76 0.285 42.2 9.22 41.0 6.59 108 0.132 3740
190x 60x 20x 2.55 6.57 8.37 439 58.8 472 25.7 1.75 0.283 46.2 10.0 45.0 7.15 117 0.179 4070
190x 60x 20 x 3.15 7.98 10.17 527 68.7 565 30.1 1.72 0.279 55.4 11.8 54.3 8.38 139 0.331 4840
200x60x20x1.60 4.35 5.54 326 40.2 348 17.9 1.80 0.269 32.6 6.79 31.5 4.94 82.9 0.047 3040
200x60x20x2.00 5.38 6.86 400 48.5 427 21.6 1.78 0.266 40.0 8.22 38.8 5.97 101 0.090 3710
200X 60 X 20 X 2.30 6.14 7.8 453 54.3 483 24.3 1.76 0.265 45.3 9.22 44.1 6.70 113 0.136 4180
200x 60x 20x 2.55 6.77 8.62 496 58.8 529 26.3 1.75 0.263 49.6 10.0 48.5 7.27 124 0.184 4560
200X 60X 20X 3.15 8.23 10.49 596 68.7 634 30.9 1.72 0.259 59.6 11.8 58.4 8.52 146 0.341 5420
210X60X20X 1.60 4.47 5.70 366 40.2 388 18.3 1.79 0.251 34.9 6.79 33.8 5.01 87.2 0.048 3390
210X 60 x20x 2.00 5.54 7.06 449 48.5 475 22.1 1.77 0.248 42.8 8.22 41.6 6.06 106 0.093 4130
210X 60 X20X 2.30 6.32 8.05 509 54.3 539 24.8 1.76 0.247 48.5 9.22 47.3 6.79 119 0.140 4650
210X 60X 20X 2.55 6.97 8.88 558 58.8 590 26.9 1.74 0.245 53.1 10.0 52.0 7.37 130 0.190 5080
210X 60X 20 X 3.15 8.48 10.80 667 68.7 707 31.6 1.71 0.241 63.8 11.8 62.7 8.65 154 0.352 6030
220X60X20X 1.60 4.60 5.86 409 40.2 430 18.7 1.79 0.235 37.2 6.79 36.1 5.07 91.6 0.050 3750
220x 60x 20x 2.00 5.70 7.26 502 48.5 528 22.6 1.76 0.232 45.6 8.22 44.5 6.13 III 0.096 4570
220X 60X 20X 2.30 6.50 8.28 569 54.3 598 25.4 1.75 0.231 51.8 9.22 50.6 6.88 125 0.145 5160
220X 60X 20 X 2.55 7.17 9.13 624 58.8 655 27.5 1.74 0.229 56.7 10.0 55.6 7.47 131 0.196 5620
220x 60x 20 x 3.15 8.73 11.1 750 68.8 786 32.3 1.70 0.226 68.1 11.8 67.1 8.76 162 0.362 6680
230X75X20X1.60 5.10 6.50 517 72.1 558 31.4 2.20 0.290 45.0 9.72 43.1 7.01 141 0.055 6990
230X 75 X 20 X 2.00 6.32 8.06 636 87.5 686 38.1 2.18 0.287 55.3 11.8 53.2 8.52 172 0.106 8550
230X 75 X 20X 2.30 7.23 9.20 723 98.3 778 42.9 2.16 0.285 62.9 13.3 60.5 9.58 194 0.161 9670
230X 75 X 20X 2.55 7.97 10.2 793 107 854 46.7 2.14 0.284 69.0 14.5 66.6 10.4 212 0.218 10600
230X 75 X20X 3.15 9.72 12.4 956 126 1030 55.2 2.11 0.280 83.2 17.2 80.6 12.3 253 0.404 12600
240X75X20X 1.60 5.23 6.66 512 72.1 612 32.1 2.19 0.272 47.6 9.72 45.7 7.10 147 0.056 7680
240x 75x 20x 2.00 6.48 8.26 703 87.5 752 38.9 2.17 0.270 58.6 11.8 56.5 8.62 180 0.109 9390
240X 75X 20X 2.30 7.41 9.44 799 98.3 854 43.8 2.16 0.269 66.6 13.3 64.3 9.70 203 0.165 10600
240X 75 X 20 X 2.55 8.17 10.4 878 107 937 47.7 2.14 0.267 73.1 14.5 70.7 10.6 222 0.223 11600
240x 75 x20x 3.15 9.96 12.7 1060 126 1130 56.4 2.11 0.264 88.2 17.2 85.7 12.5 264 0.414 13900
250X75X20X 1.60 5.35 6.82 629 72.1 669 32.7 2.19 0.257 50.3 9.72 48.5 7.17 153 0.058 8400
250X 75X 20X 2.00 6.64 8.46 775 87.5 822 39.7 2.17 0.255 62.0 11.8 59.8 8.71 187 0.112 10300
250X 75X 20X 2.30 7.59 9.66 881 98.3 934 44.7 2.15 0.353 70.5 13.3 68.2 9.81 212 0.169 11600
250X 75 X20X 2.55 8.37 10.7 967 107 1025 48.7 2.14 0.252 77.4 14.5 75.0 10.7 231 0.229 12700
250X75X20X3.15 10.2 13.0 1170 126 1235 57.5 2.10 0.249 93.3 17.2 90.8 12.6 276 0.428 15200
260X75X20X 1.60 5.98 6.98 697 72.1 729 33.3 2.18 0.243 53.1 9.72 51.3 7.24 160 0.059 9160
260x 75X 20X 2.00 6.80 8.66 850 87.5 897 40.5 2.16 0.241 65.4 11.8 63.3 8.80 195 0.114 11200
260X 75X 20X 2.30 7.77 9.90 967 98.3 1020 45.5 2.14 0.279 74.4 13.3 72.1 9.91 221 0.173 12700
260X 75 X20X 2.55 8.57 10.9 1060 107 1120 49.6 2.13 0.238 81.7 14.5 79.3 10.8 241 0.234 13900
260X 75 x20x 3.15 10.5 13.3 1280 126 1350 58.6 2.10 0.235 98.6 17.2 96.1 12.7 287 0.435 16600
270X75X20X 1.60 5.60 7.14 755 72.1 793 33.9 2.18 0.230 55.9 9.72 54.1 7.31 166 0.061 9960
270X 75 X20X 2.00 6.95 8.86 930 87.5 976 41.2 2.16 0.228 68.9 11.8 66.8 8.89 203 0.117 12200
( Conrinwd )TABLE 10 LIPPED ZED SECTIONS - EQUAL FLANGES - Contd
DESIGNATION MAW AREA MOMENT OF INERTIA RAD- ANGLE SECTION MODULUS PRO- TOR- WARP-
DIMENSIONS UNIT OF IUS OF DUCT SION ING
LfiN- SEC- GYRA- MOM- CONS- CONS-
GTH TION TlON ENT TANT TANT
OF IN-
ERTIA
hXbXcXr M A I, Iyy IY Y I, Min-R.
2 c3 c2 ,f;;, $ .;I c2e
mm kg/m cm! cm’ cm’ cm’ cm’ cm tad
I 2 3 4 5 6 7 8 9 IO II I2 13 14 15 16
270 x 75 X 20 X 2.30 1.95 10.1 1060 98.3 1110 46.3 2.14 0.227 78.3 13.3 76. I 10.0 229 0.177 13800
270 X 75 X 20 X 2.55 8.77 11.2 1160 107 1220 50.5 2.12 0.225 86.1 14.5 83.7 10.9 251 0.240 ISlOO
270 X 75 X 20 X 3.15 10.7 13.6 1400 126 1470 59.7 2.09 0.222 104.0 17.2 102 12.9 299 0.446 18100
280X75X20X 1.60 5.13 7.30 823 72. I 861 34.4 2.17 0.219 58.8 9.12 57.0 7.38 172 0.062 10800
280 X 75 X 20 X 2.00 7.11 9.06 1010 87.5 1060 41.8 2.15 0.217 72.5 11.8 70.4 8.97 211 0.120 13200
280 X 75 X 20 X 2.30 8.13 10.4 1150 98.3 1200 47.1 2.13 0.215 82.4 13.3 80.2 10.1 238 0.181 l5000
280 X 75 X 20 X 2.55 8.97 11.4 1270 106.9 1320 51.3 2.12 0.214 90.5 14.5 88.3 11.0 260 0.245 16400
280 X 75 X 20 X 3.15 11.0 14.0 1530 126 1600 60.6 2.08 0.211 109 17.2 107 13.0 310 0.456 19600
290X75X20X 1.60 5.86 1.46 895 72.1 932 35.0 2.16 0.208 61.7 9.72 59.2 7.44 179 0.063 11700
_ 290X75X20X2.00 7.27 9.26 1100 87.5 I150 42.5 2.14 0.206 76.1 11.8 74.0 9.04 218 0.122 14300
290 X 75 X 20 X 2.30 8.37 10.6 I250 98.3 1310 47.8 2.13 0.205 86.5 13.3 84.4 10.2 247 0.185 16200
290 X 75 X 20 X 2.55 9.17 11.7 I380 107 1430 52.1 2.11 0.203 95.1 14.5 92.9 11.1 270 0.251 17700
290 x 75 x 20 x 3.15 11.2 14.3 1670 126 1740 61.6 2.08 0.200 115 17.2 113 13.1 322 0.466 21200
300X75X20X 1.60 5.98 7.62 970 72.1 1010 35.5 2.10 0.198 64.7 9.72 62.9 7.50 185 0.065 12600
300 x 75 x 20 x 2.00 7.42 9.46 1200 87.5 1240 43.1 2.14 0.1% 79.81 11.6 77.8 9.11 226 0.125 15400
300 x 75 X 20 X 2.30 8.49 10.8 1360 98.3 1410 48.5 2.12 0.195 90.8 13.3 88.7 10.3 256 0.189 17400
300 x 75 X 20 X 2.55 9.31 11.9 1500 107 1550 52.9 2.10 0.194 99.1 14.5 91.6 11.2 279 0.256 19100
300X75X20X3.15 11.5 14.6 1810 126.0 1870 62.5 2.07 0.191 121 17.2 118 13.2 333 0.477 22800IS : 811-t987
TABLE 11 PROPERTIES AND DIMENSIONS OF 90” CORNER
THICKNESS RADIUS REDUCED MASS/ /bEA OF MOMENT CENTRE
THICKNESS UNIT SECTION OF OF
LENGTH INERTIA GRAVITY
I R, &a+. m A I,.= I, cx = c,
mm mm mm b/m mm2 mm* mm
I 2 3 4 5 6 7
1.25 I.87 1.16 0.035 4.45 2.54 1.52
1.60 2.40 I.48 0.057 7.29 6.82 1.94
2.00 3.00 1.85 0.089 II.4 16.7 2.42
2.30 3.45 2.13 0. II8 IS.1 29.1 2.79
2.55 3.82 2.36 0.145 18.5 44.01 3.09
3.15 4.12 2.91 0.222 28.3 102 3.82
4.00 6.00 3.70 0.358 45.6 266 4.85
5.00 7.50 4.62 0.559 71.2 65.1 6.06
6.00 9.00 5.55 0.805 102 I350 1.27
29Bureau of Indian Standards
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1448_4.pdf
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IS : 1448 [ P : 4 ] - 1984
( RenN’umed1 996)
Indian Standard
METHODS OF TEST FOR
PETROLEUM AND ITS PRODUCTS
[P:4]
ASH, SULPHATED ASH AND WATER SOLUBLE ASH
Second Revision )
(
Fourth Reprint DECEMBER 1998
UDC US%/.7 : 5+3.822
Adafited from the Joint AST,W-IP Standards “4%. AST.11 D 482/80-IP 4175 and
ASTM D 874/82-IP 163/78 and LIC 80-01 D-1969 issued ly the Sfandard
Inspection Laboratory of ESSO Research and Engineerirlg Co, USA.
1. SCOPE
1.1 Four methods are prescribed for the dcterminarion of asll: sulphatcd
ash and water soluble ash of prtroleum products and greases.
1.2 Method A is suitable for the determination of ash from distillate and
residual fuel oils, gas turbine fuels, crude oils, lubricating oils, waxes and
other petroleum products, in which any ash-forming materials present are
normally consideked to be undesirable impurities or contaminants ( see
Note 1 ). The method is limited to petroleum products which are free from
added ash-formimg additives, including certain phosphorus compounds ( see
Note 2).
NOTE 1 - In certain type of samples, all of the ash forming metals may not be
retained quantitatively in the ash. This is particularly true of distillate oils which
require a special ashing procedure in order to retain mrtals quantitatively.
NOTE 2- This method is not intended for the analysis of unused lubricating oils
fontaining additives, for such samples use Method C; neither it is intcndrd for the
analysis of lubricating oils containing lead, nor for used engine crankcase oils.
0 Co&yright 1984
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI 110002
Gr 3 j’une 1984IS : 1448 [ P : 4 ] - 1984
1.3 Methods Br and B, are prescribed for the determination of ash from
greases.
1.4 Method C describes a p:ocedure for determining the sulphated ash
from unused lubricating oils containing additives and from additive
concentrates used in compounding. These additives usually contain one
or more of the following metals: barium, calcium, magnesium, zinc,
potassium, sodium and tin. The elements of sulphur, phosphorus, and
chlorine may also be present in combined form.
1.4.1 Application of this method to sulphated ash levels below O-02 per-
cent is restricted to oils containing ashless additives. The lower limit of
the method is 0.005 percent sulphated ash.
1.4.2 There is evidence that magnesium does not react in the same way
as other alkali metals in this test. If magnesium additives are present the
data should be interpreted with caution.
1.4.3 There is evidence that samples containing molybdenum may give
low results because molybdenum compounds may not be fully recovered at
the temperature of ashing.
1.5 Method D is applicable to all types of petroleum oils, either unused or
used. When the samnle under test contains lead compounds or some of the
alkali metals, the risult does not express the true metallic content, since
some of the metals will be lost by vaporization.
2. TERMINOLOGY
2.0 For the purpose of these methods, the following definitions shall apply.
2.1 Ash - The inorganic residue left after the ignition of the sample
under prescribed conditions, calculated as the percentage by mass of the
original sample.
2.2 Sulphated Ash - The ash that remains after the sample has been
carbonized and the residue subsequently treated with sulphuric acid and
heated to constant mass.
2.3 Water Soluble Ash -- The water soluble portion of the ash of the
sample, calculated as the percentage by mass of the original sample.
3. METHOD A - ASH FROM PETROLEUM PRODUCTS
3.1 Outline of the Method - The sample contained in a suitable vessel
is ignited and allowed to burn until only ash and carbon remain. The
carbonaceous residue is reduced to an ash by heating in a muffle furnace
at 7759, cooled, and weighed.
2IS :1448[ P: 41-1984
3.2 Apparatus
3.2.1 Evaporating Dish or Crucible - made of platinum, silica, or
porcelain, of 90 to 120-ml capacity.
3.2.2 Electric Mufle Furnace - capable of maintaining a temperature of
775°C f 25:C, and preferably having suitable apertures at the front and
rear so as to allow a slow natural draught of air to pass through.
3.3 Procedure
3.3.1 Heat the evaporating dish or crucible at 700°C to 800°C for
10 minutes or more. Cool to room temperature in a suitable container
( See Note ) and weigh to the nearest 0.1 mg.
NATE - ‘The container in which the dish or crucible is cooled should not
contain a desiccating agent. In addition, all weighings of the crucibles should be
performed as soon as the crucibles have cooled. If it should be necessary that the
crucibles remain in the desiccator for a longer period, then all subsequent’weighings
should be made after allowing the crucibles and contents to remain in the
desiccator for the same length of time.
3.3.2 The quantity of sample to be taken depends upon the ash content
of the material. Weigh into the dish or crucible sufficient sample ( up to
a maximum of 100 g ) to give up to 20 mg of ash. For sample mass
which require more than one filling of the dish, obtain the mass from the
difference between the initial and final mass of a suitable sample
container. Weigh the sample to the nearest 0.1 percent. Heat the dish
or crucible and sample until the contents become capable of being ignited
with a flame. Maintain at such a temperature that the sample continues
to burn at a uniform and moderate rate, leaving only ash and carbon
when the burning ceases.
CAUTION h The sample may contain water, which can cause
spattering. The operator should heat the sample cautiously in a
hood while wearing safety goggles.
NOTE- If the sample contains sufficient moisture to cause foaming and loss ol
material, discard the sample and to an additional sample add 1 to 2 ml of 99 percc nt
iso-propyl alcohol before heating. If this is not satisfactory, add 10 ml of an
equivolume mixture of toluene and iso-propyl alcohol and mix thoroughly. Place
several strips of ashless filter paper in the mixture and heat; when the paper begins
to bum, the greater part of the water is found to have been removed.
3.3.3 Heat the residue in the muffle furnace at 775 f 25°C until all
carbonaceous material has disappeared. Cool the dish to room tempera-
ture in a suitable container as prescribed in 3.3.1, and weigh to the
nearest O-1 mg.
3.3.4 Reheat the dish at 775°C for 20 to 30 minutes, cool in a suitable
container as prescribed in 3.3.1 and reweigh. Repeat the heating and
weighing until consecutive weighings differ by not more than 0.5 mg.IS : 1448 [ P : 4 ] - 1984
3.4 Calculation - Calculate the mass of the ash as a percentage of the
original sample, as follows:
100 m
Ash , percent by mass = ___
M
where
m = mass in g of ash, and
M = mass in g of sample.
3.5 Reporting -- Report the result to the nearest 0.01 as the ash,
Method A stating the mass of sample taken.
3.6 Precision - Results of duplicate trsts shall not differ by more than
the following amounts:
Ash Repeatability Reproducibility
percent
O-001 to 0.079 0.003 o-005
0.080 to 0.180 0.007 0.024
4. METHOD B - ASH FROM GREASES
4.1 General
4.1.1 Two methods are prescribed for determining ash from greases,
Method Br is a rapid routine method and is substantially the same as
Method A ( see 3 ). Method Bs, which involves sulphation, gives more
concordant results than Method B,, but requires more time and manipu-
lation and shall be used as a referee method.
4.1.2 Method Bs is also preferred because Method Br is sometimes
unsatisfactory for the following reasons:
a) Sodium carbonate derived from the soap may react with inorga-
nic fillers;
h) The ash may react with the porcelain crucible during the long
continued heating necessary to burn off all carbon;
c) If much sodium or potassium carbonate is present, the ash is
fusible and often encloses carbon, making complete removal of
the latter very difficult;
d) Results are low when easily reducible oxides of volatile metals are
present; and
e) There is uncertainty as to when calcium carbonate has been
completely ignited to calcium oxide.
4.2 Outline of Method - In Method Br, the sample is heated gently
until it burns and the residue is ignited until it is free from carbon.
4IS : 1448 [ P : 4 ] - 1884
~2lcohol niay lx :&led to prcvcnt the foaming of wet samples. In
Method Bz, the partially ignited residue is treated with dilute sulphuric
acid and the sulphated ash weighed.
4.3 Apparatus
4.3.1 Dish or Squat-Form Crucible - of silica, porcelain or platinum, and
of about I.5 ml capacity. A platinum dish shall not be used if the sample
contains Icad, zinc or other metals which attack platinum at high
tempcraturc.
4.4 Method B,
4.4.1 Procedure - Heat the dish to redness, allow it to cool in a
tlcsiccator, and weigh. Weigh 2 to 5 g of the sample to the nearest
0.01 g. Ifrat tllr dish gently until the grease burns at the surface ( see
Note ). lhwn ON the combustible matter slowly and heat the residue
strongly with a flame or in a muffle furnace until the ash is free from
carbon. Cool the dish and contents in a desiccator and weigh them.
NATE - When the sample contains sufficient water to cause foaming and loss,
add 1 to 2 ml of absolute alcohol before heating it.
4.4.2 Calculation and Reporting - Calculate the mass of the residue as a
percentage of the mass of the sample to the nearest 0’1 and report as Ash,
Method Br.
4.4.3 Prerision - Since the oxide-carbonate ratio in the ash obtained by
this meth.,d may vary with the intensity and duration of heating, precision
limits have not been established.
4.5 Method B,
4.5.1 Reagents
a) Dilute suiphuric acid - approxirnately 10 percent ( m/v ).
b) Methyl orange indicator - containing one gram of methyl orange
in one litre of water.
C) Ammonium carbonate
4.5.2 Procedure - Carry out the ashing of the sample as prescribed
in 4.4.1 till the ash is nearly free from carbon. Cool the dish and its
contents and dissolve the soluble portion of the ash in a little water. Add
a slight excess of dilute sulphuric acid carefully from a pipette inserted
under a watch-glass covering the dish. Warm the dish and its contents
on a boiling water-bath until effervescence ceases. Rinse the watch-glass
with water into the dish, Test the solution with methyl orange indicator
to ensure the presence of free acid. Evaporate the contents of the dish to
.dryncss and ignite them at a low red heat, adding a small quantity of dry
ammonium carbonate to drive off the excess of sulphur trioxide. Cool the
dish and contents in a desiccator and weigh them.
5IS : 1448[ P : 4 ] - 1984
4.5.3 Calculation and Reporting - Calculate the mass of the residue as a
percentage of the mass of the sample to the nearest 0 1 and report it as
Ash, Method B,.
4.5.4 Precision - Unless fillers or easily reducible compounds of volatile
metals are present, results of duplicate tests shall not differ by more than
the following amounts:
Repeatability Reproducibiliry
10 percent of mean 10 percent of mean
5. METHOD C - SULPHATED ASH FROM UNUSED
LUBRICATING OILS AND ADDITIVES
5.0 Outline of the Method -. The sample is ignited and burned until
only ash and carbon remain. After cooling, the residue is treated with
sulphuric acid and heated at 775°C until oxidation of carbon is complete.
The ash is then cooled,. re-treated with sulphuric acid, and heated at
775°C to constant mass.
5.1 Significance and Use - The sulphated ash may be used to indicate
the concentration of known metal-containing additives in new oils. When
phosphorus is absent, barium calcium, magnesium, sodium and potassium
are converted to their sulphates and tin ( stannic ) and zinc to their
oxides ( see Note 1 ). Sulphur and chlorine do not interfere but when
phosphorus is present with metals, it remains partially or wholly in the
sulphated ash as metal phosphates.
NOTE 1 - Since zinc sulphate slowly decomposes to its oxide at the ignition
temperature specified in the method, samples containing zinc may give variable
results unless the zinc sulphate is completely converted to the oxide.
NOTE 2 - This method is not intended for the analysls of used engine oils or
oils containing lead. Neither it is recommended for the analysis of non-additive
lubricating oils, for which Method A should be used.
NOTE 3 - For best results on samples containing less than 0’1 percent sulphated
ash, platinum dishes should be used. The precision values shown in 5.7 for this type
of sample were so obtained.
5.2 Apparatus
5.2.1 Dish - An evaporating dish or crucible made of porcelain, fused
silica, or platinum of 50 to IOO-ml capacity. For samples yielding less
than O-02 percent sulphated ash, a platinum evaporating dish or crucible
of 120- to 150-ml capacity is specified, except for samples containing
elements injurious to platinum.
NOTE - A platinum vessel should not be used if the sample is likely to contain
elements, such ar phosphorus, which attack platin~lrn under the conditions of
the test.
6IS : 1448 [ P : 4 ] - 1984
5.2.2 E&e&c Mu&e Furnace - Tlw furnace shall be capable of main-
taining a temperature of 775°C f 25°C and preferaljly have apertures at
the front and rear to allow a slow natural draught of air to pass through
the furnace.
5.3 Reagents
5.3.1 Low-Ash Mineral Oil - White oil ( see IS : 1083-lW8* ) having a
sulphated ash lower than the limit capable of being determined by this
method.
NOTE - Determine the sulphated ash of this oil by the procedure givrn in 5.4.1
to 5.4.11 using 100 g of white oil weighed to the nearest 0.5 g in a 120 10 1.50 ml
platinum dish. Deduct the sulphuric acid blank as described in 5.4.11.
5.3.2 Sulfihuric Acid ( Relative Density 1.84 ) - Concentrated sulphuric
acid ( HsSOh ).
5.3.3 Sul~huric Acid ( I : I ) - Prepare by slowly adding one volume
of concentrated sulphuric acid ( relative density 1.84 ) to one volume of
water.
CAUTION - Sulphuric acid is highly corrosive and has a high heat
of hydration. Protective clothing, including gloves and face mask,
should be worn during manipulations involving this acid.
5.4 Procedure
5.4.1 Select the size of the evaporating dish or crucible according to the
quantity of sample necessary ( see 5.4.3 ).
5.4.2 Heat the evaporating dish or crucible at 775°C for at least 10 minutes.
Cool to room temperature in a suitable container and weigh to the nearest
0.1 mg.
NOTE - The container in which the dish is cooled should not contain a desica-
ting agent.
5.4.5 Weigh into the dish a quantity of sample given by the following
equation:
where
M = mass in g of sample, and
A = expected percent of sulphated ash.
-
*Specification for industrial white oils (first revision ).
7IS : 1448 [ P : 4 ] - 1984
5.4.3.1 Do not take a quantity in excess of 80 g. In the case of lubri-
cating oil additives yielding a sulphated ash of 2 percent or more, dilute
the weighed sample in the dish with approximately 10 times its mass of low
ash mineral oil.
NOTE - If the amount of sulphatcd ash found differs from the expected amount
by more than a factor of two, repeat the analysis with a different mass of sample
calculated from the first analysis.
5.4.4 Heat the dish or crucible and sample carefully until the contents
can be ignited with a flame. Maintain at such a temperature that the
sample continues to burn at a uniform and moderate rate. When burning
ceases, continue to heat gently until no further smoke or fumes are evolved.
NOTE - If the sample contains sufficient moisture to cause foaming and loss of
material from the dish, discard the sample, and to an additional sample add 1 to
2 ml of 99 percent iso-propyl alcohol before heating. If this is not satisfactory, add
10 ml of a mixture of equal volumes of toluene and iso-propyl alcohol and mix
thoroughly. Place several strips of ashless filter paper in the mixture and heat;
when the paper begins to burn, the greater part of the water will have been removed.
5.4.5 Allow the dish to cool to room temperature, then completely
moisten the residue by the dropwise addition of sulphuric acid ( relative
density 1.81 ). ( See Caution under 5.3.3 ). Carefully heat the dish at a
low temperature on a hot plate or over a gas burner, avoiding spattering,
and continue heating until fumes are no longer evolved.
5.4.6 Place the dish in the furnace at 775°C f 25°C and continue heat-
ing until oxidation of tte carbon is complete or almost complete.
5.4.7 Allow the dish to cool to room temperature. Add three drops 01
water and ten drops of sulphuric acid ( 1 : 1 ). Move the dish so as to
moisten the entire residue. Again heat the dish as in 5.4.5.
5.4.8 Again place the dish in the furnace at 775 f 2.5% and maintain
at that temperature for 30 minutes. Cool the dish to room temperature
in a suitable container ( see Note under 5.4.2 ).
NOTE - Zinc dialkyl or alkaryl dithiophosphates and blends containing these
additives may give a residue which is partially black at this stage. In this case,
repeat 5.4.7 and 5.4.8 until a white residue is obtained.
5.4.9 Weigh the dish and residue to the nearest 0.1 mg.
5.4.10 Repeat 5.4.8 and 5.4.9 until two successive weighings differ by
no more than 1.0 mg.
NOTE - Normally one repeat will suffice, unless a high proportion of zinc is
present, when three or four heating periods may be required.
8IS:1448 [ P : 41-1984
5.4.11 For samples expected to contain 0.02 percent or less of sulphated
ash, determine a sulphuric acid blank by adding 1 ml of the concentrated
sulphuric acid to a tared platinum dish or crucible, heating until fumes are
no longer evolved and then heating in the furnace at 775 f 25°C for
30 minutes. Cool the dish or crucible to room temperature in a suitable
container and weigh to the nearest 0.1 mg. If any ash is found in the
sulphuric acid, an adjustment to the mass of sulphated ash obtained
is made by subtracting the mass of ash contributed by the sulphuric acid,
determined from the total volume of sulphuric acid itsed and the mass of
ash found for the 1 ml blank, from the total mass in grams of sulphated
ash for the sample. Use this corrected mass m, in calculating the percent
sulphated ash.
5.5 Calculation - Calculate the mass of sulphated ash as a percentage
of the original sample as follows:
100 m
Sulphated ash, percent by mass = 7
where
m = mass in g of ash, and
M = mass in g of sample.
5.6 Reporting - Report the result to the nearest 0.001 percent for samples
below 0.02 percent and to the nearest 0.01 percent for higher levels as the
sulphated ash.
5.7 Precision - For sulphated ash levels between 0*005 and 0.10 per-
cent, the precision of this method is as follows:
Repeatability Reproducibility
047 x pa5 0.189 x y o-85
where y is average of two results in units of percent sulphated ash.
6. METHOD D - WATER SOLUBLE ASH
6.1 Outline of the Method - The water soluble ash is determined by
boiling the ash, as obtained by Method A or Method C, in water, filte-
ring and evaporating the filtrate to dryness.
6;2 Procedure - Place the dish or crucible containing the ash, as obtained
by Method A or Method C, in a beaker, add about 350 ml of water, cover
the beaker with a watch-glass and boil gently for about 15 minutes.
Remove the dish or crucible from the water and wash any residue into
the beaker with a fine jet of water. Heat the beaker until the volume of
water is reduced to about 50 ml. Filter through a filter paper
( Whatman No. 30 or its equivalent ) collecting the filtrate in a tared glass
9IS:l448f P: 41-1984
evaporating dish of 200-ml capacity. Rinse the beaker and the filter
paper with hot water1 and filter the rinsings into the evaporating dish.
Place the evaporating dish on a steam bath, and evaporate the contents to
dryness. Remove the evaporating dish from the steam-bath, wipe the
outside with a clean cloth, and put it into an oven maintained at 105°C.
At the end of one hour remove the dish from the oven, cool in desiccator
and weigh again. Repeat the drying until the mass is constant.
6.3 Calculation and Reporting - Calculate the mass of the water
soluble ash as a percentage of the mass of the sample, and report it to two
significant figures as Water Soluble Ash, Method D.
6.4 Precision - The precision limits of this method have not been
established.
10
Reprography Unit, ISIS, New Delhi, India
|
ISO_898-1_2009E.pdf
|
INTERNATIONAL ISO
STANDARD 898-1
Fourth edition
2009-04-01
Mechanical properties of fasteners made
of carbon steel and alloy steel —
Part 1:
Bolts, screws and studs with specified
property classes — Coarse thread and
fine pitch thread
Caractéristiques mécaniques des éléments de fixation en acier au
carbone et en acier allié —
Partie 1: Vis, goujons et tiges filetées de classes de qualité
spécifiées — Filetages à pas gros et filetages à pas fin
Reference number
ISO 898-1:2009(E)
© ISO 2009ISO 898-1:2009(E)
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© ISO 2009
All rights reserved. Unless otherwise specified, no part of this publication may be reproduced or utilized in any form or by any means,
electronic or mechanical, including photocopying and microfilm, without permission in writing from either ISO at the address below or
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Published in Switzerland
ii © ISO 2009 – All rights reservedISO 898-1:2009(E)
Contents
Page
Foreword............................................................................................................................................................iv
1 Scope......................................................................................................................................................1
2 Normative references............................................................................................................................2
3 Terms and definitions...........................................................................................................................3
4 Symbols and abbreviated terms..........................................................................................................4
5 Designation system for property classes...........................................................................................5
6 Materials.................................................................................................................................................6
7 Mechanical and physical properties....................................................................................................8
8 Applicability of test methods..............................................................................................................12
8.1 General..................................................................................................................................................12
8.2 Loadability of fasteners......................................................................................................................12
8.3 Manufacturer's control........................................................................................................................13
8.4 Supplier's control................................................................................................................................13
8.5 Purchaser's control.............................................................................................................................13
8.6 Feasible tests for groups of fasteners and machined test pieces.................................................14
9 Test methods........................................................................................................................................21
9.1 Tensile test under wedge loading of finished bolts and screws (excluding studs).....................21
9.2 Tensile test for finished bolts, screws and studs for determination of tensile strength, R ......25
m
9.3 Tensile test for full-size bolts, screws and studs for determination of elongation after
fracture, A, and stress at 0,004 8 d non-proportional elongation, R ............................................27
f pf
9.4 Tensile test for bolts and screws not expected to break in free threaded length due to
head design..........................................................................................................................................31
9.5 Tensile test for fasteners with waisted shank..................................................................................32
9.6 Proof load test for finished bolts, screws and studs.......................................................................33
9.7 Tensile test for machined test pieces................................................................................................35
9.8 Head soundness test...........................................................................................................................38
9.9 Hardness test.......................................................................................................................................39
9.10 Decarburization test............................................................................................................................41
9.11 Carburization test................................................................................................................................44
9.12 Retempering test..................................................................................................................................46
9.13 Torsional test.......................................................................................................................................46
9.14 Impact test for machined test pieces................................................................................................47
9.15 Surface discontinuity inspection.......................................................................................................48
10 Marking.................................................................................................................................................48
10.1 General..................................................................................................................................................48
10.2 Manufacturer's identification mark....................................................................................................48
10.3 Marking and designation of fasteners with full loadability.............................................................49
10.4 Marking and designation of fasteners which, because of their geometry, have reduced
loadability.............................................................................................................................................53
10.5 Marking of packages...........................................................................................................................53
Annex A (informative) Relation between tensile strength and elongation after fracture..........................54
Annex B (informative) Influence of elevated temperatures on mechanical properties of fasteners........55
Annex C (informative) Elongation after fracture for full-size fasteners, Α.................................................56
f
Bibliography......................................................................................................................................................57
© ISO 2009 – All rights reserved iiiISO 898-1:2009(E)
Foreword
ISO (the International Organization for Standardization) is a worldwide federation of national standards bodies
(ISO member bodies). The work of preparing International Standards is normally carried out through ISO
technical committees. Each member body interested in a subject for which a technical committee has been
established has the right to be represented on that committee. International organizations, governmental and
non-governmental, in liaison with ISO, also take part in the work. ISO collaborates closely with the
International Electrotechnical Commission (IEC) on all matters of electrotechnical standardization.
International Standards are drafted in accordance with the rules given in the ISO/IEC Directives, Part 2.
The main task of technical committees is to prepare International Standards. Draft International Standards
adopted by the technical committees are circulated to the member bodies for voting. Publication as an
International Standard requires approval by at least 75 % of the member bodies casting a vote.
Attention is drawn to the possibility that some of the elements of this document may be the subject of patent
rights. ISO shall not be held responsible for identifying any or all such patent rights.
ISO 898-1 was prepared by Technical Committee ISO/TC 2, Fasteners, Subcommittee SC 1, Mechanical
properties of fasteners.
This fourth edition cancels and replaces the third edition (ISO 898-1:1999), which has been technically revised.
ISO 898 consists of the following parts, under the general title Mechanical properties of fasteners made of
carbon steel and alloy steel:
⎯ Part 1: Bolts, screws and studs with specified property classes — Coarse thread and fine pitch thread
⎯ Part 2: Nuts with specified proof load values — Coarse thread
⎯ Part 5: Set screws and similar threaded fasteners not under tensile stresses
⎯ Part 6: Nuts with specified proof load values — Fine pitch thread
⎯ Part 7: Torsional test and minimum torques for bolts and screws with nominal diameters 1 mm to 10 mm
iv © ISO 2009 – All rights reservedINTERNATIONAL STANDARD ISO 898-1:2009(E)
Mechanical properties of fasteners made of carbon steel and
alloy steel —
Part 1:
Bolts, screws and studs with specified property classes —
Coarse thread and fine pitch thread
1 Scope
This part of ISO 898 specifies mechanical and physical properties of bolts, screws and studs made of carbon
steel and alloy steel when tested at an ambient temperature range of 10 °C to 35 °C. Fasteners — the term
used when bolts, screws and studs are considered all together — that conform to the requirements of this part
of ISO 898 are evaluated at that ambient temperature range. They might not retain the specified mechanical
and physical properties at elevated temperatures (see Annex B) and/or lower temperatures.
NOTE 1 Fasteners conforming to the requirements of this part of ISO 898 are used in applications ranging from −50 °C
to +150 °C. Users are advised to consult an experienced fastener metallurgist for temperatures outside the range of
−50 °C to +150 °C and up to a maximum temperature of +300 °C when determining appropriate choices for a given
application.
NOTE 2 Information for the selection and application of steels for use at lower and elevated temperatures is given, for
example, in EN 10269, ASTM F2281 and in ASTM A 320/A 320M.
Certain fasteners might not fulfil the tensile or torsional requirements of this part of ISO 898-1 because the
geometry of their heads reduces the shear area in the head compared to the stress area in the thread. These
include fasteners having a low head, with or without external driving feature, a low round or cylindrical head
with internal driving feature or a countersunk head with internal driving feature (see 8.2).
This part of ISO 898 is applicable to bolts, screws and studs
a) made of carbon steel or alloy steel,
b) having triangular ISO metric screw thread according to ISO 68-1,
c) with coarse pitch thread M1,6 to M39, and fine pitch thread M8×1 to M39×3,
d) with diameter/pitch combinations according to ISO 261 and ISO 262,
e) having thread tolerances according to ISO 965-1, ISO 965-2 and ISO 965-4.
It is not applicable to set screws and similar threaded fasteners not under tensile stresses (see ISO 898-5).
It does not specify requirements for such properties as
⎯ weldability,
⎯ corrosion resistance,
⎯ resistance to shear stress,
⎯ torque/clamp force performance, or
⎯ fatigue resistance.
© ISO 2009 – All rights reserved 1ISO 898-1:2009(E)
2 Normative references
The following referenced documents are indispensable for the application of this document. For dated
references, only the edition cited applies. For undated references, the latest edition of the referenced
document (including any amendments) applies.
ISO 68-1, ISO general purpose screw threads — Basic profile — Part 1: Metric screw threads
ISO 148-1, Metallic materials — Charpy pendulum impact test — Part 1: Test method
ISO 225, Fasteners — Bolts, screws, studs and nuts — Symbols and designations of dimensions
ISO 261, ISO general purpose metric screw threads — General plan
ISO 262, ISO general purpose metric screw threads — Selected sizes for screws, bolts and nuts
ISO 273, Fasteners — Clearance holes for bolts and screws
ISO 724, ISO general-purpose metric screw threads — Basic dimensions
ISO 898-2, Mechanical properties of fasteners — Part 2: Nuts with specified proof load values — Coarse
thread
ISO 898-5, Mechanical properties of fasteners made of carbon steel and alloy steel — Part 5: Set screws and
similar threaded fasteners not under tensile stresses
ISO 898-7, Mechanical properties of fasteners — Part 7: Torsional test and minimum torques for bolts and
screws with nominal diameters 1 mm to 10 mm 1)
ISO 965-1, ISO general-purpose metric screw threads — Tolerances — Part 1: Principles and basic data
ISO 965-2, ISO general purpose metric screw threads — Tolerances — Part 2: Limits of sizes for general
purpose external and internal screw threads — Medium quality
ISO 965-4, ISO general purpose metric screw threads — Tolerances — Part 4: Limits of sizes for hot-dip
galvanized external screw threads to mate with internal screw threads tapped with tolerance position H or G
after galvanizing
ISO 4042, Fasteners — Electroplated coatings
ISO 4885:1996, Ferrous products — Heat treatments — Vocabulary
ISO 6157-1, Fasteners — Surface discontinuities — Part 1: Bolts, screws and studs for general requirements
ISO 6157-3, Fasteners — Surface discontinuities — Part 3: Bolts, screws and studs for special requirements
ISO 6506-1, Metallic materials — Brinell hardness test — Part 1: Test method
ISO 6507-1, Metallic materials — Vickers hardness test — Part 1: Test method
ISO 6508-1, Metallic materials — Rockwell hardness test — Part 1: Test method (scales A, B, C, D, E, F, G, H,
K, N, T)
ISO 6892-1, Metallic materials — Tensile testing — Part 1: Method of test at room temperature 2)
1) Under revision.
2) To be published. (Revision of ISO 6892:1998)
2 © ISO 2009 – All rights reservedISO 898-1:2009(E)
ISO 7500-1, Metallic materials — Verification of static uniaxial testing machines — Part 1:
Tension/compression testing machines — Verification and calibration of the force-measuring system
ISO 10683, Fasteners — Non-electrolytically applied zinc flake coatings
ISO 10684:2004, Fasteners — Hot dip galvanized coatings
ISO 16426, Fasteners — Quality assurance system
3 Terms and definitions
For the purposes of this document, the following terms and definitions apply.
3.1
finished fastener
fastener for which all manufacturing steps have been completed, with or without any surface coating and with
full or reduced loadability, and which has not been machined into a test piece
3.2
machined test piece
test piece machined from a fastener to evaluate material properties
3.3
full-size fastener
finished fastener with a shank diameter of d > d or d ≈ d, or screw threaded to the head, or fully threaded
s s
stud
3.4
fastener with waisted shank
finished fastener with a shank diameter of d < d
s 2
3.5
base metal hardness
hardness closest to the surface (when traversing from core to outside diameter) just before an increase or
decrease occurs, denoting, respectively, carburization or decarburization
3.6
decarburization
depletion of carbon from the surface layer of a ferrous product
[ISO 4885:1996]
3.7
partial decarburization
decarburization with loss of carbon sufficient to cause a lighter shade of tempered martensite and significantly
lower hardness than that of the adjacent base metal without, however, showing ferrite grains under
metallographic examination
3.8
complete decarburization
decarburization with sufficient carbon loss to show the presence of clearly defined ferrite grains under
metallographic examination
3.9
carburization
result of increasing surface carbon to a content above that of the base metal
© ISO 2009 – All rights reserved 3ISO 898-1:2009(E)
4 Symbols and abbreviated terms
For the purposes of this document, the symbols and abbreviated terms given in ISO 225 and ISO 965-1 and
the following, apply.
A Percentage elongation after fracture (of machined test piece), %
A Elongation after fracture for full-size fastener
f
A Nominal stress area in thread, mm2
s,nom
A Cross sectional area of waisted shank, mm2
ds
b Thread length, mm
b Thread length of stud (metal) end, mm
m
d Nominal thread diameter, mm
d Diameter of machined test piece, mm
o
d Basic minor diameter of external thread, mm
1
d Basic pitch diameter of external thread, mm
2
d Minor diameter of external thread, mm
3
d Transition diameter (internal diameter of the bearing face), mm
a
d Hole diameter of wedge or block, mm
h
d Diameter of unthreaded shank, mm
s
E Height of non-decarburized zone in thread, mm
F Ultimate tensile load, N
m
F Minimum ultimate tensile load, N
m,min
F Proof load, N
p
F
pf
Load at 0,004 8 d non-proportional elongation for full-size fastener, N
G Depth of complete decarburization in thread, mm
H Height of fundamental triangle, mm
H Height of external thread in maximum material condition, mm
1
k Height of the head, mm
K v Impact strength, J
l Nominal length, mm
l Total length of fastener before loading, mm
o
l Total length of fastener after first unloading, mm
1
l Total length of fastener after second unloading, mm
2
l Length of unthreaded shank, mm
s
l Overall length of stud, mm
t
l Free threaded length of fastener in testing device, mm
th
L Length of straight portion (of machined test piece), mm
c
L Original gauge length (of machined test piece), mm
o
4 © ISO 2009 – All rights reservedISO 898-1:2009(E)
L Total length of machined test piece, mm
t
L Final gauge length (of machined test piece), mm
u
∆L Plastic elongation, mm
p
M Breaking torque, Nm
B
P Pitch of thread, mm
r Fillet radius, mm
R Lower yield strength for machined test piece, MPa
eL
R Tensile strength, MPa
m
R Stress at 0,2 % non-proportional elongation for machined test piece, MPa
p0,2
R Stress at 0,0048d non-proportional elongation for full-size fastener, MPa
pf
s Width across flats, mm
S Cross-sectional area of machined test piece before tensile test, mm2
o
S Stress under proof load, MPa
p
S Cross-sectional area of machined test piece after fracture, mm2
u
Z Percentage reduction of area after fracture for machined test piece, %
α Wedge angle for tensile test under wedge loading
β Angle of the solid block for head soundness test
nom Subscript added to symbol to denote nominal value
max Subscript added to symbol to denote maximum value
min Subscript added to symbol to denote minimum value
5 Designation system for property classes
The symbol for property classes of bolts, screws, and studs consists of two numbers, separated by a dot (see
Tables 1 to 3):
⎯ the number to the left of the dot consists of one or two digits and indicates 1/100 of the nominal tensile
strength, R , in megapascals (see Table 3, No. 1);
m,nom
⎯ the number to the right of the dot indicates 10 times the ratio between the nominal yield strength (lower
yield strength), R , or nominal stress at 0,2 % non-proportional elongation, R , or nominal
eL,nom p0,2,nom
stress at 0,0048 d non-proportional elongation, R
pf,nom
(see Table 3, Nos. 2 to 4), and the nominal tensile
strength, R , as specified in Table 1 (yield strength ratio).
m,nom
Table 1 — Ratio of nominal yield strength and nominal tensile strength
Number right of dot .6 .8 .9
R R R
eL,nom or p0,2,nom or pf,nom 0,6 0,8 0,9
R R R
m,nom m,nom m,nom
EXAMPLE A fastener of nominal tensile strength R = 800 MPa and with a yield strength ratio of 0,8 has the
m,nom
property class designation 8.8. A fastener with the same material properties but with reduced loadability is designated by
08.8 (see 10.4).
© ISO 2009 – All rights reserved 5ISO 898-1:2009(E)
The multiplication of the nominal tensile strength and the yield strength ratio gives the nominal yield strength
in megapascals (MPa). Information on the relationship between the nominal tensile strength and elongation
after fracture for each property class is given in Annex A.
Marking and labelling of bolts, screws and studs with property classes shall be as specified in 10.3. For
fasteners with reduced loadability, specific marking symbols are specified in 10.4.
The designation system of this part of ISO 898 may be applied for sizes outside the scope of this part of
ISO 898 (e.g. d > 39 mm), provided all applicable requirements in accordance with Tables 2 and 3 are met.
6 Materials
Table 2 specifies limits for the chemical composition of steels and minimum tempering temperatures for the
different property classes of bolts, screws and studs. The chemical composition shall be assessed in
accordance with the relevant International Standards.
NOTE National regulations for the restriction or prohibition of certain chemical elements will also have to be taken
into account in the countries or regions concerned.
For fasteners that are to be hot dip galvanized, the additional material requirements given in ISO 10684 apply.
6 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 2 — Steels
Chemical
Tempering
composition limits
temperature
Property (cast analysis, %) a
Material and heat treatment
class
C P S B b °C
min. max. max. max. max. min.
4.6 c, d
— 0,55 0,050 0,060
4.8 d
5.6 c Carbon steel or carbon steel with additives 0,13 0,55 0,050 0,060
5.8 d — 0,55 0,050 0,060
6.8 d 0,15 0,55 0,050 0,060
© ISO 2009 – All rights reserved 7
deificeps
toN
—
Carbon steel with additives (e.g. Boron or Mn
0,15 e 0,40 0,025 0,025
or Cr) quenched and tempered
or
8.8 f 0,25 0,55 0,025 0,025 0,003 425
Carbon steel quenched and tempered
or
0,20 0,55 0,025 0,025
Alloy steel quenched and tempered g
Carbon steel with additives (e.g. Boron or Mn
0,15 e 0,40 0,025 0,025
or Cr) quenched and tempered
or
9.8 f 0,25 0,55 0,025 0,025 0,003 425
Carbon steel quenched and tempered
or
0,20 0,55 0,025 0,025
Alloy steel quenched and tempered g
Carbon steel with additives (e.g. Boron or Mn
0,20 e 0,55 0,025 0,025
or Cr) quenched and tempered
or
10.9 f 0,25 0,55 0,025 0,025 0,003 425
Carbon steel quenched and tempered
or
0,20 0,55 0,025 0,025
Alloy steel quenched and tempered g
12.9 f, h, i Alloy steel quenched and tempered g 0,30 0,50 0,025 0,025 0,003 425
Carbon steel with additives (e.g. Boron or Mn
12.9 f, h, i 0,28 0,50 0,025 0,025 0,003 380
or Cr or Molybdenum) quenched and tempered
a In case of dispute, the product analysis applies.
b Boron content can reach 0,005 %, provided that non-effective boron is controlled by addition of titanium and/or aluminium.
c For cold forged fasteners of property classes 4.6 and 5.6, heat treatment of the wire used for cold forging or of the cold forged
fastener itself may be necessary to achieve required ductility.
d Free cutting steel is allowed for these property classes with the following maximum sulphur, phosphorus and lead contents:
sulphur 0,34 %; phosphorus 0,11 %; lead 0,35 %.
e In case of plain carbon boron steel with a carbon content below 0,25 % (cast analysis), the minimum manganese content shall be
0,6 % for property class 8.8 and 0,7 % for 9.8 and 10.9.
f For the materials of these property classes, there shall be a sufficient hardenability to ensure a structure consisting of
approximately 90 % martensite in the core of the threaded sections for the fasteners in the “as-hardened” condition before tempering.
g This alloy steel shall contain at least one of the following elements in the minimum quantity given: chromium 0,30 %, nickel
0,30 %, molybdenum 0,20 %, vanadium 0,10 %. Where elements are specified in combinations of two, three or four and have alloy
contents less than those given above, the limit value to be applied for steel class determination is 70 % of the sum of the individual limit
values shown above for the two, three or four elements concerned.
h A metallographically detectable white phosphorus enriched layer is not permitted for property class 12.9/12.9. It shall be detected
by a suitable test method.
i Caution is advised when the use of property class 12.9/12.9 is considered. The capability of the fastener manufacturer, the service
conditions and the wrenching methods should be considered. Environments may cause stress corrosion cracking of fasteners as
processed as well as those coated.ISO 898-1:2009(E)
7 Mechanical and physical properties
The bolts, screws and studs of the specified property classes shall, at ambient temperature 3), meet all the
applicable mechanical and physical properties according to Tables 3 to 7, regardless of which tests are
performed during manufacturing or final inspection.
Clause 8 sets forth the applicability of test methods for verifying that fasteners of different types and
dimensions fulfil the properties according to Table 3 and Tables 4 to 7.
NOTE 1 Even if the steel properties of the fasteners meet all relevant requirements specified in Tables 2 and 3, some
types of fasteners have reduced loadability due to dimensional reasons (see 8.2, 9.4 and 9.5).
NOTE 2 Although a great number of property classes are specified in this part of ISO 898, this does not mean that all
classes are appropriate for all fasteners. Further guidance for application of the specific property classes is given in the
relevant product standards. For non-standard fasteners, it is advisable to follow as closely as possible the choice already
made for similar standard fasteners.
Table 3 — Mechanical and physical properties of bolts, screws and studs
Property class
12.9/
4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9
12.9
No. Mechanical or physical property
d u d > d u
16 16 16
mm a mm b mm
nom. c 400 500 600 800 900 1 000 1 200
1 Tensile strength, R , MPa
m
min. 400 420 500 520 600 800 830 900 1 040 1 220
nom. c 240 — 300 — — — — — — —
2 Lower yield strength, R d, MPa
eL
min. 240 — 300 — — — — — — —
Stress at 0,2 % non- nom. c — — — — — 640 640 720 900 1 080
3 proportional elongation,
R , MPa min. — — — — — 640 660 720 940 1 100
p0,2
Stress at 0,0048 d non-proportional nom. c — 320 — 400 480 — — — — —
4
elongation for full-size fasteners, R , MPa
pf min. — 340 e — 420 e 480 e — — — — —
Stress under proof load, S f, MPa nom. 225 310 280 380 440 580 600 650 830 970
p
5 S p,nom/R eL min or
Proof strength ratio S /R or 0,94 0,91 0,93 0,90 0,92 0,91 0,91 0,90 0,88 0,88
p,nom p0,2 min
S /R
p,nom pf min
Percentage elongation after fracture for
6 min. 22 — 20 — — 12 12 10 9 8
machined test pieces, A, %
Percentage reduction of area after
7 min. — 52 48 48 44
fracture for machined test pieces, Z, %
Elongation after fracture for full-size
8 fasteners, A min. — 0,24 — 0,22 0,20 — — — — —
f
(see also Annex C)
9 Head soundness No fracture
3) Impact strength is tested at a temperature of −20 °C (see 9.14).
8 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 3 (continued)
Property class
12.9/
4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9
12.9
No. Mechanical or physical property
d u d > d u
16 16 16 m
mm a mm b m
Vickers hardness, HV min. 120 130 155 160 190 250 255 290 320 385
10
F W 98 N max. 220 g 250 320 335 360 380 435
min. 114 124 147 152 181 238 242 276 304 366
Brinell hardness, HBW
11
F = 30 D2 max. 209 g 238 304 318 342 361 414
min. 67 71 79 82 89 —
Rockwell hardness, HRB
max. 95,0 g 99,5 —
12
min. — 22 23 28 32 39
Rockwell hardness, HRC
max. — 32 34 37 39 44
13 Surface hardness, HV 0,3 max. — h h, i h, j
14 H E,e mig mht of non-decarburized thread zone, min. — 1/ 2 H 1 2/ 3 H 1 3/ 4 H 1
Depth of complete decarburization in the
max. — 0,015
thread, G, mm
15 Reduction of hardness after retempering, HV max. — 20
16 Breaking torque, M , N⋅m min. — in accordance with ISO 898-7
B
17 Impact strength, K k, l, J min. — 27 — 27 27 27 27 m
V
ISO
18 Surface integrity in accordance with ISO 6157-1 n
6157-3
a Values do not apply for structural bolting.
b For structural bolting d W M12.
c Nominal values are specified only for the purpose of the designation system for property classes. See Clause 5.
d In cases where the lower yield strength R cannot be determined, it is permissible to measure the stress at 0,2 % non-proportional
eL
elongation R .
p0,2
e For the property classes 4.8, 5.8 and 6.8 the values for R are under investigation. The present values are given for calculation
pfmin
of the proof stress ratio only. They are not test values.
f Proof loads are specified in Tables 5 and 7.
g Hardness determined at the end of a fastener shall be 250 HV, 238 HB or 99,5 HRB maximum.
h Surface hardness shall not be more than 30 Vickers points above the measured core hardness of the fastener when determination
of both surface hardness and core hardness are carried out with HV 0,3.
i Any increase in hardness at the surface which indicates that the surface hardness exceeds 390 HV is not acceptable.
j Any increase in hardness at the surface which indicates that the surface hardness exceeds 435 HV is not acceptable.
k Values are determined at a test temperature of −20 °C, see 9.14.
l Applies to d W 16 mm.
m Value for K is under investigation.
V
n Instead of ISO 6157-1, ISO 6157-3 may apply by agreement between the manufacturer and the purchaser.
© ISO 2009 – All rights reserved 9ISO 898-1:2009(E)
Table 4 — Minimum ultimate tensile loads — ISO metric coarse pitch thread
Nominal Property class
Thread a stress area
4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9/12.9
d A b
s,nom
mm2 Minimum ultimate tensile load, F
m min
(A
s, nom
× R
m,
min), N
M3 5,03 2 010 2 110 2 510 2 620 3 020 4 020 4 530 5 230 6 140
M3,5 6,78 2 710 2 850 3 390 3 530 4 070 5 420 6 100 7 050 8 270
M4 8,78 3 510 3 690 4 390 4 570 5 270 7 020 7 900 9 130 10 700
M5 14,2 5 680 5 960 7 100 7 380 8 520 11 350 12 800 14 800 17 300
M6 20,1 8 040 8 440 10 000 10 400 12 100 16 100 18 100 20 900 24 500
M7 28,9 11 600 12 100 14 400 15 000 17 300 23 100 26 000 30 100 35 300
M8 36,6 14 600 c 15 400 18 300 c 19 000 22 000 29 200 c 32 900 38 100 c 44 600
M10 58 23 200 c 24 400 29 000 c 30 200 34 800 46 400 c 52 200 60 300 c 70 800
M12 84,3 33 700 35 400 42 200 43 800 50 600 67 400 d 75 900 87 700 103 000
M14 115 46 000 48 300 57 500 59 800 69 000 92 000 d 104 000 120 000 140 000
M16 157 62 800 65 900 78 500 81 600 94 000 125 000 d 141 000 163 000 192 000
M18 192 76 800 80 600 96 000 99 800 115 000 159 000 — 200 000 234 000
M20 245 98 000 103 000 122 000 127 000 147 000 203 000 — 255 000 299 000
M22 303 121 000 127 000 152 000 158 000 182 000 252 000 — 315 000 370 000
M24 353 141 000 148 000 176 000 184 000 212 000 293 000 — 367 000 431 000
M27 459 184 000 193 000 230 000 239 000 275 000 381 000 — 477 000 560 000
M30 561 224 000 236 000 280 000 292 000 337 000 466 000 — 583 000 684 000
M33 694 278 000 292 000 347 000 361 000 416 000 576 000 — 722 000 847 000
M36 817 327 000 343 000 408 000 425 000 490 000 678 000 — 850 000 997 000
M39 976 390 000 410 000 488 000 508 000 586 000 810 000 — 1 020 000 1 200 000
a Where no thread pitch is indicated in a thread designation, coarse pitch is specified.
b To calculate A ,see 9.1.6.1.
c For fasteners s w,n io thm t hread tolerance 6az according to ISO 965-4 subject to hot dip galvanizing, reduced values in accordance
with ISO 10684:2004, Annex A, apply.
d For structural bolting 70 000 N (for M12), 95 500 N (for M14) and 130 000 N (for M16).
10 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 5 — Proof loads — ISO metric coarse pitch thread
Nominal Property class
stress
Thread a area 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9/12.9
d A b
s,nom Proof load, F (A × S ), N
mm2 p s,nom p,nom
M3 5,03 1 130 1 560 1 410 1 910 2 210 2 920 3 270 4 180 4 880
M3,5 6,78 1 530 2 100 1 900 2 580 2 980 3 940 4 410 5 630 6 580
M4 8,78 1 980 2 720 2 460 3 340 3 860 5 100 5 710 7 290 8 520
M5 14,2 3 200 4 400 3 980 5 400 6 250 8 230 9 230 11 800 13 800
M6 20,1 4 520 6 230 5 630 7 640 8 840 11 600 13 100 16 700 19 500
M7 28,9 6 500 8 960 8 090 11 000 12 700 16 800 18 800 24 000 28 000
M8 36,6 8 240 c 11 400 10 200 c 13 900 16 100 21 200 c 23 800 30 400 c 35 500
M10 58 13 000 c 18 000 16 200 c 22 000 25 500 33 700 c 37 700 48 100 c 56 300
M12 84,3 19 000 26 100 23 600 32 000 37 100 48 900 d 54 800 70 000 81 800
M14 115 25 900 35 600 32 200 43 700 50 600 66 700 d 74 800 95 500 112 000
M16 157 35 300 48 700 44 000 59 700 69 100 91 000 d 102 000 130 000 152 000
M18 192 43 200 59 500 53 800 73 000 84 500 115 000 — 159 000 186 000
M20 245 55 100 76 000 68 600 93 100 108 000 147 000 — 203 000 238 000
M22 303 68 200 93 900 84 800 115 000 133 000 182 000 — 252 000 294 000
M24 353 79 400 109 000 98 800 134 000 155 000 212 000 — 293 000 342 000
M27 459 103 000 142 000 128 000 174 000 202 000 275 000 — 381 000 445 000
M30 561 126 000 174 000 157 000 213 000 247 000 337 000 — 466 000 544 000
M33 694 156 000 215 000 194 000 264 000 305 000 416 000 — 576 000 673 000
M36 817 184 000 253 000 229 000 310 000 359 000 490 000 — 678 000 792 000
M39 976 220 000 303 000 273 000 371 000 429 000 586 000 — 810 000 947 000
a Where no thread pitch is indicated in a thread designation, coarse pitch is specified.
b To calculate A ,see 9.1.6.1.
s,nom
c For fasteners with thread tolerance 6az according to ISO 965-4 subject to hot dip galvanizing, reduced values in accordance
with ISO 10684:2004, Annex A, apply.
d For structural bolting 50 700 N (for M12), 68 800 N (for M14) and 94 500 N (for M16).
Table 6 — Minimum ultimate tensile loads — ISO metric fine pitch thread
Nominal Property class
stress
Thread 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9/12.9
area
d × P A a
s,nom Minimum ultimate tensile load, F (A × R ), N
mm2 m min s,nom m,min
M8 × 1 39,2 15 700 16 500 19 600 20 400 23 500 31 360 35 300 40 800 47 800
M10 × 1,25 61,2 24 500 25 700 30 600 31 800 36 700 49 000 55 100 63 600 74 700
M10 × 1 64,5 25 800 27 100 32 300 33 500 38 700 51 600 58 100 67 100 78 700
M12 × 1,5 88,1 35 200 37 000 44 100 45 800 52 900 70 500 79 300 91 600 107 000
M12 × 1,25 92,1 36 800 38 700 46 100 47 900 55 300 73 700 82 900 95 800 112 000
M14 × 1,5 125 50 000 52 500 62 500 65 000 75 000 100 000 112 000 130 000 152 000
M16 × 1,5 167 66 800 70 100 83 500 86 800 100 000 134 000 150 000 174 000 204 000
M18 × 1,5 216 86 400 90 700 108 000 112 000 130 000 179 000 — 225 000 264 000
M20 × 1,5 272 109 000 114 000 136 000 141 000 163 000 226 000 — 283 000 332 000
M22 × 1,5 333 133 000 140 000 166 000 173 000 200 000 276 000 — 346 000 406 000
M24 × 2 384 154 000 161 000 192 000 200 000 230 000 319 000 — 399 000 469 000
M27 × 2 496 198 000 208 000 248 000 258 000 298 000 412 000 — 516 000 605 000
M30 × 2 621 248 000 261 000 310 000 323 000 373 000 515 000 — 646 000 758 000
M33 × 2 761 304 000 320 000 380 000 396 000 457 000 632 000 — 791 000 928 000
M36 × 3 865 346 000 363 000 432 000 450 000 519 000 718 000 — 900 000 1 055 000
M39 × 3 1 030 412 000 433 000 515 000 536 000 618 000 855 000 — 1 070 000 1 260 000
a To calculate A , see 9.1.6.1.
s,nom
© ISO 2009 – All rights reserved 11ISO 898-1:2009(E)
Table 7 — Proof loads — ISO metric fine pitch thread
Nominal Property class
stress
Thread 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9/12.9
area
d × P A a
s,nom Proof load, F (A × S ), N
mm2 p s,nom p,nom
M8 × 1 39,2 8 820 12 200 11 000 14 900 17 200 22 700 25 500 32 500 38 000
M10 × 1,25 61,2 13 800 19 000 17 100 23 300 26 900 35 500 39 800 50 800 59 400
M10 × 1 64,5 14 500 20 000 18 100 24 500 28 400 37 400 41 900 53 500 62 700
M12 × 1,5 88,1 19 800 27 300 24 700 33 500 38 800 51 100 57 300 73 100 85 500
M12 × 1,25 92,1 20 700 28 600 25 800 35 000 40 500 53 400 59 900 76 400 89 300
M14 × 1,5 125 28 100 38 800 35 000 47 500 55 000 72 500 81 200 104 000 121 000
M16 × 1,5 167 37 600 51 800 46 800 63 500 73 500 96 900 109 000 139 000 162 000
M18 × 1,5 216 48 600 67 000 60 500 82 100 95 000 130 000 — 179 000 210 000
M20 × 1,5 272 61 200 84 300 76 200 103 000 120 000 163 000 — 226 000 264 000
M22 × 1,5 333 74 900 103 000 93 200 126 000 146 000 200 000 — 276 000 323 000
M24 × 2 384 86 400 119 000 108 000 146 000 169 000 230 000 — 319 000 372 000
M27 × 2 496 112 000 154 000 139 000 188 000 218 000 298 000 — 412 000 481 000
M30 × 2 621 140 000 192 000 174 000 236 000 273 000 373 000 — 515 000 602 000
M33 × 2 761 171 000 236 000 213 000 289 000 335 000 457 000 — 632 000 738 000
M36 × 3 865 195 000 268 000 242 000 329 000 381 000 519 000 — 718 000 839 000
M39 × 3 1 030 232 000 319 000 288 000 391 000 453 000 618 000 — 855 000 999 000
a To calculate A , see 9.1.6.1.
s,nom
8 Applicability of test methods
8.1 General
Two main groups of test series are established for testing the mechanical and physical properties of fasteners
specified in Table 3, FF and MP. Whereas group FF is used for testing finished fasteners, group MP is used
for testing material properties of the fasteners. The two groups are divided into test series FF1, FF2, FF3, FF4
and MP1 and MP2, respectively, for different types of fasteners. However, not all mechanical and physical
properties specified in Table 3 can be tested on all types or sizes of fasteners due primarily to dimensional
and/or loadability reasons.
8.2 Loadability of fasteners
8.2.1 Fasteners with full loadability
A fastener with full loadability is a finished fastener, standardized or non-standardized, which, when tensile
tested according to the test series FF1, FF2 or MP2,
a) breaks in the free threaded length for fasteners with d > d
s 2
or
breaks in the free threaded length or in the unthreaded shank for fasteners with d ≈ d , and
s 2
b) meets the minimum ultimate tensile load, F ,according to Tables 4 or 6.
m min
12 © ISO 2009 – All rights reservedISO 898-1:2009(E)
8.2.2 Fasteners which, due to their geometry, have reduced loadability
A fastener with reduced loadability is a finished fastener, standardized or non-standardized, with material
properties according to property classes as specified in this part of ISO 898 which, due to its geometry, does
not fulfil the test requirements for loadability when tested in accordance with test series FF1, FF2 or MP2.
A fastener with reduced loadability does not normally break in the free threaded length when tensile tested in
accordance with test series FF3 or FF4.
Basically, there are two geometrical reasons for reduced loadability of fasteners compared with the ultimate
tensile load of the thread:
a) a head design which applies to bolts and screws with low head with or without external driving feature, or
with low round or cylindrical head with internal driving feature or countersunk head with internal driving
feature.
b) a shank design which applies to fasteners which are especially designed for applications where the
loadability according to this part of ISO 898 is not required or even not desired, e.g. screws with waisted
shank.
Test series FF3 (see Table 10) is used for the fasteners mentioned in a), above, while FF4 (see Table 11) is
used for those fasteners mentioned in b).
8.3 Manufacturer's control
Fasteners produced in accordance with this part of ISO 898 shall be capable of conforming to all applicable
requirements of Tables 3 to 7 when using the “Feasible” tests specified in Tables 8 to 11.
This part of ISO 898 does not mandate which of the tests the manufacturer shall perform on each
manufacturing lot. It is the responsibility of the manufacturer to apply suitable methods of his choice, such as
in-process control or inspection, to ensure that the manufactured lot does conform to all of the applicable
requirements.
In case of dispute, the test methods according to Clause 9 shall apply.
8.4 Supplier's control
Suppliers may control the fasteners they provide using the methods of their choice, provided that the
mechanical and physical properties specified in Tables 3 to 7 are met.
In case of dispute, the test methods according to Clause 9 shall apply.
8.5 Purchaser's control
The purchaser may control the delivered fasteners by the test methods given in Clause 9 using tests selected
from the relevant test series given in 8.6.
In case of dispute, the test methods according to Clause 9 shall apply.
© ISO 2009 – All rights reserved 13ISO 898-1:2009(E)
8.6 Feasible tests for groups of fasteners and machined test pieces
8.6.1 General
The applicability of test series FF1 to FF4 and MP1 to MP2, using the test methods described in Clause 9, is
specified in Tables 8 to 13.
Test series FF1 to FF4 according to Tables 8, 9, 10 and 11 are provided for testing of finished fasteners:
⎯ FF1: tests for the determination of the properties of finished bolts and screws with full head strength and
full or reduced shank (full loadability), d > d or d ≈ d , see Table 8;
s 2 s 2
⎯ FF2: tests for the determination of the properties of finished studs with full or reduced shank (full
loadability), d > d or d ≈ d , see Table 9;
s 2 s 2
⎯ FF3: tests for the determination of the properties of finished bolts and screws with d > d or d ≈ d and
s 2 s 2
reduced loadability due to
1) low head with or without external driving feature,
2) low round or cylindrical head with internal driving feature, or
3) countersunk head with internal driving feature,
see Table 10;
⎯ FF4: tests for the determination of the properties of finished bolts, screws and studs especially designed
for applications where the full loadability according to this part of ISO 898 is not required or not desired,
e.g. fasteners with waisted shank (reduced loadability), d < d , see Table 11.
s 2
Test series MP1 and MP2 according to Tables 12 and 13 are provided for testing the material properties of the
fastener and/or for process development. Test series FF1 to FF4 may also be used for that purpose.
⎯ MP1: these are tests for the determination of the material properties of the fastener and/or for process
development — machined test pieces. See Table 12.
⎯ MP2: these are tests for the determination of material properties of full-size fasteners with full loadability
and/or for process development, d > d or d ≈ d. See Table 13.
s s
8.6.2 Applicability
The applicability of the test methods to the group of fasteners shall be in accordance with Tables 8 to 13.
8.6.3 Delivery of test results
When, for a specific order, the purchaser requires a report including test results, they shall be established
using the test methods specified in Clause 9 and selected from Tables 8 to 13. Any specific test specified by
the purchaser shall be agreed upon at the time of order.
14 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 8 — Test series FF1 — Finished bolts and screws with full loadability
Property classes
8.8, 9.8, 10.9,
Property Test method 4.6, 4.8, 5.6, 5.8, 6.8
12.9/12.9
d < 3 mm d W 3 mm d < 3 mm d W 3 mm
or and or and
No. l < 2,5 d l W 2,5 d l < 2,5 d l W 2,5 d
(see Subclause or and or and
Table 3) b < 2,0 d b W 2,0 d b < 2,0 d b W 2,0 d
Tensile test under wedge
Minimum tensile 9.1 NF a NF a
1 loading
strength, R
m min Tensile test 9.2 NF a NF a
Nominal stress
5 under proof Proof load test 9.6 NF NF
load, S
p,nom
Minimum
Tensile test for full-size
8 elongation after 9.3 NF b, d c, d NF b, d
fasteners
fracture, A
f min
Head 1,5 d u l < 3 d
Head soundness
9 9.8
soundness test d u l W 3 d
10 mm
10 or
11 or Hardness Hardness test 9.9
12
Maximum
13 surface Carburization test 9.11 NF NF
hardness
Maximum
14 decarburized Decarburization test 9.10 NF NF
zone
Reduction of
15 hardness after Retempering test 9.12 NF NF e e
retempering
Minimum Torsional test
16 breaking torque, 1,6 mm u d u 10 mm, 9.13 f f, g g
M B min b W 1 d + 2 P
Surface discontinuity
18 Surface integrity 9.15
inspection
a For fasteners with d W 3 mm, l W 2 d and b < 2 d, see 9.1.5 and 9.2.5.
b Values for property classes 4.6, 5.6, 8.8 and 10.9 are given in Annex C.
c For property classes 4.8, 5.8 and 6.8.
d l W 2,7 d and b W 2,2 d.
e This test is a referee test to be applied in case of dispute.
f For property classes 4.6 to 6.8, no values are specified in ISO 898-7.
g May be used instead of tensile test; however, in case of dispute the tensile test applies.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, the test shall be carried
out according to Clause 9.
Feasible, but carried out only when explicitly specified: The test is able to be carried out according to Clause 9
as an alternative test for a given property (example: torsional test when tensile test is possible), or as a particular
test if required in a product standard or by the purchaser at the time of the order (e.g. impact test).
NF Not feasible: the test cannot be carried out either because of the form and/or dimension of the fastener (e.g.
length too short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for heat
treated fasteners).
© ISO 2009 – All rights reserved 15ISO 898-1:2009(E)
Table 9 — Test series FF2 — Finished studs with full loadability
Property classes
8.8, 9.8, 10.9,
Property Test method 4.6, 4.8, 5.6, 5.8, 6.8
12.9/12.9
d < d W 3 mm d < d W
3 mm 3 mm 3 mm
and
or or and
(N seo e. Subclause l t < 3 d l t W 3 d l t < 3 d l t W 3 d
and
Table 3) or or and
b W 2,0 d
b < 2,0 d b < 2,0 d b W 2,0 d
Minimum tensile
1 Tensile test 9.2 NF a NF a
strength, R
m min
Nominal stress
5 under proof load, Proof load test 9.6 NF NF
S
p,nom
Minimum elongation Tensile test for full-size
8 9.3 NF b, c b, d NF b, c
after fracture, A fasteners
f min
10 or
11 or Hardness Hardness test 9.9
12
Maximum surface
13 Carburization test 9.11 NF NF
hardness
Maximum
14 Decarburization test 9.10 NF NF
decarburized zone
Reduction of
15 hardness after Retempering test 9.12 NF NF e e
retempering
Surface discontinuity
18 Surface integrity 9.15
inspection
a If fracture occurs in the threaded length of the stud (metal) end, b , minimum hardness applies instead of R . Alternatively, the
m m,min
tensile strength R using machined test pieces according to 9.7 may be determined.
m
b l t W 3,2 d, b W 2,2 d.
c Values for property classes 4.6, 5.6, 8.8 and 10.9 are given in Annex C.
d For property classes 4.8, 5.8 and 6.8.
e This test is a referee test to be applied in case of dispute.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, the test shall be carried out
according to Clause 9.
Feasible, but carried out only when explicitly specified: The test is able to be carried out according to Clause 9 as
an alternative test for a given property (example: torsional test when tensile test is possible), or as a particular test if
required in a product standard or by the purchaser at the time of the order (e.g. impact test).
Not feasible: the test cannot be carried out either because of the form and/or dimension of the fastener (e.g. length too
NF
short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for heat treated
fasteners).
16 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 10 — Test series FF3 — Finished screws with reduced loadability due to head design
Property classes
Property Test method 4.6, 4.8, 5.6, 5.8, 6.8 8.8, 9.8, 10.9, 12.9/12.9
d < 3 mm d W 3 mm d < 3 mm d W 3 mm
or and or and
No. l < 2,5 d l W 2,5 d l < 2,5 d l W 2,5 d
(see Subclause or and or and
Table 3) b < 2,0 d b W 2,0 d b < 2,0 d b W 2,0 d
Tensile test for
Minimum screws which do not
a ultimate break in the free 9.4 NF a NF a
tensile load threaded length due
to head design
10 or
11 or Hardness Hardness test 9.9
12
Maximum
13 surface Carburization test 9.11 NF NF
hardness
Maximum
14 decarburized Decarburization test 9.10 NF NF
zone
Reduction of
15 hardness after Retempering test 9.12 NF NF b b
retempering
Surface Surface discontinuity
18 9.15
integrity inspection
a See relevant product standard for minimum ultimate tensile load.
b This test is a referee test to be applied in case of dispute.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, shall be carried out
according to Clause 9.
Feasible, but carried out only when explicitly specified: The test is able to be carried out according to Clause 9
as an alternative test for a given property (example: torsional test when tensile test is possible), or as a particular
test if required in a product standard or by the purchaser at the time of the order (e.g. impact test).
Not feasible: the test cannot be carried out, either because of the form and/or dimension of the fastener (e.g.
NF
length too short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for heat
treated fasteners).
© ISO 2009 – All rights reserved 17ISO 898-1:2009(E)
Table 11 — Test series FF4 — Finished bolts, screws and studs with reduced loadability
(e.g. due to waisted shank)
Property classes
Property Test method 4.6, 5.6 8.8, 9.8, 10.9, 12.9/12.9
d < 3 mm d W 3 mm d < 3 mm d W 3 mm
or and or and
waist length waist length waist length waist length
No.
(see Subclause < 3 d s W 3 d s < 3 d s W 3 d s
Table 3) or and or and
b < d b W d b < d b W d
Tensile test for
1
Minimum tensile bolts and studs
9.5 NF a NF a
strength, R with waisted
m min
shank
10 or
11 or Hardness Hardness test 9.9
12
Maximum
13 Carburization test 9.11 NF NF
surface hardness
Maximum
Decarburization
14 decarburized 9.10 NF NF
test
zone
Reduction of
15 hardness after Retempering test 9.12 NF NF b b
retempering
Surface
18 Surface integrity discontinuity 9.15
inspection
π
a R is related to the cross sectional area of the waisted shank, A = d 2 .
m ds 4 s
b This test is a referee test to be applied in case of dispute.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, shall be carried out
according to Clause 9.
Feasible, but carried out only when explicitly specified: The test is able to be carried out according to
Clause 9 as an alternative test for a given property (example: torsional test when tensile test is possible), or as
a particular test if required in a product standard or by the purchaser at the time of the order (e.g. impact test).
Not feasible: the test cannot be carried out, either because of the form and/or dimension of the fastener (e.g.
NF
length too short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for
heat treated fasteners).
18 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 12 — Test series MP1 — Material properties determined on machined test pieces
Property classes
Property Test method 4.6, 5.6 8.8, 9.8, 10.9, 12.9/12.9
3 u d < 4,5 mm d W 4,5 mm 3 u d < 4,5 mm 4,5 u d u16 mm d > 16 mm
and and and and and
do < d3 min do W 3 mm do < d3 min do W 3 mm do W 0,75 ds
and and and and and
No.
(see Sub- b W d b W d b W d b W d b W d
clause and and and and and
Table 3)
l W 6,5 d l W d + 26 mm l W 6,5 d l W d + 26 mm l W 5,5 d + 8 mm
a a a, b, c a, d, e a, f, g
Minimum tensile
1
strength, R
m min
Minimum lower
2 yield strength, h h NF NF NF
R
eL min
Minimum stress at
0,2 %
3 non-proportional Tensile test for NF h NF h
elongation, machined test 9.7
R pieces
p0,2 min
Minimum
6 elongation after
fracture, A
min
Minimum
reduction of area
7 NF NF
after fracture,
Z
min
10 or
11 or Hardness Hardness test 9.9
12
Maximum surface Carburization
13 9.11 NF NF
hardness test
Maximum
Decarburization
14 decarburized 9.10 NF NF
test
zone
Minimum impact Impact test
17 strength, d W 16 mm and 9.14 NF j NF
K v min l i or l t W 55 mm
Surface
18 Surface integrity k discontinuity 9.15
inspection
a To determine the minimum total length for studs, add 1 d to the length formula.
b For bolts and screws l W 5 d to determine Z min.
c For studs l t W 6 d to determine Z min.
d For bolts and screws l W d + 20 mm to determine Z min.
e For studs l t W 2 d + 20 mm to determine Z min.
f For bolts and screws l W 4 d + 8 mm to determine Z min.
g For studs l t W 5 d + 8 mm to determine Z min.
h In cases where the lower yield strength ReL cannot be determined, it is permissible to measure the stress at 0,2 % non-proportional elongation R p0,2.
i The solid part of the head may be included.
j Only for property class 5.6.
k To be evaluated before machining.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, shall be carried out according to
Clause 9.
Feasible, but carried out only when explicitly specified:The test is able to be carried out according to Clause 9 as an
alternative test for a given property (example: torsional test when tensile test is possible), or as a particular test if required in
a product standard or by the purchaser at the time of the order (e.g. impact test).
NF Not feasible: the test cannot be carried out, either because of the form and/or dimension of the fastener (e.g. length too
short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for heat treated fasteners).
© ISO 2009 – All rights reserved 19ISO 898-1:2009(E)
Table 13 — Test series MP2 — Material properties determined on finished bolts,
screws and studs with full loadability
Property classes
Property Test method
8.8, 9.8, 10.9,
4.6, 5.6 4.8, 5.8, 6.8
12.9/12.9
No.
(see Subclause d W 3 mm and l W 2,7 d a and b W 2,2 d
Table 3)
Minimum tensile Tensile test for
1 9.2 d d d
strength, R finished fasteners
m min
Minimum stress
at 0,0048 d non-
Tensile test for
4 proportional 9.3 b c
full-size fasteners
elongation,
R
pf min
Nominal stress Proof load test
5 under proof load, for finished 9.6 d d d
S fasteners
p,nom
Minimum
Tensile test for
8 elongation after 9.3 e e
full-size fasteners
fracture, A
f min
10 or
11 or Hardness Hardness test 9.9
12
Maximum
13 surface Carburization test 9.11 NF NF
hardness
Maximum
Decarburization
14 decarburized 9.10 NF NF
test
zone
Reduction of
15 hardness after Retempering test 9.12 NF NF f
retempering
Surface
18 Surface integrity discontinuity 9.15
inspection
a For stud tap ends that resist higher tensile loads than the nut end or for fully threaded studs l t W 3,2 d.
b For property classes 4.6 and 5.6, the stress at 0,0048 d non-proportional elongation R is not specified in Table 3.
pf
c No values available.
d l W 2,5 d and b W 2,0 d
e Values for A are given in Annex C for information.
f
f This test is a referee test to be applied in case of dispute.
Feasible: the test is able to be carried out according to Clause 9 and, in case of dispute, shall be carried out
according to Clause 9.
Feasible, but carried out only when explicitly specified: The test is able to be carried out according to Clause 9
as an alternative test for a given property (example: torsional test when tensile test is possible), or as a particular test
if required in a product standard or by the purchaser at the time of the order (e.g. impact test).
Not feasible: the test cannot be carried out, either because of the form and/or dimension of the fastener (e.g. length
NF
too short to test, no head), or because it applies only to a particular category of fasteners (e.g. test for heat treated
fasteners).
20 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9 Test methods
9.1 Tensile test under wedge loading of finished bolts and screws (excluding studs)
9.1.1 General
The purpose of this tensile test is to determine simultaneously:
⎯ the tensile strength on finished bolts and screws, R ;
m
⎯ the integrity of the transition section between the head and the unthreaded shank or the thread.
9.1.2 Applicability
This test applies to bolts and screws with or without flange having the following specifications:
⎯ flat bearing surface or serrated surfaces;
⎯ head stronger than the threaded section;
⎯ head stronger than any unthreaded shank;
⎯ diameter of any unthreaded shank, d > d or d ≈ d ;
s 2 s 2
⎯ nominal length, l W 2,5 d;
⎯ thread length, b W 2,0 d;
⎯ structural bolts with b < 2 d;
⎯ 3 mm u d u 39 mm;
⎯ all property classes.
9.1.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Self-aligning grips shall not be used.
9.1.4 Testing device
The grips, the wedge and the adaptors shall be according to the following:
⎯ hardness of 45 HRC min;
⎯ thread tolerance class of the internally threaded adaptor according to Table 14;
⎯ hole diameter, d , according to Table 15;
h
⎯ wedge according to Figure 1 and Tables 15 and 16.
© ISO 2009 – All rights reserved 21ISO 898-1:2009(E)
Table 14 — Thread tolerance classes of internally threaded adaptors
Thread tolerance class
Finish of fastener Thread tolerance class of fastener Thread tolerance class of internally
before any surface coating threaded adaptor
As processed 6h or 6g 6H
Electroplating to ISO 4042 6g or 6e or 6f 6H
Zinc flake coating to ISO 10683 6g or 6e or 6f 6H
Hot dip galvanizing to ISO 10684 in order to
mate with nuts tapped to thread tolerance
classes:
⎯ 6H 6az 6H
⎯ 6AZ 6g or 6h 6AZ
⎯ 6AX 6g or 6h 6AX
The testing device should be sufficiently rigid to ensure that bending occurs in the transition section between
the head and the unthreaded shank or the thread.
a Radius or chamfer of 45°. See Table 15.
Figure 1 — Wedge loading of finished bolts and screws
22 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Table 15 — Hole diameters and radius for the wedge
Dimensions in millimetres
Nominal d a, b r c Nominal d a, b r c
h 1 h 1
thread thread
diameter diameter
min. max. min. max.
d d
3 3,4 3,58 0,7 16 17,5 17,77 1,3
3,5 3,9 4,08 0,7 18 20 20,33 1,3
4 4,5 4,68 0,7 20 22 22,33 1,6
5 5,5 5,68 0,7 22 24 24,33 1,6
6 6,6 6,82 0,7 24 26 26,33 1,6
7 7,6 7,82 0,8 27 30 30,33 1,6
8 9 9,22 0,8 30 33 33,39 1,6
10 11 11,27 0,8 33 36 36,39 1,6
12 13,5 13,77 0,8 36 39 39,39 1,6
14 15,5 15,77 1,3 39 42 42,39 1,6
a Medium series according to ISO 273.
b For square neck bolts, the hole shall be adapted to accommodate the square neck.
c For product grade C, a radius r should be used according to the following equation:
1
r
1
= r
max
+ 0,2
d −d
where r =
amax smin
max
2
Table 16 — Wedge angle, α, for tensile test under wedge loading
Property classes for
Nominal thread bolts and screws with unthreaded screws threaded to the head and bolts and
diameter shank length screws with unthreaded shank length
l s W 2 d l s < 2 d
d
4.6, 4.8, 5.6, 5.8, 6.8, 4.6, 4.8, 5.6, 5.8, 6.8,
12.9/12.9 12.9/12.9
8.8, 9.8, 10.9 8.8, 9.8, 10.9
mm α ± 30'
3 u d u 20 10° 6° 6° 4°
20 < d u 39 6° 4° 4° 4°
For finished bolts and screws with head-bearing diameters above 1,7d that fail the wedge tensile test, the
head may be machined to 1,7d and re-tested on the wedge angle specified in Table 16.
Moreover, for finished bolts and screws with head-bearing diameters above 1,9 d, the 10° wedge angle may
be reduced to 6°.
9.1.5 Test procedure
The fastener shall be tested as received.
© ISO 2009 – All rights reserved 23ISO 898-1:2009(E)
Place the wedge specified in 9.1.4 under the head of the bolt or screw as shown in Figure 1. The free
threaded length, l , subjected to the load shall be a minimum of 1d.
th
For structural bolts having short thread length, the tensile test under wedge loading may be performed with a
free thread length, l , of less than 1d.
th
The tensile test under wedge loading shall be carried out in accordance with ISO 6892-1. The speed of testing,
as determined with a free running cross head, shall not exceed 25 mm/min.
The tensile test shall be continued until fracture occurs.
Measure the ultimate tensile load, F .
m
9.1.6 Test results
9.1.6.1 Determination of tensile strength, R
m
9.1.6.1.1 Method
The calculation of the tensile strength, R , is based on the nominal stress area, A , and the ultimate
m s,nom
tensile load, F , measured during the test:
m
F
R = m
m
A
s,nom
2
π ⎛d + d ⎞
with A s,nom = ⎜ 2 3 ⎟
4 ⎝ 2 ⎠
where
d is the basic pitch diameter of external thread according to ISO 724;
2
d is the minor diameter of external thread
3
H
d =d −
3 1
6
d is the basic minor diameter of external thread according to ISO 724;
1
H is the height of the fundamental triangle of the thread according to ISO 68-1.
Values of the nominal stress area, A ,are given in Tables 4 and 6.
s,nom
9.1.6.1.2 Requirements
For bolts and screws with d > d and screws threaded to the head, the fracture shall occur in the free
s 2
threaded length.
For fasteners with d ≈ d , the fracture shall occur in the free threaded length or in the unthreaded shank.
s 2
R shall meet the requirements specified in Table 3. The minimum ultimate tensile load, F , specified in
m m min
Tables 4 and 6 shall be met.
NOTE With small diameters there is an increasing difference between the nominal stress area compared to the
effective stress area. When hardness is used for process control, especially for smaller diameters, it may be necessary to
increase the hardness above the minimum hardness specified in Table 3 to achieve the minimum ultimate tensile load.
24 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.1.6.2 Determination of integrity of transition section between head and unthreaded
shank/thread — Requirements
The fracture shall not occur in the head.
For bolts and screws with unthreaded shank, the fracture shall not occur in the transition section between the
head and the shank.
For screws threaded to the head, the fracture that causes failure may extend or spread into the transition
section between the head and the thread, or into the head, before separation, provided that it originates in the
free threaded length.
9.2 Tensile test for finished bolts, screws and studs for determination of tensile
strength, R
m
9.2.1 General
The purpose of this tensile test is to determine the tensile strength on finished fasteners, R .
m
This test can be combined with the test specified in 9.3.
9.2.2 Applicability
This test applies to bolts, screws and studs having the following specifications:
⎯ bolts and screws with head stronger than the threaded shank;
⎯ bolts and screws with head stronger than any unthreaded shank;
⎯ diameter of any unthreaded shank of d > d or d ≈ d ;
s 2 s 2
⎯ bolts and screws with nominal length l W 2,5 d;
⎯ thread length b W 2,0 d;
⎯ structural bolts with b < 2d;
⎯ studs with total length l t W 3,0 d;
⎯ 3 mm u d u 39 mm;
⎯ all property classes.
9.2.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided, e.g. by self-aligning grips.
9.2.4 Testing device
The grips and the adaptors shall be as follows:
⎯ hardness, 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor(s) according to Table 14.
© ISO 2009 – All rights reserved 25ISO 898-1:2009(E)
a) Example of testing device for bolts b) Example of testing device for screws
c) Example of testing device for studs d) Example of testing device for fully threaded studs
Key
1 tap end
2 nut end
d hole diameter
h
l free threaded length of fastener in testing device
th
Figure 2 — Examples of testing devices
9.2.5 Test procedure
The fastener shall be tested as received.
Mount the bolts and screws to be tested into adaptors as shown in Figures 2 a) and b); mount the studs to be
tested into two threaded adaptors as shown in Figures 2 c) and d). The length of thread engagement shall be
at least 1 d.
The free threaded length, l , subjected to the load shall be minimum 1 d.
th
However, when this test is combined with the test according to 9.3, the free threaded length, l , subjected to
th
the load shall be 1,2 d.
For structural bolts having short thread length, the tensile test may be performed with a free thread length l
th
less than 1 d. The tensile test shall be carried out in accordance with ISO 6892-1. The speed of testing, as
determined with a free running cross head, shall not exceed 25 mm/min.
The tensile test shall be continued until fracture occurs.
Measure the ultimate tensile load, F .
m
26 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.2.6 Test results
9.2.6.1 Method
For calculation, see 9.1.6.1.
9.2.6.2 Requirements
For fasteners with d > d , the fracture shall occur in the free threaded length.
s 2
For fasteners with d ≈ d , the fracture shall occur in the free threaded length or in the unthreaded shank.
s 2
For screws threaded to the head, the fracture which causes failure may extend or spread into the transition
section between the head and the thread or into the head before separation, provided that it originates in the
free threaded length.
R shall meet the requirements specified in Table 3. The minimum ultimate tensile load, F , specified in
m m min
Tables 4 and 6 shall be met.
NOTE With small diameters there is an increasing difference between the nominal compared to the effective stress
area. When hardness is used for process control, especially for smaller diameters, it may be necessary to increase the
hardness above the minimum hardness specified in Table 3 to achieve the minimum ultimate tensile load.
9.3 Tensile test for full-size bolts, screws and studs for determination of elongation after
fracture, A, and stress at 0,004 8d non-proportional elongation, R
f pf
9.3.1 General
The purpose of this tensile test is to determine simultaneously:
⎯ the elongation after fracture on full-size fasteners, A;
f
⎯ the stress at 0,004 8d non-proportional elongation on full-size fasteners, R .
pf
This test can be combined with the test described in 9.2.
9.3.2 Applicability
This test applies to bolts, screws and studs having the following specifications:
⎯ bolts and screws with head stronger than the threaded shank;
⎯ bolts and screws with head stronger than any unthreaded shank;
⎯ diameter of any unthreaded shank d > d or d ≈ d;
s s
⎯ bolts and screws with nominal length l W 2,7 d;
⎯ thread length b W 2,2 d;
⎯ studs with total length l t W 3,2 d;
⎯ 3 mm u d u 39 mm;
⎯ all property classes.
© ISO 2009 – All rights reserved 27ISO 898-1:2009(E)
9.3.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided e.g. by self-aligning grips.
9.3.4 Testing device
The grips and the adaptors shall be as follows:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor(s) according to Table 14.
The testing device should be sufficiently rigid to avoid deformation that could influence the determination of
the load at 0,0048 d non-proportional elongation, F pf, or of the elongation after fracture, A f.
9.3.5 Test procedure
The fastener shall be tested as received.
Mount the fastener to be tested into adaptors as shown in Figure 2 a) and b); mount the studs to be tested into
two threaded adaptors as shown in Figure 2 c) and d). The length of thread engagement shall be at least 1d.
The free threaded length, l , subjected to the load shall be 1,2d.
th
NOTE To obtain l = 1,2 d in a practical way, the following procedure is proposed: first, screw on the threaded
th
adaptor up to the thread run-out; then unscrew the adaptor by the required number of turns corresponding to l = 1,2 d.
th
The tensile test shall be carried out in accordance with ISO 6892-1. The speed of testing, as determined with
a free running cross head, shall not exceed 10 mm/min up to the load at 0,0048 d non-proportional elongation,
F , and 25 mm/min beyond.
pf
Measure the load, F, continuously until fracture occurs, either directly, by means of an adequate electronic
device (e.g. microprocessor), or on the curve of load against displacement, see ISO 6892-1; the curve can be
plotted either automatically or graphically.
For acceptable accurate graphical measurement, the scale of the curve shall be such that the elastic slope
(straight part of the curve) lies between 30° and 45° against the load axis.
9.3.6 Test results
9.3.6.1 Determination of the elongation after fracture, A
f
9.3.6.1.1 Method
The plastic elongation, ∆L , is measured directly on the load-displacement curve, plotted either
p
electronically or graphically, see Figure 3.
28 © ISO 2009 – All rights reservedISO 898-1:2009(E)
a Point of fracture.
Figure 3 — Load-displacement curve for determination of elongation after fracture, A
f
The slope of the part of the curve corresponding to the elastic range (straight part of the curve) shall be
determined. A line parallel to the slope in the elastic range shall be drawn through the point of fracture, which
has an intersecting point with the grip displacement axis, see Figure 3. The plastic elongation, ∆L , is
p
determined on the grip displacement axis as shown in Figure 3.
In case of doubt, the slope of the load-displacement curve in the elastic range shall be determined by drawing
a line intersecting the two points of the curve corresponding to 0,4 F and 0,7 F , where F is the proof load as
p p p
specified in Tables 5 and 7.
The elongation after fracture on full-size fasteners is calculated using the following formula:
∆L
p
A =
f
1,2 d
9.3.6.1.2 Requirements
For property classes 4.8, 5.8 and 6.8, A shall meet the requirement specified in Table 3.
f
9.3.6.2 Determination of the stress at 0,0048 d non-proportional elongation, R
pf
9.3.6.2.1 Method
R shall be directly determined on the load-displacement curve, see Figure 4.
pf
© ISO 2009 – All rights reserved 29ISO 898-1:2009(E)
Figure 4 — Load-displacement curve for determination of stress at 0,0048 d
non-proportional elongation, R
pf
A parallel line to the slope in the elastic range (straight part of the curve) shall be drawn at a distance equal to
0,0048d on the axis of grip displacement; the intersection between this line and the curve corresponds to the
load F .
pf
NOTE 0,0048d = 0,4 % of 1,2d.
In case of doubt, the slope of the load-elongation curve in the elastic range shall be determined by drawing a
line intersecting the two points of the curve corresponding to 0,4 F and 0,7 F , where F is the proof load as
p p p
specified in Tables 5 and 7.
The stress at 0,0048 d non-proportional elongation, R , is calculated as follows:
pf
F
pf
R =
pf
A
s,nom
with A as specified in 9.1.6.1.
s,nom
9.3.6.2.2 Requirement
No requirement specified.
NOTE 1 Values for R are under investigation. See Table 3 (No. 4 and Footnote e) for information.
pf
NOTE 2 Yield strength values received from tests of full-size fasteners instead of machined test pieces can vary
because of processing, test methods and size effects.
30 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.4 Tensile test for bolts and screws not expected to break in free threaded length due to
head design
9.4.1 General
The purpose of this tensile test is to determine the tensile load for bolts and screws not expected to break in
the free threaded length due to head design (see 8.2).
9.4.2 Applicability
This test applies to bolts and screws having the following specifications:
⎯ diameter of any unthreaded shank d > d or d ≈ d ;
s 2 s 2
⎯ nominal length l W 2,5 d;
⎯ thread length b W 2,0 d;
⎯ 3 mm u d u 39 mm;
⎯ all property classes.
9.4.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided, e.g. by self-aligning grips.
9.4.4 Testing device
The grips and the adaptors shall be as follows:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor according to Table 14.
9.4.5 Test procedure
The fastener shall be tested as received.
Mount the fastener to be tested into an adaptor as shown in Figure 2 a) and b).
The free threaded length, l , subjected to the load shall be a minimum of 1 d.
th
The tensile test shall be carried out in accordance with ISO 6892-1. The speed of testing, as determined with
a free running cross head, shall not exceed 25 mm/min.
The tensile test shall be continued until fracture occurs.
Measure the ultimate tensile load, F .
m
9.4.6 Test results — Requirement
The ultimate tensile load, F , shall be equal to or above the minimum ultimate tensile load as specified in the
m
relevant product standard or in any other specification.
© ISO 2009 – All rights reserved 31ISO 898-1:2009(E)
9.5 Tensile test for fasteners with waisted shank
9.5.1 General
The purpose of this tensile test is to determine the tensile strength, R , for fasteners with waisted shank
m
(see 8.2).
9.5.2 Applicability
This test applies to fasteners having the following specifications:
⎯ diameter of unthreaded shank d < d ;
s 2
⎯ length of waisted shank W 3 d s (see L c in Figure 6);
⎯ thread length b W 1 d;
⎯ 3 mm u d u 39 mm;
⎯ property classes 4.6, 5.6, 8.8, 9.8, 10.9 and 12.9/12.9.
9.5.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided, e.g. by self-aligning grips.
9.5.4 Testing device
The grips and the adaptors shall be as follows:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor(s) according to Table 14.
9.5.5 Test procedure
The fastener shall be tested as received.
Mount the fastener to be tested into an adaptor as shown in Figure 2 a). Mount the studs to be tested into two
threaded adaptors as shown in Figure 2 c). The length of thread engagement shall be at least 1d.
The tensile test shall be carried out in accordance with ISO 6892-1. The speed of testing, as determined with
a free running cross head, shall not exceed 25 mm/min.
The tensile test shall be continued until fracture occurs.
Measure the ultimate tensile load, F .
m
32 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.5.6 Test results
9.5.6.1 Method
The calculation of the tensile strength, R , is based on the cross-sectional area of the waisted shank, A ,and
m ds
the ultimate tensile load, F , measured during the test:
m
F
R = m
m
A
ds
π
withA = d 2
ds s
4
9.5.6.2 Requirements
The fracture shall occur in the waisted shank.
R shall meet the requirement specified in Table 3.
m
9.6 Proof load test for finished bolts, screws and studs
9.6.1 General
The proof load test consists of two main operations, as follows:
⎯ application of a specified tensile proof load (see Figure 5), and
⎯ measurement of permanent elongation, if any, caused by the proof load.
9.6.2 Applicability
This test applies to bolts, screws and studs having the following specifications:
⎯ bolts and screws with head stronger than the threaded shank;
⎯ bolts and screws with head stronger than any unthreaded shank;
⎯ diameter of unthreaded shank d > d or d ≈ d ;
s 2 s 2
⎯ bolts and screws with nominal length l W 2,5 d;
⎯ thread length b W 2,0 d;
⎯ studs with total length l t W 3,0 d;
⎯ 3 mm u d u 39 mm;
⎯ all property classes;
9.6.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided, e.g. by self-aligning grips.
© ISO 2009 – All rights reserved 33ISO 898-1:2009(E)
9.6.4 Testing device
The grips and the adaptors shall be according to the following:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor(s) according to Table 14.
a) Finished bolt b) Finished screw
c) Finished stud d) Finished fully threaded stud
Key
1 load
An example is “sphere to cone” contact between the measuring points and the centre-drilled conical holes in the ends of
the fastener is shown in detail X. Any other suitable method may be used.
Figure 5 — Example for set-up for application of proof load to finished fasteners
34 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.6.5 Test procedure
The fastener as received shall be suitably prepared at each end, e.g. as shown in Figure 5 (detail X). For
length measurements, place the fastener in a bench-mounted measuring instrument fitted with spherical anvils
or any other suitable method. Gloves or tongs shall be used to minimize measurement error caused by
influence of temperature. Measure the total length of the fastener before loading, l .
o
Mount the fastener to be tested into adaptors as shown in Figure 5. For studs, use two threaded adaptors.
The length of thread engagement shall be at least 1d. The free threaded length, l , subjected to the load shall
th
be 1 d.
NOTE To obtain l = 1 d in a practical way, the following procedure is proposed: first, screw on the threaded adaptor
th
up to the thread run-out; then unscrew the adaptor by the required number of turns corresponding to l = 1 d.
th
The proof load, as specified in Tables 5 and 7, shall be applied axially to the fastener.
The speed of testing, as determined with a free-running cross-head, shall not exceed 3 mm/min. The full proof
load shall be held for 15 s.
After unloading, measure the total length of the fastener, l .
1
9.6.6 Test results — Requirement
The total length of the fastener after unloading, l , shall be the same as before loading, l , within a tolerance
1 o
of ± 12,5 µm allowed for uncertainty of measurement. Some variables, such as straightness, thread alignment
and uncertainty of measurement, can result in apparent elongation of the fastener when the proof load is
initially applied. In such cases, the fastener shall be retested according to 9.6.5 using a 3 % greater load than
the proof load specified in Tables 5 and 7 and shall be considered satisfactory if the length after the second
unloading, l 2, is the same as before this loading, l 1, within a tolerance of ± 12,5 µm allowed for uncertainty of
measurement.
9.7 Tensile test for machined test pieces
9.7.1 General
The purpose of this tensile test is to determine
⎯ the tensile strength, R ,
m
⎯ the lower yield strength, R , or stress at 0,2 % non-proportional elongation, R ,
eL p0,2
⎯ the percentage elongation after fracture, A, and
⎯ the percentage reduction of area after fracture, Z.
9.7.2 Applicability
This test applies to fasteners having the following specifications:
a) machined test pieces made from bolts and screws:
⎯ 3 mm u d u 39 mm;
⎯ thread length b W 1 d;
⎯ nominal length l W 6 d o + 2 r + d (as indicated in Figure 6) to determine A;
⎯ nominal length l W 4 d o + 2 r + d (as indicated in Figure 6) to determine Z;
© ISO 2009 – All rights reserved 35ISO 898-1:2009(E)
b) machined test pieces made from studs:
⎯ 3 mm u d u 39 mm;
⎯ thread length b W 1 d;
⎯ thread length of the stud (metal) end b m W 1 d;
⎯ total length l t W 6 d o + 2 r + 2 d (as indicated in Figure 6) to determine A;
⎯ total length l t W 4 d o + 2 r + 2 d (as indicated in Figure 6) to determine Z.
c) property classes 4.6, 5.6, 8.8, 9.8, 10.9 and 12.9/12.9.
NOTE Machined test pieces made from bolts and screws can also be made from fasteners which, due to their
geometry, have reduced loadability, provided that the head is stronger than the cross-sectional area, S , of the test piece,
o
and also of fasteners with unthreaded shank diameter d < d (see 8.2).
s 2
Fasteners in property classes 4.8, 5.8 and 6.8 (work-hardened fasteners) shall be tensile tested full-size,
see 9.3.
9.7.3 Apparatus
The tensile testing machine shall be in accordance with ISO 7500-1. Side thrust on the fastener shall be
avoided, e.g. by self-aligning grips.
9.7.4 Testing device
The grips and the adaptors shall be as follows:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , according to Table 15;
h
⎯ thread tolerance class of the internally threaded adaptor(s) according to Table 14.
9.7.5 Machined test pieces
The test piece shall be machined from the fastener as received. The test piece shown in Figure 6 shall be
used for the tensile test.
The diameter of the machined test piece shall be d o < d 3 min, but whenever possible d o W 3 mm.
When machining the test pieces of quenched and tempered fasteners with nominal diameter d > 16 mm the
reduction of the original diameter, d, shall not exceed 25 % (about 44 % of the initial cross-sectional area). For
test pieces made from studs, both ends shall have a thread length of minimum 1 d.
9.7.6 Test procedure
The tensile test shall be carried out in accordance with ISO 6892-1. The speed of testing, as determined with
a free running cross head, shall not exceed 10 mm/min up to the load at lower yield strength, R , or the load
eL
at the stress at 0,2 % non-proportional elongation, R , and 25 mm/min beyond.
p0,2
The tensile test shall be continued until fracture occurs.
Measure the ultimate tensile load, F .
m
36 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Key
d nominal thread diameter
d o diameter of machined test piece (do < d3 min but, whenever possible, do W 3 mm.)
b thread length (b W d)
L original gauge length of machined test piece
o
⎯ for determination of elongation: L = 5 d or (5,65 S )
o o o
⎯ for determination of reduction of area: L o W 3 d o
L length of straight portion of machined test piece (L + d )
c o o
L total length of machined test piece (L + 2 r + b)
t c
S cross-sectional area of machined test piece before tensile test
o
r fillet radius (r W 4 mm)
Figure 6 — Machined test piece for tensile test
9.7.7 Test results
9.7.7.1 Method
The following properties shall be determined in accordance with ISO 6892-1:
a) tensile strength, R
m
F
R = m
m
S
o
b) lower yield strength, R , or stress at 0,2 % non-proportional elongation, R ;
eL p0,2
c) percentage elongation after fracture, providing that L is at least 5 d
o o
L − L
A= u o ×100
L
o
where
L is the final gauge length of machined test piece (see ISO 6892-1)
u
d) percentage reduction of area after fracture, providing that L is at least 3 d
o o
S −S
Z = o u ×100
S
o
where
S is the cross-sectional area of machined test piece after fracture
u
© ISO 2009 – All rights reserved 37ISO 898-1:2009(E)
9.7.7.2 Requirements
The following shall be in accordance with Table 3:
⎯ the minimum tensile strength, R ;
m min
⎯ lower yield strength, R , or stress at 0,2 % non-proportional elongation, R ;
eL p0,2
⎯ percentage elongation after fracture, A;
⎯ percentage reduction of area after fracture, Z.
9.8 Head soundness test
9.8.1 General
The purpose of the head soundness test is to check the integrity of the transition section between the head
and the unthreaded shank or the thread by striking the head of the fastener on a solid block to a given angle.
NOTE This test is generally used when the tensile test under wedge loading cannot be carried out due to the
too-short length of the fastener.
9.8.2 Applicability
This test applies to bolts and screws having the following specifications:
⎯ head stronger than the threaded shank;
⎯ nominal length l W 1,5 d;
⎯ d u 10 mm;
⎯ all property classes.
9.8.3 Testing device
The solid block as illustrated in Figure 7 shall be as follows:
⎯ hardness of 45 HRC min;
⎯ hole diameter, d , and radius, r , according to Table 15;
h 1
⎯ thickness of 2 d minimum;
⎯ angle β according to Table 17.
38 © ISO 2009 – All rights reservedISO 898-1:2009(E)
a l W 1,5 d.
b minimum thickness of solid block: 2 d.
Figure 7 — Testing device for head soundness test
Table 17 — Angle of solid block, β, for head soundness test
Property class 4.6 5.6 4.8 5.8 6.8 8.8 9.8 10.9 12.9/12.9
β 60° 80°
9.8.4 Test procedure
The fastener shall be tested as received.
The head soundness test shall be carried out using a device as illustrated in Figure 7.
The block shall be firmly fixed. A hammer shall be used to strike the head of the bolt or screw by several
blows so that the head bends to an angle of 90° − β. Values of angle β are specified in Table 17.
The examination shall be at a magnification of not less than eight times nor more than 10 times.
9.8.5 Test result — Requirement
No sign of cracking at the transition section between the head and the unthreaded shank shall be shown.
For screws threaded up to the head, this requirement is fulfilled even if a crack appears in the first thread,
provided that the head does not fracture off.
9.9 Hardness test
9.9.1 General
The purpose of the hardness test is
⎯ for all fasteners which cannot be tensile tested — to determine the hardness of the fastener;
⎯ for fasteners which can be tensile tested (see 9.1, 9.2, 9.5 and 9.7) — to determine the hardness of the
fastener in order to check that the maximum hardness is not exceeded.
© ISO 2009 – All rights reserved 39ISO 898-1:2009(E)
NOTE There may not be a direct relationship between hardness and tensile strength. Maximum hardness values are
specified for reasons other than theoretical maximum strength consideration (e.g. to avoid embrittlement).
Hardness may be determined either on a suitable surface or on a transverse section through the threaded
portion.
9.9.2 Applicability
This test applies to fasteners having the following specifications:
⎯ all sizes;
⎯ all property classes.
9.9.3 Test methods
Hardness may be determined using the Vickers, Brinell or Rockwell hardness test.
a) Vickers hardness test
The Vickers hardness test shall be carried out in accordance with ISO 6507-1.
b) Brinell hardness test
The Brinell hardness test shall be carried out in accordance with ISO 6506-1.
c) Rockwell hardness test
The Rockwell hardness test shall be carried out in accordance with ISO 6508-1.
9.9.4 Test procedure
9.9.4.1 General
Fasteners used for hardness tests shall be as received.
9.9.4.2 Hardness determined on a transverse section through the threaded portion
A transverse section shall be taken 1 d back from the end of the thread, and the surface shall be suitably
prepared.
Take hardness readings in the area between the axis and the half-radius position, see Figure 8.
Key
1 axis of the fastener
2 half-radius area with a radius of 0,25 d
Figure 8 — Half-radius area for taking of hardness readings
40 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.9.4.3 Hardness determined on a surface
The hardness shall be determined on flat surfaces of the head, on the end of the fastener or on the
unthreaded shank after removal of any plating or other coating and after suitable preparation of the test
specimen.
This method may be used for routine inspection.
9.9.4.4 Test load for hardness determination
Carry out the Vickers hardness test with a minimum load of 98 N.
Carry out the Brinell hardness test with a load equal to 30 D2 expressed in newtons.
9.9.5 Requirements
For fasteners which cannot be tensile tested and structural bolts with short thread length which are tensile
tested, with free threaded length l < 1 d, the hardness shall be within the hardness range specified in Table 3.
th
For fasteners which can be tensile tested, with free threaded length l th W 1 d, and fasteners with waisted
shank and machined test pieces, the hardness shall not exceed the values for maximum hardness according
to Table 3.
For fasteners of property classes 4.6, 4.8, 5.6 and 5.8, the hardness determined in accordance with 9.9.4.3 at
the end of the fastener shall not exceed the values for maximum hardness according to Table 3.
For heat treated fasteners, if any difference in hardness values determined in the half-radius area
(see Figure 8) is greater than 30 HV, it shall be verified that the requirements of 90 % content of martensite
has been achieved (see Table 2).
For work hardened fasteners of property classes 4.8, 5.8 and 6.8, hardness determined in accordance with
9.9.4.2 shall be within the hardness range specified in Table 3.
In case of dispute, Vickers hardness test according to 9.9.4.2 shall be the referee test method.
9.10 Decarburization test
9.10.1 General
The purpose of the decarburization test is to detect if the surface of quenched and tempered fasteners is
decarburized and to determine the depth of the decarburized zone (see Figure 9).
NOTE A loss of carbon content (decarburization), caused by heat treatment processes, beyond the limits specified in
Table 3, can reduce the strength of the thread and could cause failure.
The surface carbon condition shall be determined by one or the other of the following two methods:
⎯ microscopic method;
⎯ hardness method.
The microscopic method allows the measuring of the complete decarburized zone (G) — if any — and of the
height of the zone of base metal (E) (see Figure 9).
The hardness method allows the determination of the height of the base metal zone (E) and the detection of
partial decarburization by micro-hardness (see Figure 9).
© ISO 2009 – All rights reserved 41ISO 898-1:2009(E)
Key
1 completely decarburized
2 partially decarburized
3 pitch line
4 base metal
E height of the non-decarburized thread zone
G depth of complete decarburization in the thread
H height of external thread in maximum material condition
1
Figure 9 — Zones of decarburization
9.10.2 Microscopic method
9.10.2.1 Applicability
This method applies to fasteners having the following specifications:
⎯ all sizes;
⎯ property classes 8.8 to 12.9/12.9.
9.10.2.2 Preparation of test specimen
The test specimens shall be taken from the fasteners after all heat treatment operations have been performed
and after removal of plating or other coating, if any.
The test specimens shall be taken as a longitudinal section through the thread axis, approximately one
nominal diameter (1d) from the end of the thread. The test specimen shall be embedded in a plastic mount or,
alternatively, in a clamp. After mounting, the surface shall be ground and polished in accordance with good
metallographic practice.
NOTE Etching in a 3 % nital solution (concentrated nitric acid in ethanol) is usually suitable for showing changes in
microstructure caused by decarburization.
9.10.2.3 Test procedure
Place the test specimen under a microscope. Unless otherwise agreed, a 100 × magnification shall be used
for examination.
If the microscope is of a type with a ground glass screen, the extent of decarburization can be measured
directly with a scale. If an eyepiece is used for measurement, it should be of an appropriate type, containing a
cross-hair or scale.
42 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.10.2.4 Requirements
The maximum depth of complete decarburization, G — if any — shall meet the requirements specified in
Table 3. The height of the non-decarburized zone, E, shall meet the requirements specified in Table 18.
Table 18 — Values for height of external thread in maximum material condition, H , and
1
minimum height of non-decarburized zone in thread, E
min
Dimensions in millimetres
Pitch of thread
P a
0,5 0,6 0,7 0,8 1 1,25 1,5 1,75 2 2,5 3 3,5 4
H 0,307 0,368 0,429 0,491 0,613 0,767 0,920 1,074 1,227 1,534 1,840 2,147 2,454
1
8.8, 9.8 0,154 0,184 0,215 0,245 0,307 0,384 0,460 0,537 0,614 0,767 0,920 1,074 1,227
Property 10.9 E b 0,205 0,245 0,286 0,327 0,409 0,511 0,613 0,716 0,818 1,023 1,227 1,431 1,636
class min
12.9/12.9 0,230 0,276 0,322 0,368 0,460 0,575 0,690 0,806 0,920 1,151 1,380 1,610 1,841
a For P < 1,25 mm, microscopic method only.
b Calculated on the basis of the specification in Table 3, No. 14.
9.10.3 Hardness method (Referee method for partial decarburization)
9.10.3.1 Applicability
This method applies to fasteners having the following specifications:
⎯ pitch P W 1,25 mm;
⎯ property classes 8.8 to 12.9/12.9.
9.10.3.2 Preparation of test specimen
The test specimen shall be prepared in accordance with 9.10.2.2, but etching and removal of the surface
coating is not necessary.
9.10.3.3 Test procedure
Measure the Vickers hardness at points 1 and 2 as shown in Figure 10. The test force shall be 2,942 N
(Vickers hardness test HV 0,3).
© ISO 2009 – All rights reserved 43ISO 898-1:2009(E)
Dimensions in millimetres
Decarburization: HV(2) W HV(1) − 30
Carburization: HV(3) u HV(1) + 30
Key
E height of non-decarburized zone in the thread, mm
H
1
height of external thread in the maximum material condition, mm
1, 2, 3 measurement points, (1 is the reference point)
4 pitch line
a The value 0,14 mm is given only as an aid to locating the point along the pitch line.
Figure 10 — Hardness measurements for decarburization test and carburization test
9.10.3.4 Requirements
The Vickers hardness value at point 2, HV(2), shall be greater than or equal to the Vickers hardness at point 1,
HV(1), minus 30 Vickers units. The height of the non-decarburized zone, E, shall meet the requirements
specified in Table 18.
NOTE Complete decarburization up to the maximum specified in Table 3 cannot be detected by the hardness
measurement method.
9.11 Carburization test
9.11.1 General
The purpose of this test is to determine that the surface of a quenched and tempered fastener has not
become carburized during the heat treatment. The difference between base metal hardness and surface
hardness is decisive for the evaluation of the carburization condition in the surface layer.
NOTE Carburization is detrimental as increased surface hardness can cause embrittlement or reduce fatigue
resistance. Careful differentiation needs to be made between an increase in hardness caused by carburization and that
due to heat treatment or cold working of the surface, such as threads rolled after heat treatment.
Carburization shall be detected by one or the other of the following two methods:
⎯ hardness test on a longitudinal section;
⎯ surface hardness test.
In case of dispute and when P W 1,25 mm, the hardness test on a longitudinal section according to 9.11.2
shall be the referee test method.
44 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.11.2 Hardness test on a longitudinal section
9.11.2.1 Applicability
This method applies to fasteners having the following specifications:
⎯ pitch P W 1,25;
⎯ property classes 8.8 to 12.9/12.9.
9.11.2.2 Preparation of the test specimen
The test specimen shall be prepared in accordance with 9.10.2.2, but etching and removal of the surface
coating is not necessary.
9.11.2.3 Test procedure
Measure the Vickers hardness at points 1 and 3 as shown in Figure 10. The test force shall be 2,942 N
(Vickers hardness test HV 0,3).
If the test specimen has been used in a test according to 9.10.3.3, the hardness determination at point 3 shall
be made on the pitch line of the thread adjacent to the thread on which determinations at point 1 and 2 are
made.
9.11.2.4 Requirement
The Vickers hardness value at point 3, HV(3), shall be less than or equal to that at point 1, HV(1), plus
30 Vickers units.
An increase of more than 30 Vickers units indicates carburization. See also Table 3 (No. 13 and Footnotes h, i
and j), which gives hardness restrictions for property classes 10.9 and 12.9/12.9.
9.11.3 Surface hardness method
9.11.3.1 Applicability
This method applies to fasteners having the following specifications:
⎯ all sizes;
⎯ property classes 8.8 to 12.9/12.9.
9.11.3.2 Preparation of test specimen
A suitable flat surface on the head or end of the fastener shall be prepared by minimal grinding or polishing, in
order to ensure reproducible readings and maintain the original properties of the surface layer of the material.
A transverse section shall be taken 1d back from the end of the thread and the surface shall be suitably
prepared.
9.11.3.3 Test procedure
The surface hardness shall be determined on the prepared surface.
The base metal hardness shall be determined on the transverse section.
The test force shall be 2,942 N (Vickers hardness test HV 0,3) for both determinations.
© ISO 2009 – All rights reserved 45ISO 898-1:2009(E)
9.11.3.4 Requirements
The hardness value taken on the surface shall be less than or equal to the base metal hardness value plus
30 Vickers units.
An increase of more than 30 Vickers units indicates carburization. See also Table 3 (No.13 and Footnote g),
which gives restrictions for maximum surface hardness for property classes 10.9 and 12.9/12.9.
9.12 Retempering test
9.12.1 General
The purpose of this test is to check that the minimum tempering temperature has been achieved during the
heat treatment process.
This test is a referee test to be applied in case of dispute.
9.12.2 Applicability
This test applies to fasteners having the following specifications:
⎯ all sizes;
⎯ property classes 8.8 to 12.9/12.9.
9.12.3 Test procedure
The Vickers hardness shall be determined in accordance with 9.9.4.2 by taking three readings on one fastener.
Retemper this fastener, holding it during 30 min at a part temperature of 10 °C less than the minimum
tempering temperature as specified in Table 2. After retempering, determine the Vickers hardness by taking
three new readings on the same fastener and in the same area as for the first determination.
9.12.4 Requirements
The mean of the three hardness readings taken before and after retempering shall be compared. The
reduction of hardness after retempering, if any, shall be less than 20 Vickers units.
9.13 Torsional test
9.13.1 General
The purpose of the torsional test is to determine the breaking torque, M , for bolts and screws that cannot be
B
tensile tested.
9.13.2 Applicability
This test applies to fasteners having the following specifications:
⎯ bolts and screws with head stronger than the threaded section;
⎯ diameter of unthreaded shank d > d or d ≈ d ;
s 2 s 2
⎯ thread length b W 1 d + 2 P;
⎯ 1,6 mm u d u 10 mm;
⎯ property classes 4.6 to 12.9/12.9.
NOTE For property classes 4.6 to 6.8, no values are specified in ISO 898-7.
46 © ISO 2009 – All rights reservedISO 898-1:2009(E)
9.13.3 Apparatus and testing device
See ISO 898-7.
9.13.4 Test procedure
The fastener shall be tested as received.
Clamp the bolt or screw into the test device according to ISO 898-7 over a thread length of minimum 1d. The
free threaded length, l , shall be at least 2 P at the head to thread run-out or at the unthreaded shank to
th
thread run-out. Apply the torque in a continuously increasing manner.
NOTE It is planned to revise ISO 898-7:1992. An examination of the related basic research has indicated that the
values for free threads and thread engagement length have been interchanged.
9.13.5 Test results
9.13.5.1 Method
See ISO 898-7.
9.13.5.2 Requirements
See ISO 898-7.
In case of dispute the following applies:
⎯ for bolts and screws that cannot be tensile tested, the hardness test in conformity with 9.9 shall be the
referee test;
⎯ for bolts and screws able to be tensile tested, the tensile test shall be the referee test.
9.14 Impact test for machined test pieces
9.14.1 General
The purpose of the impact test is to check the toughness of the material of the fastener under impact load at a
specified low temperature. This test is only carried out if required in a product standard or if agreed between
the manufacturer and the purchaser.
9.14.2 Applicability
This test applies to fasteners having the following specifications:
⎯ machined test pieces made from bolts, screws and studs;
⎯ d W 16 mm;
⎯ total length of bolts and screws (including solid part of the head) W 55 mm;
⎯ studs with total length l t W 55 mm;
⎯ property classes 5.6, 8.8, 9.8, 10.9 and 12.9/12.9.
© ISO 2009 – All rights reserved 47ISO 898-1:2009(E)
9.14.3 Apparatus and testing device
See ISO 148-1.
9.14.4 Machined test piece
The test piece shall be machined from the fastener as received.
The machined test piece shall be in accordance with ISO 148-1 (Charpy V-notch test). It shall be taken
lengthwise, located as close to the surface of the fastener as possible, and located in the threaded portion as
far as possible. The non-notched side of the test piece shall be located near the surface of the fastener.
9.14.5 Test procedure
Maintain the machined test piece at a stabilized temperature of −20 °C. The impact test shall be carried out in
accordance with ISO 148-1.
9.14.6 Requirements
When tested at a temperature of −20 °C, the impact strength shall be in accordance with Table 3.
NOTE Other test temperatures and impact strength values may be specified in appropriate product standards or
agreed between the manufacturer and the purchaser.
9.15 Surface discontinuity inspection
Surface discontinuities shall be controlled on fasteners as received. For fasteners of property classes 4.6 to
10.9, a surface discontinuity inspection shall be carried out in accordance with ISO 6157-1. By agreement
between the manufacturer and the purchaser, ISO 6157-3 may apply.
For fasteners of property class 12.9/12.9, surface discontinuity inspection shall be carried out in accordance
with ISO 6157-3.
In the case of test series MP1 (see Clause 8), the surface discontinuity inspection applies before machining.
10 Marking
10.1 General
Fasteners manufactured to the requirements of this part of ISO 898 shall be designated in accordance with
the designation system described in Clause 5 and marked in accordance with 10.2 and 10.3 or 10.4, as
applicable. However, the designation system described in Clause 5 and the provisions for marking according
to 10.3 or 10.4 shall be used only if all relevant requirements of this part of ISO 898 are met.
Unless otherwise specified in the product standard, the height of embossed markings on the top of the head
shall not be included in the head height dimensions.
10.2 Manufacturer's identification mark
A manufacturer's identification mark shall be included during the manufacturing process on all fasteners
marked with a property class symbol. Manufacturer's identification marking is also recommended on fasteners
not marked with a property class symbol.
For the purposes of this part of ISO 898, a distributor who distributes fasteners that are marked with his own
identification mark shall be considered to be the manufacturer.
48 © ISO 2009 – All rights reservedISO 898-1:2009(E)
10.3 Marking and designation of fasteners with full loadability
10.3.1 General
Fasteners with full loadability manufactured to the requirements of this part of ISO 898 shall be marked in
accordance with 10.3.2 to 10.3.4.
Alternative or optional permitted marking as stated in 10.3.2 to 10.3.4 are left to the choice of the
manufacturer.
10.3.2 Marking symbols for property classes
Marking symbols are specified in Table 19.
Table 19 — Marking symbols for fasteners with full loadability
Property class 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9 12.9
Marking symbol a 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9 12.9
a The dot in the marking symbol may be omitted.
In the case of small screws, or when the shape of the head does not allow the marking according to Table 19,
the clock face marking symbols according to Table 20 may be used.
Table 20 — Clock face system for marking bolts and screws with full loadability
Property class 4.6 4.8 5.6 5.8
Marking
symbol
Property class 6.8 8.8 9.8 10.9 12.9
Marking
symbol
a The twelve o'clock position (reference mark) shall be marked either by the manufacturer's identification mark or by a dot.
b The property class is marked by a dash or a double dash and, in the case of 12.9, by a dot.
© ISO 2009 – All rights reserved 49ISO 898-1:2009(E)
10.3.3 Identification
10.3.3.1 Hexagon and hexalobular head bolts and screws
Hexagon and hexalobular head bolts and screws (including fasteners with flange) shall be marked with the
manufacturer's identification mark and with the marking symbol of the property class specified in Table 19.
The marking is required for fasteners of all property classes and of nominal diameter d W 5 mm.
The marking shall be made preferably on the top of the head by indenting or embossing, or on the side of the
head by indenting (see Figure 11). In the case of bolts or screws with flange, marking shall be on the flange
when the manufacturing process does not allow marking on the top of the head.
a Manufacturer's identification mark.
b Property class.
Figure 11 — Examples of marking on hexagon and hexalobular head bolts and screws
10.3.3.2 Hexagon and hexalobular socket head cap screws
Hexagon and hexalobular socket head cap screws shall be marked with the manufacturer's identification mark
and with the marking symbol of the property class specified in Table 19.
The marking is required for fasteners of all property classes and of nominal diameter d W 5 mm.
The marking shall be made preferably on the side of the head by indenting, or on the top of the head by
indenting or embossing (see Figure 12).
Figure 12 — Examples of marking on hexagon socket head cap screws
10.3.3.3 Cup head square neck bolts
Cup head square neck bolts shall be marked with the manufacturer's identification mark and with the marking
symbol of the property class specified in Table 19.
The marking is required for fasteners of all property classes and of nominal diameter d W 5 mm.
50 © ISO 2009 – All rights reservedISO 898-1:2009(E)
The marking shall be made on the head by indenting or embossing (see Figure 13).
Figure 13 — Example of marking cup head square neck bolts
10.3.3.4 Studs
Studs shall be marked with the manufacturer's identification mark and with the marking symbol of the property
class specified in Table 19 or the alternative marking symbol specified in Table 21.
The marking is required for studs of property classes 5.6, 8.8, 9.8, 10.9 and 12.9/12.9, and of nominal
diameter d W 5 mm.
The marking shall be on the unthreaded part of the stud. If this is not possible, marking of the property class
shall be on the nut end, and the manufacturer's identification mark may be omitted (see Figure 14).
For studs with interference fit, the marking of property class shall be on the nut end, and the manufacturer's
identification mark may be omitted.
Figure 14 — Example of marking of studs
© ISO 2009 – All rights reserved 51ISO 898-1:2009(E)
Table 21 — Alternative marking symbols for studs
Property class 5.6 8.8 9.8 10.9 12.9
a a a
Marking symbol
a It is permissible to indent only the contour or the whole area of the symbol.
10.3.3.5 Other types of bolts and screws
If required by the purchaser, the same marking systems as specified in the above subclauses of 10.3 shall be
used for other types of bolts and screws and for special fasteners.
Marking is not usual for screws with flat countersunk head, oval countersunk head, cheese head, pan head or
similar head shapes that are slotted, cross-recessed, or which have socket or other internal driving feature.
10.3.4 Marking of bolts and screws with left-hand thread
Bolts and screws with left-hand thread and a nominal diameter of d W 5 mm shall be marked with the symbol
specified in Figure 15, either on the top of the head or on the point.
Figure 15 — Marking of bolts and screws with left-hand thread
Alternative marking for left-hand thread as shown in Figure 16 may be used for hexagon bolts and screws.
Key
s width across flats
k height of the head
Figure 16 — Alternative marking of bolts and screws with left-hand thread
52 © ISO 2009 – All rights reservedISO 898-1:2009(E)
10.4 Marking and designation of fasteners which, because of their geometry, have reduced
loadability
10.4.1 General
Fasteners with reduced loadability manufactured to this part of ISO 898 shall be marked in accordance with
10.3.3 and 10.3.4, except that the marking symbol for property class shall be preceded by the digit “0” in
accordance with Table 22.
The marking symbols according to Table 19, 20 or 21 shall not be used for fasteners with reduced loadability.
When reduced loadability applies to fasteners according to a product standard, the marking symbols
according to Table 22 shall apply to all sizes specified in the product standard, even if some sizes would fulfil
all requirements for full loadability.
10.4.2 Marking symbols for fasteners with reduced loadability
Marking symbols shall be in accordance with Table 22.
Table 22 — Marking symbols for fasteners with reduced loadability
Property class 4.6 4.8 5.6 5.8 6.8 8.8 9.8 10.9 12.9 12.9
Marking symbol a 04.6 04.8 05.6 05.8 06.8 08.8 09.8 010.9 012.9 012.9
a The dot in the marking symbol may be omitted.
10.5 Marking of packages
All packages for all types of fasteners of all sizes shall be marked (e.g. through labelling). The marking shall
include the manufacturer's and/or distributor's identification and the marking symbol for property class
according to Table 19 or Table 22, as well as the manufacturing lot number as defined in ISO 16426.
© ISO 2009 – All rights reserved 53ISO 898-1:2009(E)
Annex A
(informative)
Relation between tensile strength and elongation after fracture
See Table A.1.
Table A.1 — Relationship between tensile strength and elongation after fracture
Nominal tensile strength
400 500 600 700 800 900 1 000 1 100 1 200 1 300
R , MPa
m,nom
A
f min
A
min
0,37 22 4.6
0,33 20 5.6
Minimum elongation after
fracture a
A or A 0,24 4.8
f min min
0,22 5.8
0,20 b 12 c 6.8 8.8
— 10 9.8
0,13 9 10.9
12.9/
— 8
12.9
a The values for A and A printed in bold type are normative values, see Table 3.
f min min
b Applies to property class 6.8 only.
c Applies to property class 8.8 only.
54 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Annex B
(informative)
Influence of elevated temperatures on mechanical properties of
fasteners
Elevated temperatures can cause changes in the mechanical properties and in the functional performance of
a fastener.
Up to typical service temperatures of 150 °C, no detrimental effects due to a change of mechanical properties
of fasteners are known. At temperatures over 150 °C and up to a maximum temperature of 300 °C, the
functional performance of fasteners should be ensured by careful examination.
With increasing temperature, a progressive
⎯ reduction of lower yield strength or stress at 0,2 % non-proportional elongation or stress at 0,004 8d non-
proportional elongation for finished fasteners, and
⎯ reduction of tensile strength
can be experienced. The continuous operating of fasteners at elevated service temperatures can result in
stress relaxation, which increases with higher temperatures. Stress relaxation accompanies a loss of clamp
force.
Work-hardened fasteners (property classes 4.8, 5.8, 6.8) are more sensitive with regard to stress relaxation
compared with quenched and tempered or stress-relieved fasteners.
Care should be taken when lead-containing steels are used for fasteners at elevated temperatures. For such
fasteners, a risk of liquid metal embrittlement (LME) should be taken into consideration when the service
temperature is in the range of the melting point of lead.
Information for the selection and application of steels for use at elevated temperatures is given, for example,
in EN 10269 and in ASTM F2281.
© ISO 2009 – All rights reserved 55ISO 898-1:2009(E)
Annex C
(informative)
Elongation after fracture for full-size fasteners, Α
f
In Table 3, minimum values for elongation after fracture for full-size bolts, screws and studs (A ) are
f min
specified for the property classes 4.8, 5.8 and 6.8 only. Values for the other property classes are given in
Table C.1 for information. These values are still under investigation.
Table C.1 — Elongation after fracture for full-size fasteners, A
f
Property class 4.6 5.6 8.8 9.8 10.9 12.9/12.9
A f min 0,37 0,33 0,20 — 0,13 —
56 © ISO 2009 – All rights reservedISO 898-1:2009(E)
Bibliography
[1] EN 10269, Steels and nickel alloys for fasteners with specified elevated and/or low temperature
properties
[2] ISO 1891, Fasteners — Terminology
[3] ASTM F2281, Standard Specification for Stainless Steel and Nickel Alloy Bolts, Hex Cap Screws, and
Studs, for Heat Resistance and High Temperature Applications
[4] ASTM A 320/A 320M, Standard Specification for Alloy/Steel Bolting Materials for Low-Temperature
Service
© ISO 2009 – All rights reserved 57ISO 898-1:2009(E)
ICS 21.060.10
Price based on 57 pages
© ISO 2009 – All rights reserved
|
14683.pdf
|
Indian Standard
AGRICULTURAL TRACTORS AND MACHINERY —
LIGHTING DEVICES FOR TRAVEL
ON PUBLIC ROADS
ICS 65.060.10; 43.040.20
0 BIS1999
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
..Tune1999 Price Group 2Agricultural Tractors and Power Tillers Sectional Committee, FAD32
FOREWORD
This Indian Standard wasadopted bytheBureau ofIndian Standards afterthedraft finalized bythe Agricultural
Tractors and Power Tillers Sectional Committee had been approved by the Food and Agriculture Division
Council.
In the preparation of this standard due consideration has been given to Central Motor Vehicles Aet, 1988
and Rules framed thereunder, and Safety Standard ( SS-15)ofAutomotive Research Association of India.
However, it is subject to restrictions imposed under these asamended from time totime wherever applicable.
Inpreparation ofthis Indian Standard considerable assistance hasbeen derived from ASAE (American Society
ofAgricu/tzmal Engineers) Standard, S279.9 July 1993.
For the purpose ofdeciding whether aparticular requirement ofthis standard iscomplied with, the final value,
observed orcalculated expressing the result ofatest shall be rounded offin accordance with IS 2:1960 ‘Rules
for rounding offnumerical values (revised)’. The number ofsignificant places retained in the rounded off
value should be the same asthat ofthe specified value in this standard.IS 14683:1999
Indian Standard
AGRICULTURAL TRACTORS AND MACHINERY —
LIGHTING DEVICES FOR TRAVEL
ON PUBLIC ROADS
1 SCOPE 3.4 Head Light
1.1This standard provides spec~lcations for lighting Illuminating light ofavehicle intended toilluminate
ofagricultural tractors and farm equipment whenever the road ahead.
suchequipment isoperated ortraveling onahighway.
3.5 Stop Light
2REFERENCES
Abrake operated lighting device which emits red or
The Indian Standards listed below contain provisions amber light atthe rear ofthe vehicle intended togive
which through reference in this text, constitute warning ofthe slowing down or the stopping ofthe
provision ofthis standard, Atthe time ofpublication, vehicle.
the editions indicated were valid. All standards are
subject to revision and parties to agreements based 3.6 Direction Indicator
on this standard are encouraged to investigate the
Alighting devicetoshowinwhich direction, thedriver
possibility ofapplying the most recent editions ofthe
intends to turn by giving aflashing light on the side
standards indicated:
ofthe vehicle towards which the turn will be made.
IS No. Title
3.7 Tail Light
3563:1993 Automobile headlights (replaceable
Alighting devicewhich emits redlight indicating the
lamp type )(jirsl revision )
presence ofthe vehicle when seen from the rear and
3628:1966 Sidelights,tail-lights, parking lights, intended to show the width.
stop lights and direction indicators
3.8 Parking Light
for automobile use
Alighting device showing awhite or amber light to
4060:1994 Flashers for direction indicators for
thefront and aredlight tothe rear togive warning of
automobiles (jrsf revision )
the presence ofthe vehicle when parked.
8213:1987 Agricultural trailer (second
3.9 Flood Light Lamp
revision )
13135:1991 Automotive vehicles —Electronic Alamp projecting ageneral flood pattern oflight to
flashers provide illumination close to the machine over a
stilcient area.
3 DEFINITIONS
3.10 Reversing Light
3.1 Highway
A device used to provide a warning signal to
The entire width between the boundary lines ofevery
pedestrians and other drivers, when the vehicle is
way publicly maintained, when any part thereof is
reversing or is about to reverse. The light shall be
opentothe use ofthe public forpurposes ofvehicular
white in colour.
travel.
4LIGHTING REQUIREMEN’IS
3.2 Reflex Reflectors
4.1 Lighting of‘Ikactorsand Self-Propelled Machines
An assembly ready for use and comprising one or
morereflecting opticalunits. Reflectors shallbevisible 4.1.1 At least two headlamps generally conforming
atnight from all distances within31 mto 183mwhen toIS3563, mounted atthe same height not exceeding
directly infront oflawfid lower beams ofheadlamps. 1600 mm abovethe ground tothe centre ofthe head
lamp and spaced laterally as widely as practicable.
3.3 Lamp Location
Headlamps or the low beams of headlamps, if so
Dimensions in this standard, unless specified other- equipped, shall be aligned such that when measured
wise,arebasedonmeasurements tothelamp filament. at a distance of7.5 m from the lamp, the horizontal
11S14683:1999
line separating theupper edgeofthe lighted zone(line tokeep this figure (that is 1500 mm). The height of
at which the intensity is decreased to 10percent or warning lamp may beraised to 1800 mm.
lessofthe peak intensity) is0.1 xHminimum below
the center ofthe lamp, where H is the height ofthe 4.1.3.1 On machines over 4metre wide, at least two
lamp from the ground. The headlamp beams shall be amberflashing warning lamps conforming toIS4060
centered laterally (seeFig. 1). Flood lamps orgeneral orIS 13135,visiblefkomfiontandrearshallbeprovided.
service lamps shall be aimed downward to provide The lamps shallbeplaced aminimum of1m high and
illumination closetothe machine and shall notproject within400mmofthelateralextremities ofthemachine,
rearward. and shallflashinunison withwarning lamps described
All dimensions in millimetres.
FIG.1 ILLUSTMTIOONFHEADLAMAPIMINGPROCEDURE
4.1.2Everytractor shallbeprovided withtwotaillights in 4.1.3. Theextremity dimension includes suchitems
ofred colour atthe rear and conforming to IS 3628. asdualwheels, wideaxles, headers, etc. These lamps
The point on the illuminating surface farthest from maybe used in addition to, or in place of, the lamps
the median longitudinal plane oftractor shall benot prescribed in 4.1.3.
morethan 400mmfrom the extreme outer edgeofthe
4.1.4 Every tractor or self propelled machine shall
vehicle. The distance between the inner edge ofthe
be fitted with four turn indicators ( Direction
two illuminating surface shall be not less than
indicators )lamps, two on the rear side, two on the
600mm.Thisdistancemaybe reducedto400~ where
front side. The direction indicator shall be ofamber
the overall width ofthevehicle islessthan 1300 mm.
colour and shall flash in unison at a rate of 60 to
The height oftail lights above the ground shall not
120flashes per minute. The light emitted by lamps
beless than350 mm and not more than 1600 mm.
when in operation shall be clearly visible from both
4.1.3 At least two amber flashing warning lamps front and rear ofthe vehicle. The direction indicator
conforming to IS 4060 or IS 13135 assymmetrically shall be so designed and fitted that the operator is
mounted and aswidely spaced laterally aspracticable, aware that it isoperating correctly.
visible from both front and rear, mounted at least
4.1.4.1 The rear amber flashing warning lamps may
1000 mm height but notmore than 1500 mm. Lamps
be used as the turn indicators.
shall flash in unison atarate of60to 120flashes per
minute. Ifstructure ofthevehicle makes itimpossible 4.1.4.2 The height of turn indicators on the front
2IS 14683:1999
sideshallbebetween 500mmto 1500 mm. Ifstructure toilluminate number plate onrear right hand sidewith
ofvehicle makes itimpossible tokeep the figure (that uncolored light.
is 1500 mm) height ofturn indicators maybe raised
4.1.10 Oneseven-terminal receptacle shallbemounted
to 1800 mm.
onthemachine andlocatedasshowninFig. 2.Tractors
4.1.5 At least two red reflectors visible to the rear and selfpropelled machines not primarily used with
and mounted toindicate, asnearly aspracticable, the agricultural implements described in 4.2.1 and 4.2.2
extreme leftand extreme right projections, Reflectors areexcluded. (Examplesaresmallgarden andcompact
maybe incorporated aspart oflensing in tail lamps utility tractors, self-propelled windrowers, and high
described in 4.1.2. clearance sprayers.)
4.1.6 Twobrake operated stoplight shallbeprovided 4.1.10.1Asaminimum thereceptacleterminalnumbers
atthe rear ofthevehicle which emitred light intended 1,3, 5and 6(ground, flashing and turn signals, and
to give warning ofthe slowing down or stopping of taillights), shall be wired for service.
the vehicle. The stop lights may be provided as a
4.1.10.2 The circuit designations for the breakaway
part oftail lamps.
connector defined in 4.1.10 are given in Table 1.
4.1.7 For operation inthe field during night, atleast
4.1.11 Provisions for lighting ofagricultural tractor
one lamp projecting ageneral flood pattern of light
trailer as given in IS 8213 shall be provided on the
shall be provided at the rear which shall be aimed
tractor. These lights shall becontrolled bythe tractor
downward soasprovide to illumination close to the
operator.
machine over asufficient area.
4.2 Lighting ofAgricultural Implements
4.1.8 Parking lights, two numbers each, showing a
4.2.1 Implements which obscure the effective
white (uncolored) light at the front and ared light
illumination ofanyflashing warning lamp orextremity
tothe rear aswidely spaced aspracticable, to‘indicate
lamp on the propelling machine shall have lighting
the width, shall be provided to give warning of the
presence ofthe vehicle when parked. These lights as described in 4.2.3 and 4.2.4. Ifthe tail lamps on
the propelling machine are obscured, atleast onetail
maybeprovided aspart ofheadlamp atthe front and
lamp conforming IS3628, shallbemounted totherear
taillampattherear.Parking lights canalsobemounted
of the implement and positioned to the left of the
on the mudguards at a height not exceeding 1.6 m
..visible from front and also from the rear. implement center. Iftsvotaillampsare~ thesecond
shall be placed to the right ofthe implement centre
4.1.9 Adequate provision shall bemade toilluminate and should be symmetrical with the left tail lamp
the dash board instruments. Provision shall bemade location.
%. TRACTOR
% REAR AXLE
I
A
I
NOTE — Socket must be located to the rear ofthe tractor axte
All dimensions in millimetres.
FIG.2 LOCATIOZNONEFORSEVEN-TERMINACLONNECTOR
3IS 14683:1999
Tablel Tractor Receptacle 4.2.3 At least two amber flashing warning lamps
(Clause 4.1.10.2) conforming to IS 4060, visible from front and rear
shallbeprovided. The lamps shallbespacedtowithin
Conductor Wire Terminal Circuit ~00 mm of the lateral extremities of the machine,
Identification Colour Number preferably mounted at least 1mbut not over 3min
(1) (2) (3) (4) height, and shall flash inunison with warning lamps
described in 4.1.3. On non-symmetrical implements
Wht White 1 Ground
extending onlytotheleftorright, suchasmouldboard
Blk Black 2 Work lights plowsorwindrowers, oneflashing warning lamp shall
Yel Yellow 3 Left-hand flashing beprovided spaced laterally towithin 400 mm ofthe
and turn signals leftorright extremity.
Red Red 4 Auxiliary
Grn Green 5 Right -hand flash- 4.2.4 Whenturn signals areprovided onthepropelling
ingandturn signals machine, the amber flashing warning lamps of the
Brn Brown 6 TaiI Iamp implement shallbeusedasturn indicators asdeseribed
in4. L4.
Blu Blue 7 Auxiliary
4.2.5 A seven-terminal plug shall be provided for
4.2.2 Implements which are more than 4m wide or operating remote flashing warning lamps, turn
extend over 2m tothe left or right ofthe centerline indictors, and tail lamp(s). The plug location and
andbeyondthe leftorright extremity ofthepropelling cable length shall becompatible with the location of
machine, orextend more than 10mtothe rear ofthe the seven-terminal receptacle on the tractor or
hitch point shall have lighting as described in 4.2.3 selfpropelled machine ( see 4.1.10 ) as shown
and 4.2.4. inFig. 2.Bureau of Indian Standards
BISisastatutory institution established under the Bureau oflndian Standards Act, 1986topromote harmonious
development of the activities of standardization, marking and quality certification of goods and attending to
connected matters in the country.
Copyright
BIShas the copyright ofall itspublications. Nopart ofthese publications maybe reproduced in any form without
the prior permission in writing of BIS. This does not precludq 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 @%.blications), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis ofcomments. 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 e&ion by refer~ing to the latest issue
of ‘131SHandbook’ and ‘Standards :Monthly Additions’.
This Indian Standard hasbeen developed from Doc: No. FAD 32 (4192).
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, 3239402, 3233375 ( Common to
all offices )
Regional Ofilces: 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, Maniktola 3378499, 3378561
CALCUTTA 700054 { 3378626, 3378662
Northern’: SCO 335-336, Sector 34-A, CHANDIG~ 160022 603843
{ 602025
Southern :C. 1.T. Campus, IV Cross Road, CHENNAI 600113 2350216,2350442
{ 2351519,2352315
Western :Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 { 8327891,8327892
Branches :AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR:’
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR.
KANPUR. LUCKNOW. NAGPUR. PATNA. PUNE. THIRUVANANTHAPURAM.
Printed atNew India Printing Press, Khuqa, IndiaAMENDMENT NO. 1 DECEMBER 2000
TO
IS 14683:1999 AGRICULTURAL TRACTORS AND
MACHINERY — LIGHTING DEVICES FOR TRAVEL ON
PUBLIC ROADS
(Page 2, clause 4.1.2, last sentence) — Insert the following atthe end:
‘If the structure of the vehicle makes it impossible to maintain this maximum
height ( that is 1600 mm ), the height of warning lamps may be raised to
1800 mm.’
(Page 2,clause 4.1.3) — Substitute the following forthe existing ten.
‘At least two amber flashing warning lamps conforming to IS 4060 or 13135 - .
symmetrically mounted and as widely spaced laterally as practicable, visible
from both front and rear, mounted at least 1000 mm height but not more than
1500 mm. If the structure of the vehicle makes it impossible to maintain this
maximum height (thatis 1500 mm), the height of warning lamps may be raised
to 1800 mm. Lamps shall flash in unison at a rate of 60 to 120 flashes per
minute.’
( Page 3, clause 4.1.8, last sentence ) — Substitute the following for the
existing sentence
‘The parking lights can also be mounted on the mudguards at a height not
exceeding 1600 mm. If the structure of the vehicle makes it impossible to
maintain this maximum height ( that is 1600 mm), the height of parking light
may be raised to 1800 mm.’
(FAD32)
ReprographUyni4BIS,NewDelhi,India
|
1261.pdf
|
..- .,
IS :1261-1959
-. —.—.
..4
Indian Standard
..
CODE OF PRACTICE FOR
SEAM WELDING IN MILD STEEL
( Sixth Reprint NOVEMBER 1995)
UDC 621s791”056 :669.141.24
-.—.
“—
0 Copyright 1959
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARCI
NEW DELHI 1K1002
October 1959
Gr 3
—... -— .—. ——. — ——. -----.-.. —-
-7
,i
‘)
!,
i’
I 1’
‘/’
!
\
,’x9 : 1261-1959
Indian Standard
CODE OF PRACTICE FOR
SEAM WELD1N.G IN MILD STEEL
Structural Welding Sectional Committee, S&lDC 15
cirairman
Saw D. S. DEUI M. N. Dastur & Co. Private Ltd., Calcutta
M&W5
SHBI R. J. KVYBHANI ( A&male to
Shri D. S. Daai )
SHBI N. C. BAOCE: Govrmment Teat House, Calcutta
DB. D. R. DAANBIIOOBA The Tata Iron & Steel Co. Ltd., Jamrhedpur
SHRI S. VISWANATHAN ( Altemac)
SRBI MABTIN E~CELEB The Tata Locomotive & Engineering Co. Ltd.,
Jamshedpur
SHRJ M. K. MOO~EWEE ( Alhrna& )
Sxlrr KAPOOB CRAND GANQWAL The Asiatic Oxygen & Acetylene Co. Ltd., Calcutta
SRRI M. MITBA ( Alternab )
SUBI S. B. KAPADIA Hindustan Shipyard Ltd., Visakbapamam
SARZB.V. KVIXABNI Central Public Works Department, New Delhi
SKRI A. hl MADDOX Stewarts & Lloyd, of India Private Ltd., Calcutta
SURI C. P. MALIX National Buildings Organization, New Delhi
S~BI Smt KB~OBNA ( Akmala)
SHB~ B. N. MOJVXDIB Directorate General of Swplies & Disposals (In+
pection Wing) ( Ministry of Work*, Housing &
Soar S. V. .NADKABNI J. ?%&Oerlikon Electrodes Private Ltd.,
SHBI P. S. V~VANATEU (Al&mate)
SERI S. NAS~DI Braithwaitc Burn & Jeuop Construction Co. Ltd.,
Calcutta
SERI R. N. PATEL Structural Engineering Works Ltd., Bombay
SFtBr c. H. SEAE Institution of Engineers ( India ), Calcutta
SHRX T. R. SEXELDS Indian Oxygen Ltd., Calcut$a,
Sasr A. P. FOB~PT~ ( Aftemalc )
BRIO Sara DIAL SINOH Engineer-in-Chief’s Branch, Army Headquarters
LT.COL R. N. BHAROAVA (.4f&maL )
SHRI V. R. SVBBAUNIAN Ministry of Railways
SHRI A. K. B~ATTACHLBYA ( Alhmalr )
Da LALG.VEBYti(&-OfiiO) Director, IS1
Seffcfarics
Strm 1). S. KBISHXAYACHAB Assistant Director (S & M ), ISI
SHRI A.P. SIVABAYAXRISRNAN Extra Assistant Director (S & h4 ), ISI
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002...
I
-.
IS: 1261-1959
AA:
“~
Indian Standard
. .—
...’ :
CODE OF PRACTICE FOR
-t-”
SEAM WELDING IN MILD STEEL
O. FOREWORD
0.1. This Indian Standard was adopted by the Indian Standards Institu-
tion on 10March 1959, after thedraft finaiized by the Structural Welding
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2 This standard specifies the requirements for seam welding in mild
steel where the total added thicknessof the components to be welded does
,, not exteed 80 mm.
0.3 For a particular weld design to be ciiicient, safe and satisfactory, the
d ..igners 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 useresistance seam welding in assemblies where strength and safety are
of importance. It ispossible now to indicate procedures and suggest for-
muk for the design of such assemblies.
0.4 In the preparation of thii standard, the Sectional Committee kept in
view the manufacturing and trade practices followed in the country in
this field. Furthermore, due consideration was also given to the need
f- international co-ordination among standards being followed in various
countries of the world in thisfield. These considerations led the Sectional
Committee to derive ‘assistance from B.S. 2937:1957 General Requir-
ementsfor Seam Welding in Mild Steel, issued by the British Standards
Institution.
0.5 This standard requires reference to IS: 812-1957 Glossary of Terms
Reksfing to Welding and Cutting of Metals.
03.1 Wherever a refkrence to IS: 812-1957 appeara in thiscock, it shall
be taken asa reference to the latest version of the standard.
0.6 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
*IS :2.] W9 RU]CSfor Rounding Off Numerical Values. The number of
*Since revised.
2
!-.
.
\
,’IS t ,I261 - 1639
significant places retained in the rounded off value should be the same as
$*
that of the specified value in this standard.
0.7 In view of the Government of India’s decision to introduce in’ the
country a uniform system of weights and measures based on the metric
system, all values appearing in this standard are given in metric units.
0.8 This standard is intended chiefly to cover, the technical provisions
relating to use of seam welding in mild steel, and it does not include all
the provisions of a contract.
1. SCOPE
1.1 This standard relates to seam welding in mild steel where the total
added thickness of the components to be welded does not exceed 8-O mm.
1.2 When it is necessary or desirable to seam weld sheets of widely dis-
similar thicknesses, there may be limitations on the ratio of the thickness of
the material being welded. Further, special techniques for welding may
have to be employed.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS’: 8 12-1957
shall apply.
3. MATERIALS
3.1 Parent Metal
3.1.1 Steel sheets, strips and plates to be seam welded in accordance
with this code shall be free from laminations and other defects and shall
have a chemical composition with the following limits for carbon, man-
ganese, sulphur and phosphorus:
Pment
M2.x
Carbon o-15
Manganese o-50
Sulphur o-050
Phosphorus O-050
3.1.1.1 Residual elements, such as chromium, nickel, copper and
molybdenum may, if excessive, result in hard or brittle welds which may
3be &pgerous if the welds are subjected to tensile loading or impact load-
ing, Specimens of such material should be welded by the procedure by
which it is intended to weld the component, and the weld shall satisfy the
requirements of the tests specified under 7.
NOTS --The' purchaser by agreement with the supplier may set a limit to the
amount ofoni’Cr more residual elements and/or may require the amount’of such
cicments to be stated on the certificate of analysis.
3.1.2 This clause does not purport to specify the material to be used in
the manufacture of the components. For this purpose, reference should
be made to the appropriate Indian Standard.
4. WELDING PLANT
4.1 Welding machines used for seam welding should conform to the
requirements specified in Appendix A.
? .(
5.: ELECTRODES
5.1 The electrodes used for seam welding should conform to the require-
ments specified in Appendix B.
6. WELDING PROCEDURE
6.1 Preparation of Parent Metal - Prior to welding, all the relevant
portions of surfaces of components to be seam welded shall be freed from
grease, scale, rust, paint., dirt or excessive pitting. Certain surface treat-
ments, such as paint primers, rust prevention treatment, light oiling or
plating may be applied before welding provided that the coating is uniform
in thickness and it has been proved that consistent welds which comply
with this standard can be obtained.
6J.l Edge Conditions and Forms of Components -The shape of the
component and the condition of the edges and surfaces to be welded shall
be such that there is proper interface contact at the areas where the welds
are to be made.
6.1.2 The electrode wheels and mandrels shall be maintained in such a
condition that welds of the required quality are produced.
6.2 Machioe Satdssg - The machine shall be capable of exerting a pres-
sure between the electrode wheels in accordance with the following
formula:
P-425 wt/2
where
P = total pressure in kg,
4IS.: 1261- 1959
ff!= width of the tread of the wheel in mm, and
d= mean wheel diameter in mm.
NOTE-Mean wheel diameter is the mean diameter of the top and the bottom
rollers.
6.2.1 With air-operated machines, an adequate supply of clean and dry
air shall be provided to ensure that the required welding pressure is always
maintained.
6.2.2 Recommended welding pressures are given in Appendix C.
6.2.3 The setting of the machine to exert the required pressure shall be
decided upon by tests at .the commencement of welding to ensure correct
size and strength of the weld and such setting shall become part of the
welding procedure for that job.
6.2.3.1 Where the parts to be welded are to be pressure tested, the
setting of the machine should be verified by means of a pillow test ( see
Appendix D ).
6.2.4 To enable’a satisfactory setting to be obtained, the correct pres-
sure, the correct welding current, the correct heat time ,and cool time,
the initial width of electrode wheel tread and the number of welds ,pei
millimetre shall be ascertained before welding on the actual job is started..
6.2.5 When the work pieces involve introducing into the throat of the
machine a varying amount of magnetic material, this will cause an altera-
tion in the welding current and the machine setting shall be adjusted
accordingly.
Jigs and. fixtures inserted in the throat of the machine should be
constructed of non-magnetic material.
NOTE - Fluctqions inlmains voltage will cause variation in the values of the weld-
ing current which will affect the welds.
6.3 Material Indentation
6.3.1 The indentation caused by the wheel shall ‘be not .greater than
10 percent of the thickness ofthe sheet with which the wheel IS in contact.
6.3.2 If a pad or mandrel, type electrode is used, the indentation on the
wheel side of the work shall be not greater than 15 percent of the thickness
of the sheet with which the wheel is in contact.
6.3.3 In the case of ‘series welding, the maximum’ indentation per-
mitted shall be the subject of agreement between, the purchaser and the
manufacturer..
5IS: 1261- 1959
7. ROUTINE TESTS
7.1 To ensure consistent seam welds, test pieces shall be made on the
following occasions:
4 As soon as practicable at the beginning of each shift or daily
work period,
b) When the tread width has grown to I+’ + -!T ( see Appendix B ),
cl Immediately after new or re-conditioned electrodes are fitted to
the machine,
4 When any of the machine settings is varied, and
4 Immediately prior to the end of the shift or daily work period.
7.2 Conditions, Under Which Test Pieces are to be Made
7.2.1 When practicable, actual components shall be used.
7.2.2 When it is not practicable to use actual components, test pieces
from the same material may be used, provided sufficient steel is in the
throat of the machine to give approximately the same magneric effect as
the work piece under production conditions and provided the test piece is
welded using the same setting as was used for the actuai components.
7.2.3 The test piece shall always be made with the same thickness of
material as on the work. piece.
7.2.4 Test pieces shall be taken from each machine in use on the occa-
sions specified under 7.1.
7.3 Methods of Testing - One or more of the tests specified under 7.3.1
to 73.4 shall be selected by agreement between the purchaser and the
manufacturer, and shall be carried out on the occasions and under the
conditions specified under 7.1 and 7.2.
7.3X Pressure Test - Where a pressure test is required, this shall be
carried out on the actual component and the form and the pressure shall
be as agreed to between the purchaser and the manufacturer on the occa-
sions. The test shall be carried out on the occasions and under the condi-
tions stated under 7.1 and 7.2. For the purpose of setting the machine,
the pillow test described in Appendix D shall be used.
7.3.2 Slug or Peel Test -The test specimen for a slug or peel test shall
be 75 mm long. There shall be sufficient metal on either side to enable
the specimen to be held in a vice. The test piece shall be peeled ap.!r:
and one part shall be peeled off the other so that the slugs of metal tcrld
to be pulled from one or other of the sheets. Where an a.:tu:il corriFonent
is used as the test sample, the test piece shall be taken from a posruon as
6IS : 1261- 1959
agreed to between the purchaser and the manufacturer to be the worst con-
dition for welding. The length and width of the’slug pulled from one or
other of the sheets shall approximate to the width of the wheel and the
design length of the weld.
7.3.3 Shear Test -The shear test specimen shall be made from the
same material as’the actual component and shall be a parallel specimen
25 mm wide. The weld shall be considered as satisfactory provided the
joint does not shear at a load less than 70 percent of the tensile strength
of the material ( SM Fig. 1 ).
I 1
L - . . 1
FIG. 1 SBEAB TEST SPEC~EN
7.3.4 .Wcroscopic Examination - The test specimen for microscopic
exa&nat~cr? shall be of the same dimension as that for the slug or peel
tcs:, :ind shall be sectioned, polished and etched. The weld shall be
examined rmder a microscope having a magnification of not less
rhan x 10, and shall show no cavities or cracks extending beyond the
edge c;f the weld. Small isolated cracks in the weld may be permitted,
provided they do not run across the’interface of the weld.
8. DESIGN
8.1 Weld Width- The weld width shall conform to the following
formu&:
Wr;.5t/T
where
’ .
.iY = width of the wheel in mm, and
e = the thickness of the material in mm.
E.l.1 The weld width shall approximate to the tread width, and may
bc ~!ct:~r:nined by measurement after ’ exposure of the weld by either
sczrioning.or the slug test specified under 7.3.2.
7ISI 1261-1959
8.2 Minimum Edge Distance -The minimum distance from the edge
of a component to the major ( longitudinal ) axis of the weld shall be not
less than 1) W, where W is the width of the wheel tread.
9. INSPECTION AND TESTING
9.1 Manufacture shall not start until a satisfactory test specimen has
been obtained at the beginning of each period specified under 7.1.
9.2 No dressing, painting or other operation interfering with the exami-
nation of the weld zone shall be carried out on the assemblies until the
welding has been inspected.
9.3 Visual inspection shall show that the surfaces of the work pieces are
of at least the same standard as the. test specimens conforming to the
requirements given, under 7.3.
9.4 In the event of the test specimen at the end of the shift or work
period failing, the following procedure shall be adopted:
Two percent or ten pieces, whichever is’greater, shall be selected
from the production during the period following the previous test on
that machine and tested in accordance with 7.3. In the’event of
more than 20 percent of the selected components failing, the whole
of the production during that period shall be deemed not to comply
with this Indian Standard.
9.5 The purchaser or his representative shall have access at all reasonable
times to those parts of the works engaged on the production and testing of
the part which he has ordered and shall be free .to inspect the manufacture
at any stage.
9.6 The manufacturer shall supply the labour and appliances for such
testing as may be carried out on his premises in accordance with this code.
Failing facilities at his own works for making the prescribed tests, the
manufacturer shall bear the cost of carrying out the tests elsewhere.
APPENDIX A
( Clause 4.1 )
REQmREMENTS OF WELDING PLANT
A-l. The machine should be equipped with an automatic controlgear
which on the initial actuation of a foot- or hand-operated auxiliary
switch, takes the control of the machine out of the hands of the operator
a”
L. ..) (._” ll.l.-_...--._ I-.. .___ 1__--- ._..“_l_ - -..- ___”
IS : 12610 1959
and performs at least the following cycle of operations in the sequence
giveni
a) Brings the electrodes into contact with the cdmponents and
applies welding pressure to the work piece.
b) Causes the welding current to flow after the pre-set welding
pressure ( the pressure between the electrodes ) has been’attaincd.
4 Maintains the pre-set heat and cool sequence, whilst the pressure
is maintained.
d) The actuation of a hand-. or foot-operated switch for sto ping
welding will cause the automatic control to stop the flow oPcur-
rent before the pressure is automatically rclcascd.
NOTE-The electrode wheel or wheels may be rotated continuously or may be
started or stopped by the action of a pressure switch
A-2. The welding pressure, heat time and cooi time should be variable
over a range sufficient to ensure that optimum welding conditions tin be
obtained. The machine should be provided with methods of indicating
*
the current setting, pressure and time.
A P P E N D I X B
[ Cluuses 5.1 and 7.1 (b) ]
REQWT OF ELECTKODES
B-1. ELECTRODE MATERIAL
B-l.1 The wilding electrodes shall be of copper alloy of sufficient cross-
sectional area and strength to carry the welding cumnt and the electrode
pressure without overheating, deformation or cxccssivc deflection.
The electrode shall have an electrical conductivity of not less than 75
percent of that of a standard annealed copper and a hardness of not less
than 110 W.
NOTE -The following reristivity specified in pub 28 (1925) International Standard
of Resistance of Copper ( Rcvirrd cd. ) issued by the International Elcctrotcchnical
Commission is taken as tbc normal value of annealed copper:
‘ At a temperature of 20°C, the volume rcsistivity of standard annealed copper
is @O 17 241 ohms quart millimetrc per metrc.
Copper which has thii resistivity is said to have a conductivity.of 100 percent.”
9sr1261-1999
E2. ELECTRODE TREAD WIDTH
B-2.1 The tread width of one of the wheels shall conform to the following
formula:
w4+
where
W = the tread width in mm, and
c 5 the thickness of the component in contact with the wheel
in mm.
B-2.2 The width of the wheel should be at least twice the tread width
( see Fig. 2 and 3 ).
NOTE--If an offset tread is nccasitated by the shape of the components to be
welded, the limit of of&et should bc as indiated in Fig. 3, and the be4 width
W
should not be reduced below 3 and the wheel width should not bc reduced below
2 W, where W = the tread width.
Fro. 2 CONCEKPBIC ELSCTRODE Fro. 3 Omm~ ELECTBODE
B-2.3 It is recommended that, where possible, the minimum ox*erall width
of the wheel should be not less than 3 W.
B-2.4 Where a pad or mandrel type electrode is used, the requirement
specified under B-23 applies only to the wheel.
B-3. WHEEL BEVEL ANGLE
B-3.1 Unless otherwise specified, the angle of bevel shall be not less than
30” ( see Fig. 2 and 3 ).
B-4. PERMISSIBLE INCREASE OF TREAD WIDTH
B-4.1 The width of the tread of the electrode wheels, or of one wheel in
cases where mandrel electrode is used, shall not be allowed to increase
by more than 30 percent above the initial width given try the formula
under B-2.1.
10IS : 1261- 1959
In the case. of pad or mandrel type electrode, the surface shal1 be kept
cIean and free from grooves which would be detrimental to the work.
The size and ‘condition of the electrodes shall be checked periodically.
When the permissible increase in tread width has been reached, the elec-
trode shall be replaced or redressed to its initial size by a competent
person.
A greater incre&e in tread width is permissible, provided tests prove
that the strength of the weld is not decreased below the design requirements.
Norm -Attention is drawn to the fact that tht initial prcss~~ and current setting
should be sufficiently above the minimum requirements for obtaining satisfactory
Gelds to allow a 30 percent increase in wheel width to take place, and still obtain
acceptable results. Provided the current se,ttings are adjusted accordingly, the
pressures given in Appendix C will allow satisfactory welds to be obtained until the.
wheel width has increascd to 30 percent above the initial width at which the
pressure was set.
A P P E N D I X C
( Clauses 6.2.2 and B-4.1 Note )
RECOMMENDED WELDILNG PRESSURES
sheet ThickncsJ Tread Width Mean Whet1 Pressure
WY Diam&r
over Up to and
Including
(1) (2) (3) (4) (5)
mm mm mm kg
;
- 0% 3 ( 150
(200 I % 180
rpO
o-55 @70 4
I200 I ‘K! 240
r 210
I 260
i250 E
:E
l-20 1*60 6 4 200 : ‘E 360
1 250 1 400
1300 * 14-40
( CanlLNd)Ist1261-1959
RECOMMENDeD WELDlNG PRESSURES - Contd
Sheet Thickness :. Tread Width Mean Whul Pft?ssluu
Dianieter
YGF-&zz
Including
w
(1) (2) .’ (3)
mm mm d m m kg
2.0 .!: , fiii
iso
< 420
1470
‘E
2-O 2.50 8
1 480
(535
380
r470
2.50 3.20 9
< 540
(250 1605
r;;;
425
r
520
3.20 40 10 I
200
1250 IE
APPENDIX D
( Clauses 6.2.3.1 and 7.3.1 )
PILLOW TEST
D-l. Sheets 100 mm square, should be cut from the same material for
w.hich the machine is being set. Suitable means should be providdd in
one of the sheets for applying pressure to the inside of the assembly.
D-2. The two sheets should then be placed directly on top of one another
and they should be seam welded all round the periphery.
D-3. A pressure equal to that which will be applied to the assemblv in test
for which the machine is being set, should then be applied and provided no
leaks occur, the setting can be assumed to be satisfactory.
12BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksanstha
331 13 75 (Common to all Offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9. Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 !331 13 75
* Eastern : l/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, CHANDIGARH 160036 531640
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 2352315
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East). 632 92 95
BOMBAY 400093
Brunch Offices :
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMADABAD 380001 2 63 48
$ Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road. T.T. Nagar. 65 40 21
BHOPAL 462003
Plot No. 21. Satyanagar. BHUBANESHWAR 751007 40 36 27
Kalai Kathir Building, 6/48-A Avanasi Road, COIMBATORE 641037 21 01 41
Plot No 43, Sector 16A. Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 98
5315 Ward No. 29. R.G. Barua Road. 5th Bv-lane. 41137
GUWAHATI 781003
S-8-56C L. N. Gupta Marg, ( Nampally Station Road ) 201083
HYDERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005 521374
1171418 B Sarvodaya Nagar, KANPUR 208005 21 68 78
Plot No, A-9, House No. 561/53, Sindhu Nagar, Kanpur Road, 5 5507
LUCKNOW 226005
Patliputra Industrial Estate, PATNA 800013 26 23 05
C/o Smt. Sunita Mirakhar. 66 D/C Annexe, Gandhi Nagar,
JAMMU (TAWI) 180004
T. C. No. 14/1421, University P. O., Palayam. 6 21 04
THIRUVANANTHAPURAM 695034
inspection Offices (with Sale Point) :
Pushpanjali. First Floor, 205-A West High Court Road. 62 61 71
Shankar Nagar Square, NAGPUR 440010
Institution of Engineers (India) Building, 1332 Shivaji Nagar. 5 24 35
PUNE 411005
,-
l SSleS Office Calcutta is at 5 Chowringhee Approach. 27 99 65
P. 0. Princep Street, CALCUTTA
t Sales Office iS at Novelty Chambers, Grant Road, BOMBAY 309 66 28
$ Sales Office is at UniD/ Building, Narasimharaja Square, 22 39 71
BANGALORE
Printed at Dee Kay Printers. New Delhi. India ”
|
3025_4.pdf
|
.).
UDC 628-l/*3 : 543’3 : 535’65 ( Second Reprint MARCH 1996 ) IS:3025(Part4)-1983
Indian Standard
METHODS OF SAMPLING AND TEST ( PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
. APART 4 COLOUR
(First Revision)
1. Scope - Prescribes the following two methods for the determination of colour.
a) Platinum cobalt (visual-comparison ) method, and
b) Spectrophotometric method.
1 .l Platinum cobalt ( visual comparisbn ) method is applicable to nearly all samples of potable water
and is not applicable to colour measurements on water containing highly coloured industrial wastes.
1.2 Spectrophotometric method is applicable for all types of water including domestic land industrial
wastes. It is generally used in case of industrial wastes that cannot be determined by pl’atinum -
cobalt method.
2. Platinum Cobalt ( Visual Comparison ) Method
2.1 Principle - Colour is measured by visual comparison of the sample with platinum - cobalt
standards. One unit of colour is that produced by 1 mg of platinum per litre in the form of chloropla-
tinate ion.
2.2 Interferences
2.2.1 Very slight amounts of turbidity interfere with the determination. Therefore samples showing
visible turbidity should be clarified by centrifugation.
2.2.2 The method is pH dependent. Colour of water normally increases with increase -in pH value
unless the coloured ion precipitates.
2.2.3 Use of filter paper may result in removal of some of the colour, leading to erroneous results.
Therefore, filter paper should not be used for determination of true colour.
2.3 Sample Handling and Preservation - Representative samples shall be taken in clean glassware.
Colour should be determined as early as possible after the collection of samples as biological activity
or physical changes occuring during storage may affect the colour. Refrigeration at 4°C is
recommended.
2.4 Apparatus
/
2.4.1 Nessler cylinders - 50 ml capacity.
2.4.2 Centrifuge or filter assembly - With glass fibre filters or membrane filters with ,functional
pore sizes of approximately 0’45 Pm. ( see Fig. 1 ).
2.5 Reagent
2.5.1 Standard chloroplatinate solution - Dissolve 1’246 g potassium chloroplatinate ( KnPtC16 )
(equivalent to 500 mg metallic platinum ) and 1’00 g crystalline cobaltous chloride ( CoClr.6H10 )
(equivalent to 250 mg metallic cobalt) in distilled water containing 100 ml of concentrated hydro-
chloric acid. Dilute to 1 000 ml with distilled water. This standard solution is equivalent to 500
colour units.
2.6 Preparation of Standards
2.6.1 Prepare standards having colours units of 5, 10, 15, 20, 25, 30, 35, 40, 45, 50, 60 and 70 -by
diluting O’!X 1’0, 1’5, 2’0, 2’5, 3’0, 3’5, 4’0,4’5, 5’0, 6’0 and 7’0 ml standard chloroplatinate so!ution
with distilled water to 50 ml. Use distilled water as 0 unit standard.
2.6.2 Protect these standards against evaporation and contamination by use of clean inert stoppers.
The standards should also be protected against absorption of ammonia, which causes increase in
colour.
Adopted 30 December 1983 (Q August 1985, 91s 8r 3
I I
BUREAU OF INDIA-N STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 302g ( Part 4 ) - 1983
FIG, -1 FILTRATION SYSTEM FOR COLOUR DETERMINATION
2.7 Procedure
2.7.1 Apparenr co/our -- Observe the colour of the sample by filling a matched Nessler cylinder to
the 50 ml mark with water and compare with standards. Compare by looking vertically downward
through the cylinders towards a white surface placed at such an angle that light is reflected upwards
through the column ~of liquid. If turbidity has not been removed, report the colour as ‘apparent
colour’. If the colour exceeds 70 units, dilute the sample with distiHed water until the colour is in
the range of the standards.
2.7.2 True co/our - Remove turbidity by centrifuging or filtering sample until the supernatant
liquid is clear. Compare the centrifuged or filtered sample with distilled water to ensure that
turbidity has been removed. If the sample is clear, then compare with the standards as given in 2.7.1.
2.8 Calculation - Calculate the colour units as follows:
Colour units -= “sVL
where
A = estimated colour of diluted sample, and
V = vblume in ml of sample taken for dilution.
2.9 Report - Report the results in whole numbers as follows:
&tour Units Record to Nearest
1 to 50 1
51 to 100 5
101 to 250 10
251 to 500 20
2.10 Precision and Accuracy - Data not available.
3. Spectrophotometric Method
3.1 Principle - Colour characteristics are measured at PH 7’6 and original pH of the sample by
obtaining the visible absorption spectrum of the sample on a spectrophotometer. The percent
transmission at certain wavelengths is used to calculate the results which are expressed ill terms of
dominant wavelength, hue, luminance and purity.
21s : 3025 ( Part 4) - 1983
3.2 Apparatus
3.2.1 Spectrophotometer - Having 10 mm absorption cells, a narrow (10 mm or less) spectral band
and an effective operating range from 400 to 700 nm.
3.2.2 Filtration system - Consisting of following (see Fig. 1 ):
a) Filtration flasks, 250 ml with side tubes ;
b) Crucible holder;
c) .Micrometallic filter crucible, average pore size 40 pm;
d) Calcined filter aid (celite 505_or equivalent); and
e) Vacuum system.
3.3 Sample Handling and Preservation - Since biological activity may change the colour
characteristics of a sample, the determination should be made as soon as possible. Refrigeration to
4°C is recommended.
3.4 Procedure
3.4.1 Take two 50-ml samples and bring to room temperature. Use one sample at original PH
value and adjust pH of other sample to 7’6 by use of suitable volume of concentrated sulphuric acid
or sodium hydroxide so that not more than 0’5 ml acid or alkali is used. Remove suspended material by
centrifuging. Treat each sample separately by thoroughly mixing 0’1 g filter aid in a lo-ml portion
of centrifuged sample and filtering the slurry to form a precoat in the filter crucible. Direct the filtrate
to waste flask of filtration system. Mix 40 mg filter aid in a 35-ml portion of the centrifuged
sample. With the vacuum still on, filter through the precoat and pass the filtrate to waste flask until
clear, and then direct the clear filtrate flow to clean flask by means of three-way stop-cock. Collect
25 ml sample for measurement of transmittance.
Note - In case a larger volume of acid/alkali is required for pH adjustment, determine the exact quantity required
and use the appropriate dilution factor.
3.42 For determination of light transmittance characteristics clean 10 mm absorption cells with
detergent, rinse with distilled, filtered water and fill the cell with filtered water. Determine the trans-
mittance values ( in percent ) for the sample at each of the-visible wavelength values given in Table 1.
For fairly accurate work take readings at 10 ordinates marked with an asterisk, and for increased
accuracy at all 30 ordina~tes. Set the instrument to read 100 percent transmittance on the distilled
water blank. Make all determinations with a narrow spectral band.
TABLE 1 SELECTED ORDINATES FOR SPECTROPHOTOMETRIC COLOUR ~DETERMiNATlONS
-
Ordinate No. X Y Z
I *
Wavelength. nm
~---_--- _.__ ----- A--------------7
1 424’4 465’9 4141
2* 435’5’ 489.5’ 422’2*
3 443’9 500’4 ’ 42t3.3
4 452’1 508’7 429.4
5’ 461’2’ 515.2, 432’0’
6 474.0 520.6 434’3
7 531’2 525.4 436.5
8+ 544’3, 529’8* 438’6’
9 552’4 533’9 440’6
10 558’7 537’7 442’5
11. 564’1’ 641*4* 444’4+
12 568’9 544’9 446’3
13 573’2 548’4 448’2
14’ 577*4* 551’8’ 450’1+
15 581’3 555’1 452’1
( CoI7finusd )
3IS : 3025 ( Part 4) - 1983
TABLE 1 SELECTED ORDlNATES FOR SPECTROPHOTOMETRlC COLOUR DETERMINATIONS - Contd
Ordinate No. X Y Z
I_--___ I I
Wavelength, nm
~-_-__-_-------_ *------- --S-T
16 585’0 558’5 454.0
17. 688.7, 661’9. 455’9,
18 592’4 565’3 457’9
19 596.0 668’9 459.9
20’ 599.6’ 572’5’ 462’0.
21 603’3 576’4 464.1
22 607’0 580’4 466’3
23. 610.9. 584’8* 468’7.
24 615.0 589’6 471’4
25 619’4 594’8 474’3
26. 624’2. 600’8+ 477’7.
27 629.8 607’7 481’8
28 636’6 616‘1 487’2
29. 645’9. 627’3. 49,5.2*
30 663.0 647’4 511’2
i
Factors when 30 ordinates used
0’032 69 0’033 33 0’039 38
Factors when ID ordinates used
0’098 06 0’100 00 0’118 14
*Insert in each column the transmittance value in percent corresponding to the given wavelength. Where limited
accuracy is sufficient, only the ordinates marked with an asterisk may be used.
3.6 Calculation
3.51 Tabulate the transmittance values corresponding to wavelengths shown in col X, Y and Z, in
Table 1. Add each of transmittance columns and multiply the tables by the appropriate factors (for
10 or 30 ordinates) shown at the bottom of the table to obtain tristimulus values X, Y and Z. The
tristimulus value Y is the percent luminance of the waste.
3.62 Calculate the trichromatic coefficients X and Y from tristimulus values X, Y and Z by the
equations :
X
X
= x+y+z
Y
Y =-Tp+z
Locate the point (X, Ye) on one of the chromaticity diagrams shown in Fig. 2 and determine the
dominant wavelength and purity from this diagram. Determine the hue values from dominant wave-
length value according to the ranges given In Table 2.
TABLE 2 COLOUR HUES FOR DOMINANT WAVELENGTH RANGES
Dominant Wave Length Range Colour Hue
nm
400 - 465
465 - 482 zze
482 - 497 Blue green
497 - 530 Green
530 - 575 Greenish yellow
575 - 580 Yellow
580 - 587 Yellowish orange
587 - 698 Orange
f% -- 672000 Fzge red
Blue purple
5;cx ;;;= Red-purple
Note - SS~ Fig. 2 for significance of ‘C’.
4IS:3025( Part4) -1983
VALUE OF X
FIG. 2 CHROMATCITY OIAGRAM
3.6 Report - Report the colour characteristics at PH 7’6 and at Original pH in terms of dominant
wavelength ( nm to the nearest unit) hue (for example, blue, blue green, etc) luminance ( percent to
the nearest tenth ), and purity ( percent, to the nearest unit 1. Mention the type of instrument ( that is
the spectrophotometer 1, the number of selected ordinates ( 10 or 30 ) and the spectral band width.
EXPLANATORY NOTE
Colour in water may be due to inorganic ions, such as iron and manganese, humus and peat
materials, plankton, weeds and industrial wastes. The term ‘colour’ is used to mean true colour, that
is, the colour of water from which turbidity has been removed. The term apparent colour includes not
only the colour due to substances in solution but also that due to suspended matter. Apparent colour
is determined on the original sample without filtration or centrifiguation.
This ,method supersedes 5 of IS : 2488 ( Part 1 J-1966 ‘Methods of sampling and test for
industrial effluents : Part 1’ and 5 of IS : 302W964 ‘Methods of sampling and test (physical
and chemical ) for water used in industry’
5
Reprography Unit, BIS, New Delhi, India
|
6006.pdf
|
IS : 6006 - 1983
( Reaffirmed 1989 )
Indian Standard
SPECIFICATION FOR
UNCOATED STRESS RELIEVED STRAND FOR
PRESTRESSED CONCRETE
( First Revision)
Third Reprint DECEMBER 1993
UDC 669’14-426 : 666’982’4
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARC3
NEW DELHI 110002
Gr 3 September 1983IS:f300@-1983
Indian Standard
( Rea5rmcd lg8’ ’
SPECIFICATION FOR
UNCOATED STRESS RELIEVED STRAND FOR
PRESTRESSED CONCRETE
( First Revision
)
Joint Sectional Committee for Concrete Reinforcement, BSMDC 8
Chainnan Representing
SHRI G. S. RAO Central Public Works Department, New Delhi
Members
SUPERINTENDINGE NolxEER
( CD0 ) ( Allamate to
Shri G. S. Rao )
DR J. L. AJMANI The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI A. N. MICRA ( Altcraate )
DR ANIL Kuaaan Cement Research Institute of India, New Delhi
SHRI E. T. ANTIA The Concrete Association of India, Bombay
SHRI P. SRINIVASAN ( Alternate )
SHRI S. BANEXJEE Steel Re-Rolling Mills Association of India, Calcutta
SHRI S. N. CHANDA Metallurgical and Engineering Consultants ( India )
Ltd, Ranchi
SHRI R. D. CHOUUHA~Y ( Alternate )
CHSE~ ENQINEER( D&R ) Irrigation Department, Government of Punjab,
Chandigarh
DIHECTOR ( CD ) ( Alternate )
DEPUTY DIRECTOR, STAHDARDS Research, Designs & Standards Organization
( B&S )-I ( Ministry of Railways ), Lucknow
ASSISTANT DIREOTOR, STAN-
DAXDS ( B&S )-II ( &sraUtC )
SHRI D. I. DESAI Gammon India Ltd, Bombay
SERI A. L. B~ATIA ( Alternate )
SHRI M. R. DOCTOR Special Steels Ltd, Bombay
SHRI S. G. Joswr ( Alfernote )
SHRI ZAO~ARIA GEORQE Struc;;;iasEngineering Research Centre ( CSIR ),
Sanr G. V. SURYAKUMAR ( A~lelnate )
( Continued on page 2 )
@ Copyright 1983
BUREAU OF INDJAN 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:6886 - 1983
( Continued from page 1 )
Members Represent iag
Snnr V. K. GHANEK.~R Structural Engineering Research Centre ( CSIR ),
Roorkee
SHIU D. S. PRAKASH Rae ( dfternate )
SRHI V. GL-LATI Heatly & Gresham ( India ) Ltd, New Delhi
SWRI P. K. GUPTE National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SIIRI N. C. JAIN Stup Consultants Ltd, Bombay
SHRI M. C. T.~ND~s ( Ahrnnte )
SHHI M. P. JASUJA Steel Authority of India Limited ( Research &
Development Centre for Iron and Steel ), Ranchi
SHRI A. JAYAGOPAL Engineer-in-Chief’s Branch, Army Headquarters
M~J R. CHANDRASE~HARAN ( Ahnate )
SERI S. Y. KHAN Killick Nixon Ltd, Bombay
SHRI P. S. VENKAT ( .~~tcrn& )
SI~RI M. N. KHANNA Steel Authority of India Limited ( Bhilai Steel
Plant ), Bhilai
SHRI C. DASCUPTA ( Alternate )
SHIII H. N. KRISHNA -bfCItTHY Tor Steel Research Foundation in India, Calcutta
Da C. S. Vrswa~.4r~r.\ ( Alternate )
SHltI S. N. M ~NOHAR Tata Coniulting Engineers, Bombay
SHRI N. ?~T.\(:AI:I\(.J :lhernate j
SHRI R. K. h~.4rt!ult Public Works Department, Lucknow
SHRI S. N. PAL M. N. Dastur et Co ( P ) Ltd, Calcutta
SHRI SlLlL RDY ( .,l~/t’rfIalc)
SHRI B. K. PANTII .~KY Hindustan Construction Co Ltd, Bombay
SHRI P. v. NAIK ( Alternate )
SHRI T. SF:N IRC SterJs Ltd. Calcutta
SNRI M. V. SttASTHY Ministry of Shipping and Transport ( Roads \Ving j
SERI SHIRISH H. SHAH Tensile Steel Ltd, Bombay
SHRI M. S. PAT~AK ( Altermate )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, hiadras
SHRI C. N. RAGHAVE~DI~.\N ( Alternate )
SHRI K. S. SkINlVASAN National Buildings Organization, Sew Delhi
SHRI A. K. LAL ( Alternate )
SHRI G. RAIAN, Director General, IS1 ( I%-oficio Member )
Director ( Civ Engg )
Secretary
Srrr:r M. N. NEEI..\KASD:IAN
Assistant Director [ Civ Engg ), ISI
2Indian Standard
SPECIFICATION FOR
UbfCOATED STRESS RELIEVED STRAND FOR
PRESTRESSED CONCRETE
( First Revision
)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 14 March 1983, after the draft finalized by the
Joint Sectional Committee for Concrete Reinforcement had been
approved by the Civil Engineering Division Council.
0.2 This standard was first published in 1970 to cover the requirements
of strands used in prestressed concrete work. The present revision has
been taken up with a view to incorporating modifications found necessary
as a result of use of this standard both by manufacturers and users.
0.3 The significant modifications incorporated in this revision are in
respect of provisions relating to physical requirements of nominal mass
of strand and proof load and the sample size for tensile test. Further,
SI units have been adopted in the revision and references to related
Indian Standards appearing in the standard have been updated.
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 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 ( rrviscd ).
318:6006-1383
1. SCOPE
1.1 This standard covers the requirements for manufacture, supply and
testing of uncoated, stress relieved, high tensile steel strands for use in
prestressed concrete. The following types of strands are covered:
a>
Two wire strand
b) Three wire strand
c>
Seven wire strand
Class 1 and Class 2
( For classification, see
Tables 2 and 3 )
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
2.1 Breaking Load - The maximum load reached in a tensile test on
the strand.
2.2 Coil or Reel - One continuous length of strand in the form of a
coil or reel.
2.3 Elongation - The increase in length of a tensile test piece under
stress. In case of strands, the elongation is measured immediately prior
to fracture of any of the component wires and is expressed as a percent-
age of the original gauge length of a standard test piece.
2.4 Length of Lay - Length of lay is the distance measured along a
straight line parallel to the strand forming one completed spiral of a
wire around the strand.
4IS : ‘w96 - 1983
2.5 Parcel - Any quantity of finished strand presented for examination
and test at any one time.
2.6 Production Length - The maximum length of strand which can
be manufactured without welds being made after drawing in any of its
component wire;
2.7 Proof Load - The load which produces a residual strain of
0.2 percent of the original gauge length ( non-proportional elongation ).
2.8 Seveg Wire Strand - Any length of finished material which
comprises six wires spun together in helical form around a central wire.
2.9 Three Wire Strand - Any length of finished material which
comprises three wires spun together in helical form.
2.10 Two Wire Strand - Any length of finished material which
comprises two wires spun together in helical form.
3. MANUFACTURE
3.1 Wire
3.1.1 The base metal shall be carbon steel of such quality that when
drawn to suitable round wire sizes and fabricated into proper strand _
sizes <and properly stress relieved after stranding, shall have the
properties and characteristics as prescribed in this specification.
3.1.2 The element wire to be used for strand shall be cold-drawn from
plain carbon steel ( see 3.1.1 ) and shall contain not more than 0.050 per-
cent of sulphur and not more than 0’050 percent of phosphorus, when
tested in accordance with relevant parts of IS : 228*.
3.1.2.1 The wire used in the manufacture of the strand shall be well
and cleanly drawn to the specified dimensions and shall be sound and
free from splits, surface flaws, piping, and any other defects likely to
impair its use in the manufacture of the strand and the performance of
the strand in prestressed concrete.
3.2 Strand - The seven wire strand shall have a centre wire at least
14 percent greater in diameter than the surrounding wires enclosed
tightly by six helically placed outer wires with a uniform length of lay
of at least 12 times but not more than 16 times of the nominal diameter
of the strand. The length of lay for the two and three wire strands
shall be uniform throughout and shall be 24 to 36 times the diameter of
element wire. The wires in the strand shall be so formed that they shall
not unravel when the strand is cut and they shall not fly out of position
when the strand is cut without seizing.
*Methods of chepical analysis of steels ( second revision ) ( being issued in ports ).
5IS : 6006 - 1983
3.3 Joints
3.3.1 There shall be no strand joints or strand splices in any length of
the completed strand unless specifically permitted by the purchaser.
3.3.2 During process of manufacture of individual wires for strandmg,
welding is permitted only prior to or at the size of the last heat treat-
ment ( patenting ).
3;3.3 During fabrication of the 7 wire strand, butt-welded joints may
be made in the individual wires, p.rovided there is not more than one
such joint in any 45 m section of the completed strand.
NWE - When specifically ordered as weldless grade, a product free of welds shall
be supplied. When this grade is specified, no weids or joints are permitted except as
detailed in 3.3.2.
3.4 Stress Relieving of Strand - ‘After stranding, all strands shall be
subjected to a stress-relieving. Stress relieving shall be carried out as a
continuous process on a length of strand by uncoiling and running
through any suitable form of heating to produce the prescribed
mechanical properties. Temper colours, which may result from the
stress-relieving operation, shall be considered normal for the finished
appearance of the strand.
After stress relieving, the strand shall be reformed into coiis or
wound on to reels, having core diameter of sufficient size and in any case
not less than 600 mm to ensure that the strand will lay out straight.
3.5 Workmanship and Finish - The finished strand shall be uniform
in diameter and shall be free from injurious flaws and imperfections.
The strand shall not be oiled or greased. Slight rusting, provided it is
not sufficient to cause pits visible to the naked eye, shall not be a cause
for rejection.
4. SIZE AND DESIGNATION
4.1 Two Wire Strand - The nominal diameter, the nominal cross-
sectional area and the nominal mass per unit length of the strand -hall
be as given in Table 1.
4.1.1 The two wire strand shall be designated by the number of
element wires ( plies ) and the diameter of the element wire malting the
strand, for example, 2-ply 2 mm strand will mean a strand consisting of
two element wires of diameter 2 0 mm each.
4.2 Three Wire Strand - The nominal diameter, the nominal cross-
sectional area and the nominal mass per unit length of the strand shall
be as given in Table 1.
6IS:6006-lW3
4.2.1 The three wire strand shall be designated by the number of
element wires ( plies ) and the diameter of the element wire making the
strarid, for example, 3-ply 3 mm strand will mean a strand consisting of
three element wires of diameter 3.0 mm each.
TABLE 1 DIMENSIONS, TOLERANCES AND MASS OF TWO AND
THREE WIRE STRANDS
( Clauses 4.1, 42 and5.1 )
DESIGNAYION NOIXI~AL TOLEKANCEON NOMINALCROSS- NOMINAL
DIAMETEROF DIAMETEROF SECTIONAL AREA MASS OF
ELEMENT WIRE ELEMSNTWIRE OX'STRAI'J5 STIZAND
mm mm mm2 k/m
2-ply 2 mm 2.0 i 0.03 6.28 0.0493
2-ply 3 mm 3.0 f 0.03 14-14 O-111
3-ply 3 mm 3.0 f 0.03 21.21 0.166
NOTE - The nominal cross-sectional area and the nominal rnas of strand are
given for information only.
4.3 Seven Wire Strand - The nominal diameter, nominal cross-
sectional ares and nominal mass per unit length of the strand shall be as
given in Table 2.
4.3.1 The nominal diameter of strand shall be measured across the
.crown of the wires.
4.3.2 The seven wire strand shall be designated by the approximate
overall diameter of the strand and number of element wires ( plies )
making the strand, for example, 6.3 mm 7-ply strand will mean a strand
of approximate dinmetpr 6.3 mm and mac!~ out of seven ( six outer and
one central ) wires.
5. TOLERANCES
5.1 The tolerance on the nominal diameter of the element wire in case
of two wire and three wire strands and the tolerance on the nominal
diameter of the strand in case of seven wire strand shall be as given in
‘Tables 1 and 2 respectively.
7TAF8w 2 DIMENSIONS. TOLERANCES AND MASS OF SEVEN
iwIRe STBANIJS
( CIousrr 4.3 and 5. I )
CLASS DESIGNATION NOXSNAL TOLERANCE ON NCM NAL NOMINAL
DIAMETER THE NOMINAL CROSS-SEC- MASS OB
OF STRAND DIAMETER OF TIONAL AREA STRAND
SRTAND OFSTRAND
(1) (2) (3) (4) (5) (6)
mm mm mm2 kg/m
1 6.3 mm ?-ply 6.3 f 0.4 25.1 0.195
7.9 mm 7-ply 9.7 f 0.4 37.4 0.295
95 mm 7-ply 9.5 i 0.4 51’6 0.408
11.1 mm 7-ply 11’1 * 0.4 7@3 0.555
12.7 mm 7-ply 12.7 f 0.4 92’9 0.730
15.2 mm 7-ply 15.2 * 0.4 138.7 1.094
2 9.5 mm 7-ply 9.5 + 0.66 54.8 0.435
- 0.15
11. I mm 7-ply 11.1 + 0.66 742 G.585
- 0.15
12.7 mm 7-ply 12.7 + 066 98’7 0.775
- 0.15
15.2 mm 7-ply 15.2 + 0.66 140.0 I.102
- 0’15
NOTE - The nominal cross-sectional area and the nominal mass of the strand are-
given for information only.
6. PHYSICAL REQUIREMENTS
6.1 Breaking Strength - The breaking load of finished stress relieved
strand determined in accordance with 7.1, shall not be less than the
values given in Table 3.
6.1.1 Tests in which fracture of any of the wires occur within a
distance of 3 mm from the jaws of the machine shall be discarded, if the
results do not comply with the requirements of this specification.
6.2 Proof Load - The O-2 percent proof load of the strand tested in
accordance with 7.2, shall be not less than the values specified in Table 3.
6.3 Elongation - Elongation of the strand measured on a gauge
length of not less than 600 mm by means of a suitable extensometer.
8hBLB S MINIlUUM BBBAlUNG LoAD
( Clauus 6.1, 6.2 and 7.2.1 )
BRIEAX- LOAD 0’2 PaBcaNF
iuin PBOOl LOAD
(1) f2) (3) (4J
N N
-. 2-ply 2 mm 12 750 10 840
2-ply 3 mm 25 !xo 21 670
3-ply 3 mm 38 250 32 460
1 C3 mm 7-ply & 460 37 810
7.9 mm 7-ply 66 950 58600
95 mm 7-ply 93 410 79 468
1I .1 mm 7-ply 124 549 105 860
127 mm f-ply 164 560 139 900
15.2 mm 7.~1~ 226 860 192 830
2 95 mm 7-ply 102 310 86968
ll*i’mm 7.~1~ 137 896 117 210
12’5 mm 7-ply 183 710 156 150
122 mm 7-ply 261 440 222 230
attached to the teat piece shall be not less than 3.5 percent immediately
prior to fracture of any of the component wire ( s#e 7.3 ).
6.4 Relaxation - The relaxation stress in the wire, when tested in
accordance with 7.4 shall not exceed 5 percent of the initial stress as
specified in 7.4 at the end of 1 000 h. Alternatively the manufacturer
shall provide proof that the quality of wire supplied is such as to comply
with this requirement.
6.4.1 When it is not possible to conduct 1000 h relaxation test,_the
wire may be accepted on the basis of 100 h relaxation test provided the
manufacturer furnishes proof establishing a relation between relaxation
stress values at 1 000 h and 100 h and provided that the relaxation stress
at 100 h is not more than 3.50 percent of the initial stress as specified
in 7.4.
7. TESTS
7.1 Tensile Test - The breaking load shall be determined in accord-
ance with IS : 1521-1972*.
7.2 Test for Proof Load - Proof load shall be determined in accord-
ance with IS : 1521-1972*.
-
*Method for tensile testing of steel wire (Jht rakah ).
97.2.1 The ‘load at l-0 percent extension’ method may be used by agree-
ment between the manufacturer and the perchaser. In this test, an ini-
tial load equivalent to 10 percent of required minimum breaking strength
as prescribed in Table 3 shall be applied to the test piece and a sensitive
extensometer then attached. The dial of the latter shall be adjusted to
read O+Ol mm/mm of the gauge length to represent the extension due to
the initial load.
The load shall be increased until the extensometer shows an exten-
sion corresponding to 1’0 percent. The load at this extension shall not
be less than the minimum 0.2 percent proof load specified in Table 3.
7.3 Elongation Test - The elongation shall be determined in accord-
ance with IS : 1521-1972*.
7.4 Test for Relaxation - If required by the purchaser, the manu-
facturer shall provide evidence from records of tests of similar strand
that the relaxation of load from an initial strers of 70 percent of the
specified minimum tensile strength ( calculated from the minimum speci-
fied breaking load and the nominal cross-sectional area of strand )
conforms to that specified in 6.4. During the whole period of test the
temperature shall be maintained within the range 20 A 2°C. The initial
load shall be applied in a period of 5 minutes and shall then be held
constant for a further period of one minute. Thereafter no adjustment ~
of load shall be made, and load relaxation readings shall commence
from the end of the sixth minute. On no account shall the test specimen
be overstressed.
8. SAMPLING AND CRITERIA FOR CONFORMITY
8.1 Selection of Test Samples - ‘i’esl samples of sufhcient length to
permit the tests for breaking load and elongation shall be cut from one
end of every fifth coil, but sample size shall not be less than 2 from each
lot. -4 further length shall be cut from each fifth coil or part of 5 coils
for the determination of proof loac!.
8.1.1 All test pieces shall be selected by the purchaser or his authorized
representative. The test piece shall not be detached from the coil or
length of strand, except in the presence of the purchaser or his authorized
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 number of coils in each cast with sizes as well as the
identification marks, whereby each coil can be identified.
*Method for tens& testing of steel wire (Jir~t re~~i&w)~.
108.2 Retest - Should any sample fail any of the tests, by agreement ._
between manufacturer and purchaser, two additional test samples from
the same end of the same coil shall be taken and subjected to the test or
tests in which the original sample failed. Should both additional test
samples pass the test or tests, the coil from which they were taken shall
be deemed to comply with the requirements of this standard. Should
either of them fail, the coil shall be deemed not to comply.
8.3 If ten percent or more of the selected coils fail to fulfil the require-
ments of the standard, the parcel from which they were taken shall be
deemed not to comply with this standard.
9. DELIVERY, INSPECTION AND TESTING FACILITIES
9.1 Unless otherwise specified, general requirements relating to the
supply of material, inspection and testing shall conform to IS : 1387-
1967*.
9.2 No material shall be despatched from the manufacturer’s or suppliers’
premises prior to its being certified by the purchaser or his authorized
representative as having fulfilled the tests and requirements laid down
in this standard except where the coil or IWJ containing the strand is
marked with the IS1 Certification Mark.
9.3 The purchaser or his authorized representative shall be at liberty to
inspect and verify the steel maker’s certificate of cast analysis at the
-premises of the manufacturer or supplier; when the purchaser requires ’
m actual analysis of finished material, this shall be made at a place
agreed to between the purchaser and the manufacturer or the supplier.
9.4 Mandachrer’s Certificate - In the case of strands which have
not been inspected at the manufacturer’s work the manufacturer or
supplier, as the case may be, shall supply the purchaser or his authorized
representative with the certificate stating the process of manufacture and
also the test sheet signed by the manufacturer giving the result of each
mechanical test, 0.2 percent proof load 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. PACKING, IDENTlFICATIGN MARKING
16.1 Unless otherwise agreed to between the purchaser and the supplier,
he strands shall.be supplied as indicated in 10.1.1 or lo&2
*General requirementa for the supply of metallurgkal materials (Jbst rtiirm ).
1110.1.1 Strands shall be wound into traversed layered coils having an
internal diameter of a size as specified in 3.4. These coils shall be securely
strapped to prevent distortion of the coil in transit and unless otherwise
specified the coils shall be protected against damage in transit by wrap-
ping with hessian.
10.1.2 Strands shall be coiled on to suitable reels having a core dia-
meter of not less than 600 mm.
10.2 The manufacturer or supplier shall have coils of strands marked in
such a way that all finished strand can be traced to the cast from which
they were made. Every facility shall be given to the purchaser or his
authorized representative for tracing the strands to the cast from which
they were made. Each coil shall carry a label giving the following
details:
a) Size of strand;
b) The coil number; and
c) Class, where applicable.
10.2.1 Each coil containing the strands may also be suitably marked
with the ISI Certification Mark in which case the concerned test certi-
ficates shall also bear the Standard Mark.
NOTE- ‘Ihe 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 Indiin Standard conveys the assurance that they have been
produced to comply with the requirementso f 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 manufacturerso r producersm ay
be obtained from the Bureau of Indian Standards.
12BUREAU OF INDIAN STANDARDS
,Herdquarters;
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Taiephoner : 331 01 31, 331 13 75 Telegrams : Manaksanrtha
( Common to all offices)
Regional Oflces: Telephones
Central : Manak Bhavan. 9 Behadur Shah Zafar Marg, 331 01 31
NEW DELHI-1 10002 1 331 1375
*Eastern : l/l 4 C.I.T. Scheme Vii M, V. I. P. Road, 36 24 99
Maniktoia, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 1 31641
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 412519
{ 41 29 I6
tWestern : Manakalaya, E9 MIDC, Maroi, Andheri (East), 6 32 92 95
BO M BAY 400093
Branch Offices:
‘Pushpak’ Nurmohamed Shaikh Marg, Khanpur, 26348
AHMEDABAD 380001 I 2 63 49
SPeenya industrial Area, 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 [ 38 49 56
Gangotri Complex, 5th Floor, Bhadbhada Road, T. 1. Nagar, 66716
BHOPAL 462003
Plot NQ. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
5315, Ward No. 29, R. G. Barua Road, 5th Byeiane, 3 31 77
GUWAHATI 781003
5-6-56C L. N. Gupta Marg ( Nampaiiy Station Road ), 23 1083
HYDERABAD 500001
6 3471
R14 Yudhister Marg, C Scheme, JAIPUR 302005
I 6 98 32
21 66 76
117/418 B Sarvodaya Nagar, KANPUR 268005
12 1 8292
Patliputra industrial Estate, PATNA 800013 62305
T.C. No. 14/1421, University P.O., Paiayam 6 21 04
TRIVANDRUM 695035 [ 621 17
lnspecflon Oflce (With Sale Point) :
Pushpanjaii, 1st Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
institution of Engineers ( India ) Building, 1332 Shivaji Nagsr, 52435
PUNE 411005
*Sales Office in Calcutta Is at 5 Chowringhee Approach, ?.O. Prlncsp 27 66 00
Strrrt, Calcutta 700074
?Sales ORicr In Bombay Is at Novelty Chambers, Grant Road, 06 65 28
Bombay 400007
$Salrs Ofncr In Bangalore Is at Unlty Bulldlng, Naraslmharaia Square 22 36 71
Brngalorr 560009
PrInted at Slmoo Prlntlno Prwr. Dalhl. Inola
i..AMENDMENT NO. 1 NOVEtBER 1984
TO
15:6006-1983 SPECIFICATION FOR UNCOATED STRESS
RELIEVED STRAND FOR PRESTRESSED CONCRETE
Revision)
(First
Co rr~enda
-- --
(Rzgs 8, !kbi!e 2, col 3, 2nd entry) - Substitute
I 7.9’ for ‘9.7’.
(Rzge 9, Table 3, co2 i, 12th entry) - Substitute
'12.7 mm -l-ply’ far '12.5 mm 7-ply'.
(BSMDC 8)
Printed at Slmco Printing Presa, Dolhl. IndiaAMENDMENT NQ. 2 JANUARY 1988
TO
IS I 6006 - 1983 SPECIFICATION FOR
UNCOATED STRESS RELIEVED STRAND FOR
PRE6TRESSED CONCRETE
( Firrt Revirion)
( Page 5, clause 2.6 ) - Substitute the following for the existing
clause:
‘ 2.6 Production Length - The maximum length of strand that can
be manufactured without or with welds ( see 3.3 ) being made after
drawing in any of its component wire.’
(Page 8, Table 2 ) - Substitute the following for the existing table:
TABm 2 DIMENSIONS, TOLERANCES AND MASS OF SEVEN
WIRE STRANDS
( Claus 4.3 and 5.1 )
CLAM 5ESIW'4A~‘OE? NOMINAL TOLEBANCES Ng;g NOYU~AL
5IAYBTEB ON TEE _
OBSTBAND NOMINAL SECTIONAL EES
5IIXBTEB hlX8AOT
OFSTRAND STBAND
(1) (3) (3) (4) (5) (6)
mm mm mm' kg/m
1 6'3 mm 7-ply 6”) *:4 23’2 0.182
7’9 mm 7-ply 7.9 f 0’4 37’4 0%4
9’5 mm 7-ply 9’5 f 0.4 51.6 0.405
11’ 1 mm 7-ply 11’1 ztO’4 69’7 0’548
12’7 mm 7-ply 12’7 f 0’4 92’9 0’730
15’2 mm 7-ply 15’2 f 0’4 139’4 1’094
2 9’5 mm 7-ply 9’5 +0%6 54’8 0’432
- 0’15
! 1’1 mm 7-pIy 11’1 + 0.66 74’2 0.582
- 0’15
12.7 mm 7-ply 12’7 + 0’66 98.7 0’775
- 0’15
15’2 mm 7ply 15’2 + 0’66 140’0 1’102
- 0’15
NOTE - The nominal cross-sectional area and the nominal mass of the strand
are given for information only.
1c__--
( Page 9, Table 3 ) - Substitute the following for the existing table:
TABLE 3 MINIMUM BREAKING LOAD
( C&urcs6 .1, 6.2 and 7.2.1 )
CL&38 DEEIGNATION BESAKINGLOAD 0.2 P.TIICENT
Min Paoor LOAD
Min
(1) (2) (3) (4)
N N
2-ply 2 mm 12 750 10 840
2-ply 3 mm 25500 21670
3-ply 3 mm 38 250 32 460
1 6’3 mm 7-ply 40 000 34 000
7’9 mm 7-ply 64 500 54 700
9’5 mm 7-ply 89000 ’ 75600
11.1 mm 7.~1~ 120 100 102360
12’7 mm 7-ply 160 100 136200
15’2 mm 7.~1~ 240 200 204 200
9’5 mm 7-ply 102300 87 000
11’1 mm 7-ply 137 900 117206
12’7 mm 7-ply 183 7Op 156 100
15’2 mm 7-ply 260 700 221500
( Pa& 10, clause 7.2.1, first scntsncc ) - Substitute the following for
the existing sentence:
6A lternatively, the load at 1-O percent extension method may also be
determined. ’
( BSMDC 8 )
Printed at Slmco Prlntlng Prera, Dolhl, lndlaAMENDMENT NO. 3 JUNE 1993
TO
IS 6006 : 1983 SPECIFICATION FOR UNCOATED
STRESS RELIEVED STRAND FOR PRESTRESSED
CONCRETE
(Firs1 Revision)
( Puges 8 nnd 9, chwe 6.3 ) - Substitute the following for the existing
matter:
‘6.3 Elongation - Elongation of tbe strand shall not be less than 3.5 percent
and shall be measured on a gauge length of not less than 200 mm for 2-ply and
3-ply strands and not less than 600 mm for 7-ply strands.
The elongation shall be measured by a suitable extensometer which is attached to
tbe lest piece, after an initial load equivalent to 10 percent of the required
minimum breaking load as specified in Table 3 has been applied.
Following an extension of 1 percent, the extensometer may be removed and
loading continued to ultimate failure. The elongation value is then determined by
thp movement between the jaw gripping the test piece on the new base length of
jaw-to-jaw distance to which will be added the value of 1 percent detemlined by
the extensometer.
1 Puge 9, Table 3 (we aLsoA mendment No. 2)] - Insert the following Note
below the Table:
‘NOTE - The modulus of el+icity is IO be taken as 195 f 10 KN/mm*, unless otherwise
indicated by ihe manufacturer’
(CED54)
Printed at Simco Printing Press MM IndiaAMENDMENT NO. 4 JUNE 1997
TO
IS 6006 : 1983 SPECIFICATION FOR UNCOATED
STRESS RELIEVED STRAND FOR PRESTRESSED
CONCRETE
( First Revision )
( Page 4, clause 2.4 ) - Substitute the following for the existing clause:
‘2.4 Length of Lay - The distance (measured along a straight line parallel to
the strand) in which a wire forms one complete helix.’
( Page 5, clause 3.1.2, lines 2 and 3 ) - Substitute ‘0.040 percent’ for
‘0.050 percent’.
(Page 6, clause 3.3.2 ) - Delete the last word ‘(patenting)‘.
(Page 10, clnlrse 8.1) - Substitute the following for the existing clause:
‘8.1 For 7-ply strand coils, test samples of sufficient length to pemlit the tests
for breaking load, proof load, and elongation shall be selected, at random, from
a group of 5 coils; but sample size shall not be less than 2 from each lot.
For 2-ply and 3-ply strand coils, test samples shall be selected at random from
each lot in accordance with following table:
No. of coils in the lot No. of coils to be selected
Up to 25 3
26 to 65 4
66 W1 80 5
181 I(3 00 7
301 and above 10’
(Page 12, clnltse 10.1.2 ) - Insert the following new clause after 10.1.2:
‘10.1.3 By mutual agreement behveen the purchaser and the manufacturer,
water soluble oil may be applied on strands.’
(CED54)
ReprographyU nit. BE, New Delhi, India
|
3067.pdf
|
IS : 3067 - 1966
Indian Standard
CODEOFPRACTICEFORGENERALDESIGN
\1
/
DETAILS AND PREPARATORY WORK FOR
DAMP-PROOFINGANDWATER-PROOFING
OFBUILDINGS
( First Revision /
UDC 699.82 : 006.76
-\
.:
0 Copyright 1989
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 June 1989IS : 3067-1988
Indian Standard
CODEOFPRACTICEFOR GENERALDESIGN
DETAILSANDPREPARATORYWORKFOR
DAMP-PROOFINGANDWATER-PROOFING
OFBUILDINGS
(F irst Revision)
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was prevailing in different countries in addition to
adopted by the Bureau of Indian Standards on relating it to the practices in the field in this
22 March 1988, after the draft finalized by the country.
Water-Proofing and Damp-Proofing Sectional 0.5 This standard is one of a series of Indian
Committee had been approved by the Civil Standards on water-proofing and damp-proofing
Engineering Division Council. of buildings. Other standards published so far
in the series are:
0.2 Different types of damp-proofing and water-
proofing materials are used in the building IS : 1346-I 976 Code of practice for water-
industry. In order to obtain satisfactory per- proofing of roofs with bitumen felts
formance, it is essential that prior to the applica- ( second revision )
tion of these materials for the damp-proofing IS : 1609-1976 Code of practice for laying
and water-proofing treatment, special care has damp-proofing treatment using bitumen
to be taken to the design details and carefully felts ( second revision )
preparing the building surface for receiving the
IS : 3036-1980 Code of practice for laying
treatment as recommended in this standard. This
lime concrete for a waterproofed roof
standard provides guidance for the preparation
finish ( jirst revision )
of building’s surfaces for damp-proofing and
water-proofing treatment. This standard is, IS : 43651967 Code of practice for applica-
tion of bitumen mastic for water-proofing
therefore, an essential adjunct to the standards on
of roofs
damp-proofing and water-proofing of buildings.
IS : 6494-1972 Code of practice for water-
0.3 This standard was first published in 1966. proofing of underground water reservoirs
The present revision was done on the basis of and swimming pools ( under revision )
experience gained over the years on this subject. IS : 7198-1971 Code of practice for damp-
In this revision, instead of giving requirements proofing using bitumen mastic
of size of rain water pipe for every 40 m2 of roof
area, Table 3 of IS : 2527-1984* which gives the IS : 9918-1981 Code of practice for in-situ
water-proofing and damp proofing treat-
required sizes of pipes depending upon the rain-
ments with glass fibre tissue ieinforced
fall intensities for areas ranging from 3.3 to
bitumen.
85.4 m*, has been referred to in 3.2. A new
clause, illustrated with the help of a sketch on 0.6 For the purpose of deciding whether a parti-
damp-proofness in basement walls of residential cular requirement of this standard is complied
buildings, has also been added ( see 6.1.1 ). with, the final value, observed or calculated,
expressing the result of a test or analysis, shall
0.4 In the formulation of this standard, due be rounded off in accordance with IS : 2- 1960*.
weightage has been given to international co-
The number of significant places retained in the
ordination among the standards and practices
rounded off value should be the same as that of
the specified value in this standard.
*Code Of practice for fixing rainwater gutters and
downpipes for roof drainage ( first revision ). *Rules for rounding off numerical values ( revised ).
1. SCOPE preparatory work, such as dewatering, surface
preparation and other related works necessary,
1.1 This standard covers the essential details of
before the application of the actual treatment.
design for damp-proofing and water-proofing
of new as well as existing buildings and also the 1.1.1 This standard shall apply to several
1IS : 3067- 1988
types of damp-proofing and water-proofing treat- b) In case of expansion joints, adequate
ment using bitumen felts, bitumen mastic, lime supports shall be provided at the vertical
concrete, etc. and horizontal expansion joints to support
the damp-proofing treatment from burst-
ing under water pressure;
2. NECESSARY INFORMATION FOR
DESIGN AND PREPARATORY WORK cl The wall faces shall, as far as possible, be
FOR DAMP-PROOFING AND free from obstruction to enable conti-
WATER-PROOFING nuous laying of damp-proofing treatment;
2.1 For Damp-Proofing of Basements - The d) Damp-proofing treatment shall be exter-
damp-proofing work shall be taken up only when nal for all new structures. The success of
the subsoil water level is at its lowest, that is, damp-proofing on the basement is depen-
in dry season. For efficient design and construc- dent on the structural soundness of the
tion of damp-proofing of basement, it shall be walls, floors, etc, which shall be designed
necessary for the designer to have the following to withstand external earth and water
basic information: pressure without cracking. Sufficient
working space shall always be provided
a) Anticipated highest water level; which shall in no case be less than 600 mm
suitably protected all-round the basement;
b) Anticipated water table in rainy season;
and
Cl Anticipated rate of change of water table, e) In the case of reinforced gunite work,
taking into consideration other construc- dowels shall be used on underground
tional activities, topography of site, etc; structures subjected to subsoil water pres-
4 Anticipated maximum water pressure; sure, otherwise the damp-proofing gunite
may be blown of the surface to which it is
e>
Chemical composition and bacteriological
applied.
effects of subsoil water;
f 1 Drawings and design features of the 3.2 The following points shall be taken into
account for the effectiveness of water-proofing
foundation or basement, or both of the
treatment of the roofs:
building or the structure so as to facilitate
effective application of damp-proofing a>
The expansion joint in the roof shall be
treatment; and
SO designed as not to impair the effective-
g> Construction schedule for related items of ness of water-proofing treatment with the
work. joint treated with suitable non-absorbent,
compressible, non-brittle and water-tight
2.2 For Water-Proofing of Roofs - For the sealants.
efficient design and laying of water-proofing b) Adequate opening in both numbers and
treatment, the designer shall take into considera- sizes shall be provided to drain water
tion the following salient factors: conforming to Table 3 of IS : 2527-1984*.
4 Shape of the roof, such as flat, sloping or c) The design of openings shall be such that
curved; water-proofing treatment may be easily
b) Type of roof; applied;
c) Type of finish required; 4 Adequate securing arrangement, such as a
groove in the vertical face of the para-
4 Type of thermal insulation treatment;
pet for inserting the water-proofing treat-
e>P rojections through roofs; ment at least 150 mm above the roof level
shall be provided in the parapet wall. In
f 1 Drainage arrangement; the case of ornamental parapets, provision
shall be made for tucking the water-
8) Intensity of rain fall; and
proofing treatment in the solid portion of
h) Total weight of water-proofing treatment the ornamental parapet; and
on the roof. e>ln the case of lime terracing at the junc-
tion of the roof and the parapet, a cavity
shall be left for insertion of the lime con-
3. DESIGN CONSIDERATIONS
crete treatment which shall act as flashing
3.1 The following points shall be taken into ( see IS : 3036-198Ot ).
account for the effectiveness of damp-proofing
treatment of the basements: *Code of practice for fixing rainwater gutters and
downpipes for roof drainage (first revrsion ).
a) Construction joints as far as possible shall
+Code of practice for laying lime concrete for a
be avoided; waterproofed roof finish (first revision ).
2IS : 3067 - 1988
4. PLANNING IN RELATION TO SUBSOIL all round the surface, that is, on the walls
DRAINAGE and the floor. When the entire treatment
is completed, the pump shall be plugged in
4.1 The following po&ts shall be taken into con-
with waterproof cement concrete and the
sideration for effective site and underground
damp-proofing treatment completed over it.
drainage:
a) Efficient drainage of the site shall be 5. TIME SCHEDULE
carried out during the entire period of
laying the damp-proofing treatment. An 5.1 In preparing a time schedule for the work
involved in the construction of basement and
adequate dewatering arrangement shall be
damp-proofing treatment, each operation shall
made for pumping out subsoil water to
be considered in relation to the other, due con-
keep the water level below the level of
sideration being given to economical use of
work in progress ( see Fig. 1, 2 and 3 ).
pumps and other equipment by the general con-
In particular situations where the space
tractor and the damp-proofing contractor. The
available is limited, alternative dewatering
time schedule shall include the following so as to
arrangement for pumping subsoil water
avoid interference with each other’s working:
and shoring of the excavation shall be
made ( see Fig. 4 ). a>D ates when the excavation is complete;
b) For existing structures, internal tanking b) Dates when the base and the walls,
for damp-proofing has perforce to be scaffolding and pumping arrangements are
applied. This damp-proofing work has to be ready for the damp-proofing trear-
to be taken up during the season when ment to start; and
water is not there in the basement. If
c>
there is standing water in the basement, Dates when damp-proofing treatment is to
it should be drained out and damp- make a certain given progress so that the
proofing work started. If, in spite ofdraining construction of structural walls and floor
out the water, percolation of subsoil water may start, and so on.
continues, dewatering by well-point system
may be adhered to. Where it is not possi- 6. PREPARATION OF SURFACE AND
ble to employ well-point system for GENERAL RECOMMENDATIONS FOR
dewatering and the pressure of water DAMPPROOFING BASEMENTS
during the dry season is negligible, it is AND WATER-PROOFI:: OF ROOFS
possible to carry out the work by making
6.1 Damp-Proofing of Basements
a pump in the floor and pumping the
water out. In this case, the damp- 6.1.1 Above Ground Level - The moisture
proofing treatment shall be carried out rising above ground level due to capillary action
SMUCTURAL DETAILS
SAME AS IN FKi.6
PREVENT
FLOW
SECTION XX
l-FOOT VALVE
k+MP
PLAN
FIQ. 1 ARRANGEMENT SHOWING DEWATERINGOF SMALL BASEMENTBY DRAINS AND PUMPS
3IS:3067 -1988
BUN0 TO PREVENT
STRUCTURAL DETAILS
SAME AS IN FIG.6
SECTION XX
StMlLAR COVER
FOR LAND DRAIN
PLAN
FIG. 2 ARRANGEMENTSSH OWING DEWATERING OF LARGE AREAS WHERE IT IS NECF&SARY
TO DEWATER UNDER THE FLOOR
CEMENT CONCRRE
OR BRICK FLAT7 /--DAMP PROOF TREATMENT
lr
RCC FLOOR BASE SLAB OF
I \\ LEAN ,CONCRETE
OR SIMILAR
LAND DRAIN
COVER FOR LAND DRA IN
FILLED WITH
LOOSE BALLAST--/
FIG. 3 CROSS-SECTIONO F LAND DRAIN WITH DETAILS
has to be dealt with suitably to obtain the maxi- radius shall be provided at the junction
mum effects of damp-proofing in flooring in between the horizontal and the vertical
buildings like godown and factory, and buildings faces. Both the horizontal and the
constructed in places where rise in sub-soil water vertical faces, on which the damp-proofing
table is severe, the following points shall be taken treatment is to be laid, shall be finished
into consideration ( see Fig. 5A ): smooth;
a) The mortar bed on which the damp- C) The damp-proofing treatment shall cover
proofing treatment is to be laid shall be the full thickness of the walls excluding
levelled and made free from projections rendering and shall not be set back from
liable to cause damage to the damp- the wall face for pointing; and
proofing treatment; d) For effecting damp-proofness in basement
b) When a horizontal damp-proofing treat- walls of residential buildings, a course of
ment is to be continued to vertical face, DPC in cement-mortar I : 4 or cement-
a cement mortar ( 1 : 4 ) iillet 75 mm in concrete 1: 2 : 4,12 mm thick with necessary
4IS:3067-1988
STRUCTURAL DETAILS
SAME AS IN FIG.7
SUCTION PIPE
SHEET PILING TO
MAINTAIN SUMP IN
WORKING ORDER
L-FOOT VALVE =LAND DRAIN
SECTION XX
Iml ,,-LAND DRAIN
ALTE
WATER ILING
‘ER PUMP
TAR-FELT OR SIMILAR
.COVER FOR LAND. DRAINS
FIG. 4 ALTERNATEA RRANGEMENTOS F DEWATERINGF OR LAYING DAMP-PROOFT RBATMBNT
IN BASEMENTW HERES PACEI S RESTRICTED
FLOOR FINISH
LIME OR CEMENT CO’NCRETE
BRICK SOLING
OOF TREATMENT
75 mm LEAN CEMENT CONCRETE
SMOOTH FINISHEO
CEMENT CONCRETE FILLET
5A
FIG. 5 DAMP-PROOFT REATMENTA BOVEG ROUND LEVEL FOR NEW BUILDING (Cm&.)
water-proofing compound conforming 6.1.2 Below Ground Level
to IS : 2645-1975* may be laid below the
course of brick on edges. The DPC so 6.1.2.1 For internal tanking of existing
laid may also be extended vertically over building:
the inner surface of the brick on edges of
the basement wall. The floor finish on top a) The vertical walls shall be roughened by
may be taken up to the inner face of the hacking to provide a proper grip or
superstructure ( see Fig. 5B ). roughened with plaster finish,
*Specification for integral cement waterproofing b) The floor shall be cleaned and levelled as
compounds. far as possible, and
5IS:3067 -1988
FLOOR FINISH
LIME OR CEMENT CONCRETE
FILLING UNDER FLOOR
LOAMP PROOF COURSE IN CEMENT
MDRTAR l:i!.12 mm THICK WITH
WATER PROOFING COMPOUND OR
CEMENT CONCRETE 1: 2: L
SB
FIG. 5 DAMP-PROOFT REATMENTA BOVEG ROUND LEVELF OR NEW BUILDING
‘SPACE TO BE CEMENT OAMP PROOF
GROUTED TREATMENT 7
STRUCTURAL .OUTER
PRO1 E CTIVE
WALL
\--BASE SLAB OF
LEAN CEMENT CONCRETE
CONCRETE
FILLET
NOTE- Sequence of work:
A - Base slab B - Horizontal damp-proofing treatment
C - Brick flat or cement concrete ( 1 : 3 ) D - Structural walls and floor
E - Vertical damp-proofing treatment on outside faces F - Outer protective walls
of structural walls
FIG. 6 TYPICAL DAMP-PROOF TREATMENTF OR BASEMENTI N NEW BUILDINGSU NDER CONSTRUCTION
c) A cement mortar fillet 75 mm in radius be smooth or roughened as required;
shall be provided at the junction between
4 Where vertical damp-proofing treatment
horizontal and vertical faces as well as at
is to be laid continuous with the horizon-
the junction between adjacent walls.
tal one, a fillet 75 mm in radius shall be
6.1.2.2 For external tanking of new building - provided; and
Where adequate space is available for excavation,
d) Where space is limited, the external
the basement shall be of sufficient dimensions to protective wall shall be constructed first
provide for the details given below: and its internal face plastered evenly but
A base slab of lean cement concrete roughened. The wall shall be one brick
rendered to a smooth surface finish shall thick or more depending on height and
be constructed on the floor of the excava- earth pressure behind it. The damp-
tion. The concrete slab shall be of proofing treatment shall be applied on the
sufficient strength to withstand construc- internal face of this wall continuous with
tion traffic. The slab shall project at least the horizontal damp-proofing treatment
250 mm beyond the outer faces ofthe struc- ( see Fig. 7 ). A cement mortar fillet
tural walls when completed ( see Fig. 6 ); 75 mm in radius shall, in this case, be
b) The exterior of the structural walls shall constructed at the inside junction of the
be true and free from protrusions but shall base slab and the external protective wall
6x3:3067- 1988
300 TO COO mm THICK
OUTER PROTECTIVE WALL DAMP PROOF
ON DEPTH TREATMENT7
VER PROTECTIVE
VALLiFk,
3E
LR75mm
BASE SLAB OF
CEMENT
CONCRETE LEAN CEMENT CONCRETE
FILLET
NOTE - Sequence of work:
A - Base slab B - Outer protective wall
C - Horizontal damp-proofing treatment D - Vertical damp-proofing treatment on the inside of outer
E- Brick flat or cement concrete 1 : 3 protective walls
F - Inner protective walls G - RCC structural wall or floor thickness and reinforcement
will be designed according to the depth and maximum
water pressure
FIG. 7 ALTERNATE DAMP-PROOF TREATMENT FORB ASEMENITN NEW BUILDINGS UNDER CONSTRUCTION
and allowed to set before the application shall be regraded and cured prior to the
of damp-proofing treatment. After laying application of water-proofing treatment by
of damp-proofing treatment on the verti- cement mortar or lime SURHHI mortar,
cal face, another protective wall shall be where necessary.
built half brick thick against the damp-
proof treatment keeping approximately b) The surface of roof and that part of the
100 mm space in between which shall later parapet and gutters, drain mouths, etc,
be grouted with cement mortar. The over which the water-proofing treatment
structural wall shall be built against this. is to be applied shall be cleaned of all
foreign matter, namely, fungus, moss and
6.1.3 Gunite Work - The concrete and mason- dust, by wire brushing and dusting.
ry surfaces both above and below ground level
may be gunited for damp-proofing purposes. The cl In the case of lime concrete treatment,
surfaces shall be prepared by removing all loose the structural roof surface shall be finished
and disintegrated materials and shall be cleaned rough to provide adequate bond.
by compressed air and water prior to guniting.
Concrete surfaces shall be roughened by light 4 In the case of gunite treatment, the roof
chipping and the joints in the masonry walls surface shall be prepared in the manner
shall be raked out to a depth of 12 mm to form given at 6.1.3.
good bond for the gunite.
e) Drain outlets shall be suitably placed with
6.2 Water-Proofing of Roofs - These prepara- respect to the roof drainage and prevent
tions, where applicable, relate to the use of bitumen local accumulation of water on the roof
felts, bitumen mastic, lime concrete and guniting surface. Masonry drain mouths shall be
for water-proofing treatment. widened two-and-a-half times the diameter
of the drain and rounded with cement
6.2.1 Concrete and Masonry Roo,‘s mortar.
a) Well defined cracks other than hair cracks f ) For cast iron drain outlets, a groove shall
in the roof structure shall be cut to &V’ be cut all-round to tuck the treatment.
section, cleaned and filled up flush with
cement-sand slurry or with cold applied f3) When a pipe passes through a roof on
bituminous caulking compound comform- which waterproofing treatment is to be
ing to IS : 1580-1969*. The roof surface laid, a cement concrete angle-fillet shall
be built round it and the water-proofing
treatment taken over the fillet ( see Fig. 8A
*Specification for bituminous compounds for water-
proofing and caulking purposes (first revision ). and 8B).
7IS:3067-1988
BITUMEN GROUT
ETAL COLLAR
CEMENT CONCRE
ANGLE FILLET BITUMEN FELT
8A Projecting Pipe on Flat Roof
BITUMEN GROUT-,
METAL COLLAR
BITUMEN FELT
“BITUMEN FELT
8B Projecting Pipe on Sloping Roof
FIG. 8 TYPICALW ATER-PROOFINGT REATMENTW HEN A PIPE PASSEST HROUGH A CONCRETER OOF
h) In case of parapet walls over 450 mm in walls, cutting the chase for tucking in the
height, for tucking in the water-proofing water-proofing treatment is not recom-
treatment, a groove at a minimum height mended. A typical treatment is shown in
of 150 mm above roof level may be left in Fig. 10.
the vertical face at the time of construc-
tion. This groove shall be 75 mm wide and ml At the junction between the roof and the
vertical face of the parapet wall, a fillet
65 mm deep. The horizontal face of the
groove shall be shaped with cement 75 mm in radius shall be constructed
mortar ( see Fig. 9A ). ( see Fig. 9 ).
j) In case of low parapets where the height n>A t the drain mouths, the fillet shall be
does not exceed 450 mm, no groove shall suitably cut back and rounded off for easy
be provided and the water-proofing treat- application of the water-proofing treatment
ment shall be carried right over the top and easy flow of water.
( see Fig. 9B ).
Outlets at every low dividing wall, say
P>
k) In the case of existing RCC and stone less than 300 mm in height, shall be cut
PARAPET WALL
PARAPET WALL
f
65mm ANGLE FILLET WITH
CHASE FILLED WITH CEMENT CONCRETE
CEMENT MORTAR il:L)
BITUMEN FELT
LBlTUtiEN
CEMENT CONCRETE
9A Parapet WaU over 150 mm 98 Parapet Wall 150 mm
in height or less in height
FIG. 9 WATER-PROOFINGTR EATMENTO F JUNCTIONO N ROOF AND PARAPETW ALL
8IS:3067 - 1988
open to full depth and the bottom and joints shall be caulked with hemp, hessian
sides shall be rendered smooth and corners or other suitable fibre impregnated with
rounded off for easy application of water- bitumen or some other suitable filler. In
proofing treatment. case of tongued or grooved joints too, it
is necessary to caulk the gaps, if any
6.2.2 Timber Roofs ( see Fig. 11 ).
a) On boarded roofs where timber boards b) All the boards shall be adequately nailed
are not tongued and grooved, the gap at at each joint to minimize curling. All
/-COPING
RCC OR STONE
PARAPET WALL
BITUMEN FILLING
$
///~BITuMEN FELT
‘0.: ::.‘.a: .:‘.‘I.:-‘. :‘A.‘.::‘;~.~.:.‘b:.:..:: ..:. ‘.. ....: . ,~:
:::b~:~r:~~- ‘‘. .’ .:‘::.* :. ,:. ‘ ::. . :. :. ;,‘.. :_ ‘: j.* .:: : .;~.:. ~. . .. ~ : :.: :. .~:I’[i1:.:,.‘:.‘.,. ..~..: ‘:.. ,. ..:,i.i.fi-.::l.:::,~.;%::.,t:
I
L RCC SLAB
All dimensions in millimetres.
FIG. 10 DETAILS OF WATER-PROOFING TREATMENTI N PARAPET WALL WHERE CUTTING OF
GROOVE IS NOT POSSIBLE
WITH HEMP
OR HESSIAN
65mm
CHASE FILLED WITH
CEMENT MORTAR (1:L) TIMBER BOARDS
DETAILS OF JOINTS
BITUMEN FELT IN TIMBER BOARDING
TIMBER BOARDING
CORNER
MEN FELT WITH
MEN IN BETWEEN
FIG. 11 WATER-PROOFING TREATMENT OF TIMBER ROOFIS :3067- 1988
sharp edges and corners over which the shall be used to secure and seal the top edge
water-proofing treatment is to be applied, of the bitumen felt at a height of 150 mm
shall be chamfered or rounded. from the junction of the roof and the wall.
c) A wooden angle fillet 75 x 75 mm shall be d) Where a pipe passes through a timber
provided wherever the timber roof meets a roof, it shall be surrounded with separate
vertical wall in order to avoid sharp cor- metal flanged collar. The flange of the
ners. For timber walls, wooden moulding collar shall be 150 mm wide ( see Fig. 12 )-
PIPE \
METAL COLLAR-+j CAULKED WITH BITUMEN
-t”
AND HEMP
FLAN
BITUMEN FELT COLLAR
BITUMEN FELT
COMMON RAFTER --/
t
FIG. 12 WATER-PROOFING TREATMENTO F SLOPING TIMBER ROOF WITH PIPE PROJECTING
10BUREAU 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
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. { 333311 0113 7351
NEW DELHI 110002
*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, { 3211684413
CHANDIGARH 160036
I 4411 2245 194 2
Southern : C. I. T. Campus, MADRAS 600113
141 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur,
AHMADABAD 380001 { 22 6633 4489
Peenya Industrial Area, 1st Stage, Bangalore { 3388 4499 5565
Tumkur Road, BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 6 67 16
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5, Ward No. 29, R. G. Barua Road,
5th Bylane, GUWAHATI 781003
5-8-56C. L. N. Gupta Marg (Nampally Station Road), 23 10 83
HY DERABAD 500001
R14 Yudhister Marg, C Scheme, JAIPUR 302005
{ 66 9384 7312
117/418B Sarvodaya Nagar, KANPUR 208005
{ 2211 8628 7962
Patliputra Industrial Estate, PATNA 800013 6 23 05
Hantex Bldg ( 2nd Floor ), Rly Station Road, 621 04
TRIVANDRUM 695001 621 17
Inspection Offices ( With Sale Point ):
Pushpanjali, 205-A West High Court Road, 2 51 71
Bharampeth Extension, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
*Sales Office in Calcutta is at 6 Chowringhee Approach, P. 0. Princep Street, 27 68 00
Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
Printed at Kapoor Art Press, New Delhi, India
|
1367_9_1.pdf
|
IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-l : 1988
TECHNICAL SUPPLY CONDITIONS FOR THREADED
STEEL FASTENERS
PART 9 SURFACE DISCONTINUITIES
Section 1 Bolts, Screws and Studs for General Applications
Third Revision)
(
Second Reprint SEPTEMBER 1998
U DC 621’882’2’382
@ BIS 1993
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1993 Price Group 6Bolts, Nuts and Fasteners Accessories Sectional Committee, LM 14
NATIONAL FOREWORD
This Indian Standard IS 1367 ( Part S/Set 1 ) which is identical with IS0 6157-I : 1988
‘Fasteners - Surface discontinuities Part 1 : Bolts, screws and studs for general requirements”
issued by the International Organization for Standardization ( IS0 ) was adopted by the Bureau
of Indian Standards on the recommendation of the Bolts, Nuts and Fasteners Accessories
S~tir$Committee ( LM 14 ) and approval of Light Mechanical Engineering Division Council
The second revision of the standard [ IS 1367 ( Part 9 ) ] published in 1979 was based on Draft
International Standard ISO/DIS 6157/l ‘Fasteners-Surface discontinuities-Part 1 Bolts, screws
and studs with thread sizes M5 to M3.9’ issued by ISO. The standard was covering the surface
discontinuities for fasteners for.general applications as well as special applications. The revision
has been made to harmonize with the lnternattonal Standards IS0 6157-1 : 1988 and
IS0 6157-3 : 1988 tocover general applications as well as special applications separately in
Section 1 and Section 2 of IS 1367 ( Part 9 ). The following major changes have been made
in this revision:
a) The dents, nicks and gouges located at the first three threads accepting the torque values
has been increased to ‘OOld” Max.
b) The forging bursts limitation has been specified separately for width and depth.
c) The folds at the surface of bolt end has been permitted.
In the adopted standard, certain terminology and.conventions are not identical with those used
in Indian Standards; attention is specially 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 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 have been substituted in their
place are listed below along with their degree of equivalence for the editions indicated:
International Standard Corresponding Indian Standard Degree of
Equivalance
IS0 898-l : 1988 IS 1367 ( Part 3 ) : 1991 Fasteners - Identical
Threaded steel - Technical supply
conditions : Part 3 Mechanical proper-
ties and test methods for bolts,
screws and studs with full loadability
( third revision )
IS0 2859*
IS0 2859-l : 1989 IS 2500 ( Part 1 ) : 1992 Sampling Identical
inspection procedures : Part 1
Attribute sampling plans index by
acceptable quality level ( AQL ) for
lot by lot inspection (second revision)
IS0 3269 : 1984 IS 1367 ( Part 17 ) : Technical sup~~$ t
conditions for threaded
fasteners - Acceptance criteria
( under preparation )
The concerned technical committee has reviewed the provision of IS0 468 and IS0 3269
referred in this adopted standard and has decided that these are acceptable for use in conjunc-
tion with this standard. The related Indian Standard to IS0 468 : 1982 is IS 3073 : 1967
‘Assesment of surface roughness’.
* ISO 2859 has since been revised into pads. However only relevant part has been shown in the reference.
t This standard is likely‘ to be adopted as Indian Standard with minor modificatians.IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-l : 1988
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR THREADED
STEEL FASTENERS
PART 9 SURFACE DISCONTINUITIES
Section 1 Bolts, Screws and Studs for General Applications
Third Revision )
(
1 Scope and field of application NOTES
1 The figures in clause 3 are examples only. They apply correspond-
ingly also to other types of bolts, screws and studs.
1.1 This part of IS0 6157 establishes limits for various types
of surface discontinuities on bolts, screws and studs for general 2 The individual figures show the surface discontinuities exaggerated
requirements. in some cases for clarity.
It applies to bolts, screws and studs with
2 References
- nominal thread diameters 5 mm and larger; IS0 468, Surface roughness ‘- Parameters, their values and
general rules for specifying requirements.
- product grades A and B;
IS0 898-1, Mechanical properties of fasteners - Part 1: Bolts,
- property classes up to and including 10.9, unless other- screws and studs.
wise specified in product standards or agreed between
IS0 2859, Sampling procedures and tables for inspection by
supplier and purchaser.
attributes.
1.2 Limits for surface discontinuities on bolts, screws and IS0 3269, Fasteners - Acceptance inspection.
studs for special requirements (e.g. automatic assembly) are
laid down in IS0 6157-3. When the engineering requirements
3 Types, causes, appearance and limits
of the application necessitate that surface discontinuities on
of surface discontinuities
bolts, screws and studs be more closely controlled, it should be
specified in the respective product standard, or the purchaser
shall specify the applicable limits in the inquiry and purchase 3.1 Cracks
order.
A crack is a clean (crystalline) _iracture passing through or
across the grain boundaries and may possibly follow inclusions
1.3 Where the permissible limits for surface discontinuities of foreign elements. Cracks are normally caused by overstress-
indicated in clause 3 occur, the minimum values for the ing the metal during forging or other forming operations, or
mechanical and functional properties specified in IS0 898-l during heat treatment. Where parts are subjected to significant
should still be met. reheating, cracks usually are discoloured by scale.
1IS 1367 ( Part S/&c 1 ) : 1993
IS0 6157-1 : 1988
3.1.1 Quench cracks
Cause Quench cracks may occur during hardening due to excessively high thermal and transformation stresses, Quench
cracks usually follow an irregular and erratic course on the surface of the fastener.
Appearance
Quench crack across top
of head. Usually an
Quench crack circum- extension of crack in
Quench crack
erential and adjacent shank or side of head
at corner of head uench crack at root
Quench crack, section I”
at crest of thread missing
0
i-4
Quench crack across washer face
and to depth of washer face thickness
Quench crack extending
m radially into fillet
_..A’
A-A
‘Quench crack
at root
Limits Quench cracks of any depth, any length, or in any location are not permitted.
3.1.2 Forging cracks
Cause Forging cracks may occur during the cut-off or forging operations and are located on the top of the head of
screws and bolts and on the raised periphery of indented head bolts and screws.
Appearance
Forging crack on top of head
Limits Length, I, of forging cracks : I < dlJ
Depth or width, h, of forging cracks: b < 0.04d
1) d = nominal thread diameter
2IS 1367 ( Part 9/Set 1 ) : 1993
IS0 6157-1 : 1988
3.1.3 Forging bursts
Cause Forging bursts may occur for example during forging on the flats or corners of the heads of bolts and screws, at
the periphery of flanged or circular head products or on the raised periphery of indented head bolts and screws.
Appearance
L Forging bursts
\_ Forging bursts Forging bursts
Limits Hexagon head screws
No forging burst in the fiats of hexagon bolts and screws shall extend into the crown circle on the top of the head
surface (chamfer circle) or into the underhead bearing surface. Forging bursts occurring at the intersection of
two wrenching flats shall not reduce the width across corners below the specified minimum.
Forging bursts in the raised periphery of indented head bolts and screws shall not exceed a width of 0.06dll or
ha& a-depth extending below the indented portion.
Circular head screws
Flanges of bolts and screws and peripheries of circular head screws may have forging bursts, but they shall not
exceed the following limits :
Width of forging bursts:
0,08d,2J (with only one forging burst);
0,04d,. (with two or more forging bursts, one of which may extend to 0,08d,.).
1) d = nominal thread diameter
2) d, = head or flange diameter
3IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-1 : 1988
3.1.4 Shear bursts
Cause Shear bursts may occur, for example during forging, frequently at the periphery of products having circular or
flanged heads, and are located at approximately 45O to the product axis.
Shear bursts may also occur on the sides of hexagon head products.
Appearance
Limits Hexagon head screws
No shear burst in the flats of hexagon bolts and screws shall extend into the crown circle on the top of the head
surface (chamfer circle) or into the underhead bearing surface. Shear bursts, occurring at the intersection of two
wrenching flats, shall not reduce the width across corners below the specified minimum.
Shear bursts in the raised periphery of indented head bolts and screws shall not exceed a width of 0,06dll or have
a depth extending below the indented portion.
Circular head screws
Flanges of bolts and screws and peripheries of circular head products may have shear bursts, but shall not exceed
the following limits :
Width of shear bursts:
O,OSd,2j (for only one shear burst);
0,04d, (with two or more forging shear bursts, one of which may extend to 0,08dJ.
II d = nominal thread diameter
2) d, = head or flange diameter
4IS 1367 ( Part 9/Set 1 ) : 1993
IS0 6157-I : 1968
3.2 Raw material seams and laps
A seam or lap is a narrow, generally straight or smooth curved line discontinuity running longitudinally on the thread, shank or head.
Cause Seams and laps are inherent in the raw material from which fasteners are made.
Appearance
Lap or seam, usually straight or
smooth curved line discontinuity
sually straight or
-
P-@- Seam
Limits Permissible depth : 0,03dl)
If laps or seams extend into the head, they shall not exceed the permissible limits for width and depth specified
for bursts (see 3.1.3).
1) d = nominal thread diameter
5IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-I : 1966
3.3 Voids
A void is a shallow pocket or hollow on the surface of a bolt or screw due to non-filling of metal during forging or upsetting.
Cause Voids are produced by marks and impressions due to chips (shear burrs) or by rust formation on the raw material.
They are not eliminated during forging or upsetting operations.
Appearance
Limits Depth, h, of voids:
h < 0,02 dl) : 0,25 mm max.
Area of all voids :
The combined surface area of all voids on the bearing face shall not exceed 10 % of the total area.
1) d = nominal thread diameter
6IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-1 : 1966
3.4 Folds
A fold is a doubling over of metal which occurs at the surface of the fastener during forging.
Folds are produced by material displacements due to lack of congruence of forms and volumes of the single
foraina steos.
Appearance
in non-circular
shoulder fastener
Permissible, at the intersection
\ between flange and driving part
Permissible, at
the surface of the
bolt end
Not permissible, fold
Permissible, fold
Permissible, fold at interior corner / - /- at exterior corner
at exterior corner ‘\
‘>
Limits Folds at interior corners at or below the bearing surface are not permissible, unless specifically permitted in this
part of IS0 6157 or in the product standard.
Folds at exterior corners are permissible.
3.5 Tool marks
Tool marks are longitudinal or circumferential grooves of shallow depth.
Cause Tool marks are produced by the movement of manufacturing tools over the surface of the bolt or screw.
Appearance
Tool mark -.
/’ .
Permlsslble tool mark
/
from rrlrnmlng operatton
Limits Tool marks produced by machining in the shank, fillet or bearing surface shall not exceed a surface roughness of
K, = 3.2 pm when tested in accordance with IS0 468.
7IS 1367 ( Part 9/Set 1 ) : 1993
IS0 6167-l : 1966
3.6 Damages
Damages are indentations of any surface of a bolt or screw.
’ Cause Damages, for example dents, scrapes, nicks and gouges, are produced by external action during manufacture
and handling of bolts and screws, for example during loading.
Appearance No precise geometrical shape, location or direction, identifiable as external action.
Damages as described above shall not cause rejection unless it can be shown that they impair function or usability.
Dents, scrapes, nicks and gouges on the first three threads shall be such that they allow the screwing on of a
go-ring gauge with torque values of 0,001 ds max., in newton metres.
4 Irwpection and evaluation procedure suitable tests, e.g. magnetic techniques or eddy current. If no
defective product is found the lot shall be accepted (see also
For the acceptance inspection procedure, see IS0 3269. Sur-
4.4). If defective products are found these shall form the lot size
face coatings shall be removed before examination if identifi-
for the procedures given in 4.3.
cation of the surface discontinuities is impaired.
NOTE - The 1964 edition of IS0 3269 gives no specifications on
4.3 Destructive testing
sampling plans for surface discontinuities of fasteners. Until this has
been completed, the applicable sampling plan is given in the annex.
If defective products are detected by the procedures given in
4.2, then a secondary sample shall be taken from the defective
4.1 Principles
products, in accordance with table 2 in the annex, consisting of
the products indicating the most serious defects and sectioned
The manufacturer is entitled to use any inspection procedures
but due care shall be taken to ensure that products conform to at 90” through the discontinuity where the greatest depth is
this part of IS0 6157. expected.
The purchaser may use the inspection procedure specified in
this clause at his acceptance inspection in order to decide 4.4 Evaluation
whether a lot of fasteners may be accepted or rejected. This
procedure shall also be applied when conformance to specifi- If on visual inspection any product is found with quench cracks
cation is disputed, unless some other acceptance procedure in any !ocation, or folds at interior corners or below the bearing
has been agreed between the manufacturer and the purchaser surface, except “clover leaf” folds in non-circular shoulder
at the time of ordering the fasteners. fasteners, the lot shall be subject to rejection.
If on the destructive test any product is found with forging
4.2 Non-destructive testing
cracks, bursts, seams and laps, voids, tool marks or damages
A random sample shall be taken from the lot in accordance with which exceed the allowable limits as specified for the applicable
table 1 in the annex and subjected to either visual tests or other type of discontinuity, the lot shall be subject to rejection.IS 1367 ( Part S/Set 1 ) : 1993
IS0 6157-1 : 1968
Annex
Sampling plan for surface discontinuities
(This annex forms an integral part of this standard.)
Sampling for surface discontinuities shall be carried out using the sample sizes given in table 1 and using the principles and
procedures given in clause 4.
Table 1 - Sample sizes for visual and
non-destructive testing
Lot size’) Sample size
N n
N< 1200 20
1201 <N< 10000 32
10 001 < N < 35 000 50
35001 <N< 150000 80
1) Lot size is the number of products of the same type, size and
property class submitted for inspection at one time.
NOTE - The sample sizes are based on inspection level S-4 specified
in IS0 2859.
Table 2 - Secondary sample sizes for destructive testing
Number of defective products Secondary
in the sample sample size
N n
N< 8
9 < N < 15 3
16 < ,V < 25 5
26 < N < 50 8
51 < N < 80 13
NOTE -- The secondary sample sizes are based on general inspectlon
level II specified in IS0 2859.
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.
Copyrigb t
BIS has the copyright of all its publications. No part of these publications may be reproduced in any form
without the prior permi&ion 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 arses 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 po$session ol 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 ( 0192 )
Amendments Issued Siiwe Ptiblication
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 3237617,3233841
NEW DELHI 110002
Eastern : l/14 C.I.T. Scheme VII M, V.I.P. Road, Maniktola 337 84 99,337 85 61
CALCUTTA 700054 1 337 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 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 Dee Kay Printers, New Delhi, India
|
9142.pdf
|
IS t 9142 - 1979
lndian Standard
SPEClFICATION FOR
ARTIFICIAL LIGHTWEIGHT AGGREGATES
FOR CONCRETE MASONRY UNITS
( First Reprint OCTOBER 1990 )
UDC 666.972.125:693.54
0 Copyright 1979
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1loooZ
Cr 2 August 19791s t ‘9112- 1979
Indian Standard
SPECIFICATION FOR
ARTIFICIAL LIGHTWEIGHT AGGREGATES
FOR CONCRETE MASONRY UNITS
Cement and Concrete Sectional Committee, BDC 2
Chairman R@r#srntin#
Da H. C. VI~V~EVARAYA Cement Research Institute of Indii, New Delhi
MIlnkTS
ADDITIONAL DIRECTOII, STAN- Research, Detignr & Standarda Organiaation
DAWDS ( B & s ) ( Ministry of Railway8 ), Lucknow
DEPUTY DIRECTOR, STAN-
DARDLI ( B & s J ( &frfXUt# )
SRRI XC.C . AO~ARW~L .Hindunan Prefab Ltd, New Delhi
SHRX C. L; KASJ.lWAL ( Al&m& )
SERI K. P. BANE~JEP. Larsen 6s Toubro Ltd, Bombay
SEUI HAHMIS N. MALANZ ( Alternuts I
SHBI R. N. BANEAL Ben8 Designs Organiaation, Nangal Towmhip
SHRI T. C. GARO ( Ahmote )
Da N. S: BEAL Struc;;~.wknginecring Research- Centre ( CSIR ),
SEBI R. V_ CHALAPATHI RAO Geological &rvey of India, Calcutu
!&in1 S. ROY ( Alwnnlr )
CRIEI ENOINEER ( DESIONS 1 Central Public Workr Department, New Delhi
EXEOUTIVE ENIXNE~B
CHw,l’ k~~;iz,lz%iyt~ ) Irrigation Department, Government of Punjab,
Chadigarh
Dmmxoa, IPRI ( Altrmatc )
Drancrron ( CSMRS ) Central Water Commission, New Delhi
DEPUTY Drnnc~o~ ( CSMRS ) ( Ahtub )
SHU AYITAFMA Lhoea National. Test House, Calcutta
SERI E. K. RAMACEANDRAN ( Altcmotr )
Da R. K. Gnoan Cent;raw &oaf Ruearch Institute ( CSIR ),
SIIRI Y. R. POLL ( Altwnet~ I)
SHRI M. DINAKARAN ( Al&mate II )
DR R. K. Gaosu Indian Roads Congresr, New Delhi
SHRI B. R. GOVIND PnginN~;i&n-iief’s Branclr, Army Headquarters,
SERI P. G. JAW ( Altmrafe )
( Continued en @## 2
BUREAU OF INDIAN STANDARDS
Thil publication b rotected under the hdien f&right Act ( XIV of lW7 ) and
reproduction in who Pe or in part by any mum except with writteu rminbn of the
publisher #ball be deemed to be an infringement of copyright un %Q the rid Act.
+IS : 9142 - 1979
Members Representing
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
Da R. R. HATTIAN~ADI The Associated Cement Companies Ltd, Bombay
S~nr P. J. J~aus ( A&malt )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SEHI M. T. KANSE Dirrxxorate General of Supplies 8; Disposals,
New Delhi
SHRI S. R. KULKA~NI M. N. Dastur ik Go ( Pvt ) Ltd, Calcutta
SHBI S. K. LAHA The Institurion of Engineers ( India ), Calcutta
SARI B. T. UNWALLA ( AIlrrnalc )
DR MOJ~AN RAI Central Building Research Institute ( CSIR ),
Roorkcc
Dn S. S. REHSI ( Alfernafe j
SHRI K. K. NAMRIA~ In personal capacity ( ‘ Ramnnala~a ’ 11 First
Crrsccnt Park Road, Gnndhinagar, Adyar, Madras )
DR A. V. R. RAO Natiunal Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN ( Allarnafr )
SEMI T. N. S. RAO Gammon India Ltd, Bombay
Snnr S. R. PINREIRO ( Aflcrnnic )
SIIRI ARJUN RIJHSIX~~ANI Cement Corporation of India Ltd, New Delhi
SHRI K. VITHAL RaO ( Ahsolc )
SE~RET.~RY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY (I) ( Altcrnatc )
SHRIN. SEN Roads Wing ( Ministry of Shipping and Transport )
SHRI J. R. K. PRARAD ( Alfcrna~c j
&RI K. A. SUBRAMANIAM The India Cements Ltd, Madras
SRRIP.S.RAMAOHANDRAN( Altg;,)
SUPERINTENDIYQ ENGINEER Works Department, Government of
(DESIGNS) Tamil Nndu, Madras
B x E 0 u T I V E BNoINEER
( SM & R DIVKXON ) ( Altcrnatr )
SaRIL. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SARI A. V. RAXANA( Allcmalr)
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SRBI T. M.hfENOA ( AhTnUfL)
SHRI D. AJITI~A SIYHA, Director General, ISI ( Ex-oficio M,m&r)
Director ( Civ Engg )
Secretary
SHRI M. N. NEELAKANDAAN
Assistant Director ( Civ Engg ), IS1
Concrete Subcommittee, BDC 2 : 2
- #
SERI C. R. ALIMCHANDANI Stup Consultants India Ltd, Bombay
SHRI M. C. TANDON ( A&male )
SHRI D. CHAKRAVARTY Engineers India Ltd, New Delhi
DEPUTY DIRECTOR, STANDARDS Research, Designs and Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
ASSISTANT DIRECTOR, STAN-
DARDS ( M/C ) ( Altrrnalr 1
( Continued on pugr 7 )
2IS: 9142 -1979
Indian Standard
SPECIFICATION FOR
ARTIFICIAL LIGHTWEIGHT AGGREGATES
FOR CONCRETE MASONRY UNITS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 22 March 1979, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 One of the methods of producing lightweight concrete is by using
lightweight aggregates. The essential characteristic of lightweight
aggregate is its high porosity which results in a. low apparent specific
gravity. Some lightweight aggregates occur naturally and others are
manufactured. This standard specifies the requirements of artificial
lightweight aggregates. The lightweight aggregates covered in this
standard are used for manufacture of concrete masonry units ( set
IS : 3590-1966+ ).
0.2.1 The detailed requirements of cinder aggregates which are also
artificial lightweight aggregates used for manufacture of precast blocks,
are given in IS : 2686-1977f.
0.3 For the purpose of deciding whether a particular requirement of
this standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded off in
accordance with IS : 2-1960:. The number of significant places retained
in the rounded off value should be the same as that of the specified value
in this standard.
1. SCOPE
1.1 This standard covers the requirements of artificial lightweight aggre-
gates, such as foamed blast furnace slag, bloated clay aggregate, sintered
fly ash aggregate and cinder aggregate intended for use in concrete
masonry units in which prime consideration is lightness in mass.
*Specification for load bearing lightweight concrete blocks.
tspecification for cinder aggregates for USCi n lime concrete ( f;rst rcoisioa ).
SRules for rounding off numerical values ( rcviJrd ),
31s : 9142 - 1979
2. GENERAL CHARACTERISTICS
2.1 Gcne~al types of artificial lightweight aggregates covered by this
st:mdxrd are the following:
2) Aggregates pr(‘p;\red by cxpancling molten blast furnace slag in
lilnitcc-I amount of wntcr or if ts of stcnm, by bloating of clays and
shales :~t high tempcraturc ur by sintering of fly ash; and
bj Cintlcr :\:qgrc*g:~tcs conforming to Class C of IS : 2686-1977*.
2.2 Tll~ nF<reg;itc>s shall bc comlx~sc(l, predominantly of lightweight
cc:llul;lr ;Incl granular inorgnnic mntrrinl.
3. GRADING
3.1 The gr:ldi~~g of thr :lggrcgate, that is, its particle size distribution as
obtxixlccl by sicvc :Ixlalysis shall be as given in Table 1.
TABLE 1 GRADING REQUIREMFNTS FOR LIGHTWEIGHT COMBINED
AGGREGATES FOR CONCRETE MASONRY UNITS
Sr. s 1x 1.: ~‘l’:IICISSTAOKS ( IDY h&,SS ) PASSING 1s %WeS
No. D,,;S,c;~.,y~u,u r __-_-__-- mm-_-A___________-_~
20 inn1 I2 5 mm IO mm 4.75 mm 2.3B mm I.18 mm 300
microns
(1) (t’) (3) (4) (5) (6) (7) (8) (9)
i) Fin? afgregalr - - 100 85-100 - 40-80 IO-35
( 4.75 10 0 lllnl )
ii) Coarse aggrrgnle 100 !)O-I 00 40-80 O-20 O-10 - -
( 12 5 to 4’75 mm )
( 10 to 2’36 Inn, ) - 100 80.100 5-40 O-20 - -
iii) Combinrd fine and - 100 90.100 65-90 35-65 - IO-25
co;ws(: aaqegate
( 10 mm to 0 )
4. BULK DENSITY
4.1 The dry loose bulk density of combined aggregate shall not exceed
1 100 kg/m”.
4.2 Uniformity of Mass - The bulk density of successive supplies of
lightweight aggregate shall not differ by more than 10 percent from that
of the sample submitted for acceptance tests.
~_____
*Specification for cinder aggregates for use in lime concrete ( first revision ).
4IS : 9142 - 1979
5. DELETERIOUS SUBSTANCES
5.1 Lightweight aggregates. shall not contain excessive amounts of
deleterious substances, as determined by the limits described in 5.1.1
to 5.1.3.
5.1.1 Organic Impurities -Lightweight aggregates, upon being subjected
to the test for organic impurities, that produce a colour darker than the
standard c&our shall bc rejected,’ unless it can be demonstrated that the
discolouration is due to small quantities of materials not harmful to the
Concrete.
5.1.2 Clay Lumps - The amount of clay lumps shall not exceed
2 percent by dry mass.
5.1.3 Loss on Ignition - LOSS on ignition of aggregates except cinder
aggregates shall not exceed 4 percent by dry mass. For cinder aggregates,
loss on ignition shall be as specified in IS : 2686-1977*.
6. CONCRETE MAKING PROPERTIES
6.1 Concrete specimens containing lightweight aggregate under test shall
meet the requirements specified in 6.1.1 and 6.1.2.
6.1.1 Drying Shrinkage - The drying shrinkage of concrete specimens
prepared and tested in accordance with 7.7 shall not exceed 0’10 percent.
6.1.2 Sulphate Content - The sulphate content of lightweight aggregate
shall not be more than one percent when expressed as sulphuric anhy-
dride ( SOS ) by mass.
7. METHODS OF SAMPLING AND TEST FOR, AGGREGATE
PROPERTIES
7.1 Sampling - The sampling of lightweight aggregates shall be done in
accordance with IS : 2430-1969t.
7.2 Grading - Grading of sample of lightweight aggregate shall be done
in accordance with the provisions given in IS : 2386 ( Part I )-19631.
7.3 Bulk Density (Loose) - The aggregate shall be tested in oven-dry
conditions according to the requirements given in 3 of IS : 2386
( Part III )-1963s.
*Specification for cinder aggregates for use in lime concrete ( first r&ion ).
tMMcthods for sampling of aggregates for concrete.
SMethods of test for aggregates for concrete: Part I Particle size and shape.
$Methods of test for aggregates for concrete: Part III Specific gravity, density,
voids, absorption and bulking.
5IS : 9142 - 1979
7.4 Orangic Impurities - The aggregate shall be tested in accordance
with IS : 2386 ( Part II )-1963*.
7.5 Clay Lumps - Clay lumps in ag@egate shall be determined as
described in IS : 2386 ( Part II )-1963”.
7.6 Loss on Ignition - Loss on ignition of the aggregate shall be deter-
mined by the method described in 4.2 of IS : 4032-1968t.
7.7 Drying Shrinkage - The drying shrinkage of concrete shall be
determined according to the method given in IS : 3590-19662.
7.8 Sulphate Content - The sulphnte content of sample shall be
determined as specified in IS : 4032- 1968t.
8. StiJPPLIER’S CERTIFICATE AND COST OF TESTS
8.1 The supplier shall satisfy himself that the material complies with the
requirements of this standard and, if requested, shall supp!y a certificate
to this effect to the purchaser.
8.2 If the purchaser requires independent tests to be made, the sample
for such tests shall be taken before or immediately after delivery,
according to the option of the purchaser and the tests carried out in
accordance with this standard and on the written instructions of the
purchaser.
8.3 The supplier shall supply free of charge the material required for
tests.
8.4 The Cost of tests carried out under 8.2 shall be borne by:
a) the supplier, if the results show that the material does not comply
with this standard; and
b) the purchaser, if the results show that the material complies with
this standard.
*Methoda of test for aggregates for concrete : Part 11 Estimation of deleterious
mterials and organic impurities.
iMethod of chemical analysis of hydraulic cement.
*Specification for load bearing lightweight concrete blocks.
6IS : 9142 - 1979
( Continued /Torn page 2 )
Members Rcprcsenting
DIRECTOR Engineering Research Laboratories, Hyderabad
DIRFXTOR ( C & MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( C & MDD ) ( nlfcma!c )
SHRI V. K. GHANEKAX Stru;~ct~e~ginccring Research Centrc ( CSIR ),
SRRI A. S. J?~w-~nn RAO ( Altrrnatr )
Da R. K, GHOSII Central Road Research Institute ( CSIR ),
New Delhi
SIIRI M. R. C~ATTE,UT’:F: ( Alfernnf~ )
SRRI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
Sn~r S. V. Traarm ( Allernafc )
SRRI .J. S. HINO~RANI Associated Consulting Services, Bombay
5%~ A. P. RICMEIUOS ( Alternafc 3
SHRI P. .I. .lAWY The Associated Cement Companies Ltd. Bombay
SH&; G. R. VIXAYAKA ( Alfcrnatc ) .
SHRI G. C. MATHUN National Buildings Organization, New Delhi
SIIRI G. T. BHII)& ( Altcrnatc )
SHRI K. K. NAMRIAK In personal capacity ( ’ Ramanalqa ’ II First
Crescent Patk Road, Gandhinagar Adyar, Madras )
SIXRI N. S. RAMAS~VA~IY Roads Wing ( Ministry of Shipping and Transport )
SHRI R. 1’. SIKICA ( Alternate )
Ssinr T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHKIRO ( A&rrnala )
SHRI M. P. GAJAPATHY RAU Public Works and Xousing Department, Bombay
SUPERINTENDINQ B~olnE~ll, Central Public Works Department, New Delhi
DELHI CENTRAL CIRCLE No. 2
SHnI S. G. VAIDYA ( A[tCrn&C)
DR C. A, TAN~JA Central Building Research Institute ( CSIR ),
Roorkcc
SBRI B. S. GUPTA ( Afternate )
Sam B. T. UNWALLA The Concrete Association of India, Bombay
SHHI T. M. M~NON ( Alternate )
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
Dk A. K. MULLICK ( Alfcrnatr )
7BUREAU 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 : 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 I 3 16 41
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
$Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor. Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot No. 82/83. Lewis Road, BHUBANESHWAR 751002 6 36 27
53/S Ward No. 29, R.G. Barua Road, 5th Byelana, 3 31 77
GUWAHATI 781003
6-B-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 600001
6 34 71
R14 Yudhister Marg, C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
1171418 8 Sarvodaya Nagar, KANPUR 288006
I 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
lnspecrion 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 411006
-~~
%ales Office in Calcutta is at 6 Chowringhre Approach, P. 0. Princep 27 66 00
Strwt. Calcutta 700072
tSalrs Office in Bombay Is at Novelty Chambers. Grant Road, 89 66 26
Bombay 400007
#Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bsngalora 560002
Reprography Unit, BIS, New Delhi, India
|
3025_19.pdf
|
tJDC 628’1/‘3 : 543’315 ( Second Reprint JULY 1993) IS : 3025 ( Part’ 19) - 1984
Indian Standard
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART 19 SETTLEABLE MATTER
( First Revision )
1. S-cope - Prescribes two methods, one grauimetric and the other volumetric, for the determination
of settleable matter. These methods are applicable to all types of water and waste water.
2. Gravimetric Method
2.1 Principle-Settleable matter is determined from the difference in the values of non-filterable
residue of the sample, and of suspended matter of the supernatant liquid portion of the sample after it
has been allowed to stand for 1 hour. This technique determines matter which will not stay in
suspension during settling period and either settles at the bottom or floats to the top.
2.2 Apparatus
2.2.1 Filfers - One of the following may be used: _
a) Gooch crucible - 30 ml capacity with 2 1, 2.4 or 5’5 cm diameter glass fibre filter disc of
pore size I.2 pm ( Whatman GF/C or equivalent ); or
b) Crucible - Porous-bottom silica, sintered glass, porcelain, stainless steel or alundum crucible
with a maximum pore size of 5 pm.
2.2.2 Filtering apparafus - Depending on type of filter used.
2.2.3 Drying oven -With a thermostatic control for maintaining temperature up to 180 f 2°C.
2.2.4 Desiccator - Provided with a colour indicating desiccant.
2.2.5 Analytical balance -200 g capacity, capable of weighing to nearest 0’1 mg.
2.3 Procedure
2.3.1 Preparafion of g/ass fibre filter disc - Place the glass fibre filter on the membrane filter
apparatus or insert into bottom of a suitable gooch crucible with wrinkled surface up. While vacuum is
applied, wash the dish with three successive 20 ml volumes of distilled water. Remove all traces of
water by continuing to apply vacuum after water has passed through. Remove filter from membrane
filter apparatus, or both crucible and filter if gooch crucible is used, and dry in an oven at 103-105°C for
1 hour. Transfer to desiccator and weigh after half an hour. Repeat the drying cycle until a constant
mass is obtained ( mass loss is less than 0.5 mg in successive weighings ). Weigh immediately before
use. After weighing, handle the filter or crucible/filter with forceps or tongs only. ~If determinations
are to be carried out at 180°C then the filter or crucible/filter should be dried at 180%.
2.3.2 Sample volume - As in potable waters non-filterable residue is usually small, relatively large
volume of water is passed through filter so as to obtain at least 2 5 mg residue. For deciding volume
to be taken, turbidity values may be taken into consideration. If turbidity value of a sample is less
than 50, filter 1 litre sample and if turbidity value exceeds 50 units, filter sufficient sample so that
non-filterable residue is 50 to lOO_mg.
2.33 Assemble the filtering apparatus and begin suction. Wet the filter with a small volume of
distilled water to seat it against the fitted support.
2.3.4 Shake the sample vigorously and quantitatively transfer the predetermined sample volume
selected according to 2.3.2 to the filter using a graduated cylinder Remove all traces of water by
continuing to apply vacuum after sample has passed through.
Adopted 29 February 1984 Q July 1985, BIS Gr 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 3025 (Part 19 -) - 1984
2.3.5 With suction on, wash the graduated cylinder, filter and non-filterable residue with poitions of’
distilled water, allowing complete drainage between washings. Remove all traces of water by
ccmtinuing to apply vacuum after the wash water has passed through.
2.3.6 After filteration, transfer the filter along with contents to an oven maintained at
either 103 - 105°C or 179 - 181°C for at least 1 hour. Cool in a desiccator and weigh. Repeat the drying
c cle till constant mass is obtained. Alternatively, remove crucible and filter from crucible adapter,
w‘ ( pe dry from outside with filter paper and dry at 103 - 105°C or 179- 181°C in an oven. Cool in a
desiccator and weigh. Repeat the drying cycle till constant mass is obtained.
2.3.7 Take a glass vessel of not less than 9 cm diameter andipour well mixed sample in this vessel in
q antity not less thari 1 litre and sufficient to have a depth of 20 cm. Glass vessel of greater diameter
a d a larger volume, of sample may also -be used. Allow the sample to stand for 1 hour and
w Tt hout disturbing floating or settled -material, siphon 250 ml _of‘sampie from centre of glass vessel
at a point half away between the surface of seitleb sludge and liquid surface. Determine suspended
matter ( in mg/l ) In an aliquot portion or all of this supernatant li,quid as given in 2.3.1 to 2.3.6.
This is non-settleable matter.
2.4 Calculation --%alculate the settleable matter from the following equation:
Settleable matter, mgll = 1000 Ml - 1 000 M,
,, 1 ,,
a
where
MI = mass of non-filterable residue in mg,
Vl = volume of sample in ml,
A& - mass of non-settleable matter in mg, and
VP,= volume of supernatant liquid used for determining non-settleable matter in ml.
2.5 Report - Report in whole numbers for less than 100 mg/l and to three significant figures for high&
values:
3. .Volumetric Method
3.1 Principle - Volume of settleable matter is determined by allowing the sample to stand for 1 hour
in an lmhoff cone.
3.2 Appardtus - Standard lmhoff cone, suitably calibrated bottom to top and having 1-litre mark.
3.3 Procedure - Mix the sample thoroughly and fill the lmhoff cone up to the 1-litre mark. Let it settle
for 45 minutes and gently stir the side6 of the cone with a rod or by spipning and let it settle for
further 15 minutes. Record the volume of settleable matter in the cone as ml/l.
3.4 Report - Report the volume of settleable matter in ml/l.
2
.
Reprography Unit, BIS, New Delhi, India
|
15172.pdf
|
IS 15172:2002
wi7=#4m
Indian Standard
METHODS FOR TESTING TAR AND
BITUMINOUS MATERIALS — DETERMINATION OF
CURING lNDEX FOR CUTBACK BITUMENS
Ics 75.140
0 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
August 2002 Price Group 3Bitumen, Tar and Their Products Sectional Committee, PCD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the Bitumen,
Tar and Their Products Sectional Committee, had been approved by the Petroleum, Coal and Related Products
Division Council.
Cut-back bitumens areblended bydissolving penetration gradebitumens inpetroleum oilslikenaphtha, kerosene
oil or heavy petroleum oils. The function of these oils is to offer temporary fluidity for ease of construction
operation. After the construction, the oils evaporate indue course of time leaving behind the original bitumen.
Thus the quantity of oil present and the penetration of the residual bitumen are of paramount importance.
Immediately after theconstruction, thebasic questions before the engineer areasto how long will ittake forthe
oil to evaporate and what restrictions have to be imposed on traffic speed to prevent dislodgement of stones
under the action of traffic.
Distillation test offers quick and easy means of knowing the quantity ofoilpresent inthe cutback and the time
for evaporation of these oils can also be computed if the vapour pressure of oil fractions distilling at various
temperatures is known. The cumulative evaporation time so computed is known as curing index. A cutback
bitumen isdeemed to have cured out when itsfloat test values at 50“Creaches 120s.
In reporting the results of a test or analysis in accordance with this standard, if the final value, observed or
calculated, istoberounded off, itshallbedone inaccordance withIS2: 1960‘Rulesfor rounding offnumerical
values (revised)’.
The Composition of the committee responsible for formulation of this standard isgiven in Annex A .IS 15172:2002
Indian Standard
METHODS FOR TESTING TAR AND
BITUMINOUS MATERIALS — DETERMINATION
OF CURING INDEX FOR CUTBACK BITUMENS
1 SCOPE 4.3 Thermometer, of high distillation range, total
immersion type having arange of -2°C to 400”C.
This standard covers the methods for determination
of curing index of cutback bitumens. 4.4 Condenser, conforming to 3.1.3 of IS 1213.
4.5 Adapter, conforming to 3.1.4 of IS 1213.
2NORMATIVE REFERENCES
4.6 Shield, conforming to 3.1.5 of IS 1213.
“1’hefollowing standards contain provisions which,
through reference inthis text, constitute provisions of 4.7 Crow Receiver, conforming to 3.1.6 of IS 1213.
this standard. At the time of publication, the editions
4.8Residue Container, conformingto3.1.7ofIS 1213.
indicatedarevalid.Allstandardsaresubjecttorevision
and parties to agreements based on this standard are
5 PROCEDURE
encouraged to investigate the possibility of applying
the most recent editions of the standards indicated 5.1Indeveloping thetestprocedure, thetime inhours
below: required forthecutback bitumen residue tobereduced
to thecured out point isdetermined by mixing 12.8g
1SNo. Title
of the cutback material with 200 g of a standard dry
334:2002 Glossaryoftermsrelatingtobitumen
aggregate at 60”C. The mixture is then placed in a
and tar (third revision)
revolving shelf oven and held at60”C until cured out
1211:1978 Methods for testing tar and
point is reached. The mixture is removed from the
bituminous materials:Determination
ovenandweighed fromtimetotime.Thecuring curve
of losson heating (jht revision)
isobtained by plotting the percent loss by volume in
3 TERMINOLOGY the cutback, against the time using the following
For the purpose of this standard the definitions given equation to calculate the percent 10SSby volume:
in IS 334, inaddition to the following shall apply.
100(L,) Vc
Lti =
3.1 Curing Index M(lOO–A)
Curing index is a test procedure which indicates in
where
numerical terms the comparative rate of curing of
cutback bitumen under standard conditions. The Lv, = loss by volume in time t,percent of total
procedure enables one to make a much closer cutback;
comparison of the rate of cure of cutback bitumens Vc = percent volatile by volume in cutback to
than ispossible by the use of distillation test results. 360”C asdetermined by standard distilla-
tion test;
3.2 Cured Out Point
A= percent bitumen bymass incutback when
Field experience indicates that the cold mix asphaltic distilled to 360”C;
concrete using RC-3 shall be considered cured out
L, = mass loss of volatile in time t;and
when not more than 0.4 percent by mass of volatiles
m= mass of cutback bitumen used in the
and/or water remained inthemixture. Theconsistency
mixture.
of RC-3 residue to above volatile content is found
Curing curves of the cutback RC-1, RC-2 and RC-3
average about 120s floattestat50°C.Thisconsistency
are shown in Fig.1 and Fig. 2. The dotted lines in
is considered as the cured out point for all cutback
Fig. 3 refers to volatile loss during mixing known as
bitumens.
‘flash off’.
4APPARATUS
5.2 Since the oven curing procedure is rather time
4.1 Oven, conforming to 3.1 of IS 1212. consuming, the following method is developed for
predicting the curing curve of Fig. 1and Fig. 2 with
4.2Distillation Flask, conforming to3.1.1of1S1213.
good accuracy and for determining the time required
1IS 15172:2002
FIG. 1CONSISTENCY CURVES — RC CUTBACKS
CURED LINE
140
/ /
120 -
100
80 -
/
/ /
60
5
Lu 40 -
1-
2
0
-u1 2d
i’,
:1
;:.
1
-1 10 15 20 25 30
705
TIME IN HOURS
FIG. 2 CURING CURVES — RC CUTBACKS
y
— DETERMINATION BY CALCULATION
~ - DETERMINATION BY TEST ~
#-
* $
/’ /
/ 0
PJ
~
%!
0 5 10 15 20 25 30
~
TIME IN HOURS
g
FIG. 3 EVAPORATION — RC CUTBACKS
2IS 15172 .“2002
toreduce theresidue tothecured outpoint (float value P = vapour pressures from Cox chart
of 120 s at 50°C). The necessary information is the
Table 1Values of 10/MP for given
percent loss of volatiles at the cured out point (or the
Cutback Boiling Point Interval
entire curve of Fig. 1of percent volatile loss against
float test time if the entire curve isto be determined) (Clauses 5.3.4 and 6.2)
and the result of the standard distillation test showing BoilingPoint Value of BoilingPoint Value of
total percentage of distillate off by volume to 160”C, Inter;d, “C lo/MP Intern-al,“C 10IMP
175°C, 225”C, 260”C, 315°C and 360°C in addition (1) (2) (1) (2)
to initial boiling point temperature. 93-160 0.05 249-260 7.95
99-160 0.08 254-260 8.90
5.3Theprocedure isresumedforestablishingthecuring 104-160 0.09 Intermediatecut
index of cutback bitumens asgiven in 5.3.1 to 5.3.4. 110-160 0.10 160-175 0.30
116-160 0.11 175-190 0.51
5.3.1 Run regular distillation test in accordance with 121-160 0.13 190-225 1,30
127-160 0.14 225-232 4,46
IS 1212including determination ofinitialboilingpoint.
132-160 0.16 232-316 26.00
5.3.2 Run partial distillation taking off 50 percent, 138-160 0.18 Finalcuts
143-160 0.20 225-232 2.90
70percent and 85percentofthetotaldistillateto”360°C
149-160 0.23 225-238 3.25
as determined by the standard distillation test. Partial 154-160 0.25 225-243 3.39
distillations are run according to IS 1212 with the 160-175 0.30 225-249 3.57
166-175 0.34 225-254 3.97
exception that the residue is allowed to partially cool
171-175 0,36 225-260 4.46
(10min to 15rein) inthe flask before pouring up. 177-190 0.52 260-260 11.10
!82- 190 0.58 260-271 12.20
5.3.3Foreachresidue fromthepartialevaporationtests, 193-225 1.05 260-277 13,30
determine the float value at 50”C. Plot the curve 199-225 1.63 260-282 3.80
showing the relationship between the percentage 204-225 1.81 260-288 15.60
210-225 1.95 260-293 17.20
distillate by volume and the float test of residue. By 216-225 2.16 260-299 19.40
interpolation, find the cured out distillate loss 221-225 2.35 260-304 21.70
corresponding to 120s float. 227-260 5.10 260-310 24.10
232-260 5.10 260-316 26.00
5.3.4 Using the values given in Table 1,calculate the 238-260 6.50 316-32/ 91.00
curing index value in accordance with the method 243-260 7.15 316-327 106.00
illustrated.
6 CALCULATION Example — The determination of curing index by
calculation proceeds asfollows:
6.1 The percentage of each material (Ax) boiling
betweenanytwosuccessivetemperatures isconsidered ForRC-2, acured outpoint floattestof 120s isshown
as a separate liquid with average vapour pressure Px at 16.8percent distillate offbyvolume. Thedistillation
andaverage molecular weight Mx. Then itisfoundthat test gives the following results:
the time increment trequired for evaporation of this
Temperature Percent of Total
fraction shall be obtained by the equation. The total
“c Cutback ofiby Volume
time(T)required fortheevaporation ofallthefractions
145 Initial point
up to any given temperature shall be expressed by
160 1.0
Equation 1:
175 3.0
_ KA, KA. KA.
...(1) 190 5.8
225 13.4
6.2 For each fraction, the average molecular weights 260 17.5
are determined and the average vapour pressure is 315 19.0
determined at 60”C. The value of K is determined by 340 20.5
correlating the values from thetest evaporation curves
By interpolation, the cured out temperature at which
and calculated cures to have avalue of 10.The values
16.8percent by volume has distilled over is found to
of K/MP = 10/MP are shown in Table 1 for various
boiling points intervals from 93°C to 327”C. 16.8–13.4
where be 225+ 17.4–13.4 ‘260–225)0r225‘29”0’254
or 255 rounded off tothe nearest multiple of 5“C.
M= estimated average molecular weights of
hydrocarbons distillate in temperature
range shown
3IS 15172:2002
ThecuringindexisthencalculatedusingtheEquation2, index/curing rate of cutback bitumens has been
and the values given inTable 1, explained for RC and MC grades above. For other
type of bitumens, the recommended values of curing
index are given inTable 2
Table 2 Recommended Values of Curing Index
Boiling Increment Value A,. != T= ZA,
Point Percent
of Y?_ MP Material Curing Index,
Interval, Distillate Mp
h
“c inInterval,
(1) (2)
x
RC-3 12
145-160 1.0 0.20 0.20 0.20 Bitumen80/100+6.5percentkeroseneoil o
160-175 2.0 0.30 0.60 0.80 Bitumen80/100+10percentkeroseneoil 14
Bitumen80/100+ 14.5percentkeroseneoil 27
175-190 2.8 0.51 1.43 2.23
190-225 7.6 1.30 9.88 12.11
225-260 3.4 3.97 13.50 25.61
7.2 A curing index of 25 h to 40 h is considered
adequate for general use of asphaltic concrete. For
Curing index is 26 h, the nearest whole number,
surface dressing work, a curing index of about 15h
gives best results.
7 RECOMMENDATION FOR SPECIFYING
CURING INDEX
7.1 The need for accurately controlling the curing
4
/IS i5172: 2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Bitumen, Tar and Their Products Sectional Committee, PCD 6
Organization Representative(s)
CentralRoadResearchInstitute,NewDelhi PKOFP.K.SIKOAR(Chairman)
SHRISUNILBOSE(Aliernate 1)
DRP.K.JAJN(Alternate 11)
BharatPetroleumCorporationLimited,Mumbai SHIUJ.A.JANAJ
DRNOBLEGEORGE(Alferrra[e)
BuildingMaterialsandTechnologyPromotionCouncil,NewDelhi SHIUR.K.CELLY
SHRIB.ANILKUMAR(Alternate)
CentralPublicWorksDepartment,NewDelhi SUPERINTENDINEGNGINEER
EXECUTIVEENGINEER(Akemate)
CentralFuelResearchInstitute,Dhanbad DRSHRIMATAI.BHATTACHARYA
SHRIU.BHATTACHARY(AAhemate)
CochinRefineriesLimited,Cochin SHRIV.PAILY
SHRIR.VENUGOPAL(Alternate)
DrUppal’sTestingandAnalyticalLaboratory,Ghaziabad SHRIR.S.SHUKLA
DurgapurProjectsLimited,Durgapur DRH. S.SARKAR
DirectorateGeneralofSuppliesandDisposals,NewDelhi DIRECTOR
DirectorateGeneralofBorderRoads,NewDelhi StiruS.S.PORWAL
SHRIA.K.GUPTA(Alternate)
Engineer-in-ChiefsBranch,ArmyHeadQuarters,NewDelhi COLV. K.P.SJNGH
LT-COLR.S.BHANWALA(Alternate)
HighwayResearchStation,Chennai DIRECTOR
DEPUTYDIRSCTOR(Alternate)
HindustanPetroleumCorporationLimited,Mumbai SHRJS.K.BHATNAGAR
SHRIA.S.PRABHAKAR(Alternate)
HindustanColasLimited,Mumbii SHRIP.RAJENnRAN
SHIUH.PADMANABHAN(Af/emare)
IndianInstituteofPetroleum,Dehradun SHRIU.C.GUPTA
SHRIMOHDANWAR(Alternate)
IndianOilCorporationLimited(MarketingDivision),Mumbai SHRIR.S.SISGOIA
SHRIPRSMKUMAR(Alfernafe)
IndianOilCorporationLimited[(R&D) Centre],Faridabad SHRJB.R.TYAGI
SHRMI .P.KALA(Alternate)
IndianOilCorporation(R&P), NewDelhi SHRIU.K.BASU
SHRSI.K.PRASAD(Alternate)
IndianRoadsCongress,NewDelhi SHRIK. B.RAJORIA
SHRIA.V.SINHA(Alternate)
LloydInsulations(India)Limited,NewDelhi SHRIMOHITKHANNA
SHRIK. K. MITRA(Akernaie)
MinistryofSurfaceTransport(Deptiment ofSurfaceTransport),NewDelhi SHRIC.C.BHAnACHARYA
SHRIS.P.SINGH(Alternate)
MinistryofDefence(DGQA),NewDelhi SHRIK.H.GANDHI
SHIUA. K.SINHA(A/[ernate)
MadrasRefineryLimited,Chennai SHRIM.S.SHAYAMSUNDER
SHIUB.SAIRAM(Alternate)
NationalTestHouse,Kolkata SHRIA. K.CHAKRABORTY
SHRIS.K.AGARWAL(Alternate)
NationalBuildingOrganization,NewDelhi SHRIA. K.LAL
SHRIA.G.DHONGAOE(Altemafe)
(Conlinued onpage 6)
51S 15172:2002
(Continuedfiom page 5)
Organization Representative(s)
PublicWorksDepartmentGovernmentofWestBengal,Kolkata SHSUhAVA CHAmsm7
SHRIRABINDRANATHBASU(Alternate)
PublicWorksDepartment,Mumbai SHRIBORGEV.B.
PublicWorksDepartmen~UttarPradesh SHIUV.P.BANSAL
DRG.P.S.CHAUHA(NAlternate)
PublicWorksDepartrnen4TamilNadu SmrN.DAYANANDAN
SHIOP.JAYARAMAN(Aliernote)
RegionalResearchLaborato~, Jorhat DRR.C.BARUAH
STPLimited,Kolkata SmoT.K.ftOY
SHRSI.BHANUSEKH(AAlRternate)
UniversityofRoorkee,Roorkee PROFH.C.MEHNDIRMTA
BISDkectorateGeneral SmuANIANJCARDj kector& Head(pCD)
~epresentingDirectoGrenera(lJZx+flcio)]
Member-Secretaiy
SHRSTK.ALASVANAN
JointDirector(PCD),BIS
Methods of Test for Bitumen Tar and Their Products Subcommittee, PCD 6:1
CentralRoadReseach Institute,NewDelhi Sr-auSW BOSE(Convener)
DRP.K.J.m (Alternate)
BharatPetroleumCorporationLimited,Mumbai SIUUJ.A.J.mwt
DRNOBLEGEORGE(Alternate)
BhilaiChemicalF%vateLimited,Rancbi SHROI.P.NANGALUA
CochinRefineriesLimited,Kerrda
Smvu.P.krLY
SsuoR.VENUrnPA(LAlternate)
DurgapurProjectsLimited,Durgapur DRH.S.SMXAR
HighwayResearchStation,Chennai h(i330R
DmJTV DmECTOR(Alternate)
HbrdustanColasLimited,Mumbai SriRIH.PADMANABHAN
SHiUVIJAYKB.HATNAG(AARlternate)
IndianInstituteofPetrolemn,Debradon SHSUMA.NWAR
SmuU.C.GUPTA(Alternate)
Indian011CorporationLimited(MarketingDivision),Mumbai SHRRS.S.i%?.ODIA
SHRIVP..GurTA(Alternate)
LloydInsulations(India)Limited,NewDelhi SHRMI omTKHANNA
SW K.K.MrrRA(Alternate)
MadrasRefineryLimited,Chemai SHRMI .S.SHAYASMUNDER
SHRBI.SAIRAM(Alternate)
DRSS.ANSHANAM
NeyveliLigniteCorporationLimited,Neyveli
SHVAJ.BALASUMBM.MWA(ANlternate)
NationaJTestHouse,Kolkata SmuP.K.CmmmomY
SmuS.K.AGARWAL(Alternate)
SteelAuthorityofIndizNewDelhi SmuS.K.JASN
SsrruS.C.DASflow (Alternate)
HindustanPetroleumCorporationLimited,Mumbai SmaA.S.Psuawwm
SmuS.K,BHATNAG(AARlternate)
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 qtiality 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’s), BIS.
Review of Indian Standards
Amendments are issued to standards asthe need arises on the basis of comments. Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments oredition byreferring tothe latest issueof
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. PCD6(1334).
Amendments Issned 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)
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PrintedatPrabhatOffsetPress,NewDelhi-2
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11593.pdf
|
IS:11593- 1986
Indian Standard
SPECIFICATION FOR
SHEAR BOX ( LARGE ) FOR
TESTING OF SOILS
Soil Engineering Sectional Committee, BDC 23
Members Representing
ADDITIONAL DIRECTOR ( GE ) Ministry of Railways
JOINT DIRECTOR ( GE ) ( Alternate )
DR ALAM S~NGH University of Jodhpur, Jodhpur
SHRI B. ANJIAH Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
DR R. K. BHANDARI Cengoir;;Iding Research Institute < CSIR ),
SHRI S. K. KANSAL ( Alternate )
CHIEP ENGINEER( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( Dam ) ( AIternute )
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. MURT~Y ( Alternate )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 1211,
Hungerford Street, Calcutta )
DIRECTOR ( IRI ) Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction ( Private )
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 Comoanv Limited. Bombay
DR GOPAL RANJAN University of Rooikee, Roorkee; rcnd_Institute of
Engineers ( India ), Calcutta
SHRI M. I~ENG.~R Engineers India Limited, New Delhi
SHRI ASHOK K. JAIN G. S. Jain and Associates, New Delhi
SHRI VIIAY K. JAIN ( Alternate )
( Continued on page 2 )
@ Copyright 1986
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyrighf Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 11593- 1986
( Continuedfrom page 1 )
Members Representing
SHRI A. V. S. R. MURTV India Geotechnical Society, New Delhi
SHRI T. K. NATARAJAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI RANJIT SINCH 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
Punjo b. Chandigarh
SECRETARY Central Board of Irrigation and Power,
New Delhi
DIRECTOR ( C ) ( Alternate )
SI~RI N. SIVACURU Ministry of Shipping and Transport ( Roads
Wine.)
SHRI U. JAYAK~~~ ( Alternate )
SHR~ K S. SRINIVAJAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( AIfernate )
DR N. SOM Jadavpur University, Calcutta
SHIU N. SUBRAMANYAM Karnataka Engineering Research Station,
Government of Karnataka, Krishnarajasagar
COL R. R. SUDHINDRA Ministry of Defence ( Engineer-in-Chief’s
Branch )
SHRI S. S. JOSHI (Alternate 1
SUPERINTENDINGE NO~NEER Public Works Department, Government of
(P&D) Tamil Nadu, Madras
EXECUTIVE ENGINEER( SMRD ) ( Alternate )
*SHRI H. C. VERMA A11 India Instrument Manufacturers and Dealers
Association, Bombay
SHRI H. K. GUHA ( Afternate )
SHR~ G. RAMAN, Director General, ISI ( Ex-officio Member )
Director ( Civ Engg )
Secretory
SHRI K. M. MATHUR
Jomt Director ( Civ Engg ), ISI
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convener
SHRI H. C. VERMA Associated Instruments Manufacturers ( India ) _
Private Limited, New Delhi
Members
SHRI M. D. NAIR ( Alternate to
Shri H. C. Verma )
DIRECTOR ( CSMRS ) Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Afternate )
( Continued on page 12 )
*Shri Verma acted as Chairman in the meeting in which this Indian Standard was
finalized.IS : 11593- 1986
Indian Standard
SPECIFICATION FOR
SHEAR BOX ( LARGE) FOR
TESTING OF SOILS
0. FOREWORD
0.1 This-Indian Standard was adopted by the Indian Standards Inslitu-
tion on 18 March 1986, after the draft finalized by the Soil Engineering
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 soils. It has been recognized that
reliable and intercomparable test results can be obtained only with
standard testing equipment capable of giving the desired level of
accuracy. Series of Indian Standards covering the specifications of
equipments used for testing soils are therefore being formulated to
encourage their development and manufacture in the country.
0.3 The equipment covertd in this standard is used as a part of the
assembly for the equipment used for the laboratory determination of
shear strength of the soil [ see 1s : 2720 ( Part 39/Set 1 ) - 1977* 1.
0.4 In reporting the rtsult of a test or analysis made in accordance with
this standard, if the final value, observed calculated, is to be rounded
off,i t shall be done in accordance with IS : 2 - 19tO?.
1. SCOPE
1.1 The equipment covered in this standard is used as a part of the
assembly for the equipments used for laboratory determination of direct
shear strength of the soil material with particle size up to 25 mm, that is,
soils containing moorums, sands, gravels and other aggregates.
2. GENERAL REQUIREMENTS
2.1 The shear box shall consist of the following ( see Fig. I ):
a) Upper,and lower parts of the shear box coupled together with
two pins,
*Methods of test for soils : Part 39 Direct shear test for soils containing gravel,
Section 1 Laboratory test.
tRules for rounding off numerical values ( revised).
3IS : 11593- 1986
b) Grid plates - 2 pairs,
c) Spacer plates,
d) Base plate,
e) Loading pad, and
f) Water jacket.
/PIN
UPPER HALF OF SHEAR BOX
rl.OADlNG PA0
\
LOWER HALF OF SHEAR BOX
All dimensions in millimetres.
FIG. 1 SHEAR Box ( LARGE ) ASSEMBLY
3. MATERIALS
3.1 The material used for the construction of the different component
of shear box shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT
COMPONENTS PARTS OF SHEAR BOX
.
St COMPONENT MATERIAL REFERENCET O INDIAN
No. STANDARD
0 Upper and lower parts Mild Steel IS : 513-1973*
of shear box
ii) Grid plates-2 pairs >, %,
iii) Spacer plates >Y .,
iv) Base plate 1, ,,
v) Loading pad >, ,*
vi) Water jacket ,, ,,
*Specification for cold rolled carbon steel sheets ( second revision 1.
4l
__~+--.-----
WI LES
HOLE!
~-n-12,40 DEEP
I HOLES
DETAILS AT A
d,12 TWO HOLES
2A Upper Half of Shear Box 2B Lower Hatf of Shear Box
All dimensions in millitietres.
FIG. 2 DETAILS OF UPPER AND LOWER HALVES OF SHEAR BoxIS : 11593- 1986
L./3/
t------
All dimensions in millimetres.
FIG. 6 WATER JACKET
94. SHAPE AND DIMENSIONS
4.1 The shape and dimensions of the various components of the shear
box shall be as given in Fig. 2 to 7. The tolerance to the dimensions
shall be as given in 1s : 2102 ( Part 1 ) - 1?80* and shall be of medium
class.
5. MARKING
5 1 The following information shall be clearly and indelibily marked on
each component of equipment:
a) Name of the manufacturer or his registered trade-mark; and
b) Date of manuf.tcture.
5.1.1 The equipment may also be marked with the IS1 Certification
Mark.
The use of the IS1 Certification Mark is governed by the provisions of
P*;~TE -
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 confor-
mity to that standard as a further safeguard. Details of conditions under which
a licence for the use of the 1.31C ertification Mark may be granted to manufacturers
or processors may be obtained from the Indian Standards Institution.
*General tolerances for dimensions and form and position : Part -1G eneral tb
ranccs for linear and angular dimensions ( second revision ).
11IS:11593- 1986
( Continuedfrom page 2 )
Members Representing
SHRI H. K. GUHA Geologists Syndicate Private Limited, Calcutta
SHRI A. BH~TTACHARYA ( Alternate )
DR S. C. HANDA University of Roorkee, Roorkee
SHRI P. K. JAIN ( Alternate )
SHRI VIJAY K. JAIN G. S. Jain Associates, New Delhi
DR B. R. MALHOTRA Central Road Research Institute ( CSIR ),
New Delhi
SHRI S. K. MITRA K. N. Dadina Foundation Engineers, Calcutta
BRIG M. K. PAUR Ministry of Defence ( Engineer-in-Chief’s
Rranch 1
SHRI M. P. SHUKLA ( Alternate )
DR T. RAMAMURTHY Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate )
SHRI S. VENKATESAN CentIfabor~e~ding Research Institute ( CSIR ),
SHRI Y. PANDEY ( Alternate )
12
|
14986.pdf
|
&&d--/ —.
/’ :
“’i
d%’,
,,’
,1
,1 IS 14986:2001
wRm77m-
7 7
WammkTa Wil’ww mm T5-I-a m
i fa-qm-btmTtrmmrim7
3m!vL~
Indian Standard
GUIDELINES FOR APPLICATION OF JUTE
GEOTEXTILE FOR RAIN WATER EROSION
CONTROL IN ROAD AND RAILWAY
EMBANKMENTS AND HILL SLOPES
ICS45.480; 59.080.70
0 BIS2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Decenzber 2001 Price Group 4Geosynthetics Sectional Committee, WRD 25
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 Water Resources Division Council.
Geotextiles which are being increasingly used in the geotechnical sector of civil engineering are made either of
petro-chemical derivatives (synthetic) or of natural fibres. Jute is one such natural fibre out of which jute
Geotextiles (JGT) can be made by the special treatment and weaving processes. JGT may be applied with
advantage in addressing a number of geotechnical problems.
Jute geotextile being a natural fabric is biodegradable and environment-friendly. It has good hydroscopic and
hydrophilic properties. It can tibsorb moisture up to about 5 times its dry weight and form mulch to promote a
quick growth of vegetation. JGT possesses good drawability that is it can shape itself well to the ground
topography on which itis laid. Ithelps control extremes oftemperature and thus additionally supports growth of
vegetation.
These properties make JGT admirably suitable in areas where natural treatment of a soil surface for control of
erosion is called for. Adequate growth of vegetation is possible during the life time of JGT provided the right
type of species of vegetation is chosen and planted considering the soil and climatic ambience.
Erosion ofrailway and road embankments and hill slopes iscaused principally by rains and winds. Erosion ofthe
top soil gradually destabilises the earthen embankments. Denuded hill slopes are always vulnerable to erosive
forces of rains particularly during the monsoon. JGT when applied on an exposed soil surface acts asminiature
check dams or micro terraces, reduces the kinetic energy ofrain splashes, diminishes the intensity of surface run-
off, prevents detachment and migration of soil particles and ultimately helps inquick growth of vegetation on it
by formation of mulch. JGT therefore helps in controlling erosion in road and railway embankments and hill
slopes naturally.
There is no 1S0 Standard on the subject. This standard has been prepared based on the data provided by
indigenous manufacturers’ and taking into consideration the practices prevalent in the field in India.
The composition of the Committee responsible for formulating this standard is given in Annex C.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated expressing the result of a test or analysis, shall be rounded off in accordance with
1S2:1960 ‘Rules for rounding offnumerical values (revised)’. The number of significant places retained inthe
rounded off value should be the same as that of the specified value in this standard.IS 14986:2001
Indian Standard
GUIDELINES FOR APPLICATION OF JUTE
GEOTEXTILE FOR RAIN WATER EROSION
CONTROL IN ROAD AND RAILWAY
EMBANKMENTS AND HILL SLOPES
1 SCOPE 3.1.2 Roll
This standard gives the guidelines of JGT suitable for The cylindrical rigid package containing a particular
application inslopes of road and railway embankments type ofJGT rolled on asuitable core and wrapped with
and also in hill slopes including their choice and aroll covering with its outer layer stitched properly in
installation methods. conformity with IS4744.
2 REFERENCES 3.1.3 Lot
The following standard contains provisions which The quantity ofJGT of aparticular type packed inrolls
through reference in this text, constitute provisions of of a specified length ready for delivery against a
this standard. At the time of publication, the editions dispatch note.
indicated were valid. All standards are subject to
3.1.4 Contract Weight
revision, and parties to agreements based on this
standard are encouraged to investigate the possibility The weight asarrived atin accordance with the relation
of applying the most recent edition of the standard given inNote (2) under Table 1from the marked length
indicated below : per roll, nominal width and weight per square metre of
JGT.
IS No. Title
1954:1990 Method of determination of length and 3.1.5 Corm-act Moisture Regain
width of fabrics (second revision)
1963: 1981 Methods fordeterminationof threads per It is the percentage regain of moisture by the JGT on
unit length in woven fabrics (second the basis of which corrected net weight is calculated.
revision)
3.1.6 Average Moisture Regain
1969: 1985 Methods for determination of breaking
load and elongation of woven textile Itisthe percentage moisture regain by JGT at the time
fabrics (second revision) ofpreshipment (delivery) inspection calculated on the
2387: 1969 Method for determination of weight of basis often readings per roll.
jute fabrics (first revision )
3.1.7 Corrected Net Weight
2405 (Part 1): Industrial sieves : Part 1 Wire cloth
1980 sieves (first revision) The weight obtained by adjusting the actual net
2405 (Part 2): Industrial sieves : Part 2 Perforated
weight onthebasis ofaverage Moisture Regain (3.1.6)
1980 plates (first revision)
and Contract Moisture Regain (3.1.5).
4744: 1991 Textiles — Packaging of jute products
in rolls (f7rst revision) 3.1.8 Cut (Full Cut)
7702: 1975 Method for determination of thickness
The length of JGT continuously woven as specified in
of woven and knitted fabrics
the agreement between abuyer and a seller.
3 TERMINOLOGY
3.1.9 Ends
3.1 For the purpose of these guidelines, the following
The warp threads ofaJGT that isthe number ofthreads
definitions shall apply.
inaJGT running along the machine dh-ection.
3.1.1 Jute Mesh
3.1.10 Picks
Open structured jute geotextile made out of 100 percent
The weft or filling threads of aJGT that is the number
jute fibres in which yarns of a specified diameter are
of threads along the cross direction (perpendicular to
laid inspecified numbers/length inmachine (warp) and
the warp threads).
cross (weft) directions.
1-
IS 14986:2001
4 SPECIFIC REQUIREMENTS of aparticular type ofJGT. No systematic researc,h has
been conducted on this aspect asyet. Itisrecommended
4.1 Mechanism of Surface Soil Erosion
that the choice of JGT should be limited to Type 1
As already indicated in the foreword, raindrops cause
(Table 1) where the intensity of rainfall is severe
detachment of the particles of the exposed soil-surface
irrespective of the soil-type. Field trials so far
of road and railway embankments and hill slopes by
conducted have shown that soil mixed with rock grits
their impact and the detached particles are carried
and boulder-pieces covered with JGT Type IofTable 1
away by the surface run-off and wind. The dislodged
(730 gsm), soil with dominantly sand silt composition
particles carry with them seeds and soil-nutrients.
and small quantities ofclay and/or stone grits protected
Natural growth of vegetation on the slopes is thus
by JGT Type 2 of Table 1(500 gsm) while soil with
hindered. The exposed denuded slopes become
sand and/or clay overlain by JGT Type 3 of Table 1
increasingly vulnerable to erosion agents and are
(292 gsm) have given satisfactory results. The types
ultimately destabilised.
ofJGT mentioned inTable 1are indicative and provide
4.2 Role ofJute Geotextile inSurface Erosion Control broad guidelines to the choice of the JGT type by a
user. Annex Bcontains the list of some ofthe trials and
As already indicated inthe foreword, JGT iscapable of
their results for guidance.
reducing the erosive effects of rain drops and
controlling migration of soil particles of the exposed 5 INSTALLATION iMETHOD
surface. On biodegradation, JGT forms mulch and
5.1 The stages of laying of JGT on slopes for rain
fosters quick vegetative growth. Choice of the right
water erosion control are as under.
type of JGT and plant species is critical for effective
results. 5.1.1 The slope should be made free from undulations,
soil slurry, mud and sharp projections and compacted
Table 1 mentions different types of JGT with their
with additional earth where necessary.
salient properties that can be applied on embankment
slopes of roads, railways and of hill to control the 5.1.2 Anchoring trenches should be excavated at the
erosive effects of natural agents that israins and wind. top and toe of the slope along the length of the
embankment. Recommended dimensions ofthe trench
Species of vegetation needs to be selected carefully
(usually rectangular) are 450 mm deep and 300 mm
considering the local soil and climatic conditions. JGT
wide.
incidently, does not draw upon nitrogenous reserves
with its degradation and its fibrous residue improves 5.1.3 The selected JGT should be unrolled across the
~hesoil structure. Trials indicate that JGT has alow C- top trench and along the slope downward, caring to
factor (0.004 for 3:1 slope and 0.005 for a1.5:1 slope see that it touches the soil surface at all points.
on plying retention of soil tothe extent of 99.6 percent
5.1.4 Overlaps should be minimum 150 mm at sides
and 99.5 percent respectively). (Ref ‘Erosion Control
and ends (see Fig. 1).The JGT at the higher level on
with Natural Geotextiles’ — K.Balan and G.V.Rao —
the slope should be placed over the portion to its next
‘Environmental Geotechnology with Geosynthetics
atalower level. Side overlaps of aJGT piece should be
1996’.)
placed over its next at a lower level. Side overlaps of
Annex A contains names of plants useful for JGT piece should be placed over its next piece on one
stabilisation of Bunds, terrace faces and steep slopes side and under the next piece on the other.
and gullies (Ref “Grasses and Legumes forForage and
NAILING AND
Soil Conservation” — K. A. Shankamarayan and V. STITCHING 7
Shankar of Central Arid Zone Research Institute,
Jodhpur, Rajasthan).
4.3 Selection ofJGT
The choice of JGT basically depends on the type of
soil tobe protected. Itrequires to be ensured primarily
that the slope tobe protected from rain water erosion is
geotechnically stable.
The selection of JGT is also required to be done in
FrG.10VERLAPPINGOFJUTE NEIITNG
consideration of the extreme rainfall in alimited time
span atthat location as the intensity of rainfall ismore
important than the average annual rainfall at a place
for assessing Erosion Index and deciding on the choice
2.—
IS 14986:2001
TOP END
BACKFILL d lxxb’l” —
BACKFILL +
BOTTOM END
FIG. 2PLACEMENT OFJUTENETTING
5.1.5 The JGT should be fixed in position by steel 16.1 Close monitoring should be done for at least one
staples as shown in the sketch (usually of 11 gauge season cycle.
dia) or by split bamboo pegs. Stapling should be done
6.2 The treated area should be kept out of bounds for
normally ataninterval of 1500 mm both in longitudinal
cattle andother grazing animals tillthe time ofmaturit y
and transverse directions. Special care should be taken
of vegetation.
to staple the JGT within the anchoring trenches both at
the bottom and at the sides. 6.3 The damage and displacement of JGT should be
noted for corrective actions. Tom portions of the JGT
5.1.6 The anchoring trenches should be filled up with
should be covered with new pieces of JGT of identical
brick-bats/soil for preventing displacement ofthe JGT.
specifications duly stapled at all sides.
Care should be taken that the overlaps arenot displaced
during installation. 6.4 Watering/maintenance of the vegetation should
be carried out as per specialist advice of agronomist
5.1.7 Care should be taken to ensure that the .TGTis
botanist.
not damaged due to puncture, tear and other
operational stresses. 6.5 Advice should be sought from specialists to find
out the cause of unsatisfactory growth of vegetation.
5.1.8 Seeds of vegetation (grass, legumes, etc, of
The advice should be implemented. Withered plants
appropriate variety) should then be spread (refer to
should be replaced.
Annex A for guidance in selecting the species of
vegetation). If seeds are not available, saplings of the 7 REQUIREMENTS OF PACKING
appropriate plant species may be planted at suitable
7.1 The roll shall satisfy the requirements specified
intervals through the openings ,ofthe JGT.
in 7.1.1 to 7.1.5.
5.1.9 In special circumstances, asecond dose of seeds
7.1.1 The roll shall be completely covered on all sides
may bespread with dibbling of locally available grass.
excepting the core protrusions which may also be
5.1.10 Installation should be completed preferably covered if required by the buyer.
before the monsoon to take advantage of the rains for
7.1.2 Aroll maybe covered with apolyethylene sheet
quick germination of seeds.
inside the roll covering if agreed to between the buyer
6 MONITORING and the seller.
3IS 14986:2001
7.1.3 The loose ends of the roll covering shall be sewn 8 MARKING
with jute twine about 8 cm between stitches on all sides.
8.1 Unless otherwise agreed to between the buyer
7.1.4 At either end, the core shall protrude but not and the seller, the roll shall be stenciled with an
more than 7.7 cm or as agreed to between the buyer indelible ink of any suitable colour with the following:
and the seller. a) Roll number,
b) Specification including quality and construction,
7.1.5 The loose end of roll shall be closed with gum
c) Length of cloth rolled in metres or yards or both
tape and also compressed suitably so as to avoid
as specified by the buyer,
excessive pressure, which may cause damage to the
d) The legend ‘MADE IN INDIA’,
content.
e) Port of entry, and
t) Other declaration required asper law inforce.
Table 1 DMerent Types of JGT
(Clause4.2)
S1No. Characteristics Type 1 ~pe 2 Type 3 Test Method,
Ref to IS
(1) (2) (3) (4) (5) (6)
i) Material 100 percent natural Jute fibre — —
ii) Construction Plain weave — — —
iii) Weight at 20 percent 730 500 292 2387: 1969
M.R (in gsm)
iv) Maximum length 68 68 68 1954: 1990
(in metre)
v) Width (in cm) 122 122 122 1954: 1990
vi) Ends/din 7 6.5 11 1963 : 1981
vii) Picks/din 7 4.5 12 1963 : 1981
viii) Thickness (in mm) 7 5 3 7702: 1975
ix) Aperture size (in mm) 12 x 12 13 x 20 8x7 2405 (Part 1) : 1980
2405 (Part 2) : 1980
x) Minimum breaking
load (in N/10 cm)
a) Machine direction 1 200 1 040 1 000 1969 : 1985
(warpway) (See Note 1)
b) Cross direction 1 200 790 1 000 1969 : 1985
(weftway) (See Note 1)
xi) Maximum elongation at
break (in percent)
a) Machine direction 10 11 12 1969: 1985
(warpway) (See Note 1)
b) Cross direction 12 15 12 1969 : 1985
(weftway) (See Note 1)
NOTES
1 Iletermination of minimum breaking load and maximum elongation at break as per IS 1969 : 1985 cannot be done on
Type 1and Type 2 fabrics. Indian Jute Industries’ Research Association (IJIRA) recommends that these tests on Type 1 and
Type 2 fabrics be carried out on Goodbrand Fabric Testing Machine on 20 yams at random (with at least 20 cm g -.riplength and
having the rate of traverse of the machine set at 30 cm/min) to assess the yarn characteristics.
Nominal Width (cm) (x) Marked length (m) (x) weight (gsm)
2 Contract weight of roll in kg =
100 1000
(103+Conlr@M&me Regainfpxcent))
3 Comect net weight of roll in kg = net weight (kg Percent) (lw+ Avmge M.AUR I&gain(pmart) )
4 The selected JGT shall satisfy all the requirements mentioned in Table 1.
4...—-
IS 14986:2001
ANNEX A
(Clause4.2)
PLANTS FOR STABILIZATION OF BUNDS, TERRACE FACES, STEEP SLOPES AND GULLIES
(TEJWANIANDMATHUR, 1974)
(Ref ‘Erosion Control with Natural Geotextiles’ — K.Balan and G.V.Rao Type ‘Environmental Geotechnology
with Geosynthetics 1996)’.
State Grass and Legume Yield Remarks
(kg/ha)
—-
GLIJWdt (Vasad) Dichanthium arrnulatum 385/ha from Grass selected on the basis of yield of
Amphilophis glabra land under green forage and soil binding capacity
bunds (Verrna on bunds for aluvial soils
et al., 1968) (Srinivasan et al., 1962) :
Dichanthiunt annulatum was also found
best for bench terrace risers
Uttar Pradesh Cynodon dactylon 4355
Dichanthium annulatum 6805 Grasses selected on the basis of length of
Cenchrus ciliaris 1 585 tap root, spread of root system and for
Pennisetum purpureum 33430 yield alluvial soils near Agra
Western Eulaliopsis binata 100/hA bunded Near Muzaffarabad (Saharanpur district)
Uttar Pradesh 1ha of bunded area can give 100 kg, it
(Saharanpur) area has god binding capacity and is in good
demand for paper and rope making
Rajasthan (black soil Dichanthium annulatum — —
region Kota) Cenchrus ciliaris — —
Tamil Nadu Phalaris tuberosa — Good soil-binders for terrace faces inhills
(Madhavrao Festuca elatior — for elevation of 1500 m and above and
et al., 1968) Paspalum dilatatum rain-fall of 80-100 cm.
Good succulent fodder.
—
Eragrostis curvula do
Except for 50-70 cm rainfall
(Venkataraman Cynodon dactylon var —
e[ al., 1966) Suwanne and vaz Tiffin — Suited to high elevations, good soil
Penniseturn purpureum — binders. Moderate to heavy rainfall
Chloris gayana — hills of medium elevation and plains
Uroch[oa sp. . Low rainfall, hills of medhm elevation
and plains
—
Cenchrus ciliaris Good soil-binders for bunds, come up in
Cenchrus glaucus low rainfall areas
Panicum antidotale
Tripsacum laxum — Good for making Puerto Rico-type of
terraces in the Nilgiri hills
—
Andhra Pradesh Bothriochloa g[abra Good soil-binding capacity and suitable
(Ibrahim - patanam) B. odorata for stabilizing contour and field bunds
Mysore Tripsacum laxum 22500 Good fodder intender stages, good green
(Velappan, 1964) (Guatemala grass) manure and good soil binder
Stabilization of steep slopes, waste lands, gullies, class Vand VII lands
Bihar (Upper Stylosanthes gracili 19000 Perennial legume, very aggressive and
Damodar Catchment) (green) suppresses other vegetation, drought
resistant, adds a lot of leaf litter
(Pandey and Teotia 1969)
.
Bihar (Upper Ca[opogoniurn Deep rooted, perennial, vigorous
Damodar orthocarpum legume, provides a thick
Catch merit) layer of leaf litter, plants
5..—
IS 14986:2001
.—
State Grass and Legume Yield Remarks
(kglha)
start growth in Feb-Mar and
cover the land before onset of
monsoon (Pandey, 1966).
Bihar State Pennisetum pedicellatum 36000 Mukherjee and Prasad (1966)
in 1cut have selected 3 promising strains
(green) for Bihar; this grassis reported
also from Madhya Pradesh, South
Rajasthan, and parts of Deccan
(Blatter and Mc Cann, 1935)
Mysore (black soil, Pennisetum 6800 (Krishnamurthi, 1958)
semiarid region) pediceilatum (hay)
Chrysopogon fulvus 5250
Punjab, Ambala, Eulaliopsis binara —
Siwalik region
Uttar Pradesh Chrysopogon frdvus 19 170 Perennial legume provides
(alluvial soil, Eulaliopsis binata 16290 excellent cover before
humid tropical Pueraria hirsuta 11200 monsoon; very aggressive
valley climate) to
18725
—
Lesser Himalayas Pennisetum
(Mathur et al., Purpureum Uptoanelevationof 1500m
1969) Apluda mutica — do
Heteropogon contortus — do
Chrysopogon fulvus do
Eriophorum comosum — do
(Dabadghao, 1964) Chrysopogon fulvus — 1500t02600m
Themeda anather
(northern slopes
Arundinella
nepalensis (warmer
slopes), Pennisetum Comes up on road-side cuts
orientale
Ttamil Nadu Trifoliumrepens High rainfall, high elevation
(Madhavrao
et al., 1968) T. repens var Dadino — 100mand above
—
T incarnalum
T subterraneum
T dubium — Good pasture plants
Vicia villosa — Alllegumes
—
Y angusiifolia
—
V sativa
Clitoris ternatea Legume fordry areas
Glycine javanica Legume for high rainfall, warm climate
Pennisetum clandestinum 12500 Verygoodforcovering steep unstable
(kikiyu grass) areas, forms a good cover but may run
wifd
6. ..—
IS 14986:2001
ANNEX B
(Clause4.3)
LIST 0FTRL4LS AND THEIR RESULTS
Application Material Site & User Date of Result
Area Supplied & Application
Quantity
1. Mine spot 6.5 x 4.5, — 500 g/m2, Sahashradhara, 1987 By 1990 erosion checked
stilbilisation 10000 m’ Uttar Pradesh, Supplied and water pollution
Central Soil & by Ludlow decreased
Water Conser-
vation Research &
Training Institute
2. Hill slope do Churrabhati & 1988 Treated areas observed
protection 5000 mz each Kalijhora, Supplied by double vegetation density
Darjeeling, Deptt. Ludlow over the untreated areas
of Forest, Govt after 6 months
of West Bengal
3. Sand dune 6.5 x 4.5 — 500 g/m’, Digha Sea Beach 1988 SOY.covered by
stabilization 5000 m’ Midnapore, Forest Supplied vegetation after
Deptt., Govt. of by Ludlow 6 months
w. B.
4. Control of 34 x 15 -– 400 g/m2, Arcuttipur, T. Ii. July 95 97% reduction in soil
top soil 5000 m’ Cachar, Assam, Supplied by loss
erosion and TRA Hastings
17 x 4.5 — 300 gimz, do do 9370 reduction in soil
5000 m’ 10ss
.5 do 34 x 15, — Rosekandy TC July 95 95% reduction in soil
425 glm’ Cachar, Assam, Supplied loss
TRA by Gloster
6. Erosion 6.S X 4.5 — Valuka, Maldah August 96 No damage by rains in
control in 425 glm’, 3000 m’ Irrigation Deptt. Supplied by 96 & 97
embankment Govt. of West Gloster
Bengal
7. .%nd dune 34 x 15 — 400 g/mz, Digha Sea Beach, Aug 97 Washed away by high tide
stabilisation 1000 m’ Midnapore, Forest Supplied by in Sept 97
Deptt., Govt. of Hastings
W. B.
X.Land slide 6.5 x 4.5 — 500 gfmz, Kaliasour, U. P. 1996 60% vegetation observed
repair 5000 m’ CRRI & PWD of Supplied by in 1997
U. P. Govt Gloster
9. Road side do Ponta Sahib 1997 Underobservation
slope Himachal Pradesh, Suppliedby
protection CRR1&P.W.D. Gloster
Govt. of H.P.
10. Affore- 34 x 15 — 25gjm’, Hijli & Porapara, Aug 97 Growth of the trees in
station 1000 mz each Midnapore Forest Supplied by the treated area
& erosion & 11 x 12.300 g/m2 Deptt. Govt. of Hastings significantly higher.
control — 1000m2 W. B. No sign of erosion
each
t1, Hill slope 6.5 x 4 — 500 glm’, Lamding, Assam Aug 97 Under investigation by
protection 4000 mz Chief Engineer, Supplied by users
N. F.RlyAssam Gloster
7—
IS 14986:2001
ANNEX C
(Foreword)
COMMITTEE COMPOSITION
Geosynthetics Sectional Committee, WRD 25
Orguniwrtion Representative (s)
lntliao Institute of Technology, New Delhi PttoFG. V. RAO(Chairman)
Associated lrrstruments Manufacturers (lndia) Pvt Ltd, SHRIA,C.BAVEJA
New Delhi
Aspinwal Geotech, Cochin SHRIE.B.UNNI
SHRtSHIYARANAXRISHNASW(AAlMterYnate)
Bombay Textile Research Association, Mumbai SHRIA.N.DESAI
SHRIV.K. PATIL(Alternate)
Calcutta Port Trust, Kolkata SHRIT.SANYAL
Central Water Commission, New Delhi DIRECTOR(EMBANKMENATNDDESIGN—N&W)
DIRECTOR(BC & N&W) (Alternate)
Coir Board, Cochin, Kerala SHtUCHRBTVFERNANDEZ
SHRtM. KUMARASWAMpYtLLAI(Alternate)
Central Board of Irrigation & Power,NewDelhi SHRIA. R.G.RAO
CE (AF) Shillong Zone, Shillong SHRIG.C.MISHRA
Central Building Research Institute (CSIR),Roorkee DRK.G. GARG
Central Soil & Materials Research Station, New Delhi DRK.VANKATACHALAM
SHRtS. K. BABBAR(Alternate)
Department of Road & Building, Govt of Andhra SHRtJASWmrrSINGH
Pradesh, Hyderabad
Gujarat Engineering Research institute, Vadodara SHRIV.S.BRAHMBHAIT
SHRIH. P.PANDYA(Alternate)
Global Environmental Geotechnology, New Delhi SHtUS.S.SARXAR
Howe (India) Private Ltd, New Delhi SHRIC.S.DEBXE
Indian Institute of Technology, New Delhi PRO~P.K. BANERSEE
DRK. K. GUPTA(Alternate)
Indian Jute Research Association, Kolkata DtR~R
Indian Institute of Science, Bangalore PROFA.SRIDHARAN
Maharashtra Engineering Research Institute, Nasik DRECTOR
Ministry of Surface Transport, New Delhi SHRIC.C.BHATCACHARYA
SHIUA. P.S. SETHI(Alternate)
Netlon India, Vadodara DRJIMMYTHOMAS
Part Blair; Andaman & Nicobar Island ExscumT ENGINEER
Public Works Department, Luckrmw DRG. P.~.CHAUHAN
Water & Power Consultancy Services (India) Ltd, New Delhi SHRSINDERMOHAN
Research Design & Standards Organization, Lucknow JorNTDIRECTORRESEARCH(GS)
Assrr RESEARCHENOINEERGEH (Alternate)
In Personal Capacity (RH-4, X-i Sectoc CB’D, Konkan PROFR. K. KATSI
LJhuvan, New Mumbui-400614)
In Personal Capacity (HUDA Residen?al Complex, SHRtK.R..WXENA
Hyderabad)
[n Personal Capacity (Rahim Mansion, Building No. 2, SHRIK.R.DATYE
1stFlooc 44 Shahed Bhagat Singh Road,
Mumbai 400039)
BIS Directorate General SHrrrS. S. SETHI,Director& Head (WRD)
[Representing Dkector General (Ex-ojficio Member)]
Member Secretary
SHRtR.S.JUNEIA
Joint Director (WRD), BIS
8Bureau of Indian Standards
.-
B[S is a statutory institution established under the Bureau of Indian Standards Act,. 1986 to promote
harmonious development of the activities of stardardization, marking and quality certification of goods and
attending to connected matters in the country.
Copyright
B1S 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 asthe need arises on the basis of comments. Standards are also reviewed
period ically; 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
S11OIUdascertain that they are in possession of the latest amendments or edition by referring to the latest issue
of’ B1S Handbook’ and’ Standards: Monthly Additions’.
This Indian Standard has been developed from Dot: No. WRD 25( 290).
Amendments Issued SincePublication
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)
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CALCUTTA 700054 { 3378626,3379120
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Printed atSimco Printing Press, Delhi
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4122.pdf
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7
IS t 4122 - 1967
ndian Standard
METHOD ,OP TEST FOR
SURFACE SOFTENING OF NATURAL
BUILDING STONES BY EXPOSURE TO
4 \ ACIDIC ATMOSPHERES
,:
( Second Reprint APRIL 1990 )
UDC 691.2:[551.3.053]
@ Copyright 1967
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
NEW DELHI I10002
Or2 July 1967Is:4122.1967
ndiun Standard
METHOD OF TEST FOR
SURFACE SOFTENING OF .NATURAL
‘BUILDING STONES BY EXPOSURE TO
ACIDIC ATMOSPHERES
Stones Sectional Committee, BDC 6
*-w
Chairman
SHRI 0. MUTEACIHEN Central Public Works Department
M#mbsrs
SH~I G. C. DAS National Test House, Calcutta
DEPIJTY- CtlIEp ENC+INEEE. Ministry of Railways
CENTRAL RAILWAY
DEPDTY CHIEiF ENQINEE~ Public Works Department, Government of Mysore
DAizzN&~ CONTROL Central Water & Power Commission
SHBI M. K. GTJPTA Himalayan Tiles and Marble Private Limited,
Bombay
SERI S. K. JOOLEKAR Central Public Walks Department
SHRI N. KABRA Makrana Marble & Stone Co. Makrana
SHRI V. S. KAMAT The Hindustan Cohstruction Co Ltd, Bombay
SHRI S. KRISHNA IYEB Builders’ Association of India, Bombay
&tar V. S. KRI~~HNASWAYY Geological Survey of India, Calcutta
SHRI B. D. MATEUR Public Works Department, Government of Rajasthan
SHRI V. R. BAATNA~AR ( Aksrnara )
SHRI T. R. MEHANDRU Institution of.E?gineers ( India ), Calcutta
SHRI G. S. MEHROTRA Ccnt;~rk~~ddmg Research Institute ( CSIR ),
SHRI D. L. M~TWANI ’ Ministry of Transport and Shipping ( Roads Wing )
SHRI PREP SWAHlJP Directorate of Geology and Mining, Government of
Uttar Pradesh
SERI A. K. AQARWAL ( Altcw~~~)
SERI RALBINDERS INQH National Buildings Organization, New Delhi
DR A. V. R. RAN ( Alh-nafa )
SRRI SATJIT Sl~aa Dholpur Stone Co, Baruli
SliRI M. L. SETHI Directorate of Mines and Geology, Government of
Rajasthan
SRRI Y. N. DAVE ( Ahrnatc )
SHRI J. S. %iAH Associated Stones Industries ( Kotah) Ltd,
Ramganjmandi ( Rajasthan )
( Continued on page 2 )
BUREAU OF INDIAN STANDARDS
.
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
NEW DELHI 110002(caJiffurd*pcyrl)
Manbus
SUPEHINTENDlWT Bisra Stone Lime Cu Ltd, Birmitrapur
SHBI D. C. Mrrrr~ ( Ahts& j
!idmmm~~~N~xrz~I M~INEER Public Work, Dephrtment, Government of Madras
( JhwrQNe )
S~RINTENDXNG ENGINEER Public Worka &partment, Government of Andhr8
(R&B Praderh
SHRI M. $ YOGI Engineer-in-Chief’s Brunch, Army Hud+~tar
Saw R. N~UUN. Director General, IS1 ( EM- Mnnbrr )
Director ( Civ Engg )
-v
.
&~RI K. M. MATRlJR
As&ant Director ( Civ hgg ), ISI
2Indian Standard
METHOD OF TEST FOR
SURFACE SOFTENING OF NATURAL
BUILDING STONES BY EXPOSURE TO
ACIDIC ATMOSPHERES
0. FCjkEWORD
0.1 Thii Indian Standard, was /adopted by the Indian Standards Insti-
tution on 16 May 1967, after’tlje draft finalized by the Stones Sectional
~onmi;tee had been approved by the Civil Engineering Division
.
0.2 Several types of natural building stones show rapid deterioration when
affected by atmospheric gases like carbon dioxide, sulphur dioxide and
sulphur trioxide, which form i sulphuric acid with the humid air that
occurs in industrial centres and sea coasts. For the selection of the proper
type ofrtone for use in such e posed areas, it is necessary to know the
resistance of stone against suT f-a ce softening by action of acids. This
standard lays down the method bft est for this purpose.
03 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
0.4 This standard is one of a series of Indian Standards on method of test
for natural building stones. Other standards published so far in the series
05 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
&, it shall be done in accordance with IS : 2-1960+.
1. SCOPE
1.1 This standard lays down the procedure for determining the extent of
surface softening taking place in natural building stones when exposed to
acidic atmospheres.
*Ruler for rounding off numerical valuea ( reuiscd) .
3.
2. SAMPLING
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 by the purchaser ‘or his authorized
representative from the quarried stone or taken from the natural rock, as
described in 2.2.1 and ‘P.2.2 and shall be of adequate size to permit
the preparation of the requisite number of test pieces,
2.2.1 In case of stone from ledges or quarries the ,ledge or quarry face
of the stone shall be inspected to determine any variation in the different
strata. Differences in colour, texture and structure shall be observed.
Separate samples of stone weighing at least 25 kg each ofunweathered
specimen shall be obtained from all strata that appear to vary iu colour,
texture and structure. Pieces that have been damaged by blasting;
driving wedges, heating, etc, shall not be included in the sample.
2.2.2 In case of field stone and boulder, a detailed inspection of the
deposits of field stone and boulders over the area where the supply is to be
obtained, shall be made; The different kinds of stone and their condition
in the various deposits shall be recorded. Separate samples shall be
selected for all classes of stone that would be considered for use in
construction as indicated by visual inspection.
2.3 When perceptible variations occur in the quality of rock, the purchaser
shall select as many samples as are necessary for determining the range in
properties.’
3. TEST SPECIMENS
3.1 Test pieces shall be either 10 x 10 x 20 cm prisms or lO-cm cubes. The,
faces shall be ground smooth and finished with abrasive of IS Grit No. 80
(See IS:715-1966* ), and brushed free of all loose flakes.
4. HAND SCRAPING TOOL
4.1 The scraping tool shall be made by grinding down the blade of a putty
knife to a length of 7.5 cm and width of 2 cm. The end of the blade
shall be ground to a plane surface perpendicular to the length of the tool
to form a sharp edge with either side of the blade. These sharp edges
shall be referred to as cutting edges, and the scraping shall be done with
these cutting edges.
&TE -The type of steel shall be of T-90 V23 conforming to IS : 1570-1961t.
.F”
*Specification for coated abrasives, glue bond ( reui;sed ).
tschedules for wrought steels for general engincermg purposes.
4IS : 4122 - 1967
:
i’ 5. TEiT PROCEDURE
5.1 Sample Preparation -_The specimens tested shall not be less than 3
in number. One of the faces of each sample shall be scraped. in the
original condition at the centre. The scraping shall be done in the manner
as explained in 5.1.1. The centre of the face may be located by drawing
the diagonals of the rectangle. The depth of scraping dI shall be found by
makitlg thickness measurements to the nearest 0.02 mm before and after
sciapmg and computing their difference. The sample shall be scraped at
room temperature ( 20” t0,30”C ).
5-1.1 Procedure for Scraping-Apply approximately 1 *Ii kg pressure
( ~6 Note below ) on the cutting edge holding the blade on the surface of
:he specimen at an angle of 30”. Make each stroke by moving the cutting
edge forward about 4 cm, and repeat the stroke with the same cutting edge
8 times, taking care that each stroke’ follows the same path. .Make
another 8 strokes with the other cutting edge in the same manner. Before
each specimen is scraped, sharpen the cutting edge.
Now . -The criteria for judging the pressure to be applied in the test, are the feel of
P’e%~rr. and rhe amount of bending of the blade. By grasping the handle of the tool
in the same way as in scraping the specimen and by pressing a cutting edge on the
weighing table of a small platform scale having its weighing beam set for a load of
1.5 kg, the feel of piessure and the bending of blade could be ascerlained.
5.2 After scraping the specimen as in 5.1, put that in a glass vessel and
completely cover with 1 percent (w/v) sulphuric acid solution ( see Note
below). Space the specimens in the container so that the acid has free
access to the faces that are to be scraped subsequently as in 5.3. Pour off
the acid solution each day and replace with fresh solution. At the end of
7 days remove the specimens, wash thoroughly with water and dry in an
oven for 24 hours at 105” f 2°C.
NOTE- A convenient means of determining the amount of aulphuric acid required
to make l-percent solution is obtained from the following formula:
096 .y
One percent (a01 w/v) sulphuric acid solution = - -
x+ 1006b
where
x = the weight of 96-percent sulphuric acid ( sp gr 1.84) to
be dissolved in 10 000 ml of water
Therefore, the value of x = 105.25 kg
105.25
The volume of 105.25 g pf such sulphuric acid is r = 57 ml.
,
The error due to assuming the density of water as 1 is not appreciable.
5.3 When i.he specimens have cooled to room temperature (20” to 30°C)
after drying, scrape in each specimen the face opposite to the one scrapedpreviously as in 5.1. The scraping shall be done in the same manner as
explained in 5.1.1. Find the depth. of scraping ( d, ) by measurement of
thicknesses before and after scraping and computing the difference.
6. EVALUATION
6.1 The depth of softening shall be computed for each specimen as
( da-d, ) ( see 5.1 and 5.3). The average depth of softening for all the
specimens tested shall be computed and reported. The result shall be
expressed to nearest O-02 mm.
6.2 The following additional information shall be reported:
a) Identification of the sample, including name and location of the
quarry,
b) Name or position of the ledge,
c) Date when sample was taken,
4 Trade name or grade of stone,
e) Size and shape of the specimen used in the test, and
f 1 A description of the manner in which the specimens were
prepared.
,
6 .i, BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksarfstha
( Common to all Offices )
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadut Shah Zafar Marg, I 331 01 31
NEW DELHI 110002 331 13 75
*Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, ’ 36 24 99
Maniktola. CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 21843
CHANDIGARH 160036 3 16 41
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
( 41 29 16
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001 I 2 63 49
SPeenya Industrial Area 1 st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot NO. 82183. Lewis Road, BHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-856C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
634 71
.Rl4 Yudhister. Marg, C Scheme, JAIPUR 302005
{ 6 98 32
21 68 76
1171418 B Sarvodaya Nagar, KANPUR 208005
f 21 a2 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
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 Appro.xh, P. 0. Prrncep 27 68 00
Street. Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 65 28
Bombav 400007
$Sdles Office in Bangalore is at Unity Building. Naraslmharaja Square, 22 36 71
Bangalore 56OO@2
|
4968_3.pdf
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IS : 4968 ( Part III ) - 1976
Indian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART III STATIC CONE PENETRATION TEST
First Revision )
(
Second Reprint NOVEMBER 1994
UDC 624.131.381
Q Copyright 1977
BUREAU OFINDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI I lOOU2
Gr4 May 1977IS : 4968 ( Part III ) - 1976
Indian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART III STATIC CONE PENETRATION TEST
First Revision )
(
Soil Engineering Sectional Committee, BDC 23
Represrnting
Cknt~~orkB,Ueilding Research Institute ( C:SI~< ;,
MEW&r5
ADIHTXONAL DXREC~OR REEEARCEI Railway Board ( Minisrry ofRailways :
( RDSO )
DEPUTY DIRECTOR RELIEARCII
( RDSO ) ( Alkmale )
$‘Hc!~ AI..tM SiNGH Univerni!y ofJodhpur, Jodhur
tiP<:OI,A T-TAR SlACIH Engineer-m-(lhief’s Brnnch, A-my IIr;lriqt~:>: ,erJ
MAJ 1~. R. SIJDWNVRA( Alferndc )
Dr. A. ~~ANEILIKE Cementation Co Ltd, Calcutta
S~rnr S. GUPTA ( Akrnafe )
Smr Ii;. N. DAnrxA In persorjlt capacity ( P-820, CP’, hl:~ A&fiorr,
Calculla 700053 1
SHM A. G. DASTIDAR In personal capachy ( 5, Htm~sff0rd Cour:, 12,‘1
Hungcrfoord Sfrcd, calcuifa 700017 )
SIWI R. L. DEWAN Lrrisation Research,Institute, Khagaul, Patna
*Drc C,. S. LIHILLoN Irrigation Department, Government of Punjab
Rxseanc~r OFWXR ( SOILS )
\ I I’RI ) ( Altermte )
Smr 11. Ii. DIVANJI Rodi;oFogx&ir Engineering Ltd; on? X!aznrar &
2
SIXRI A. N. JANOLF ( Altcmata )
DR SMASHI K. GULMATI Indian Institute of Technology, New Delhi
DR G. V. Rae ( Altrmafc )
SIKHI V. G. HIWDE National Buildings Organization, New Delhi
SIfkI S. H. &LCHbNVANr ( -4lfWtkZfe )
_-__-_
*Also represents Indian Geotechnical Society, New Delhi.
@ wy?ight 1977
BUREAU OF INDL4N STANDARDS
This publication is protected under the Indian Co/yQht Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of ;lre
publisher shall be deemed to be an infringement of copyright under the said Act.
1 .-IS : 4968 ( Part III ) - 1976
Representing
Public \vorks Departmmt, Government of Punjab
Roads \L’ing, Ministry of Shipping and Tr~Ilsp0l.t.
NW I)elhi
Public Works Department, Government of Uttar
Pradesh
SHILI D. C. CJIATURVEDI ( Alte-rnate )
SIIRI R. S. MELK~TE Central Water Commission, New ITklhi
S~tnr C. SUDI~INDI~A ( Alternate )
Srw T. K. NATAJUJAN (:mtral Road Research Institute ( CSIR ), New Delhi
~~PIWSI’:NTATIVE Hindustan ConZotrucxitid~ LIcI, Bombay
RESEAI~CII ~~‘FICRR Building Research Laborntory,
Chandigarh
DR K. R. SSI~XA Engineering Research Laborntwies, Hytlernb:id
S~~ILI~TARY Central Board of Irrigation & I’owcr, New Delhi
DEPUTY SK(!RETARY ( Alternate )
*DE SHAMSHIUC PXAKASII University of Roorkce, Roorkw
DR GOPAL RANJAN ( Alternate )
SHRI H. D. SHAaMA Irrigation Research Institute, Roorkce
STJPERINTENDINQ ENDISEER Public Works Department, Government of Tamil
Nadu
Exwxxrrvn I:NI:INEI:U ( Altematc )
SHRI B. T. UXJWALL.\ Concrete Association of India, Bombay
SHRI T. M. MltsoN ( Ahrnate )
SHRI H. C. \‘lBtMA All India Instruments Mnmlfacturers & Dcalcrs
Association, Bombay
SnnI V. K. VASI?l)!:v.4N ( Altrrnate)
SRRI D. AJITI~A SI~X~A, Director General, IS1 ( JLwJicio Member )
Director ( Civ Bngg )
Sentar_v
SHRI G. RAGMAN
Deputy Director ( Civ llngg ), IS1
Site Exploration and Investigation for Foundations
Subcommittee, BDC 23 : 2
Convener
SHRI R. S. MELKOTI Central Water Commission, New Delhi
Members
SRRI C. SUDHINDRA ( Alternate to
Shri R. S. Melkote )
Prtol ALAY SINulS University of Jodhpur, Jodhpur
LT-COL ALTAR Smaa Engineer-in-Chief’s Branch, Army Headquarters
MAJ R. R. S~~HINDBA ( ~~trrnatr )
( Continued on page 14 )
*Also represents Institution of Engineers ( India ), Delhi Centre.
2IS t 4968 ( Part III )- 1976
Indian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART III STATIC CONE PENETRATION TEST
( First Revision)
0. FOREWORD
0.1 This Indian Standard ( Part III ) ( First Revision ) was adopted by
the Indian Standards Institution on 22 December 1976, after the draft
finalized by the Soil Engineering Sectional Committee had been approved
by the Civil Engineering Division Council.
0.2 Among the field sounding tests the static cone test is a valuable
method of recording variation in the in situ penetration resistance of soils,
in cases where the in situ density is disturbed by boring operations, thus
making the standard penetration test unreliable especially under water.
The iesults of the test are also useful in determining the bearing capacity
of the soil at various depths below the ground level. In addition to
bearing capacity values it is also possible to determine by this test the
skin friction values used for the determination of the required lengths of
piles in a given situation. Thestatic cone teq is most successful in soft
or loose soils like silty sands, loose sands, layered deposits of sands,
silts and clays as well as in clayey deposits.
0.2.1 Experience indicates that a complete static cone penetration test
up to depths of 15 to 20 m can be completed in a day with manual
operations of the equipment, making it one of the inexpensive and .fast
methods of sounding available for investigation; in fact, in Europe it is
invariably used for exploratory stage of investigations when both time
and money are at a premium.. In areas where some information
regarding the foundation strata is already available, the use of test piles
and loading tests -thereof can be avoided by conduct_ing static cone
penetration tests.
0.3 This standard was first published in 1971. In this revision several
changes have been made taking into consideration the experience gained
in conducting the test and in the manufacture of the equipment. The
essential requirements of the friction jacket have been added; tolerances
have been indicated for the essential requirements; a rate of travel has
been specified for the engine driven equipment. Opportunity has also
been taken to give the requirements and example in SI units.
3IS : 4968 ( Part III ) - 1976
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 practice in the
field in this country.
0.5 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, if shall be done in accordance with IS : Z-1960*.
1. SCOPE
1.1 This standard ( Part III ) covers the procedure for the determination
of the cone resistance and friction resistance of soil at various depths
below ground surface by the static cone method.
1.1.1 This standard gives the procedure for the test only and certain
essential details of the equipment but does not include complete design
of the equipment.
2. EQUIPMENT
2.1 Steel Cone - The cone shall be of suitable steel with its tip hard-
ened. It shall have an apex angle of SO;”f 15 minutes and overall base
diameter of 35.7 ’_ o*. 1 mm giving a cross-sectional area of 10 cma
( see Fig. 1 ). The cone shall be so designed as to prevent the intrusion
ofsoil particles into the moving parts of the cone assembly.
All dimensions in millimetrcs.
Fro. 1 CONE ASSEMBLY ( WITHOUT FRICTIOJNA C~T )
*Rulesf or rounding off numerical values ( wised ).
4IS t 4968 ( Part III ) - 1976
2.3 Sounding Rod - Steel rod of 15 mm diameter which can be
extended with additional rods of 1 m each in length The sounding rod
should be such that the base of the cone mentioned in 2.1 could be
attached to it.
2.4 Mantle Tube - The mantle tube shall be of steel and is meant for
guiding the sounding rod which goes through the mantle tube. The
mantle tube should be in length of one metre with flush coupling. The
diameter of the mantle tube may be non-uniform or uniform (see Fig. 3).
In the manually operated equipment, for ease of operations, the non-
uniform mantle tube is generally used.
3620.2 ‘4
3A Non-Uniform Dia 36 Uniform Dia
Fro. 3 MANTLE TUBE
2.5 Driving Mechanism - The driving mechanism should have a
capacity of 2 to 3 tonnes for the manually operated equipment and
10 tonnes for the mechanically operated equipment. The driving
mechanism essentially consists of a rack and pinion arrangement operated
by a winch. The reaction for the thrust may be obtained by suitable devices
capable of taking loads greater than the capacity of the equipment.
2.5.1 The hand-operated winch may be provided with handles on
both sides of the driving frame to facilitate driving by four persons for
loads greater. than 2 000 kg. The winch should be equipped for two
speeds controlled by 2 gears. The gear should be capable of being operated
in slow and fast positions for penetration oi withdrawal of the cone-
friction jacket assembly.
6IS : 4969 ( Part III ) - 1976
2.5.2 For the engine driven equipment the rate of travel should be such
that the penetration obtained in the soil during the test is between 1 to
l-5 cm/s.
2.6 Measuring Equipment - The sounding apparatus should be
provided with hydraulically operated measuring device by which the
pressure developed is indicated on the gauges. The cross-sectional area
of the plunger of the measuring head may be either 10 ems ( same as
the cross-sectional area of the cone ) or 20 cma. Two pressure gauges
should be connected to thedriving head, one for high pressure and the
other for low pressure, as follows for the plunger area of 20 ems ( see
Note ):
a) For the 2 to 3 t equipment:
1) 0 to 1000 kN/m* (0 to 10 kgf/cm*) with 25 kN/mz
( 0.25 kgf/cm* ) markings
or
0 to 5040 kN/m? ( 0 to 50 kgf/cms ) with 50 kN/ms
( 0.50 kgf/cm* ) markings
and
2) 0 to 15000 kN/m’ ( 0 to 160 kgf/cm* ) with 150 kN/m*
( 1.5 kgf/m’ ) markings.
As an alternative, a proving ring may also be used to
record the penetration resistance of the cone fitted to a hand
operated machine.
b) For the 10 t equipment:
1) 0 to 10 000 kN/ms ( 0 to 100 kgf/cm* ) with 100 kN/ms
( 1 kgf/cms ) markings
and
2) 0 to 60 000 kN/m’ ( 0 to 600 kgf/cma ) with 500 kN/m*
( 5 kgftcms ) markings.
NOTE - If the plunger area is 10 cm’, the capacity of the gauges and
calculations should be adjusted appropriately.
2.6.1 In both the 2 to 3 t and 10 t equipment, the pressure gauges
shall be so cdnnected that the pressure gauge with the smaller capacity
can be cut off both manually and automatical!f when the applied pressure
exceeds its capacity.
7IS : 4968 ( Part IIL ) - 1976
2.7 Other Requirements of the Equipment - The equipment shall
be so desiered as to allow for pushing into the ground the cone alone,
and the friction jacket fitted immediately above the cone and the cone
together, alternatively, through depths of a minimum of 35 mm each,
each time. Provision shall also be made to enable the entire assembly to
be advanced together continuously if skin friction readings are not
required to be determined separately.
3. PROCEDURE
3.1 Basically the test procedure for determining the static cone and
frictional resistances conksts of pushing the cone alone through the soil
strata to be tested, then the cone and the friction jacket, and finally the
entire assembly in sequence and noting the respective resistance in the
first two cases. The cone is pushed through a distance in accordance
with the design of the equipment ( see 2.7 ) and the need for the sub-
strata and the cone resistance noted. Thereafter, the cone and the friction
jacket are pushed together for a distance depending upon the design of
the cone and friction jacket assembly and the combined value of cone
and friction resistance noted. This procedure is repeated at predetermined
intervals. The set up for the test is illustrated in Fig. 4.
3.2 The equipment shall be securely anchored to the ground at the test
pcint for obtaining the required reaction.
3.2.1 The rack of the driving mechanism shall be brought to the top
most position. The cone-friction jacket assembly shall be connected to
the first sounding rod and the mantle tube. This assembly shall be
positioned over the test point through the mantle tube guide a,nd held
vertically. The plunger of the driving mechanism shall be brought down
so as to rest against the protruding sounding rod.
3.2.2 For obtaining the cone resistance, the sounding rod only shall
be pushed. Switching the gear clutch to the slow position, the drive
handle shall be operated at a steady rate of 1 cm/s approximately ( see
Note ) so as to advance the cone only to a depth which is possible with
the cone assembly available ( see 2.7 ). During this pushing, the mean
va;ue of the resistance as indicated by the Bourdon gauges shall be noted
ignoring erratic changes.
bi0TE - In order to standardize the test procedure a rate of 1 cm/s has been speci-
fied. Tests conduct-d at slower rates ( &5 cm/s and l/3 cm/s ) have shown that in
the -se of both cohesive and non-cohesive soils the effect of the time-rate of pcnrtra-
tion on the cone resistance was not appreciable within the limits of these rates. Tests
conducted at faster rates ( 2 cm/s and 3 cm/s ) have shown the following c&cts:
a) For *:ohcsive soils with cone resistance of above I 000 k;W/ms ( 10 kgf/cm* )
the effects of these rates were not significant;
b) For cohesive soils with cone resistance of 400 kX/m* ( 4 kgf/cm* ) and lower,
the values decreased appreciably with increase in the rate of penetration;
and
c) For non-cohesive soils with cone resistance varying from 1500 to 8 000 kN/m*
( 15 to 80 kgf/cm* ), the cone resistance increased by about 20 percent.
8IS : 4968 ( Part III ) - 1976
t /-OWE CHAIN
PRESSURE GAUGE
SOUNDING ROD
HYDRAULIC JACK 1
MANTLE TUBE
SOIL SCREW
ANCHORS OF
FRICTION JACKET
!+-
CCNE ASSEMBLY
,. 4 TYPICAL SET UP FOR STATIC CONE PENETROMETER
( HAND OPERATED)
9IS r 4966 ( Part III ) - 1976
3.2.3 For finding the combined cone and friction resistance of the soil
the sounding rod shall be pushed to the extent the cone has been pushed
as in 3.2.2 at the rate of 1 cm/s ( see Note under 3.2.2 ) noting the mean
resistance on the gauges, iqnoring erratic changes. Tile sequence of
operations is illustrated in Fig. 5.
r
IL-
- SOUNDING ROD
BOTTOM OF MANTLE 1
g1 FRICTION JACKET
POSITION 1
r
POSITION 2 XCONE ASSEMBLY
POSITION 3 POSITION 4
(I = 35 mm, n4in
b - 35 mm, Min
PKL 5 FOUR POSIX-IONOSF THE SOUNDING AI'PARATUS WITH
FRICTION JACKET
10IS : 4968 ( Part III ) - 1976
3.3 The procedure givt:n in 3.2.2 and 3.2.3 should be repeated after
pushing the colnbined cone-friction jacket and mantle tube assembly to
the next depth at whic!l the cone and friction resistance values are
required. Extension sounding rods and mantle tubes should be added
:rfter;rvr:ry one metre of pushing as the test proceeds. Alternatively, the
resistances may be determined continuously, if so. desired.
3.4 i\fter reaching the rleepest point of investigation the entire assembly
shollld be extracted out of the snil by the spcria! oprrations provided for
in the equipnie’nt.
4. RECORDS AND CALCULATIONS
4.1 The results of the test shall be tabulated suitably. A recommended
pro forma for this purpose with an example is given in Appendix A. The
results should also be presented graphically in twn graphs, one showing
~ the cone resistance in kN/m2 ( kgf,‘cm? ) with depth in metres and the
other showing friction resistance in kN/m’ ( kgf/cm2 } with depth in
metres together with a bore hole log.
4.2 The cone resistance shall be corrected for the dead weight of the
cone and sounding rods in use. The combined cone and friction resistance
shall be corrected for the dead weight of the cone, friction jacket and
sounding rods. These values shali also be corrected for the ratio of ram
area to the base area of the cone as illustrated in the example in
Appendix A.
5. LIMITATIONS OF THE TEST
5.1 The test is unsuitable for gravelly soils 3nd for so;ls with standard
penetration value JV ( determined in accordance with IS : 2131-1963* ‘1
greater than 50. Also in dense sands the anchorage becomes too cumber-
some and expensive and for such cases dynamic cone penetration tests
[ see IS : 4968 ( Part I )-1976t and IS : 4968 ( Part II )- 1976S] may be
carried out. The test is also unsuitable for made-up or filled-up earth
since erroneous values may be obtained due to the presence of loose
stones, brick bats, etc. In such places either the made-up soil shall he
completely removed to expose the virgin soil iayer, or readings in the
filled-up depth shall be ignored.
_-__I__-
*Method for standard penetration test for sails.
TMethod for subsurface sounding for soils: Part I Dynamic method using !iO mm cone
without bcntonitc slurry (f;rsr reoision ).
*Method for subsurfacr sounding for soils: Part II Dynamic mdmd using cone and
benronitr slurry ( &C revision ).
IIIS : 4968 ( Part III ) - 1976
APPENDIX A
( Clauses 4.1 and 4.2 )
PRO FORMA FOR RECORD OF RESULTS OF STATIC
CONE PENETRATION TEST
Projects: Location of test point:
Site: Ground elevation:
Bore hole reference: Ground water level:
-
Static-cone resistance*
Correction: 1) Mass of cone, m = 1 1 kg*
l
2) Mass of each
sounding rod, ml = 1.5 kg*
3) Cone area at
base, b = 10 cm2
4) Plunger area
( see Note )
5) Correction = (m-j-nm, ) 10 kN/m*t
factor ( to be m -I- nml 1
added to the [ 10 kgf/cmz
gauge: reading )
where
n = the number of rods in use.
NOTE-If plunger area is 20 cm* and base area of cone is IO ems, the
gauge readings should be mul~iplirc! by the ratio of the plunger area to the arLa
of the base of the cone, that is 2.
Depth Below Gauge Reading kY /m2 Corrected Value of Cone
Ground Level ( kgf/cm* ) Penetration Resistance
kN/m” ( kgf/cm2 )
(T) (2) (3)
0.20 2 150 ( 22.00 ) 2 176 ( 22.26 )
0.40 900 ( 9.00 ) 926 ( 9.26 )
0’60 800 ( 8’00 ) 826 ( 8.26 )
0.80 1 000 ( IO.00 ) 1 026 ( 10.26 )
1’00 400 ( 4’00 ) 426 ( 4’26 )
l-20 500 ( 5.00 ) 541 ( 5.41 )
1’40 550 ( 5.50 ) 591 ( 5.91 )
1.60 800 ( 8.00) 841 ( 8.41 )
1.80 450 ( 4.50 ) 491 ( 4.91 )
*The figures given in the fire forma arc by way of example only.
tlkgf has been taken to be approximately equal to 10 Newtons. The exact value is
1 kgf= 9806 65 N.
I 121884968 ( Part III ) -1976
Friction resistance measured at particular depths with the help of
friction jacket attached to the static cpse*
Correction : I ) Mass of friction jacket = tn/ kg
2 ) Area of surface of friction
jacket, u = f dh ems
where
d = outer diameter of friction jacket, and
h = length of friction jacket.
3 ) Cone area at base, b = 10 cm0
4 ) Correction factor 100 mj 1
( to be added ) = - kN/m2 y kgf/cms
a
= 1 kN/ma ( 0’01 kgf/cm’ )
Dtpth tTotal Resis- Cone Resis- Total Fn’ction- Corrected
Below tancekN/ma lance ( Un- Resir al Resis- Frictional
Gr;;e;d ( kgf/cm2 ) CL;;:: ) tance tance, 2 Resktance
Minus Cone in kN/m* kN/m”
( kgf/cms ) Resistance ( kf/cm* > ( k&ma )
kN/ma lx---y)b
PC 5+=/
(W/cm*) u a
m Y X-Y
(1) (i) (3) (4) (5) (6)
2.10 1250 (13-O) 900 (9.0) 350(40) 24.5 (0’28) 25.5 (029)
2.20 1300 ( 13’5) 900 (9.0) 400(4’5) 28.0 (032) 29.0 (0’33)
2.30 1350 (14’0) 1000 (10.0) 350 (4’0) 24’5 (0.28) 25.5 (0.29)
2.40 1350 (14-O) 1000 (100) 350 (+O) 245 (028) 25’5 (0.29)
2.50 1400 (14 5) 1000 (10’5) 400 (4’0) 28’0 (028) 290 (0.29)
2.60 850 (8’5) 550 (5’5) 300 (3.0) 21.0 (021) 220 (0’22)
2’70 900 (9’0) 450 (4.5) 450 (45) 31.5 (0’32) 32’5 (0’33)
2.80 800 (8’0) 400 (4.0) 400(4.0) 28 0 (0.28) 29’0 (0’29)
2.90 800 (8.0) 450 (4.5) SSO(3.5) 24.5 (0’25) 25.5 (0.26)
*The figuresg iven in the proforma are by way of example only.
*Total resistance means resistance shown by the gauge due to penetration of cone ad
f&ion jacket.
13ISr496a(PartIxI ) - 1976
DR A. BWERJEE Cementation Co Ltd, Bombay
DE A. K. t%tA’I’rEEJEE Publ;md~rks Department, Government of Uttar
SHRI R. C. DE~AI Rod& Fo _u nda.t ion Engineering Ltd; and Haaarat &
DEPUTY DIRECTOR RESEAHCH Rails; g%.a?r Ministry of Railwavs, I
( yH4~0 1 e
D~BE~TOE
RE~EARCE (Soms)
( RDSO ) ( Alternate )
DIRECTOR Maharashtra Engineering Research Institute, Nasik
R~a~.#ca O~EICEE ( Alternate )
DIRECIQR GENERISL Geological Survey of India
SEBX S. K. SHOEE ( Altmrats)
SHRI P. N. MEETA ( Alternate )
BXEt2TJTnE ENO~EEEE (SOIL Public Works Department, Government of Tamil
M~JEANIC~D I~-~ION ) Nadu
SEEI T. K. NATARAJAXU Central Road Research Institute ( CSIR ), New Delhi
SEBIH.R. PfZAMAXIK River Research Institute, West Bengal
Sstnr H. L. SAHA ( Al&mob)
REEEEEEXXATIVE Hindustan Construction Co Ltd, Bombay
SEEI N. SEE Roa~~W~inhiMinistry of Shipping & Transport,
Srtnx P. K. TEOYAS ( Al&ma& )
SUI~X~~~ SUE~EXOB OE Central Public Works.Department, New Delhi
SEEI D. SE- Central Building Research Institute ( CSIR ),
Roorkee
Ssrar V. S. AQ~A~WAL ( Aftematc )
SEEI H. C. VEEXA Associated Instruments Manufacturers India Pvt Ltd,
NFW Delhi
PSOP T. S. NACJAIUJ( Altrmote )
14BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 331 01 31, 331 13 75 Telegrams: Manaksanstha
( Common to all Offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, 331 01 31
NEW DELHI 110002 331 1375
i
*Eastern : 1 /14 C. I. 7. 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
1 41 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East J, 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur. 2 63 48
AHMADABAD 380001
I 2 63 49
+,Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
Ganootri Complex, 5th Floor, Ehadbhada Road, T. T. Nagar, 667 16
@HOPAL 462003
Plot No. 82183, Lewis Road, BHUBANESHWAR 751002 5 36 27
53/5, Ward No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
R14 Yudhister Marg. C Scheme, JAIPUR 302005
‘2; 1; ;;
117/418 B Sarvodaya Nagar, KANPUR 208005
1 21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 44/1421. 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, 251 71
Shankar Nagar Square, NAGPUR 440010
Institution of,Engineers ( India ) Building,.l332 Shivaji Nag&, 5 24 35
PUNE 411005
*Sales Office in Calcutta ia at 6 Chowringhre 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
tSales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India.
Cd
|
14318.pdf
|
IS 14318 : 1996
Edition1.2
(2001-04)
Indian Standard
LIQUID FOUNDATION MAKE-UP —
SPECIFICATION
(Incorporating Amendment Nos. 1 & 2)
ICS 71.100.70
© 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 2Cosmetics Sectional Committee, PCD 19
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by
the Cosmetics Sectional Committee had been approved by the Petroleum, Coal and Related
Products Division Council.
Cosmetics preparations are employed for different kind of functions. Covering up skin blemishes
and imperfections and giving uniform colouration and improve the attractiveness is one of the
major requirements. Such products which decorate the skin are called make-up preparations. The
pigments which have property of covering up are usually powders and these pigments do not
adhere very well. The adhesion of powder is considerably improved by treating the skin with a
preparation on which the powder will remain much longer. Such preparations are called
foundation creams. These creams are similar to vanishing cream, day creams, etc. A foundation
make-up is a preparation which contains both powder and foundation.
It is necessary that all ingredients used are such that in the concentration in which they would be
present in the foundation cream, are free from any harmful effects. For determining the
dermatological safety of a new formulation, or of a new raw material in an old formulation,
reference may be made to IS 4011 : 1982 for prophetic testing. It shall be the responsibility of the
manufacturer to satisfy itself of the dermatological and microbiological safety of its formulation
according to IS 4011 : 1982 and the test method given in Annex D of this standard respectively
before releasing the product for sale.
This edition 1.2 incorporates Amendment No. 1 (January 1999) and Amendment No. 2
(April2001). Side bar indicates modification of the text as the result of incorporation of the
amendments.
For the purpose of deciding whether a particular requirement of this 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 14318 : 1996
Indian Standard
LIQUID FOUNDATION MAKE-UP —
SPECIFICATION
1 SCOPE subject to the provisions of Schedule Q of Drug
and Cosmetic Act.
This standard prescribes the requirements and
methods of sampling and test for liquid 3.4 Other Ingredients
foundation make-up.
Ingredients other than colours and pigments
2 NORMATIVE REFERENCES shall comply to the provisions of IS 4707
(Part2) : 1993.
The following Indian Standards are necessary
adjuncts to this standard. The standards 3.5Liquid foundation make-up shall also
contain provisions which through reference in comply with requirement given in Table 1.
this text constitute provisions of this standard. Table 1 Requirement for Liquid
At the time of publication, the editions Foundation Make-up
indicated were valid. All standards are subject
to revision, and parties to agreements based on Sl Characteristics Requirement Method of Test
No. Ref to Annex of
this standard are encouraged to investigate the
this standard
possibility of applying the most recent revisions
(1) (2) (3) (4)
of the standards indicated below:
i) pH 5.0 to 9.0 A
IS No. Title
ii) Stability at 40°C Shall pass the B
1070 : 1992 Reagent grade water— test
Specification (third revision)
iii) Suspended solids, 5 C
3958 : 1984 Methods of sampling cosemetics percent by mass,
Min
(first revision)
iv) Microbiological Not more than D
4011: 1982 Methods for dermatological examination 1000 org/gm
testing for cosmetics (first
revision) 4 PACKING AND MARKING
4707 Classification of cosmetic raw 4.1 Packing
(Part 1) : 1988 materials and adjuncts: Part 1 Each liquid foundation make-up shall be
Dyes, colours and pigments packed in glass or plastic or any other suitable
(first revision) container.
4707 Classification of cosmetic raw 4.2 Marking
(Part 2) : 1993 materials and adjuncts: Part 2
Each container shall bear a label with following
List of raw materials generally
marking:
not recognized as safe for use in
cosmetics a)Name of the material;
b)Manufacturer’s name and recognized
3 REQUIREMENTS trade-mark, if any;
3.1 Description c)Shade number and shade name, if
required;
The liquid foundation make up should be
smooth liquid which spreads well on the skin d)Batch number and month and year of
giving uniform layer of colour pigments. manufacture;
3.2 Ingredients e)Best use before......(Month and year to be
declared by the manufacturer).
Unless specified otherwise, all raw materials
used in the manufacture of liquid foundation NOTE—This is exempted in case of pack sizes of
10g/25 ml or less and if the shelf life of the product is
make up shall conform to the relevant Indian
more than 24 months.
standard where such standards exist.
f)List of key ingredients; and
3.3 Colour Pigments
NOTE—this is exempted in case of pack sizes of
The pigments used in the manufacture of liquid 30g/60 ml or less.
foundation make-up are inorganic pigments g)Any other particulars required by
and shall comply with IS 4707 (Part 1) : 1988 statutory authority.
1IS 14318 : 1996
4.3 BIS Certification Marking 5.3The material shall be taken to have
conformed to this standard if the composite
The containers may also be marked with the
sample passes all the tests.
Standard Mark.
4.3.1The use of the Standard Mark is governed 6 TEST METHODS
by the provisions of Bureau of Indian Standards
Tests for the requirements listed under 3 shall
Act, 1986 and the Rules and Regulations made
be carried out according to the methods
thereunder. The details of conditions under
which the license for the use of Standard Mark prescribed in Annex A to Annex D as
may be granted to manufacturers or producers mentioned under col 4 of Table 1.
may be obtained from the Bureau of Indian
7 QUALITY OF REAGENTS
Standards.
Unless specified otherwise pure chemicals and
5 SAMPLING
distilled water (see IS 1070 : 1992) shall be
5.1Representative samples of the material employed in tests.
shall be drawn as prescribed in IS 3958 : 1984.
NOTE—‘Pure chemicals’ shall mean chemicals that do
5.2Test for all characteristics shall be carried
not contain impurities which affect the results of
out on the composite sample. analysis.
ANNEX A
[Table 1, Sl No. (i)]
DETERMINATION OF pH
A-1 PROCEDURE buffer solution. The test sample is then poured
into a glass beaker and pH is determined
A standard single or double electrode pH meter
directly without dilution.
may be used. Instrument shall be initially
calibrated at pH 7 and 0.2 with appropriate
ANNEX B
[Table 1, Sl No. (ii)]
DETERMINATION OF THERMAL STABILITY
B-1 APPARATUS Take a glass bottle and fill three fourth of its
capacity with the product and close it with plug
B-1.1Incubator maintained at 40 ± 1°C.
and cap tightly. Keep the bottle in 40 ± 1°C oven
for 48 hours. Periodically examine the contents.
B-1.225 ml cylindrical glass bottles with
The emulsion should not split leaving separate
proper plug and cap.
layers. Neither the suspended pigments should
B-2 PROCEDURE settle.
ANNEX C
[Table 1, Sl No. (iii)]
DETERMINATION OF SUSPENDED SOLIDS
C-1 APPARATUS ml isopropanol. Mix well with glass rod. Keep it
on water bath maintained at 100°C for 10
C-1.1Glass beakers, conical flask.
minutes. Stir it intermittently.
C-1.2G4 sintered glass gooch crucible with
vacuum arrangement.
Add 25 ml isopropanol. Filter it through
C-1.3Water bath capable of maintaining 100°C. weighed gooch crucible. Rinse the beaker with
C-1.4Oven capable of maintaining 105°C. three portions of 10 ml each of isopropanol and
transfer it to gooch crucible. Finally add 10 ml
C-2 REAGENTS of acetone in the gooch crucible which has been
C-2.1Isopropanol—reagent grade. fitted to vacuum pump.
C-3 PROCEDURE
Dry the residue in the gooch crucible at 105°C
Weigh 1 to 5 g of product accurately on oven for one hour. Weigh the contents and
analytical balance in an glass beaker. Add 25 calculate the suspended solids percentage.
2IS 14318 : 1996
ANNEX D
[Table 1, Sl No. (iv)]
MICROBIOLOGICAL EXAMINATION
D-0 OUTLINE OF THE METHOD 121°C and 1.05 kgf/cm2 pressure for 20
minutes. After that, store the tubes in a
D-0.0The test consists of plating a known mass
refrigerator and use them within 3 weeks.
of the sample on two selected culture media
specifically suitable for the growth of bacteria Alternately, commercially available dehydrated
and fungi and incubating them for a specified Nutrient Agar may be used. Soyabean Casein
period to permit the development of visual Digest Agar, or Trypticase Soy Agar (TSA) may
colonies for counting. also be used instead of Nutrient Agar.
D-1 APPARATUS D-2.2 Sabouraud Agar Medium
D-1.1Tubes—of resistant glass, provided Dissolve 10 g peptone and 40 g glucose in
with closely fitting metal caps. 1000ml distilled water contained in a 2-litre
conical flask by heating in water bath. Add 25 g
D-1.2Autoclaves—of suitable size.
of powdered agar and continue boiling until the
They shall keep uniform temperature within agar is completely dissolved. pH need not be
the chamber up to and including the sterilizing adjusted (it automatically comes to 5.4). Filter
temperature of 121°C. They shall be equipped while hot through lint cloth placed in a funnel
with an accurate thermometer, located so as to and dispense into tubes in 20-ml quantities.
register the minimum temperature within the Filter only if necessary. Close the tubes with
sterilizing chamber, a pressure gauge and metal caps or cotton plugs and sterilize in an
properly adjusted safety valves. autoclave at 121°C and 1.05 kgf/cm2 pressure
for 15 minutes. After autoclaving, store the
D-1.3Incubators—Capable of being
tubes in a refrigerator and use them within 3
maintained at 25-38°C.
weeks.
D-1.4WaterBath—Capable of being
Alternately, commercially available dehydrated
maintained at 48±2°C.
Sabouraud Agar may be used. Potato Dextrose
D-1.5Petri Dishes—of 100 mm diameter
(PDA) may also be used instead of Sabouraud
and 15 mm depth. The bottom of the dishes
Agar.
shall be free from bubbles and scratches and
shall be flat so that the medium is of uniform D-3 STERILIZATION OF APPARATUS
thickness throughout the plate.
D-3.1 Tubes
D-1.6 Colony Counter
These shall be sterilized in the autoclave at
An approved counting aid, such as Quebec 121°C and 1.05 kgf/cm2 pressure for 20 minutes
colony counter. If such a counter is not or individually wrapped in kraft paper and
available, counting may be done with a lens sterilized in a hot air oven at 160°C for one hour.
giving a magnification of 1.5 diopter. In order to
D-3.2 Petri Dishes
ensure uniformity of conditions during
These shall be packed in drums and sterilized
counting illumination equivalent to that
in the autoclave at 121°C and 1.05 kgf/cm2
provided by the Quebec colony counter shall be
pressure for 20 minutes or individually
employed.
wrapped in kraft paper and sterilized in a hot
D-2 MEDIA air oven at 160°C for one hour.
D-2.1 Nutrient Agar Medium D-3.3 Pipettes
Dissolve 5 g of yeast extract (or meat extract), These shall be placed in pipettes cone (of
5g of sodium chloride and 10 g of peptone in copper, stainless steel, or aluminum) after
1000 ml of distilled water contained in a 2-litre plugging the broader end with cotton and
beaker by heating on water bath. Add 25 g of sterilized in a autoclave at 121°C and 1.05
powdered agar and continue boiling till the kgf/cm2 pressure for 20 minutes or in a hot air
agar is completely dissolved. Adjust the pH to oven at 160°C for one hour.
7.4 with sodium hydroxide solution using pH
D-4 PROCEDURE
meter or comparator. Filter while hot through
lint cloth placed in funnel and dispense into D-4.1Melt sufficient number of nutrient agar
tubes in 20 ml quantities. Filter only if tubes and Subouraud Agar tubes in a water
necessary. Close the tubes with metal caps or bath and transfer while hot into a constant
cotton plugs and sterilize in an autoclave at temperature water bath maintained at 48±2°C.
3IS 14318 : 1996
D-4.2Collect 3 or 5 different samples from a sabouraud agar (or PDA) plates should be
batch. Make a composite sample by pooling incubated at 28-30°C for 3-5 days.
these samples. Take 1.0 g of the composite
sample and add 9 ml of dilutant. Make a D-5 TEST RESULT
further ten-fold dilution, if necessary. Add 1 ml
of each dilution to duplicant petri-dishes. Add Determine the average number of colonies per
approximately 15 ml of nutrient agar or TSA to gram of the sample on nutrient agar tubes, as
the petri-dishes and mix. Allow the agar to well as, the average number of colonies per
solidify. Repeat the above procedure for gram of sample on Sabouraud Agar tubes. The
Sabouraud Agar or PDA for fungal counts. mean of the two average number shall be taken
Nutrient agar (or TSA) plates should be as the number of micro-organisms per gram of
incubated at 28-30°C for 48 h and the the samples.
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. PCD 19 (1142)
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 January 1999
Amd. No. 2 April 2001
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.
|
13218_2.pdf
|
IS 13218 (Part 2 ) : 1991
Indian Standard
PROFOR.MAFORREPORTINGPROGRESS
DURINGCONSTRUCTIONFOR
RIVERVALLEYPROJECTS
PART 2 ~HYDEL WORKS
UDC 651.72: 627.81
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHA~DUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1991 Price Group 7River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee, RVD 6
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards after the draft finalized by the
River Valley Planning, Project Reports, Progress and Completion Reports Sectional Committee had been
approved by the River Valley Division Council.
Prol’ormae for reporting progress during construction for river valley projects are being submitted to the
concerned authorities in different patterns and formats. The necessity for some kind of uniformity in
presentation has been felt since long. This standard has been proposed toserve as a guide to achieve this
object.
This standard is being issued in three parts. Part 2 gives proforma for reporting progress during construc-
tion related to hydel works.
Part 1 of the series give guidance for presentation of proforma for ~reporting progress of construction of
irrigation works and Part 3 covers proforma dealing with programme/progress of flood control and~anti-
sea erosion works.
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 ( reaised )‘, 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 13248 ( Part 2 ) I 1991
Indian Standard
PROFORMA FORREPORTINGPROGRESS
DURINGCONSTRUCTIONFOR
RIVERVALLEYPROJBCTS
PART 2 HYDEL WORKS
1 SCOPE 2.3 Proforma C is for reporting progress in
respect of finalizing specifications, issuing NIT,
This standard ( Part 2 ) provides guidance finalizing contract and criticality and slippage.
regarding presentation of proforma for reporting
progress during construction related to hydel 2.4 Proforma D is for reporting position of cons-
works. truction of civil works.
2 PROFORMA
2.5 Proforma E is for reporting position of insta-
2.1 Proforma A gives highlight of critical activity
llation of electrical/mechanical works.
and expected silppage.
2.2 Proforma B is for reporting infrastructure 2.6 Proforma F is for reporting financial planning
development. and cost control.
PROFORMA A
( czause 2-l )
Project State Quarter Year
Progress Highlights
I CLEARANCE FROM
i) Central Water Commission;
ii) Central Electricity Authority;
iii) Forest Department;
iv) Department Df Environment; and
v) Planning Commission.
II OVERALL PROGRESS
Units Original Completion Schedule Anticipated Slippages
----------- h_-_________~ from Schedule
As Revised on ( dates ) As Now Expected ( in months )
(1) (2) (3) (4) (5)
III CRITICAL SLIPPAGES
Critical Activity Expected Slippage Cause of Slippage and Assistance
Serial No, ( in months )
-PROFORMA B
the
( 2.2 )
Progress Repol’t of Hydro-Electric Projects
B. INFRASTRUCTURE DEVELOPMENT
Project State Quarter Year
Approved by Planning Commission on Date Adm. Approved Expenditure Sanction Date Appointment of Consultant Data
I PROJECT MANPOWER STATUS ( In numbers )
Details Departmental Staff-Managerial and Supervisory Conthwtors Stiff Workers Total
c-- __h-~---_-_--_--~ c-----.------__- ~-,--_-___-----7
Chief Superintending Executive Assistant Skilled Semiskilled Unskilled
Engineer Engineer Engineer Engineer
--
(1) (2) (3) (4) (5) (6) ’ (7) (8) (9) (16) (11) (12)
Pre-constru- Civil and 1. Needed
ction and mecha-
construction nical 2. Sanc-
h) State works tion
3. Filled
Elrctri- 4. Needed
cal 5. Saac-
works tioned
6. Filled
Civil and 7. No. of
mecha- persons
nical needed
Operations works 8. Schedule
Stage* dates of
appoint-
ment
9. No. filled
to-date
Electr- 10.
ical 11.
works 12.
*Information on this should start flowing atleast 24 months before the scheduled completion date.B. INFRASTRUCTURE DEVELOPMENT-&&
Project State Quarter Year
Milestones Unit Quantity Curr ent Year Dates Commencement Cdmpletion Criticality and
r-_--h-~--~ r-----_h- _______~ ~-__-_-h_---~~_-_--h-_--~ s&-vpaw
Total Completed Sch. for the Scheduled Completed Scheduled Actual Scheduled Actual
to Date Year Date to Date
(1) (2) (3) (4) (5) (6) (7) (8) (9) (16) (11) (12)
II INFRASTRUCTURE FACILITIES
13. Land acquisition for
a) Roads Hectares
b) Colonies offices,
>I
workshops etc.
c) Works
,,
14. Access roads to site
a) Link roads and km
strengthening of
existing roads
b) Site roads
c) Bridges and culverts $0.
w 15. Construction of camps
and colonies
a) Temporary No.
b) Permanent No.
16. Railway siding and Date
handling and storage
facilities
17. Site workshop facilities >,
18. Construction power
29
19. Site storage facilities _
for material and equip- 9,
ment
20. Site storage facilities
2,
for POI/diesel
21. Communication like ,,
telephone/wireless
22. Special handling and
9,
haulage facilities
23. Transport facilities ,,
24. Medical facilities ,,
25. Water supply
- 3,PROFORMA C
( Clause 2.3 )
Progress Report of Hydro-Electric Projedts
C. PROJECT ENGINEERING
Project State Quarter Year
Milestones Finalizing Specification IssuFafeSch. NIT Finalizing Contract Stipulated Sch. date for Criticality
Sch. date Actual Date Actual bate Sch. Date Actual Date r-------_h_----_-7 Slippage
Start of Work CzyGl;;
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
1. River diversion works
2. Dam/barrage/weir
3. Spillway and protection
works
4. Hydra-mechanical gates
5. Water conductor system
& 6. Surge tankslforebayl
Storage
7. Penstock fabrication
8. Penstock erection
9. Power house building
10. R 0 T crane
11. Draft tube gates and
hoists
12. Generating equipment
13. Power house anciliaries
14. Erection of generating
equipment
15. Switchyard layout
16. Switchyard equipment
17. Construction equipment
a) Pre-construction stage
b) Construction stage
j8. Communications
19.
20.
21.
22.D. CIVIL CONSTRUCTION WORKSA%&
Project State Quarter Year
Milestones Unit Total C;;dpi:,“- Quantity Last Current Year Progress Cominencement Completion If Critical
Balance Month Current Month Cumulativd Dates Dates please tick
date r------- h------~ r-----*_-___7 r--*---~ (4)
Sche- Actual Sche- Actual Next Sche- Actual Sche- Actual
duled duled Month duled duled
(1) (2) (3) (4) (5) (6) (7) (8) (9) (18) (11) (12) (13) (14) (15) (16)
-
16. Concreting Cum
17. Hydro mechanical
equipment
a) Design finalization Date/%
b) Fabrication and Tonne
supply
C) Installation No.%
V. INTAKE STRUCTURES
18. Excavation Cum
19. Foundation treatment Cum
QI
20. Condreting Cum
21. Hydro mechanical gates
a) Design Finalisation date/%
b) Fabrication and Tonne
supply
c) Installation No./%
VI. DESILTING TANK
22. Excavation Cum
23. Foundation treatment Cum
24. Concreting Cum
25. Installation of flushing m
pipes/conduits and con-
trol valves/gates
VII. WATER CONDUCTOR
SYSTEM TUNNEL
26. Excavation Cum/m
27. Overt concreting Cum/&
28. Invert concreting Cum/m
29. Grouting m
30. Cleaning and plugging DatetiII1. OPEN CHANNEL
3 1. Excavation Cum/m
32. Fill placement Cum/m
33. Concrete lining Cum/m
34. Gross drainage works Cum
IX. CONTROL WORKS
35. Concreting Cum
36. Grouting No. of holes
37. Hydra mechanical gates
a) Design finalisation date/%
b) Fabrication and Tonne
supply
c) Jnstallation Tonne y.
X. SURGE TANK/FOREBAY/
STORAGE TANK
38. Excavation Cum
39. Foundation treatment Cum
40. Concreting Cum
41. Grouting No. of holes
21
42. Hydro mechanical Tonne/%
equipment
XI. PENSTOCKS ( UNIT-WISE )
43. Design finalisation Date/%
44. Pabricatiod and supply No.
45. Erection and testing No.
46. Concreting and Grou- m
ting
47. Plugging and painting m
XII. POWBR HOUSE
BUILDING
48. Excavation Cum
49. Preparation of founda- Cum
tion
50. Concreting substructures Cum
51. Super Structure concre-
ting ( Unit wise )
a) Crane columns Cum
b) Crane Girders Cum
c) Roof, beams/trusses CumD. CIVIL CONSTRUCTION WORKS ( Concluded)
Project State Quarter Year
Milestones Unit Total Coinple Quantity Last Current Year’s Pro$ress Commencement Completion If Critical
ted to Balance Month Current Month Cumulative Date Date Please Tick
date yh7 r__h-.7 r__-h_---‘7 (Y)
Sche- Actual Sche- Actuale Next Sche- Actual Sche- Actual
duled duled Month duled duled
(1) (2) (3) (4) (5) (6) (8) (9) (10) (11) (12) (13) (14) (15) (16)
d) Roofing Sq.m
e) Partition walls Cum
f) Flooring Cum
52. Second stage concreting
( Unit wise )
a) Scroll casing Cum
b) Turbine pit Cum
c) Generator barrel Cum
XIII. TAIL RACE/BY PASS
53. Design finalization Date/%
00’
~$4.F abrication and supply Tonne
55. Erection and testing Tonne/%
56. Concreting and grouting Cum/No.
XIV. ;AHI;?..Ey TUNNEL/
57. Excavation Cum
58. Lining Cum
XV. CABLE TUNNEL
AND TRENCHES
59. Excavation Cum
60. Concreting Cum
XVI. SWITCHYARD
61. Excavation Cum
62. Preparation of founda- Cum
tion
63. Laying of groundmat Tonnage
64. Preparation of trans- Gum
former deckPROFORMA E
( Clause 2.5 )
Monthly Progress Report of Hydro-Electric Projects
E. ELECTRICAL WORKS
Project State Quarter Year
If Critical
Milestones Procurement Erection Please tick (2/)
r -- -7 -- - L ------?
NIT Isuse of AT Percent Delivery % Commencement Completion
Issue ( date ) Approval r--_----_-~ Receipt of C-----*----T r------*----7
( date ) of Manu- Schedule Percent Foundation Schedule Actual date Schedule As now
facturing date of completed Drawing date date expected
Drawing completion
(1) (2) (3) (4) (5) (6) (7) (8) (9) (16) (11) (12)
I. EOT CRANE
1. Erection of crane beams
W 2. Installation of runway
3. Completion of upstream
and downstream walls
4. Erection of crane and
commissioning
II. ‘IURBINE
5. Placement of draft tube
liner
6. Second stage concreting
around draft tube
7. Welding and assembly of
stroll casing radiography
of joints and hydraulic
testing
8. Alignment of spiral
casing
9. Concreting of spiral
casing up to pit liner
10. Placement of pit liner
and alignment
11. Concreting up to gene-
rator foundationE. ELECTRlCAL WORKS ( Continued)
Project State Quarter Year
__I_
If Critical
Milestone Procurement Erection Please tick (4)
I7 ~_-h___~_--_? ---_-- ‘-__--_-N-7
NIT Issue of AT Percent Delivery % Commencement Completion
Approval r----~---~ R&eipt of r----~_----, r----h----~
Issue ( date)
( date ) of Manu- Schedule Percent Foundation Scjzttrle Actual date Sc~h$;le As now
facturing date of completed Drawing expected
Drawing completion
(1) (2) (3) (4) (5) (6) (7) (6) (9) (16) (11) (12)
12. Installation and align-
ment of pressure relief
valves, if any
13. Assembly of runner and
shaft -
14. Erection and alignment
of runner and shaft
15. Alignment of guide appa-
0’ ratus, guide bearing and
installation of working
mechanism, governor etc.
16. Installation of pressureoil
system for governor etc.
17. Insta .l l .a .t ion. of turbine
auxiliaries, cooling water
connections, grease lubri-
cation system, drainage
equipment etc.
18. Complete assembly of
turbine
III. GENERATOR
-19. Assembly and installation
of generator lower bracket
including thrust bearing
20. Assembly of stator sections
on foundations and its
alignment and levelling
21. Laying of stator bars with
connections
22. Assembly of rotor in ser-
vice bay and lowering of
generator23. Alignment of rotor, CO@-
ling of turbine generator
shaft and alignment of
combined assembly
24. Assembly of upper brackets
( with guide, if any )
25. Assembly. installation of
main/pilot excitors and
PMC
26. Installation of auxiliaries,
air coolers, braking sys-
tem, cooling water pipe
lines, panels, cabling etc.
27. Installation, cabling of
UCB’s and excitation
cubicles, AVR’s
26. H. V. tests of
a) Stator
b) Rotor
29. Completion of unit insta-
llation pre-commissioning
test and mechanical run
IV. UNIT STEP UP
:
TRANSFORMER
30. Transformer deck
31. Assembly, installation,
dry out, first filling of oil,
testing and commissioning
V. POWER HOUSE
AUXILIARIES
32. Bus ducts and terminal
cubicles
33. Control, relaying and pro-
tection equipment and
panels
34. L. T. supply including
415 V switchgear, unit
auxiliary transformer,
station service transfor-
mer, etc.
35. H. V. supply system
complete
36. Power and control cables
completeE. ELECTRICAL WORKS i Concluded )
Project State Quarter Year
Milestones Procurement Erection If Critical
~_~____~~~~-_~A~-_--~~----~-~~---- __2_----_-h--_ ------L---Y Please Tick (1/)
NIT Issue of AT Percent Delivery Receipt of Commencement Completion
Issue ( date ) Approval C-___h _---7 Foundation r-__--h---_-~ r--_--_-h------y
( date ) of Manu- Schedule Per cent Drawing Scheduled Actual date Schedule As now
facturing date of completed date date expected
Drawing completion
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12)
37. D. C. supply system
complete
38. Cooling water supply
complete
39. Dewatering and drainage
system complete
40. Compressed air system
complete
VI. SWITCHYARD
Is 41. Preparation of founda-
tion and stub setting
42. Erection of steel struc-
tures, bus bars, ground
wire, etc.
43. Assembly and erection of
main equipment
44r Switchyard auxiliaries
a) Link line
b) L. T. supply system
complete
c) D. C. supply system
d) Power and control
cables complete
e) Piping racks complete
f) PLCC equipment com-
plete
45. Testing and commission-
ing of switchyard
Roth for procurement and erection, mention the expected/actual date of completion of the last item Under a particular milestone,IS 13218 ( Part 2 ) : 1991
PROFORMA F
( Clause 2.6 )
Monthly Progress Report of Hydro-Electric Projects
P. FINANCIAL PLANNING AND COST CONTROL
Project Slate Quarter Year
-~
Items Total Sanctioned Cost Current Year’s Budget
r -_~---__--------~ r-------- *-_---,---- ---
Original Latest Revised Spent Todate* Budgtes spent TodateS
(1) (2) (3) (4) (5) (‘5)
-
1. CIVIL WORKS3
a.
b.
C.
d.
e.
f.
g.
2. ELECTRICAL
WORKS1
a.
b.
c.
d.
e.
3. ESTABLISHMENT
AND OTHER
EXPENSES
*From the beginning of the project till the reporting month.
tFrom the beginning of the current year till the reporting month.
$Specify major items of work for which separate estimates are available.
G. PROCUREMENT CHECKLIST
Cement Steel Esplosives Oxygen and Welding Spare POL
Acetylene Electrodes Parts
If the existing stocks,
considering pending
indents and consumption
dare critical, please tick
Cd/)
13Standard 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 def?ned system of
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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 oft he Standard Mark may be granted to manufacturers or producers may be
obtained from the Bureau of Indian Standards.
, IBoreao of Indian Standards
BlS is a statutory institution established under the Bureau oj Indian Slandurds Act, 1986 to promote
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Revision of Indian Standards
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issued from time to time. Users of Indian Standards should ascertain that they are in possession of the
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following reference:
Dot : No RVD 6 ( 4653)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones : 331 01 31, 331 13 75 ( Common to all Offices )
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Printed at New India Printiaa Ress. Khuris. India
|
4332_1.pdf
|
ISr4332(PartI)-1967
Indian Standard
METHODS OF TEST FOR
STABILIZED SOILS
PART I METHOD OF SAMPLING AND PREPARATION
OF STABILIZED SOILS FOR TESTING
Soil Engineering Sectional Committee, BDC 23
chahan R@mnting
PItOP’SR.. IvhiRA CentraRlo ad Research Institute ( CSIR ), New Delhi
Members
SERI B. B. L. BWTNAOAR Land Reclamation, Irrigation & Power Research
Institute, Amritsar
SERI R c. CHANnIOK All India Instruments Manufacturers & Dealers
Association, Bombay
SXRI VED PRAKAsR ( Alternate )
SERI K. N. DADINA In personal capacity (P-820, flew Alipore,
Calcutta-53 )
SARI A. G. DASTIDAR Cementation Co Ltd, Bombay
SFXRIR . L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Khagaul,, Patna
PROP Dxnrari MOXAN Cen~arkuldmg Research Institute ( CSIR ),
Sriru D. R. NARAHARI ( AItmtatc )
D~.ECIQR ( CENTRALS OIL ME-- Gentral Water & Power Commission, New Delhi
NICSR asa~~cfr STATION)
D~~~no~(D~~sII){Alfrnrats)
Snnx R. N. DOCRA Indian Institute of Technology, New Delhi
JZXECVnvE &r~ep&% Public Works Department, Madras
MECHANICB
DIWON )
SHRI B. N. GUPTA Irrigation Raearch Institute, Roorkee
SHRI S. N. GW~A Central Board of Irrigation & Power, New Delhi
DR JAGDISHN - University of Roorkee, Roorkee
Jam DXREC~OR RESF,ARCR Railway Board ( Ministry of Railways )
( CtvrL), RDSO
Drs~trrv DIR~CY~ORR ~~~ARCII
(SOIL ME~HANICY) , Rnso ( Altemute)
Snm S. S. JOSHI Engine&s-in-Chief’s Branch, Army Headquarters
Sr-xasS . VARAJJARAJA( Alfema& )
SHRI 0. P. hlALHomu Public Works Department, Government of Punjab
( Contifwedo n page2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAPAR MARG
NEW DELHI llooO2IS:4332(PartI)-1967
( Continuedfrom page 1)
Mrmbcrs Repmenfinf
SI-IRI K. K. NAMBIAR Concrete Association of India, Bombay
SHRI T. M. MENON ( Altomato)
SHRI G. B. PATEL M. N. Dastur & Co ( Private) Ltd, Calcutta
&RI PRITAY SINGH Indian National Society of Soil Mechanics &
Foundation Engineering, New Delhi
REPRESENT.%TIVE Public Works Department, Government of
West Bengal
REPRESENTATIVE Engineering Research Department, Hydcrabad
RESEARCH OFFICER B & R Research Laboratory, Chandigarh
SHRI c. G. SWAMlNATIIAN institution of Engineers ( India), Calcutta
SImI D. N. TEKCHANDANI National Buildings Organization, New Delhi
SHRI B. S. BHATI~ ( Altemafc )
SHRI J. M. TREHAN Roads Wing ( Ministry of Transport & Shipping )
SHRI T. N. BHARCAVA ( Alfcma~1 .51
DR H. L. UPPAL .Central Road Research Institute ( CSIR),
New Delhi
SHRI H. G. VERbIA Public Works Department, Government of
Uttar Pradesh
SHRI D. C. CIIATURVEDI ( Altcrnafc)
SHRI R. NAGARAJ~, Director General, IS1 (Ex-o&icio Member)
Director ( Civ Engg )
Sewtap
SHRI G. RAMAN
Deputy Director ( Civ Engg), IS1
Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
convcncr
DR H. L. UPPAL Central Road Research Institute ( CSIR ),
New Delhi
MrmberS
PROP ALAM SINCH University of Jodhpur
SHRI R. L. DEWAN Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
DIRECTOR ( CENTRAL SOIL MECIIA- Central Water & Power Commission, New Delhi
NICS RESEARCHS TATION) ’
DIRECTOR ( DAMS II ) (Alternate)
SHRI H. K. GUHA Geologists’ Syndicate Private Limited, Calcutta
SHRI N. N. BHATTACHARYYA ( Altomato )
SIIRI 0. P. MALHOTRA B & R Research Laboratory, Public Works Depart-
ment, Government of Punjab
DR I. S. UPPAL ( Altcmate)
SIIRI D. R. NARAHARI Central Building Research Institute ( CSIR),
Roorkcc
SHIU G. S. JAIN ( Aknate )
SHRI MAHABIR PRAsAn Public Works Department, Government of
Uttar Pradesh
SHRI H. C. VERA Associated Instrument Manufacturers (India)
Private Limited, New Delhi
2IS:4332(PartI)-1967
Indian Standard
METHODS OF TEST FOR
STABILIZED SOILS
PART I METHOD OF SAMPLING AND PREPARATION
OF STABILIZED SOILS FOR TESTING
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 20 October 1967, after the draft finalized by the Soil Engineering Sec-
tional Committee had been approved by the Civil Engineering Division
Council.
0.2 Soil stabilization, in the broadest sense, is the alteration of any inherent
property of a soil to improve its engineering performance. The classification
of the methods of stabilization is based on the treatment given to the soil
( for example dewatering, compaction, etc ), process invovled ( for example
thermal, electrical, etc ) and on additives employed ( for example asphalt,
cement, etc ). The choice of a particular method depends on the charac-
teristics of the problem on hand. For studying the effectiveness of a stabi-
lization technique under investigation, certain standard methods of test are
required and these are being published in parts. This part [ IS : 4332
( Part I )-1967 ] lays d own the method of sampling and preparation of
stabilized soils for testing.
0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing in
different countries in addition to relating it to the practices in this field in
this country. This has been met by basing the standard on B.S. 1924:1957
‘ Methods of test for stabilized soils ’ published by the British Standards
Institution.
0.4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1. l This standard ( Part I ) lays down the general principles of sampling for
obtaining disturbed samples and the method for preparation of stabilized
soils for testing.
*Rules for roundingo ff numerical values (retied).
3IS:4332(PartI)-1967
2. SAMPLING
2.1 The purpose for which a sample is required may be considered either as
being to represent as large a body of material as possible in order to
study its average properties, or as being one of a series representing a rela-
tively small body of ‘material in order to study the variability of its
properties. The former samples will be referred to as ‘ representative ’
and typical of these are those samples taken in advance of construction to
assess the suitability of a given source of soil. The latter samples will
be referred to as ‘ selected ’ and typical are those samples taken for control
tests carried out during construction where the samples represent only a
small proportion of the whole work.
2.2 Representative stiples should be obtained by taking a number of
sub-samples from delimited areas from which material is being sampled,
and these sub-samples should be thoroughly mixed. The number of sub-
samples should be a minimum of five or more depending on the area. The
quantity of the resulting sample shall be reduced to that required for tests.
If the quantity of the test sample is one-eighth or more of the total sample
it shall be obtained by riffling or quartering. If the quantity of the test
sample is less than one-eighth of the total sample it shall be obtained by
mixing six small samples of appropriate quantity taken from the total
sample.
2.3 Where several sub-samples are taken they should normally each be
taken so as to eliminate as far as possible any segregation that occurred in
the placing of the material being sampled. For example, the coarse
material of a stock-pile or lorry load will normally be concentrated at the
base and edges,and apex will be deficient in it. Care should also be taken
that the size of the,sampling tool is not so small that the coarser material
rolls off.
2.4 In some insMaces the whole of a selected sample may be taken from one
@ace without subA&mpling. For sampling a representative sample from a
quantity af tiate$al Qf about 4 m3 in size about 10 sub-samples may be
required. It is convenient of the size if the sub-sample can be chosen
such that no,reduction in the size of this mixed sample is required. Selected
samples will tjften be taken from soil mixed with a stabilizer, and in many
such instances sp& of treatment will be of greater importance than
thoroughness of mixing of the sub-samples. The changes in uniformity
brought aboutby mixing may be undesirable, because the selected sample
may become better tiixed than the material from which it was taken.
of
2.5 The size sample required will depend on the particle size distribution
and the purpose to which it to be put.
NOTE---C sample taken should 6~ sufficient to provide the weights of prepared
soil spcci&d for each test in the respective standards.
4
uISi4332(PartI)-1967
2.6 Where samples are being taken for the determination of moisture
content or for testing without change of moisture content, the use of shallow
trays for storing or carrying should be avoided as these expose the sample
unnecessarily to evaporation or rainfall. The sample should be taken in
air-tight containers. Likewise, particularly at a site laboratory where much
of the work may be carried out in the open, such samples should be kept
covered over if not sealed up, except when material is actually being
abstracted.
3. PREPARATION OF SAMPLES FOR TESTING
3.1 Apparatus
3.1.1 Containers or Bags - Containers with air-tight lids or bags capable
of being sealed, suitable for samples of various sizes up to 50 kg in weight.
3.1.2 Non-corrodible Metal Trays - Trays of sizes ranging from 450 cm8
to 8 400 cm’.
3.1.3 Pulve&ing A@aratus - Either mortar and rubber covered pestle or
a mechanical device consisting of a mortar and a power driven rubber
covered pestle suitable for breaking up the aggregation of soil particles
without reducing the size of individual grains.
3.1.4 Balances - capable of weighing up to 10 kg and 25 kg readable and
accurate to 1 g and 5 g respectively.
3.1.5 Oven -thermostatically controlled, capable of maintaining a
temperature of 25” to 50°C and 105” to 110%.
3.1.6 Mechanical Mixers - Mixers ( preferably electrically operated ) of
suitable capacities or suitable tools for hand mixing, for example, a spatula,
a trowel and a shovel.
3.1.7 Graduated Gluss or Polythene Cylinders-of 100 ml and 1 000 ml
capacity.
3.1 .a Sieves - of sizes 40 mm, 20 mm, 10 mm, 4.75 mm and 2 mm
IS Sieves.
3.1.9 Sampler - a suitable rifhe sampler or sample splitter for quartering
the samples ( see IS : 1607-1960* ).
3.2 Quantity of sample for determination of moisture content.
3.2.1 If the moisture content of the natural soil is required the soil sample
shall be obtained and tested in accordance with IS : 2720 ( Part II )-1964t.
*Methods for dry sieving.
TMethoda of test for soils : Part II Determination of moisturec ontent. ( Since m&cd ).
5
cISr4332(PartI)-1967
3.2.2 If the moisture content of stabilized soil mixtures as received is
required, a representative or selected portion of the material of the following
minimum weights shall be obtained (see also IS : 4332 ( Part II )-1967* 1:
Grading of Soils Minimum Quantity of Sample of
Stabili<ed Soil Mixtures Weight
in g
,.----_-h~--~~
Soil with non- Soil with volatile
volatile stabilizer stabilizer
(1) (2) (3)
For stabilized soil mixture 90 percent 30 200
of which passes a 2-mm IS Sieve
’ For stabilized soil mixture 90 percent 300 500
of which passes a 20-mm IS Sieve
For stabilized soil mixture 90 percent 3 000 3 000
_ _._
of which passes a 40-mm IS Sieve
3.2.2.1 Where one-eighth or more of the total sample is being used for
the moisture content determination the sample shall be obtained, if prac-
ticable by riffling or quartering but otherwise by combining not less than four
sub-samples taken from the main sample. Where a greater reduction in
size is required it shall be obtained by combining ten sub-samples taken
from the main sample, as repeated riffling or quartering would in many
cases reduce the moisture content of the sample. The main sample shall
be mixed before such sub-samples are taken, care being taken that the
moisture content is not appreciably reduced during this process.
3.3 Samples of Natural Soil for Other Tests - If tests are to be con-
ducted on natural soil for purposes of comparison, the sample shall be pre-
pared as specified in IS : 2720 ( Part I )-1966j-.
3.4 Mixing of Natural Soils with Water and Stabilizing Agents
3.4.1 Blending Di$crent Soils - If it is desired to blend two or more soils,
appropriate weights of the different soils to be blended, with due allowance
for moisture content, shall be thoroughly mixed to a uniform condition in
the mechanical mixer, or by hand using a spatula or trowel. An appropriate
quantity of the dried material shall be mixed with water and stabilizer in
the manner indicated in 3.4.2 to 3.4.5. *
3.4.2 Mechanical Stabilization -The required amount of water shall be
incorporated with the soil, by mixing thoroughly to a uniform condition
in a mechanical mixer or by hand, taking care to minimize loss of moisture.
*Methods of test for stabilized soils: Part II Determination of moisture content of
stabilized soil mixtures. ( Since r&sed ).
tMethods of test for soils : Part I Preparation of dry soil sampla for various tests.
( Since revised ) .
6
hIS:4332(PartI)-1967
The moist soil shall then be allowed to stand for 24 hours in an air-tight
container. This procedure applies either to soil which is inherently mecha-
nically stable or to soils which are blended to achieve this result.
3.4.3 Stabilization with Powders
3.4.3.1 An amount of water as much close to the required moisture
content as possible shall be incorporated with the soil by mixing thoroughly
to a uniform condition in a mechanical mixer or by hand, taking care to
minimize loss of moisture. In the case of heavy clays the moist soil shall be
allowed to stand overnight in an air-tight container.
3.4.3.2 The required quantity of stabilizer shah then be added to the
soil and mixed to a uniform condition either by mixing in a mechanical
mixer for about one to two minutes, or by hand, using a spatula, trowel or
other suitable tool. The remainder of the water shall then be added, and
mixing continued for a further period of about eight minutes.
3.4.3.3 When cement stabilized soil is being mixed for compaction tests
or for the making of cylinder or cube specimens, no more soil than can be
used within 30 minutes of adding the cement to the soil shall be mixed. If
any stabilized soil remains at the end of this period it shall be discarded.
3.4.4 EmuLsiJied Oil OYE mulsiJied Asphaltic Bitumen Stabilization .
3.4.4.1 Sufiicient water shall be incorporated with the soil to bring the
soil mortar approximately to the plastic limit. The material shall be muted,
cithcy in a mechanical mixer, or by hand using a spatula or other suitable
tool, for 10 minutes or until it is judged by visual inspection that adequate
dispersion of the water has been obtained, taking care to minimize loss of
moisture in mixing. The moist soil shall be allowed to stand for 24 hours
in an air-tight container.
3.4.4.2 The required quantity of emulsion diluted, if considered
necessary, with .distilled water, shall then be added to the soil and mixing
started. Additional water shall be added if necessary during the mixing, to
ensure a uniform distribution of the emulsified stabilizer. Any other additive
shall be incorporated in a manner appropriate to the process of stabilization
under consideration ( see Note ).
NOTE -The time of mixing cannot be specified in advanc:, guidance may be.
obtained from the suppliers of the stabilizer or by means of prelimmary trials. It should
be noted that excessive mixing may be deleterious in certain cases.
3.4.4.3 The mixer shall then be allowed to dry uniformly in air until
it has the moisture content required for the subsequent test.
3.4.5 Oil, Asphaltic Bitumcu and Other Stabilizers - The required amount
of water shall be incorporated with the soil by mixing thoroughly to a uni-
form condition in a mechanical mixer, or by hand using a spatula or other
suitable tool, taking care to minimize loss of moisture. The moist soil
shall be allowed to stand for 24 hours in an air-tight container. The required
quantity of stabilizer and any other additive shall be incorporated in the
7IS:4332(PartI)-1967
soil in a manner appropriate to the process under consideration ( seerN ote
under 3.4.4.2 ) .
3.5 Initial Preparation of Previously Mixed Stabilized Soil M&ure
for Strength Tests
3.5.1 For fine-grained cohesive soils the sample as received may have
compacted aggregations that have been produced as a result of mixing.
For mixes prepared in a laboratory mixer it is recommended that all the
material shall be passed through a 20-mm IS Sieve by working material
greater than 10 mm through the mesh. The material shall then be
thoroughly re-mixed by hand before preparing the test specimens. This pro-
cedure will result in a more uniformly compacted specimen. For mixes
taken from construction site work the specimens shall be made from all the
mixed material and the size of the specimen used shall be determined by
the size of the aggregations of stabilized soil produced by the mixing plant.
35.2 For materials that are stabilized with cement, it is essential that all
operations including compaction are completed within about 30 minutes,
after the mixing is completed, to avoid considerable loss in strength which
may occur as a result of the hydration of the cement.
8‘. ,
AMENDMENT NO. 1 AUGUST 1983
I
-7'
TO
IS:4332(Part l)-1967 METHODS OF TEST FOR
STABILIZED SOILS
PART 1 METHOD OF SAMPLING AND PREPARATION OF
STABILIZED SOILS FOR TESTING
-A-l--t-e- rations
Page 5, cikuse 3.2.1, line 2) -'Substitute
‘Is:272o(Part 2).lm+' for 'Is:2?2o(hrt 2).1964%
(Page 5, foot+ote with 't" mark) - Substitute
the followingf or the existingf oot-note:
q%thods of stest for soils: Part 2 Determinationo f
water content (second retishl.~
(Page 6, olcmse 3.3, line 3) - Substitute
'1s:2720O'arIt) -lg83t' for 'm:i?T2o(Part 1).1966%
(Page 6, foot-noted th 'fq mrk) - Substitute
the followingf or the existingf oot-note:
'aethodr of test for soils: Part 1 Reparation of
dry soil samplesf or various tests (seoord
PtZVi8iO?2). ’
(I2X 23)
ReprogrkphyU nit, ISI,.N ew Delhi, India
/-
-r4
r r-$.k.&* . .
|
1126.pdf
|
fs:ti26-3974
(R-cd
1990)
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF DURABILITY OF
NATURAL BUILDING STONES
( First Revision )
Third Reprint JANUARY 1993
( incorporating Amendment No. 1 )
UDC 691.21:620.169.2
BUREAU OFINDIAN STANDARDS
MANAK
BHAVAN. 9 BAHADUB SHAH WAR MARG
NEW DELHI llooo2
Gr2 May 1975
^
1.1- .-_ -I- .._ I. __ _-.-__. _,_” _ ._ __-“.____- __. .- - ..-- __._.._ _ __.^__
lS:ll26-1974
Indian Statidard
METHOD OF TEST FOR
DETERMINATION OF DURABILITY OF
NATURAL BUILDING STONES
( First Revision )
Stbnes Sectional Committee, BDC 6
Chairman Representing
SHRI Cl. B. L. MATHUR Public Works Department, Government of
t Rajasthan, Jaipur
Mem hers
SERI K. K. A~RAWALA Builders’ Association of India, Bombay
SH~I K. K. MAD~OK ( Alternate )
SIDI T. N. BH~R~AVA Ministry of Shipping & Transport ( Roads Wing )
Crirmr ABOHITE~T Central Public Works Department, New Delhi
LALA G. C. DAS National Test House, Calcutta
SERI P. R. DAS ( Alternate)
DEPUTY DIRECTOR ( RESEAROE ) Public Works Department, Government of
Uttar Pradesh, Lucknow
DEPUTY DIRECTOR ( RESEARCH ) , Public Works Department, Government of Orissa,
CONTROL & RESEARCE Bhuvaneshwar
LABORATORY
DR M. P. DEIR Cent;:\hpd Research Institute ( CSIR ), New
SHBI R. L. NANDA ( Alternate )
DIRECTOR Engineering Research Institute, Baroda
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Alternate )
DIRECTOR, MERI Building & Communication Department,
Government of Maharashtra, Bombay
RESEARCH OB~ICER, MERI (A&mate )
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI S. D. PATRAK ( Alternate )
DR IQBAL ALI Engineering Research Laboratory, Government of
Andhra Pradesh, Hyderabad
SHRI A. B. LIN~AX ( Alternate )
( Continued on page 3 )
@ Copyright 1981
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
----. .._. -I. I-” ..___ -----“.^ I- .. .---.
Members Rcprescnting
SIIRI D. G. KADKADE Hindurtan Construction Co Ltd, Bombay
Saar V. B. DESAI ( Aflcmatc)
SHRI T. R. MEHANDRU Institution of Engineers ( India ), Calcutta
SJiRIP REM SWARrrP Department of Geology & Mining, Government of
Uttar Pradesh, Lucknow
SERI A. K. AQAIZWAL( Alternate)
DR A. V. R. RAO National Buildings Organization, New Delhi
DEPUTY DIRECTOR( MATERIALS ) (Alternate)
SEEI M. L. SETHI Department of Geology and Mining, Government
of Rajasthan, Jaipur
SHRI Y. N. DAVE ( Alternate )
DR B. N. SINHA Geological Survey of India, Calcutta
SUPERINTENDINQ E N Q I N E E R Public Works Department, Government of Mysore,
( DESIQN~) Bangalore
SUPERINTENDINQ E N Q I N E E R Public Works Department, Government of Tamil
( DESIQN ) Nadu, Madras
DEPUTY CHIEF ENQINEER( I 8~ D )
( Altefnate)
SUPERINTENLIINQ E N Q I N E E R Public Works Department, Government of Andhra
( DESIQN & PLANNINQ) Pradesh, Hyderabad
SUPERINTENDINQ E N Q I N E E R Public Works Department, Government of West
( PLANNINQC IRCLE) Bengal, Calctitta
SUPERINTENDINQ SURVEYOR OF Public Works Department, Government of
WoREs Himachal Pradesh, Simla
SHRI M. V. YOQI Engineer-in-Chief’s Branch ( Ministry of Defence )
SHRI J. K. CHARAN ( Alternate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Ex-o&cio Membar )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
DeputpDirector ( Civ Engg ), IS1
2-,.__ .._. . ,”_ tl..
_“-~_._,.._~I__~_“. ._;“_X-____tl,
Indian Standard
METHOD OF TEST FOR
DETERMINATION OF DURABILITY OF
NATURAL BUILDING STONES
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 8 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 had, therefore, been formulated to
cover the standard method for determining the durability ( soundness ) of
various stones. This standard was published in 1957 and has been revised
based on the actual use of the standard in the past 17 years and the
experience gained in testing of building stones for these properties in the
various research laboratories of this country. This method of test is pres-
cribed so as to find out the capacity of stone to resist disintegration and
decomposition.
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 lays down the procedure for testing the durability
( soundness) of natural building stones used for constructional purposes.
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.
‘Rules for rounding off numerical values ( rcviscd ) .
3h
._I .._,._ -___
Irs : 1126 - 3.974
2.2 The sample shall be selected from the quarried stone or taken from
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 Stonesf rom Ledges or Quarries - The ledge or quarry face of the stone
shall be inspected to determine any variation in diierent strata. Differences
in colour, texture and structure shall be 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 wedges, heating, etc,
shall not be included in the sample.
2.2.2 Field Stone and Boulders-A detailed inspection of the stone and
boulders over the area shall be made where the supply is to be obtained. The
different kinds of 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
sampIes as are necessary for determining the range in properties shall be
selected.
3. TEST PIECES
3.1 The test pieces shall be cylinders, 50 mm in diameter and km high
cylinders.
3.2 Three test pieces shall be used for conducting the test.
4. PROCEDURE
4.1 The test pieces shall be dried for 24 h and weighed. They shall then be
suspended in super saturated solution of sodium sulphate decahydrate for 16
to 1’8 h at room temperature 20 to 30°C. These shall then be air dried for
half an hour and then be dried in an oven at 105 f 5°C for 4 hours. These
shall then be cooled to room temperature ( 20 to, 30°C) and the cycle of
operation shall be repeated for 30 cycles.
4.2 The test shall be continued to complete 30 cycles. After the completio
of the final cycle and after the test pieces have been cooled to room
temperature ( 20 to 30°C ), the test pieces shall be.thoroughly freed of tht
sodium sulphate solution by repeated washing, if necessary, as determined by
the reaction of the wash water with barium chloride ( BaC12 ). The test
pieces shall be weighed after every five cycles and the change in weight due
to disintegration noted.
4
. :
‘.IS : 1126- 1974
4.3 The test pieces shall be examined during the course of the test for
development of cracks or spalling.
5. EVALUATION AND REPORT OF TEST RESULTS
5.1 If W’r is the original weight of the specimen and WZ is the weight of the
specimen after completion of 30 cycles of the test (see 4.2 ), the change in
weight shall be reported as equal to
5.2 The average of the three results shall be calculated and taken as the
durability value of the specimen.
5.3 The durability of the stone shall be expressed in percentage as change
in the weight.
5.4 Identification of the sample, date, when sample was taken and type of
stone shall be reported.
5.5 Size and shape of test pieces used in the tests shalI be indicated.
5.6 A description of the way in which the test pieces were prepared shall be
included.
5BUREAU OF INDIAN STANDARDS
Headquarters :
Maiak Bhavan, 9 Bahadur Shah Zafar Marg. NEW DELHI 110002
Telephones : 331 01 31 Telegrams : Manaksansths
331 13 75 (Common to all Offices)
Regional Offices : Telephone ’
Central : Manak Bhavan. 9. Bahadur Shah Zafar Marg. 331 01 31 :
I
NEW DELHI 110002 .3311375
l Eastern : l/14 C.I.T. Scheme VII M. 37 86 62
V.I.P. Road, Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sectbr 35-C, CHANDIGARH 160036 21843
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 41 29 16
t Western : Manakalaya, E9 MIDC. Marol. Andheri (East), 6 32 92 95
BOMBAY 400093
Branch Offices :
‘Pushpak’. Nurmohamed Shaikh Marg. Khanpur, AHMADABAD 380001 2 63 48
f Peertya Industrial Area, 1st Stage. Bangalore-Tumkur Road, 39 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, 55 40 21
BHOPAL 462003
Plot No. 82/83, Lewis Road, BHUBANESHWAR 751002 5 36 27
Kalai Kathir Building, 6/48-A Avanasi Road. COIMBATORE 641037 2 67 05
Quality Marking Centre, N.H. IV, N.I.T., FARIDABAD 121001 -
Savitri Complex, 116 G. T. Road, GHAZIABAD 201001 8-71 19 96
5315 Ward NO. 29, R.G. Barua Road, 5th By-lane, 3 31 77
GUW4HATI 781003
5-8-5GC L. N. Gupta Marg, ( Nampally Station Road ) 231083
HYDERABAD 500001
R14 Yudhistor Marg, C Scheme. JAIPUR 302005 * 6 34 71
1171418 8 Sarvodaya Nagar. KANPUR 208005 21 68 76
PI$)t No. A-9, House No. 561/63, Sindhu Nagar, Kanpur Roao 5 56 07
LIJCKNOW 226005
!‘~~!l:~!trtra’Intlustri;~l Estate, PATNA 800013 6 25 05
DISIIICI llldustries Cemre Complex. Bagh-e-Ali Maidan. -
qP’ YAGAR 190011
i. C. No. 14/1421, University P. O., Palayam. 6 21 04
TtJ::IUVANANTHAPURAM 695034
Irrwcction Offices (With Sale Point) :
i’usht~nnjali. First Floor, 205-A West High Court Road 52 51 71
Sl&kar Naaar Sauare. NAGPUR 440010
I:,::t:t!!tion of -Engineers .(India) Building, 1332 Shivaji Nagar. 5 24 35
PUNE 411005
“sales Office Calcutta is at 5 Chowringhoe Approach, 27 68 00
!‘ 0. Princep Street, CALCUTTA
t %es Office is.at Novelty Chambers, Grant Road, BOMBAY 89 65 28
: &les. Office is,at Unity Building, Narasimharaja Square, 22 39 71
HANGALORE
Reprography Unit, BIS, New Delhi, India
|
14766.pdf
|
IS 14766 : 2000
Indian Standard
AGGREGATE SIZE DISTRIBUTION AND
WATER STABILITY OF SOIL AGGREGATES -
METHOD FOR DETERMINATION
ICS 13.080
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 2000 Price Group 2Soil Quality and Improvement Sectional Committee, FAD 27
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the Soil
Quality and Improvement Sectional Committee had been approved by the Food and Agriculture Division
Council.
Soil mass consists of mainly sand, silt and clay fractions. However, these primary soil particles do not exist as
such, but are bound together in varying degrees into larger secondary units termed ‘aggregates’ by cementing
materials such as organic matter and its by-products. The size distribution of these aggregates determines the
physical environment of soil for root growth and its proliferation and consequently crop production potential.
The binding forces between the primary soil particles and their ability to withstand the impact of dispersive
forces such as kinetic energy of rain, water and wind determines the aggregate stability. Scientists have
developed a technique for simulating the impact of dispersion forces in laboratory to quantify the degree and
extent of aggregation and its stability.
In the preparation of this standard, help have been derived from the following publications:
Baver, L.D. and H.F. Rhoades (1932). Aggregate analysis as an aid in the study of soil structure
relationships. Journal of American Society of Agronomy, 24:920-930.
Emerson, W.W. (1967), Australian Journal of Soil Research 5:47.
Tiulin, A.F. (1928). Questions on soil structure II aggregate analysis as a method for determining
soil structure. Report 2, pp. 77-122, Perm. Agriculture Experimental Station. Division of Agricultural
Chemicals.
Yoder, R.E. (1936). A direct method of aggregate analysis and a study of the physical nature of
erosion losses. Journal of American Society of Agronomy, 28:337-35 I.
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 14766 : 2000
Indian Standard
AGGREGATE SIZE DISTRIBUTION AND
WATER STABILITY OF SOIL AGGREGATES -
METHOD FOR DETERMINATION
1 SCOPE 4.8 Buchner Funnels
This Indian Standard specifies methods for the 15 cm diameter, with rubber stoppers.
determination of aggregate size distribution and water
4.9 Vacuum Flasks
stability of soil aggregates.
2 QUALITY OF REAGENTS 1 000 ml.
Unless specified otherwise, pure chemicals and 4.ID Suction Pump or Aspirator
distilled water (see IS 1070) shall be employed in
4.11 Perforated Cans and Sand Bath
tests.
5 REAGENTS
NOTE - ‘Pure chemicals’ shall mean chemicals that do not
5.1 Sodium Hexametaphosphate Solution
contam impurities which affect the results ofanalysis.
3 PRINCIPLE 5 percent (m/v).
The air-dried soil sample is passed through a nest of 5.2 Sodium Hydroxide Solution
sieves having different pore sizes to grade the 4 percent (WI/V).
aggregates into various sizes. The percentage
6 COLLECTION OF SOIL SAMPLE
distribution of dry aggregate is determined. A
composite soil sample having the same percent 6.1 From Tilled Surface Layer
distribution as the dry aggregates is shaken in water
Sample is collected from the surface layer of a tilled
in similar nest of sieves to determine the aggregate
field with the help of a ring. The ring shall be placed
stability. The aggregate stability or degree and extent
on the tilled soil and pressed it until in level with the
of aggregation of fine material is calculated on the
surface. Loose soil within the ring shall be removed
basis of soil retained on each sieve after deducting
and collected in a polyethylene bag.
the appropriate sand fraction.
6.2 From Untilled Subsurface Soil
4 APPARATUS
The soil up to root zone depth and boundaries of
4.1 Sampling Ring
each soil horizon or distinct layers demarketed with
20 cm diameter and 10 cm height. the help of a sharp-edged knife. Collect the bulk
samples (2 kg) layer or horizonwise in plastic bags,
4.2 Nest of Sieves
by making wedged shaped cuts with the help of a
20 cm diameter and 5 cm height; provided with spade, shovel or hand-hoe. Label samples as described
screens, top lid and bottom pan. The screens shall in 5.1.
have 25.0, 10.0, 5.0 (4) 2.0 (lo), 1.0 (18), 0.5 (35)
6.3 Labelling
and 0.25 (60) mm round openings/pores.
One label indicating the depth and soil protile is
4.3 Mechanical Rotary Sieve Shaker
placed inside the bag (4.1 and 4.2) and the other
4.4 Aluminium Box label on the outside of the bag.
4.5 Spade 6.4 Drying
4.6 Brush The samples are air dried, if necessary.
4.7 Yoder Type Mechanical Oscillator 7 PROCEDURE
Powered by a gear reduction motor having amplitude 7.1 Dry Aggregate Analysis
of oscillation 3.8 cm and frequency of oscillation
7.1.1 Spread the soil sample on a sheet of paper and
30-35 cycles per minute.
subsample it by ‘Quarteritrg’. Form a cone of the *
1IS 14766 : -2000
mixed soil material in the centre of the mixing sheet nest of sieves to the initial position and adjust the
with care to make it symmetrical with respect to fine level of water so that the screen in the top sieve is
and coarse soil material. Flatten~the cone and divide just covered with water in its highest position. Switch
through the centre with a flat metal spatula or a on the mechanical oscillator for IO min. Remove the
metal sheet, one half being moved to the side nest of sieves from the water and allow it to drain.
quantitatively. Divide each half into further halves, Transfer the soil resting on each sieve with a stream
the four quarters being separated into separate piles of distilled water into a Buchner funnel having a
or quarters. Weigh 100 g of sub-samples from two of pre-weighed filter paper into an aluminium can and
these quarters and use for clod size and aggregate dry at 105°C for 24 h. Weigh the soil nearest to
analysis as duplicates. 0.01 g.
7.1.2 Transfer the weighed sample to the top sieve of 7.2.2 Transfer the oven dry soil aggregates from all
the nest of sieves. Cover the top sieve with the lid the cans of a set into a dispersion cup. Add dispersing
and sieve on the rotary shaker for IO min. Collect agent (10 ml of 5 percent sodiuln hexametaphosphate
the soil retained on each screen in the pre-weighed solution for calcium saturated soil or IO ml of 4
aluminium box with the help of a small brush. Weigh percent sodium hydroxide solution for acid soil), and
each can separately. If the percentage of dry aggregates enough distilled water to fill the cup within 3.8 cm
on 5 mm sieve exceeds 25 percent by mass of the of the rim. Stir the suspension for IO min. Wash the
total sample, transfer these aggregates to a nest of suspension on an identical set of sieves as used
sieves with 25.0, 10.0 and 5.0 mm sieves along with previously by means of a stream of tap water. Oven-
a pan. Cover the top sieve containing the aggregates dry the sand remaining on each screen and weigh in
with a lid and replace the nest of sieves on the rotary the same manner as detailed earlier. Calculate the
shaker and shake for 10 min. Determine the percent percent distribution of soil particles (aggregates and
distribution of dry aggregates retained on each sieve. sand) and sand particles retained on each sieve.
Carry out a duplicate determination.
7.2.3 Calculation
7.1.3 Dry the duplicate 100 g sample in an oven for
Size distribution of soil particles (aggregates + sand)
24 h at 105°C and calculate the oven-dry weight of
Soil particles in each size group, percent by mass
the soil sample.
7.1.4 Calculation Oven dry weight of aggregates and sand in each size group
= x 100
Oven dry weight of sot1 sample
Weight of aggregates
= (Weight ofaggregates + Can) - Weight ofCan
ui each size group (;1)
Size distribution ofsand particles
Percentage distrtbution ofaggregates in each size group = A x 100
Sand in each
size group.
Oven dnj weight
percent by Oven dry weight of sand in each six group
of aggregates, AH dry weight x IO0 mass = - * 100
percent by mass = Oven dry size weight of soil sample
IO0 + Molsturc content, percent by mass
NOTE -The cumulative percentage of sand rctalned on each
7.2 Wet Aggregate Analysis
screen alter dispersion to he calculated as done fbr 5011 particles.
7.2.1 Prepare four composite 100 g soil samples, 8 EXPRESSION OF AGGREGATION
having the same composition as determined in dry
8.1 State of Aggregation
aggregate analysis, from the soil retained on each
sieve during dry aggregate analysis. Place a set of It shall be the percentage of aggregates greater than
duplicate samples in an air-oven for the determination 0.1 mm.
of moisture content and another set of duplicate
samples in perforated cans on sand-bath for saturation. 8.2 Aggregation Index
Transfer the saturated soil (except fine textured soil)
8.2.1 Prepare a graph of cumulative percentage tif
to the top sieve of the nest of sieves and spread with
soil particles VL’KUItSh e sieve sizes. A curve will then
the help of a glass rod and a slow jet of water. Remove
result going through the point (0 mm, 0 percent) and
the bottom pan and attach the nest of sieves to the
(8 mm, 100 percent), showing the distribution of soil
Yoder type sieve shaker. Fill the drum with salt-free
particles.
water at 20-25°C to a level somewhat below that of
the screen in the top sieve of the nest of sieves, when 8.2.2 Piot the cumulative percentage of the sand
the sieves are in the highest position. Then lower the against the sieve sizes on the graph prepared in 8.2.1
nest of sieves to wet the soil for IO min. Bring the and determine the area enclosed between the curves.
2IS 14766 : 2000
NOTE -- if I mm (size class) represents I unit of the abscissa 8.4.2 Mark the point of intersection. The positive
and IO percent 1 unit of the ordmate; a square unit shall represent difference between the sum of percentages of soil
0. I mm of the mean diameter. Multiplying the area. therefore
particles and primary particles on either size of the
with 0. I niiii gives the mean diameter ofthe sample in millmietre
In each case. The difference between the mean diameter ofthe intersection is the stability index.
so11 particles and the dispersed sample gives the aggregation index.
Stability index = E, - El,) or E,, - E,,
8.3 Mean Weight Diameter
From the weight of the soil particles (aggregates + where
sand) in each size group, calculate its proportion to
Ea = sum of the percentage of the soil
total sample weight, and then the mean weight
particles;
diameter from the relationship:
Geometric -Mean Diameter (GMD) Em = sum of the percentage of primary
particles, to the left of the intersection;
i#; log Xi) En = sum of the percentage of primary
GMD - cxp
particles; and
Y
; I
E, = sum of the percentage of soil particles
where
to the right of the intersection.
W: = weight, in g, of aggregate in a size class
8.5 Aggregate Stability (AS), Percent by Mass/
with an average diameter x,;
Degree of Aggregation/Structural Coefficient (SC)
X = mean diameter, in mm, of each size of Soil
fraction;
It shall be the percentage of the material less than
M’ = total weight, in g, of the sample; and
0.1 mm which have combined to form water stable
n = number of size fractions.
aggregates greater than 0. IO mm in diameter.
8.4 Stability Index of Soils
Weight of soil Welgllt or
8.4.1 Prepare a graph of the percent distributions of particles 3. 0 IO sand > 0. IO
soil particles and primary particles by plotting the AS/SC, percent = IO0
percentages on the ordinate, and particle sizes on the Oven dry weight Welglll of
of soil sample sand > 0. IO
abscissa, starting with the point 8 mm, 0 percent.
3Bureau of Indian Standards
BIS is a statutory institution established under the Bwem qf I ndian Standards Act, 1986 to promote harmonious
development of the activities of standardization, markin, 0 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 writin g 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 Dot : No. FAD -27 (I I I ).
Amendments Issued Since Publication
Amend No. Date of Issue Test Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Mat-g, NEW DELHI 110002 Telegrams : Manaksanstha
Telephones : 323 01 31, 323 33 75, 323 94 02 (Coiiiiiion to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 323 76 I7
NEW DELHI 110002 323 38 41
Eastern : 1114 C. I.T. Scheme VII M, V.I.P. Road, Kankurgachi 337 84 99.337 85 61
CALCUTTA. 700 054 337 86 26. 337 91 20
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160 022 60 38 43
t 60 20 25
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600 I I3 235 02 lb. 235 04 42
{ 235 I5 19. 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 832 92 95, 832 78 58
MUMBAI 400 093 { 832 78 91, 832 78 92
Branches : AHMADABAD . BANGALORE . BHOPAL . B-HUBANESHWAR . COIMBATORE .
FARIDABAD . GHAZIABAD . GUWAHATI . HYDERABAD . JAIPUR . -KANPlJR .
LUCKNOW. NAGPUR . PATNA . PUNE . RAJKOT . THIRUVANANTHAPURAM.
Printed at F’riutogmph, New Delh, Ph.: 5726847
|
454.pdf
|
IS454: 1994
Indian Standard
CUTBACK BITUMEN FROM WAXY
CRUDE - SPECIFICATION
( Second Revision )
UDC 665.745
@ BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1994
PriceGroup 2Bitumen, Tar and Their Products Sectional Committee, PCD 6
FOREWORD
This Indian Standard (Second Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Bitumen, Tar and Their Products Sectional Committee had been approved by the
Petroleum, Coal and Related Products Division Council.
This standard was first published in 1953 and revised in 1961 in order to incorporate references to various
methods of tests (IS 1201 to 1220) suitably subsequent to their publication in 1958. In the present version
the requirements have been updated in accordance with the current manufacturing and trade practices
and also in accordance with the revised methods of tests prescribed in IS 1202 : 1978 to IS 1220 : 1978
‘Methods for testing tar and bituminous materials (fust revision)‘.
This standard is one of the series of Indian Standards on bitumen. Other specification so far published
in the series are :
IS 73 : 1992 Paving bitumen ( second revision ) (Amendment No. 1)
IS 217 : 1988 Cutback bitumen ( second revision ) (Re-affirmed 1993)
.IS 702 : 1988 Industrial bitumen ( second revision ) (Amendment No. 1) (Re-affirmed 1993)
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.IS454: 1994
Indian Standard
CUTBACK BITUMEN FROM WAXY
CRUDE - SPECIFICATION
( Second Revision )
1 SCOPE 8.2 Mnrking
This standard (Second Revision) covers the physi-
8.2.1 Each container of bitumen shall be legibly
cal and chemical requirements of cutback bitumen
and indelibly marked with the following:
from waxy crude of indigenous origin.
a) Indication of the source of manufacture;
2 REFERENCES
b) Source and grade of the material;
2.1 The following Indian Standard is necessary ad-
junct to this standard : c) Month and year of manufacture;
IS334: 1982 Glossary of terms relating to d) Batch number; and
bitumen and tar ( second revision*)
e) Tare and gross mass of the drum.
(Re-affirmed 1991)
3 TERMINOLOGY
8.2.2 BIS Certification Marking
For the purpose of this standard the definitions
given in.IS 334.: 1982 shall apply. 8.2.2.1 The containers may also be marked with the
Standard Mark.
4 GRADES
4.1 Cutback bitumen from waxy crude shall be of 8.2.2.2 The use of the Standard Mark is governed
the following three grades: by the provisions of Bureau of Indian Standards
Act, 1986 and the Rules and Regulations made
a) Light grade - for use as primer.
thereunder. The details of conditions under which
b) Medium grade - for surface dressing and the licence for the use of Standard Mark may
resurfacing operations, and be granted to manufacturers or producers may be
obtained from the Bureau of Indian Standards.
c) Heavy grade - for pre-mix type of construc-
tion.
9 SAMPLING AND CRITERIA FOR
5 MANUFACTURE AND SOURCE CONFORMITY
5.1 The material shall be prepared by fluxing
bitumen with distillates of petroleum or coal tar. 9.1 Lot
5.2 The source and grade shall be stated by the
In any consignment, all the containers of cutback
manufacturer.
bitumen of the same grade and from the same
6 REQUIREMENTS batch of manufacture shall be grouped together to
constitute a lot.
6.1 The materials shall comply with the require-
ments given in Table 1.
9.2 The number of containers to be selected at
7 TESTS random from the lot shall depend upon the size of
the lot and shall be in accordance with Table 2.
7.1 The material shall be tested as per methods
prescribed in various Indian Standards referred to
9.3 From each of the containers selected as in 9.2
in co1 6 of Table 1.
an average sample representative of the material in
8 PACKING AND MARRING the container shall be drawn in accordance with the
8.1 The material shall be packed in mild steel methods prescribed in IS 1201 : 1978. All these
samples from individual containers shall be stored
drums of size as agreed to between the purchaser
separately.
and the supplier.
1Table 1 Requirements for Cutback Bitumen from Waxy Crude
tl
( Clauses 6.1 and 7.1 )
R
SI Chnrncterlstks Rquinmenl for Grades Mctbod of
s
NO. -L- - T-1 Ref to
I-- . I 3
Medium Heavy
i-
MIit Ma Mz--?z l%L--zx
(1) (2) (3) (4) (5) (6) (7) (8) (9)
9 Kinemalic viscosity, 60°C cst 70 140 800 1600 3000 6ooo 1s 1206
(Part III) : 1978
ii) FIash point, Pensky Martens closed type, “C 38 - 55 - 55 - IS 1209 : 1978
iii3 Distillate volume, percent of total distillate up to 360°C : IS 1213 : 1978
a) up to l?wc 10 - 30 - - -
b) up to 225Oc 50 - 30 - - -
c) up to 260°c 70 - 30 - - -
d) up to 3wc 85 - 75 - 50 -
iv) Ilesidue from distillation up to 36O“C, percent by 55 - 75 - 80 -
volume (by difference)
v) Tests on residue from distillation up to 360%
a) Viscosity at 60°C, poises 600 2400 100 2400 100 2400 IS 1206
(Part II) : 1978
b) Ductility at 27% 12 - 10 - 10 - IS 1208 : 1978
c) Matter soluble in Trichloroethylene, percent by mass 99 - 99 - 99 - IS 1216 : 1978
d) Penetration 25”CYlOOg/SS et 35 70 50 100 25 50 IS 1203 : -1978
vi) Water content, percent by mass - 0.2 - 0.2 - 0.2 IS 1211: 1978IS 454 : 1994
Table 2 Number of Containers to be Selected 9.5 Criteria for Conformity
( Clause 9.2 )
9.5.1 The lot shall be considered as conforming to
Lobsi!4.t No. of
the requirements of’this specification if the condi-
Contniners
tions mentioned in 9.5.2 and 9.53 are satisfied.
up to 50 2
51 to 100 3
9.5.2 From the five test results for kinematic vis-
101 to 200 4
cosity and ductility, the mean (X) and the range (R)
201 to300 5
301 to 500 7 shall be calculated. The following conditions shall
501andabove 10 be satisfied:
9.4 Number of Tests a) (X -0.6 R) shall be greater than or equal to
the minimum specified limit for the charac-
9.4.1 All the individual samples shall be tested for teristic, and
kinematic viscosity and ductility.
b) (X + 0.6R) shall beless than or equal to the
9.4.2 For the remaining characteristics, namely,
maximum specified limit for the charac-
flash point, residue from distillation up to 36O“C,
teristic.
water content and tests on residue from distillation
up to 360°C, a composite sample prepared by 9.5.3 The composite sample when tested for the
mixing together equal quantities from all the in- characteristic mentioned in 9.4.2 shall satisfy the
dividual samples shall be tested. corresponding requirements of the characteristics
3Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian 5’tmfards 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 a copyright of all its publications. No part of these publications may be reproduced in
any form without the prior permission in writing of BIS. This does not preclude the free use, in
the course of implementing the standard, of necessary details, such as symbols and sizes, type or
grade designations. Enquiries relating to copyright be addressed to the Director ( Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are
also reviewed periodically; a standard along with amendments is reaffirmed when such a review
indicates that no changes are needed; if the review indicates that changes are needed, it is taken
up for revision. Users of Indian Standards should ascertain that they are in possession of the
latest amendments or edition by referring to the latest issue of ‘BIS Handbook’ and ‘Standards
Monthly Addition’.
This Indian Standard has been developed from Dot : No. PCD 6 (970)
Amendments Issued Since Pnblication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002
Telephones : 3310131,331 13 75 Telegrams : Manaksanstha
( Common to all Offices )
Regional Offices: Telephones
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 331.01 31
NE &’ DELHI 110002 i 331 13 75
Eastern : l/14 C.I.T. Scheme VH 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 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
C 235 15 19, 235 23 15
Western : Manakalaya, E9 MIDC, Marol, Andheri ( East ) 632 92 95, 632 78 58
BOMBAY 430093 t 632 78 91, 632 78 92
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATGRE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW. PATNA. THIRUVANANTHAPURAM.
Reprography Unit, BIS, New Delhi, India
|
1644.pdf
|
IS : 1644 - 1888
Indian Standard
CODE OF PRACTICE FOR.
FIRE SAFETY OF BUILDINGS ( GENERAL ):
EXIT REQUIREMENTS AND
PERSONAL HAZARD
( First Revision )
~-
First Reprint JANUARY lW6
UDC 699.81 : 692’622’ I-I
@ Copyrrgh I988
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
or5
h?cmher I968IS : 1644- 1988
Indian Standard
CODE OF PRACTICE FOR
FIRE SAFETY OF BUILDINGS ( GENERAL ):
EXIT REQUIREMENTS AND
PERSONAL HAZARD
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was outbreak of fire would cause considerable con-
adopted by the Bureau of Indian Standards on fusio?, poss_ibly panic; therefore, the closet
16 May 1988, after the draft finalized by the Fire attention to design and maintenance of escape
Safety Sectional Committee had been. approved routes including any staircases, cannot be over-
by the Civil Engineering Division Council. emphasized. Likewise special consideration. is
essential to arrangement of display of any highly
0.2 Indian Standards relating to fire safety of flammable articles or materials for sale in such
buildings have been formulated covering general risks because of the danger normal escape routes
principles and fire grading, details of construction, being made unsafe or altogether useless.
exposure hazard and exit requirements. This
standard covering the last aspect was formulated 0.5 It would be neither possible nor advisable to
in 1960. In the past 25 years, useful data has rely on electrical or mechanical devices, such as
been made available by the research institutes lifts for moving the population of various floors
of this country as well as from other advanced to a place of safety because of the probability of
countries like USA, UK, Canada, etc. The pro- fire rendering these devices inoperative. There-
vision in this revision has, therefore, been made fore, staircases with associated escape routes
based on the data adopted by these countries, become all important and staircases considered
and therefore, have been completed modified. in this code are the means of communication in
an up and down direction of a building and serve
0.3 The exit requirements and personal hazard not only as escape routes for occupants but also
dealt with in this standard is considered as at afford a direct means of access to the source of
least of equal importance to all other aspects; fire by the fire fighting -staff. In fact, staircase
in fact in most cases, it is paramount because of landings of buildings which present a serious
the density of population associated with parti- hazard are required to have fire fighting equip-
cular occupancy; an example is that of a cinema ment mounted thereon comprising hydrant stand,
or similar densely occupied building when con- pipes and accessories.
trasted with a godown of similar occupancy.
0.6 For the purpose of d!ciding whether a parti-
0.4 Density of population varies from one cular requirement of this standard is complied
building to another and also in the same building with, the final value, ‘observed or calculated,
from, time to time; one example is that of a expressing the result of a lest or analysis, shall be
large general or mixed bazar, emporium or stores rounded off in accordance with IS : 2-1960*.
where a great variety of goods are displayed for The number of significant places retained in the
sale; and at certain periods may be offered at rounded off value should be the same as that of
special attractive bargain prices, with the result the specified value in this standard.
that normal population will be rapidly exceeded,
more so during peak shopping hours when an *Rules for rounding off numerical values ( revised ).
1. SCOPE a building when on fire is vital and all routes
should be ,constructed to ensure that the popu-
1.1 This standard covers requirements regarding
lation reaches a place of safety in the shortest ’
fire safety Of buildings with respect t0 exit require- period of time without undue hindrance by
ments and personal hazard.
smoke, fumes, debris and the like.
2. EXIT REQUIREMENTS
Every building meant for human occupancy
2.1. Ample provision for escape of population of should be provided with exits sul%cient to permit
1IS : 1644 - 1988
safe escape of occupants, in case of fire or other
TABLE 1 OCCUPANT LOAD
emergency.
( Clause 2.4 )
2.2 Types of Exits
Cl. GlrolJl’ OF OC’c’liP.\NCY Ot~c~uraw LOAD, FLOOR
2.2.1 An exit may be a doorway, a corridor or 10 ( see IS : 1641-1988; ) ARE_\ IN m’/PEltSox
pnssagewny(s) to an internal staircase, or 1. Residential (A) 12.5
external staircusc, or to a verandah or terr:&s) 2. Educational (B) 4
which have ~CCCSSto the street, or roof Of a
building, or ;I rcfugc are& An exit may also 3. Institutional (C) 1st
include a horizontal exit leading to an adjoining 4. Assembly: (D)
building at the same level. a) With fixed or loose seats
and dance floors 0’6.t
2.2.2 Lifts and escalators should not be con-
b) Without seating facilities
sidered as exits. including dining rooms 1’5$
5. Mercantile: (F)
2.3 General
a) street floor and sales
2.3.1 In every building, exits should comply basement 3
with the minimum requircmwts except those not b) upper salt floors
accessible for general public USC. 6. Business and industrial I E and G ) 10
7. Storage (H) 30
2.3.2 All exits should be free of obstructions.
8. Hazardous (J) 10
2.3.3 No building should SO altered as to
*Code of practice for the safety of buildings (general ):
reduce the number, width or protection of exits
General principles of fire g_r ading _ and classifications
to less than that required. ( jrst revision ).-
*Occupant load in dormitory portions of homes
2.3.4 Exits should be clearly visible and the
for the aged, orphanages, insane asylums etc, where
routes to reach the exit should be clearly marked sleeping accommodation is provided, should be cal-
and sign posted to guide the population of the culated at not less than 7.5 m* gross floor area/person.
floor concerned. Signs should be painted with fThe gross floor area should include, in addition
illuminated paint. to the main assembly room or space, any occupied
connecting room or space in the same storey or in
NOTE -This provision shou1.d not apply to A-2 and the storeys above or below where entrance is common
2;45;ccupancies up to 15 m In height ( sec2.7.3 and to such rooms and spaces and they are available for
. . . use by the occupants of the assembly place, No
deductions should be made in the gross area for
2.3.5 Where necessary, adequate and reliable corridors, closets or other subdivisions; the area should
include all space serving the particular assembly
illumination should be provided for exits.
occupancy.
2.3.6 Fire check doors 1 WC IS : 3614 ( Part
1 )-1966* 1 should at appropriate places along 2.5 Capacity of Exits
the escape routes to prevent spread of fire and
smoke and particularly at the entrance to lifts 2.5.1 The unit of exit width, used to measure
the capacity of any exit, should be 50 cm. A clear
and stairs where a ‘funnel or flue effect’ may be
width of 25 cm should be counted as an addi-
created, including an upward spread of fire.
tional half unit. Clear widths less than 25 cm
2.3.7 All exits should provide continuous should not be counted for exit width.
means of access to the exterior of a building or
to an exterior open space leading to a street, 2.5.2 Occupants per unit exit width should be
in accordance with Table 2.
2.3.8 Exits should be so arranged that they
may be reached without passing through another 2.5.3 Horizontal Esit Allo~~~orzc-c When hori-
zontal exit is provided in buildings of mercantile,
occupied unit.
storage, industrial, business and assembly OCCU-
2.4 Occupant Load - For determining the exits panties, the capacity per store)’ per unit width of
requirement, the number of persons within any exit of stairways in Table 2 m:~y be increased by
floor area or the occupant load should be based 50 percent; and in buildings of institutional
on the actual number of occupants, but in no occupancy, it may be increased by 100 percent.
case less than that specified in Table 1.
2.6 Arrangement of Exits
2.4.1 hfcza/liuc and Bdcotl~~ - The occupant
load of a mezzanine floor and balcony discharg- 2.6.1 Exits should be so located that the travel
distance on floor should not exceed the distance
ing to a floor below should be added to that floor
given in Table 3.
occupancy load thus established.
2.6.2 The travel distance to an exit from the
*Specification for fire-check doors: Part I plate, nletal dead end of a corridor should not exceed half the
coxred and rolling ry~c. distance specilicd in Table 3. CSCL’~iIn cdncational,IS: 1644.l!a8
enclosed type; at least one of them should be .on
TABLE 2 OCCUPANTS PER UNIT EXIT WIDTH
external walls of buildings and should open
( Clauses 2.5.2 and 2.5.3 ) directly to the exterior, interior open space or to
SL GROUP OF NUMBEROF an open place of safety. Further, the provision
No. &CUP ANCY OCCUPANTS or otherwise of alternative staircase should be
( See IS : 1641-1988* )r-----h----~ subject to the requirements of travel distance
Stairways Ramps Doors being complied with.
(1) (2) (3) (4) (5)
2.7.2 Rooming Houses of Residential Buildings
1. Residential ( A ) 25 50 75
( A-I ) - Every sleeping room above the street
2. Educational ( B ) 25 50 75
floor should have access to two separate means
3. Institutional ( C ) 25 50 75
of exit, at least one of which should consist of an
4. Assembly (D ) 40 50 60
enclosed interior stairway or an exterior stairway,
5. Business (E) 50 60 75
or a fire escape or horizontal exit, all so arranged
6. Mercantile ( F) 50 60 75
as to provide a safe path of travel to the outside
7. Industrial ( G ) 50 60 75
of the building without traversing any corridor
8. Storage (H) 50 60 75
or space exposed to an unprotected vertical
9. Hazardous ( J ) 25 30 40 opening. Any sleeping room below the street
*Code of practice for safety of buildings ( general ): floor should have direct access to the outside of
General principles of fire grading and classification (first
the building.
revision ).
2.7.3 One or Two Family Private Dwellings or
assemby and institutional occupancies in which
Residential Building ( A-2 )
case it should not exceed 6 m.
2.6.3 Whenever more than one exit is required 2.7.3.1 For more than two rooms, every
for any room, space or floor of a building, exits occupied room excluding areas used solely for
should be placed ps remote from each other as storage, should have at least two means of exit,
possible and should be arranged to provide direct at least one of which should be a door or a
access in separate directions from any point in stairway providing a means of unobstructed
the area served. travel to the outside of the building or street or
grade level and not more than one of which may
TABLE 3 TRAVEL DISTANCE FOR OCCUPANCY be a window. No room or space should be
AND TYPE OF CONSTRUCTION occupied which is accessible only be a ladder,
( Clauses 2.6.1 and 2.6.2 ) folding stairs or through a trap door.
SL G ,tOI‘P OF M~YIMU~TIR AVEL 2.7.3.2 All locking devices which would
No. 0s (‘liP.\N(‘Y Drsrr !\N(‘E CONSTRUCTION
( see IS : 1641-1988*) ( see IS : 1642-1988t) impede or prohibit exit, such as chain type bolts,
r----- h ----_y limited opening sliding type locks and burglar
Type 1 and 2 Type 3 and 4 locks which are not disengaged easily by quick-
(1) (2) (3) (4) releasing catches, should be prohibited. All closet
m m door latches should be such that even children
1. Residential ( A ) 22 5 22.5 may open the doors from inside. All bathroom
2. Educational ( B ) 22.5 22.5 door locks or fasteners should be designed to per-
3. Institutional ( C ) 22.5 22.5 mit the opening of the locked or closed dooi
4. Assembly (D) 30.0 30’0 from the outside in an emergency without the use
5. Business (E) 30.0 30.0 of a special key. Every below-street-level sleeping
6. Mercantile ( F ) 30.0 30.0 room should have direct access to the outside of
7. Industrial (G) 45’0 30.0 the building.
8. Storage (H) 30 0 30’0
2.7.4 Dormitories ( A-3 ) - All dormitories,
9. Hazardous ( J ) 22’5 22.5
except those mentioned in 2.7.6 should have exits
*Code of practice for fire safety of builders so arranged that from any sleeping room or open
( general ): General principles of fire grading and classili-
dormitory sleeping area, there should be access to
cation (first revision ).
two separate and distinct exits in different
tCode of practice for fire safety of buildings
( general ): Details of construction (first revision), directions with no common path of travel unless
the room or space is subject to occupancy by not
2.7 Number of Exists more than 10 persons and has a door opening
directly to the outside of the building at street or
2.7.1 Gencrul Rcquircmcnt -All buildings which
grade level, or to an outside stairway in which
are more than 15 m in height and all buildings
case one means of exit may be accepted.
used as educational ( B ), assembly ( D 1, insti-
tutional ( F ), industrial ( G 1, Storage ( H ), and
2.7.5 Apartment House ( A-4 )
hazardous ( J ) occupancies and mixed occupancies
with any of the aforesaid occupancies, having 2:7&l Every individual living unit should
area more than 500 mZ on each floor should have comply with the requirements for occupancy sub-
a minimum two staircases. They should be of division A-2 in respect of exit ( see 2.7.3 ) ,
3IS : 1644 - 1988
2.7.5.2 Every living unit should have access should there be less than two independent base-
to at least two separate exits which are remote ment exits.
from each other and are reached by travel in
different directions except that a common path of 2.7.7.3 Basements or sub-basements not open
travel may be permitted for the first 6 m (that is, to the public and used only for heating equip
a dead-end corridor up to 6 m long may be per- ment, storage and service operations ( other than
mitted ) provided that single exit may be kitchens which are considered part of the hotel
permitted under any of the conditions given occupancy ) should have exits appropriate to the
in 2.7.5.3. actual occupancy, in accordance with applicable
provisions or in case of mixed occupancy where
2.7.5.3 Any building not more than two there may be doubt as to which other section is
storeys in height with no basement, or in case applicable, such basements should have exits
there is a basement and with street floor level not determined on the basis of lesser exit capacity.
more than 2’5 m above ground at any point next
to the building, excluding driveways, not more 2.7.8 Educational ( B )
than 10 percent of the perimeter should be sub-
2.7.8.1 At least two separate exits are availa-
ject to the condition that the access to the base-
ble. in every floor area. Exits should be as
ment is only from the exterior of the building if
remote from each other as practicable and so
the basement contains a heating plant, group
arranged that there are no pockets or dead ends
storage, incinerator room or paint shop or other
of appreciable size in which occupants may be
hazardous occupancy.
trapped.
2.7.5.4 At least half of required exits should
discharge direct to the outside of the buildings; 2.7.8.2 Every room with a capacity of over
any other exit should be the same as required for 100 persons in area should have at least two door-
the hotels ( see 2.7.6 ). ways as remote from each other as practicable.
Such doorways should provide access to separate
2.7.6 Hotels ( A-5 ) exits but may open upon a common corridor
leading to separate exits in opposite directions.
2.7.6.1 Not less than two exits, as remote
from each other-as practicable, should be acces-
2.7.8.3 Exterior doors should be operated by
sible from every floor, including basements
bars or some other panic hardware device except
occupied for hotel purposes, except as a single
that doors leading from classroom directly to the
exit as permitted in 2.7.6.2 below. Exits and ways
outside may be equipped with the same type of
of access thereto should be so arranged that they lock as is used on classroom doors leading to
are accessible in at least two different directions
corridor with no provision whatsoever for lock-
from every point in any open area, or from any
ing against egress from the classroom.
room door.
2.7.9 Institutional ( C )
2.7.6.2 Any room or section with an outside
door at street or grade level may have such out- 2.7.9.1 In buildings or sections occupied by
side door as a single exit provided no part of the bedridden patients where the fl bar area is over 280
room or area is more than 15 m from the dour m2, f.uzillties should b;: provided to move patients
measured along the natural path of travel. in hospital beds to the other side of a smoke
barrier from any part of such building or section
2.7.6.3 Where stairways or other exits serve
not directly served by approved horizontal exits
t\iro or more upper floors, the same stairway or
or exits from the first floor ( Floor 2 ) of a
other exit required to serve any one upper floor
building to the outside.
may also serve other upper floors except that no
inside open stair-way or ramp may serve as a 2.7.9.2 Not less than two exits of one or more
required egress facility from more than one of t!le following types should be provided for
floor. every floor, including basement, of every building
NOTE - Under this provision, if the second and third or section:
floors were each required to have three stairways, the
second floor may use the stairways serving the third a) Doors leading directly outside the building,
floor so that tho total number of stairways required bj Stairways,
is three, and not six.
c) Ramps, and
2.7.7 Basement Exits for Residential Buildings d) Horizontal exits.
(A)
2.7.9.3 All required exits which serve as
2.7.7.1 Basements occupied for hotel pur-
egress from hospitiil or infirmnry sections should
poses should have exits arranged in accordance
be not less than 150 cm in clear width, includiing
with 2.7.6
patient bedroom doors, to permit transportat on
2.7.7.2 Basement exits should be sufficient to of patients on beds, litters or mattresses. .The
provide for the capacity of the basement as deter- minimum widths of corridors serving patients
mined in accordance with 2.3 and in no case bedrooms in building should be 240 cm.
4IS:1644- 1988
2.7.9.4 Revolving doors should not be exits remote from each other as practicable and
counted as required exits and should not be ins- if of capacity over 600, at three exits should be
talled, except in situations, such as revolving doors provided with each exit not less than of 2 u. it
at a main entrance where they are not subject to widths.
emergency exit use by patients.
2.7.10.4 Every place of assembly of sub-
2.7.9.5 Elevators constitute a dcsirablc supp- divisions D-3, D-4 and D-5 should have at Ieast
lementary facility but are not counted as required two means of exit, consisting of separate exits
exits. or doors leading to corridor or other spaces
giving access to- two separate and independent
2.7.9.6 Each storey in which 35 or more
exits in different directions, except that for places
patients are housed should be divided into at
of assembly having a capacity of less than 100
least two compartments by smoke barriers and the
persons, one 2-unit doorway may be permitted in
Authority may require storeys housing a lesser
rooms where no part of the room is more than
number of patients to be divided into compart-
15 m from the doorway, measured along the line
ments when, in its judgement, such division is
of travel, and the doorway leads directly outside
essential for the protection of the patients.
the building at grade level or leads to a corridor
2.7.9.7 Doors in smoke barriers should be so or other space giving access to two separate and
installed that these may normally be kept in open independent exits.
position but will close automatically or may be
released manually to self-closing action. Corridor 2.7.10.5 Clear aisles not less than 1’2 m in
door openings in smoke barriers should not be width should be formed at right angles to the
less than 150 cm in width. Provision should also line of seating in such number and manner that
be made for double swing single/double leaf type no seat should be more than seven seats away
door. from an aisle. Rows of seats opening on to an
aisle at one end only should have not more than
2.7.9.8 Exits and other features for penal and seven seats. Under the conditions where all these
mental institutions, and custodial institutions aisles do not directly meet the exit doors, cross-
should be the same as specified for hospitals, in aisles should be provided parallel to the line of
so far as applicable. Reliable means should be seating so as to provide direct access to the exit, .
provided to permit the prompt release of inmates provided that not more than one cross-aisle for
from any locked section in case of fire or other every 10 rows should be required. The width
emergency. of cross aisles should be a minimum of 1 m. Steps
should not be placed in aisles to overcome
2.7.9.9 Wherever any inmates are confined in
differences in levels unless the gradient exceeds
any locked rooms or spaces, adequate guards or
1 in 10.
other personnel should be continuously on duty
or immediately available to provide for release 2.7.10.6 The fascia of boxes, balconies and
of inmates or for such other action as may be galleries should have substantial railings not less
indicated in case of fire or other emergency. than 65 cm high above the floor. The railings
at the end aisles extending to the fascial should
2.7.9.10 No building constructed in whole
be not less than 75 cm high !‘i)r the width of the
or in part of combustible materials should be
aisle or 90 cm high at the foot of steps.
used to combine inmates in cells or sleeping
quarters unless automatic sprinkler protection is 2.7.10.7 Cross-aisles except where the backs
Drovided. of seats on the front of the aisle project 60 cm or
more above the floor of the aisle, should be pro-
2.7.9.11 All buildings or sections of build
vided with railings not less than 90 cm high.
ings penal and mental institutions used for manu-
facturing, storage or office purposes should have 2.7.10.8 No turnstiles or other devices to
exits in accordance with the provisions of occu- restrict the movement of persons should be
panties. installed in any place of assembly in such a
manner as to -interfere in any way with the
2.7.10 A.vwmb/y Building ( D ) required exit facilities.
2.7.10.1 Every place of assembly, every tier
2.7.10.9 In theatres and similar places of
or balcony, and every individual room used as a
public assembly where persons are admitted
place of ashembly should have exits sufficient to
to the building at a time when seats are not
provide for the total capacity thereof as deter-
available for them and are allowed to wait in a
mined in accordance with 2.7.7. lobby or similar spsce until seats are available,
2.7.10.2 Every place of assembly of sub- such use of lobby or similar space should not en-
croach upon the required clear width of exits.
division D-i should have at least four separate
Such waiting should be restricted to areas sepa-
exits as remote from each other as practicable.
rated from the required exitways by substantial
2.7.10.3 Every place of assembly of sub- permanent partitions or fixed rigid railing not
division D-2 should have at least two separate less than I05 cm high. Exits should be provided
5IS .: 1644- 1988
for such waiting spaces on the basis of one person than that required if ail vertical openings were
for each 0’3 mt of waiting space area. Such enclosed.
exits should be in addition to the exits specified
2.7.12.2 At least two separate exits should
for the main auditorium area and should conform
be accessible from every part of every floor,
in construction and arrangement to the general
including basements; such exits should be as
rules of exits given above.
remote from each other as practicable and so
2.7.10.10 No display or exhibit should be arranged as to be reached by different paths of
so installed or operated as to interfere in any travel in different directions except that a
way with access to any required exit, or with any common path of travel may be permitted for the
required exit sign. All displays or exhibits of first 15 m from any point.
combustible material or construction and all
booths and temporary construction in connection 2.7.13 Industrial ( G )
with it should be so limited in combustibility or
2.7.13.1 Not less than two exits should be
protected as to avoid any undue hazard of fire
provided for every floor or section, including
which might endanger occupants before they have
basements used for industrial purposes or uses
opportunity to use the available exits.
incidental thereto.
2.7.10.11 No mirrors should be placed in or
2.7.13.2 In buildings used for aircraft
adjacent to any exitway in such a manner as to
assembly or other occupancy requiring undivided
confuse the direction of the exit.
floor areas so large that the distance from points
27.10.12 Places of assembly in buildings of within the area to the nearest outside walls
other occupancy may use exits common to the where exit doors could be provided are in excess
place of assembly and other occupancy. Provided of 45 m, requirements for distance to exits may
the assembly area and other occupancy are consi- be satisfied by providing stairs leading to exit
dered separately, each has exits sufficient to meet tunnels or to overhead passageways. In cases
the requirements. where such arrangements are not practicable,
permit other exit arrangements for one storey
2.7.10.13 Exits should be sufficient for simul- buildings with distance in excess of the maximum
taneous occupancy of both the places of assembly distances specified in 2.6. If completely auto-
and other parts of the-building, unless the con- matic sprinkler protection is provided and if the
ditions are such that simultaneous occupancy heights of ceiling curtain boards and roof venti-
will not occur. lation are such as to minimize the possibility
that employees will be overtaken by the spread
2.7.10.14 For any place of assembly under
of fire or smoke within 180 cm of the floor level
subdivision D-l, at least half the required means
before they have time to reach exits, provided,
of exits should lead directly outdoors or through
however, that in no case may the distance of
exitways completely separated from exits serving
travel to reach the nearest exit exceed 120 m
other parts of the building.
where smoke venting is required as a condition
2.7.11 Business ( E ) for permitting distances of travel to exits in excess
of the maximum otherwise allowed.
2.7.11.1 In the caseof mezzanines or balco-
nies open to the floor below, or other unprotected 2.7.13.3 Basements used only for storage,
vertical openings between floors, the population heating and other service equipment, and not
of the mazzanine or other subsidiary floor level subject to industrial occupancy should have exits
should be added to that of the main floor for the in accordance with the requirements of Group H
purpose of determining the required exits, pro- occupancies.
vided, however, that in no case should the total
number of exits, units be less than that required 2.7.13.4 The following exceptions should
if all the vertical openings were enclosed. apply to special purpose industrial occupancies:
2.7.11.2 Not less than two exits should be Exits need be providod only for the
provided for every floor, including basements ppersons actually employed; spaces not
occupied for office purposes or uses incidental subject to human occupancy because of
thereto. the presence of machinery or equipment
may be excluded from consideration.
2.7.12 Mercantile ( F )
2.7.12.1 In the case of mezzanines or bal- b) Where unprotected vertical openings are
conies open to the floor below, or other un- necessary to manufacturing operations,
protected vertical openings between floors, the these may be permitted beyond the limits
population or area of the mezzanine or other specified for industrial occupancy pro-
subsidiary floor level should be added to that of vided every floor level has direct access to
the main floor for the purpose of determining one or more enclosed stairways or other
the required exits, provided, however, that in no exits protected against obstruction by any
case should the total number of exits units be less fire in the open areas connected by the
6IS : 1644 - 1988
unprotected vertical openings or smoke the two means of exit should be in different
therefrom. directions, except that a common path of
travel may be permitted for the first 15 m
2.7.13.5 The following exceptions should
from any point.
apply to high hazard industrial occupancies:
cl On the street floor, at least two separate
a) Exits should be so located that it will not exit doors should be provided except that
be necessary to travel more than 22’5 m any opening for the passage of automobiles
from any point to reach the nearest exit. mtiy serve as a means of exit provided no
door or shutter is installed thereon. Street
b) From every point in every floor area,
floor exits in closed garages should be so
there should at least be two exits acces-
arranged that no point in the area is more
sible in different directions; where floor
than 30 m from the nearest exit, or 45 m
areas are divided into rooms, there should
in the case of garages protected by auto-
be at least two ways of escape from every
matic sprinklers, distance being measured
room, however small, except toilet rooms,
along the natural path of travel.
so located that the points of access thereto
are out of or suitably shielded from areas d) On floors above the street, at least two
of high hazard. means of exit should be provided, one of
which should be an enclosed stairway.
c) In addition to types of exits for upper
The other means of egress may be a
floors specified for Group G occupancies,
second exit of any of the types, or in a
slide escapes may be used as required
ramp type garage with open ramps not
exits for both new and existing buildings.
subject to closure, the ramp may serve as
2.7.14 Storage ( H ) the second means of exit.
e) Upper floor exits in closed garages should
2.7.14.1 Every building or structure used for
be so arranged that no point in the area
storage, and every section thereof considered
should be more than 30 m from the
separately, should have access to at least one
nearest exit other than a ramp on the same
exit so arranged and located as to provide a
floor level, or 45 m in the case of garages
suitable means of escape for any person employed
protected by automatic sprinklers.
therein and in any room or space exceeding 1 400
m2 gross area, or where more than 10 persons may f ) On floors below the street ( either base-
be normally present, at least two separate means ment or outside underground garages ),
of exit shall be available, as remote from each at least two exits should be provided, not
other as practicable. counting any automobile ramps except
that for garages extending only one floor
2.7.14.2 Every storage area should have
level below the street, a ramp leading
access to at least one means of exit which can be
direct to the outside may constitute one
readily opened. This should not be subject to
required means of exit. In garages
locking so long as any persons are inside and
below street level, exits should be so
should not depend on power operation.
arranged that no part of the area should
be more than 30 m from the nearest stair
2.7.14.3 The following special provisions
exit.
should apply to parking garages of closed or
open type, above or below ground but not d If any gasoline pumps are located within
to mechanical parking facilities where auto- any closed parking garage, exits should be
mobiles move into and out of storage mechani- so located that travel away from the gaso-
cally which are not normally occupied by persons line pump in any direction should lead to an
and thus require no exit facilities. Where repair exit, with no dead-end in which the occu-
operations are conducted, the exits should pants might be trapped by fire or explosion
comply with the requirements of Group G at any gasoline pump. Such exit should lead
occupancies in addition to compliance with the to the outside of the building on the same
following: level, or downstairs; no upward travel
should be permitted unless direct outside
a) Where both parking and repair operations
areconducted in the same building, the exits are available from the floor and any
floor below ( as in the case of a basement
entire building should comply with the
garage where the grade is one storey or
requirements for Group G occupancies
more lower at the rear than at the street ).
unless the parking and repair sections are
effectively separated by separation walls.
2.7.14.4 Exits from aircraft hangars ( storage
b) Every floor of every closed parking garage or servicing areas ) should be provided at inter-
should have access to at least two separate vals of not more than 45 m on all exterior walls
means of exit so arrnngcd that from any of aircrafts hangars. There should be a minimum
point in the garage, the paths of travel to of two exits serving each aircraft storage or
7IS:1644-1988
servicing area. Horizontal exits through inte- NOTE -In the case of buildings where there is a
rior fire walls should be provided at intervals of central corridor, the doors of rooms should open
inwards to permit smooth flow of traffic in the
not more than 30 m. ‘Dwarf’ or ‘smash’ doors corridor.
in doors accommodating aircraft may be used to
comply with these requirements. All doors 2.8.4 Exit door should not open immediately
designated as exits should be kept unlocked in upon a flight of stairs, a landing equal to at least
the direction of exit travel while the area is the width of the door should be provided in the
occupied. stairway at each doorway; the level of landing
should be the same as that of the floor which
2.7.14.5 Exits from mezzanine floors in air- it serves.
craft storage or servicing area should be so arran-
ged that the maximum travel to reach the nearest 2.8.5 Exit doorways should be openable from
exit from any point on the mezzanine should not the side which they serve without the use of a
exceed 22’5 m. Such exits should lead directly key.
to a properly enclosed stairwell discharging
directly to the exterior or to a suitably cut-off 2.8.6 Revolving Doors
area or to outside fire escape stairs.
2.8.6.1 Revolving doors should not be used
2.7.14.6 The following provisions should as required exits except in residential, business
apply to grain elevators: and mercantile occupancies but should not cons-
titute more than half the total required door
a) There should at least be one stair tower width. In mercantile buildings where there is
from basement to first floor and from first possibility of congregation of a large number of
floor to top floor of the workhouse people ( more than 200 ), revolving doors should
enclosed in a dust-tight non-combustible not be permitted.
shaft;
2.8.6.2 Where the revolving door provided
b) Non-combustible doors of self-closing are completely made of glass ( plate glass l, a red
type should be provided at each floor
circle or emblem or logo at 1’5 m level above sill
landing; should be painted on the glass. The thickness
cl An exterior fire escape of the stair or of the glass should not be not less than 12 mm.
basket ladder type should be provided
from the roof of the workhouse to the 2.9 Corridors and Passageways
ground level or to the roof of an adjoining
2.9.1 Exit corridors and passageways should
annexe with access from all floors above
be of width not less than the aggregate required
the first; and
width of exit doorways leading from them in the
4 An exterior fire escape of either the stair direction of travel to the exterior.
or basket ladder type should be provided
from the roof of each storage annexe to 2.9.2 Where stairways discharge through corri-
the ground level. dors and passageways, the height of corridors
and passageways should be not less than 2’4 m.
2.7.14.7 Every area used for storage of
hazardous commodities should have an exit 2.10 Internal Staircases
within 22’5 m of any point in the area where
2.10.1 Interior stairs should be constructed of
persons may be present or 30 m where automatic
non-combustible materials throughout.
sprinkler protection is provided.
2.10.2 Interior staircase should be constructed
2.7.15 Hazardous ( J) - Same as in 2.7.13.5.
as a self-contained unit with an external wall
2.8 Doorways constituting at least one of its sides and should
be completely enclosed.
2.8.1 Every exit doorway should open into
an enclosed stairway, or horizontal exit of a 2.10.3 A staircase should not be arranged
corridor, or passageway providing continuous round a lift shaft unless the latter is totally
and protected means of egress. enclosed by a material of fire-resistance rating as
that for the type of construction itself.
28.2 No exit doorway should be less than 100
cm in width. Doorways should be not less than
2.10.4 Hollow combustible construction should
200 cm in height.
not be permitted.
2.8.3 Exit doorways should open outwards, 2.10.5 No gas piping should be laid in the
that is, away from the room but should not
stairway.
obstruct the travel along any exit. No door,
when opened, should reduce the required width 2.10.6 Notwithstanding the detailed provision
of stairway or landing to less than 90 cm; over- for exits given above the following minimum
head or sliding door should not be installed. width should be provided for staircases:
8IS : 1644 - 19(18
a) Residential .buildiilgs ( dwellings ) 1’0 m 2.11.7 No staircase, used as a fire escape,
Nom - For row housing with 2 storeys, the width should be inclined at an angle greater than 45” to
should lx 0’75 m. the horizontal.
b) Residential hotel buildings 1’5m 2.11.8 Fire escape stairs should have straight
flight not less than 75 cm wide with 20 cm treads
4 Assembly buildings like auditorium, 1’5 m
and risers not more than 19 cm. The number
theatres and cinemas
of risers should be limited to I5 per flight.
4 Educational buildings:
2.11.9 Hand rails should be of a height not
i) Up to 24 m in height 1’5 m
less than 100 cm and not exceeding 120 cm.
ii) More than 24 m in height 2’0 m
2.11.10 Spiral Fire Escape - The USC of spiral
4 Institutional buildings like hospitals:
staircase should be limited to occupant load and
i) Up to 10 beds I.5 m to a building not exceeding 9 m in height unless
ii) More than 10 beds 2’0 m they are connected to platforms, such as bal-
conies and terraces to allow escapees to pause.
f) All other buildings 1’5 m
2.11.11 Spiral fire escape should be not less
2.10.7 The minimum width of tread without than 150 cm in diameter and should be designed
nosing should be 25 cm for internal staircase of to give adequate headroom.
residential buildings. This should be 30 cm for
assembly, educational, institutional, business and 2.12 Roof Exit - In all buildings over three
other buildings. The treads should be constructed storeys in height where the slope of the roof is
and maintained in a manner to prevent slipping. less than 20 degrees, direct access to the roofs
should be provided from the street by means of
2.10.8 The maximum height of riser should be a stairway. Where roofs are used as roof gardens
I9 cm for residential buildings and 15 cm for or for other habitable purposes, sufficient stair-
other buildings and the number should be limited ways should be extended to them to provide
to 15 per flight. necessary exit facilities required for such an
occupancy.
210.9 Hand rails should be provided at a
minimum height of 100 cm and not exceeding 120 NOTE -This does not apply to A-2 and A-4 occu-
pancies up to 15 m height.
cm to be measured from the basesf the middle of
the treads to the top of the hand rails. Further,
2.13 Horizontal Exits
the gap between the two verticals should not
exceed 30 cm. This gap should be reduced to 15 2.13.1 The width of horizontal exit should be
cm where children are likely to use the staircase. the same as for the exit doorways ( see 2.8 J.
2.10.10 The number of people in between floor 2.13.2 A horizontal exit should be equipped
landings in staircase should not be less than the with at least one fire door of self-closing type.
population on each floor for the purpose of
design of staifcase. 2.13.3 Floor area on the opposite or refuge
side of a h6rizontal exit should be sufficient to
2.11 Fire Escapes or External Stairs accommodate occupants of the floor areas served,
allowing not less than 0’3 m2/person. The refuge
2.11.1 Fire escapes should not be taken into
area into which a horizontal exit leads should be
acco-lnt in calculating the evacuation time of a
provided with exits adequate to meet the require-
build ng.
ments given in this standard. At least one of the
exits should lead directly to the exterior of
2.11.2 All fire escapes should be directly
building or to a street.
connected to the ground.
2.13.4 Where there is a difference in level
2.11.3 Entrance to the fire escape should be
between connected areas for horizontal exits,
separate and remote from the internal staircase.
ramps, not more than I in IO in slope should be
2.11.4 Care should be taken to ensure that the provided; steps should not be used.
wall opening or window opens on to or close to a
2.13.5 Doors in horizontal exits should be
fire escape.
openable at all times from both sides.
2.11.5 The route to the fire escape should be
free of obstructions at all times. 2.14 Fire Tower - Fire towers are the preferred
type of escape route for storeyed buildings and
2.11.6 The fire escape should be constructed their application should be considered as the
of non-combustible materials, and any doorway safest route for escape. Their number, location
leading to the fire escape should have the required and size should depend on the building concerned,
fire resistance. and its associated escape routes.
9IS :.1644 -1988
2.14.1 In every mercantile, industrial, business, applicable requirements for stairways reg ‘ng
.assembly buildings other than theatres, insti- enclosure, capacity and limiting dime: 1s
tutional and residcntinl buildings, over 6 storeys except where specified for special uses .d
or 25 m in height, at least one required means of occupancies.
egress should be a fire tower.
2.14.2 The enclosure of fire towers should be 2.15.2 The slope of a ramp should not exceed
constructed of walls with a 4 h fire-resistance 1 in 10. In certain cases, steeper slopes may be
rating without openings other than the exit door- permitted but in no case greater than 1 in 8.
ways with ptatform, landings and balconies of
not less than 3 h fire-resistance rating. 2.153 For all slopes exceeding I in 10 and
wherever the use is such as to involve danger of
2.15 Ramps
slipping, the ramp should be surfaced with
2.154 Ramps should comply with all the approved non-slipping material.
10Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indiun 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’.
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 llooO2 33113 75
1
Eastern : l/14 C. LT. Scheme’VII M, V. I. P. Road, Maniktola 378499,378561
.CALCUTTA 700054 378626,378662
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|
4332_8.pdf
|
Is:4332 (Part VIII ) - 1969
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART VIII DETERMINATION OF LlME CONTENT
OF LIME STABILIZED SOILS
Soil Engineering Sectional Committee, BDC 23
lprpnzaJins
In personal capacity ( Maaak, Old Adhikari Lodge,
Rmikhef, Uttar Pradesh )
Sam B. B. L. BEATNAOAR Land Reclamation, Irrigation & Power Research
Institute. Amritsar
SEE1 K. c. cHANn10x All India Instruments Manufacturers 8 Dealers
Association, Bombay
Srtnx Vnn PRAKASE ( Alme )
SHRI K. N. DADIXA In personal capacity ( P 820, Xw A&we, Calcutta 53 )
Sam A. G. DASTIDAR Cementation Co Ltd, Bombay
SHRI J_ DATT Concrete Associi3tion of India, Bombay
SHBI T. M. Mnsoa (Al&mate)
SEBI R. L. DE~AX Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
PItOF DINESB MOEAN Central Building Research Institute ( CSIR ), Roorkee
Sasts D. R~~~~Iu ( Allrnurtr )
I.hB.EcToE. SOIL Central Water & Power Commission, New Delhi
IbfECliA~l~ AHD bL9EARCIi
!_3-r-w--l-T- on
Dsst~cxm ( DAMS II ) ( Alternate )
PROF R. N. DWRA Indian Institute of Technology, New Delhi
FSECVTIVE &OrXEER (SOIL Concrete and Soil Research Laboratory, Public Works
MECHAIWX AXD RF~EARCH Department, Government of Madras
DIVISION )
Smu B. S. GUPTA Irrigation Research Institute, Roorkee
SRRI S. N. GUPTA Central Board of Irrigation & Power, New Delhi
DR JAQDISH NAR~IN University of Roorkee, Roorkee
SHHI P. C. JAYX National Building Organization, New Delhi
SEBI B. S. BHAITI ( Ahmu& )
Jo= DIRECX8B &fEEAECH Railway Board ( Ministry of Railways )
fFE). RDSO
* Di&rv DIEECMB, R~IEABCH
( SOIL Macaanrrcs ), RDSO ( Aitmafc )
SERI S. S. Joanr Engineer-in-Chief’s Branch, Army Headquarters
SRRI S. VARADAXAJA ( &em& )
SERI 0. P. MALRoTRA Public Works Deprtment;Govemment of Punjab
( Continuedo n page 2 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 4332 ( Part VIII ) - 1969
(
Continued from page 1 )
Members
Srrnr C:B. PATEL ?rl. N. Dastur & Co ( Private ) Ltd, Calcutta
SHRI PRlTh>l SlNGH Indian Sational .Societv of Soil hlechania d Founda-
tion Engineering, .i’ew Delhi
ftEI’RESE?r’TATIVE Public Works ( Special Roads ) Directorate, Govern-
ment of West Bengal
RES~AIWH OFFICER Building and Roads Research Laboratory, Public
Works Department, Government of Punjab
R~s~hRcrr OIFPX.R .Engineering Research Department, Hyderabad
SUHI S. N. SINHA Roads Wing ( Ministry of Transport & Shipping )
Siiw A. S. BISRNOI ( Allmate)
Snrcr C. G. SWAMINATEXAN Institution of Engineers ( India), Calcutta
DR H. L. UPPAL Central Road Research Institute ( CSIR ), New Delhi
SHRI H. G. VERM-4 PublFmyi;ks Department, Covemment of Uttar
SARI D. C. CHATC’RVEDI( Altcmatc)
SHR~R . NA~ARAJAN, Director General, ISI ( Er4mo Member
Director ( Civ Engg )
Snnt G. RAUAS
Deputy .Director ( Civ Engg ). ISI
Soil Testing Procedures and Equipment Subcommhee, BDC 23 : 3
chlwnn
DR H. L. UPPAL Central Road Research Institute ( CSIR ), New Delhi
Mnnbns
PROF ALAM SINQH University of Jodhpur, Jodhpur
SHRI T. N. BHARGAVA Roads Wing ( hfinistry of Transport h Shipping)
SHRI A. S. Bminox ( Albdc)
SHRI K. L. DE~AN Bihar Institute of Hydraulic and Allied Research,
Khagaul, Patna
DIRECTOR f CEXTRAL SOIL Centnl Water & Power Commission. New Delhi
hfBca*wIcs‘ ANI) RESC.~RCH
STITION )
DIRECTOR( DAMS II ) ( Alttrmtc )
hmr H. K. &HA Geologista Syndicate Private Ltd, Calcutta
SHRI N. N. BHATPACRAI~YYA( Alfmmtc )
SRRI MAHABIR PRASAD Public Works Department, Government of Uttar
Pradesh
SEMI 0. P. MdLHOTRA Buildings and Road Research Labomtory, Chandigarh
DR I. S. UPP~L ( Alterma )
Srr~.r D. R, NAKAHAIU Central Buil&mg Research Institute ( CSIR ), Roorkee
SIIRI G. S. JAIN ( Al&m&)
Slll41 H. C. VERMA Associated Instrument Manufacturers ( Indii ) Riv8te
Limited, New Delhi
DR S. VISWANATRAN ( Alrcmotc)IS : 4332 ( Part VIII ) - 1969
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART Vltl DETERMINATION OF LIME CONTENT
OF LIME STABILIZED SOILS
0. FOREWORD
0.1 This Indian Standard (Part VIII) was adopted by the Indian
Standards Institution on 10 June 1969, after the draft finalized by the Soil
Engineering Sectional Committee had been approved by the Civil Engi-
neering Division Council.
0.2 Soil stabilization, in the broadest sense, is the alteration of any inherent
property of a soil to improve engineering performance. The classification
of the methods of stabilization is based on the treatment given to the soil
( for example, dewatering, compaction, etc ), process involved (for example,
thermal, electrical, etc), and on additives employed (for example, asphalt,
cement, lime, etc). The choice of a particular method depends on the
characteristics of the problem on hand. For studying the effectiveness of a
stabilization technique under investigation, both in the laboratory and the
field certain standard methods of test are required and these are being
published in parts. This part [IS:4332 (Part VIII)-19691 lays down the
method for the determination of lime content of lime stabilized soils.
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. This has been met by basing the standard on BS 1924: 1967
‘Methods of test for stabilized soils’ issued by the British Standards
Institution.
’ 0.4 In reporting the results of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS:2-1960*.
1. SCOPE
1.1 This standard (Part VIII) covers the determination of the proportion
by weight of the lime present in a lime stabilized soil. It is done by com-
paring the combined calcium and magnesium contents of the stabilized
*Rules for rounding oKnumerical values ( wti).
3IS:4332(PWtVIII,-1368
soil with those of the natural soil and lime and it is essential that samples
of these should all be available. The method is not applicable to soils
containing a large or variable amount of calcium or magnesium salts or to
soils which also contain cement, and in such cases it may not be possible
to determine the lime content by chemical means.
2. DEFlNlTIONS
2.1 For the purposes of this standard the following definitions shall apply:
Grading . Definition
Fine grained soil or soil-lime 90 percent of the soil or soil-lie
mixture mixture should pass a Z-mm
IS Sieve
Medium grained soil or soil- 90 percent of the soil or soil-lime
lime mixture mixture should pass a 20-mm
IS Sieve
Coarse grained soil or soil- 90 percent of the soil or soil-lime
lime mixture mixture should pass a 40-mm
IS Sieve
3. APPARATUS
3.1 Thermostatically-Controlled Drying Oven -capable of maintain-
ing a temperature of 105-I 10°C.
3.2 Balance -readable and accurate to 1 g.
3.3 Balance -readable and accurate to @OOl Q_
3.4 Desiccator -containing anhydrous silica gel.
3.5 Sieves -4O-mm, 20-mm, 12*5-mm, 6.3-mm, 2-mm IS Sieves and 425
micron IS Sieve conforming to the requirements of IS : 460-I 962*.
3.6 Volumetric Flasks -four of 500 ml capacity.
3.7 Graduated Measuring Cylinders -one lo-ml, one 25-ml, one 1OCL
ml and one 1 OOO-ml.
3.8 Sample Dividers -of the multiple slot type (riflle box) having the
following widths of openings:
Soil Ty@ Width of Opening
a) For fine-grained soils 6mm
b) For medium-grained soils 6 mm and 2-5 cm
c) For coarse-grained soils 6mmand5cm
*Spfkfkation for teste iever( raDirtd).
4IS:4332 (Part VIII)-1969
3.9 Pulverizer-preferably mechanical.
3.10 Glasi Weighing Bottles - three, approximately 5 cm high and 2.5
cm in diameter, fitted with ground glass stoppers.
3.11 Plastics Wash Bottle- containing distilled water.
3.12 Glass Funnels -three, approximately 7.5 cm diameter.
3.13 Burettes - one, 50 ml; and two, 25 ml.
3.14 Pipettes - three, 25 ml; and two, 50 ml.
3.15 Conical Masks - three, of 250 ml capacity.
3.16 Volumetric Plasks -six, of 250 ml capacity.
3.17 Electric Bench Lamp
3.18 Round or Flat-Bottomed Flasks-two, fitted with reflux conden-
sers, as follows:
a) For medium-grained soils 500 ml capacity.
b) For coarse-graincd soils 1000 ml capacity.
3.19 Electric Hotplate or Bunsen Burner
4. REAGENTS
SOTt? - The reagents shall be ofanalytical quality.
4.1 EDTA -Dissolve 4 g of disodium dihydrogen ethylenediamine tetra-
acetate (also known as EDTA, versene, sequestric acid and complexone)
in one litre of distilled watrr. The exact strength of this reagent need not
he known since the calculations are on a relative basis.
4.2 BsSer Soiution- Dissolve 33.7 g of ammonium chloride in 285 ml of
ammonia solution ( sp gr 0880) and dilute to 500 ml.
4.3 Dilute Ammonia Solution ( 1: 4 )-Dilute 100 ml of ammonia solu-
tion (sp gr 0.880 ) to 500 ml with distilled water.
4.4 Hydrochloric Acid, 50 Percent Solution -Add 250 ml of concen-
trated hydrochloric acid to 250 ml of distilled water. ( Larger volumes will
be required in the case of medium and coarse grained soils and soil-lime
samples. )
4.5 Indicator -Dissolve 0.1 g of metalphthalein ( o-cresolphthalein dime-
thylimino diacetic acid), 0.005 g of methyl red and 0.05 g of naphthol
green in a few drops of the ammonia solution and ‘dilute to 100 ml with
&stilled water. This solution should be freshly prepared at least once a
week (eriochrome blue black or eriochrome black T prepared by dissolving
O-5 g in 100 ml of methanol may also be used but the end-point is less
distinct ).
5IS : 4332 ( Part VIII ) - 1969
4.6 Ammonium Chloride, 20 Percent Solution-Dissolve 100 g of
amrnoni~l~r~ dlloricie in water and dilute to 500 ml; (larger volumes will be
rc*qtlired in the case of medium and coarse-gramed soil and soil-lime
samples ).
4.7 Red Litmus Papers
5. PREPARATION OF SAMPLE OF THE SOILLIME MIXTURE
AND NATURAL SOIL
5.1 The bulk sample may, if desired, be roughly broken up and, in order
to facilitate further breaking, shall be dried either in air or in the oven at
105-l 10°C and cooled. It shall then be broken down by crushing or other
similar means until the whole sample passes the appropriate sieve. The
fine-grained materials shall pass a 2-mm IS Sieve, the medium-~grained
materials shall pass a 6.3-mm IS Sieve and the coarse-graincd materials
shall p:tss a 12*5-mm IS Sieve. Throughout these and all subsequent
operations it is essential that there is no loss of fines of any material.
5.2 The material treated as in 5.1 s!)all then be divided by successive rim-
ing on the appropriate sample divider to produce a representative sample of
the weight indicated below:
Soil Type IVeighf of Soil Sample
fo be taken
a) Fine-grained soils 250-300
b j Medium-grained soils 2 500-3 000
c) Coarse-grained soils 6 000-6 500
5.2.1 Throughout this and any subsequent operations, the material
available fdr any division shall be thoroughly mixed and all precautions
taken to avoid segregation during riming.
5.3 The representative sample obtained as in 5.2 shall then be ovendried
at 105-l 10°C for not less than 16 hours, and cooled, preferably in a
.desiccator. The ovendried material shall be pulverized, using a mechani-
cal pulverizer or any other suitable means, so that the whole of the sample
passes 425-micron IS Sieve. The ovendried pulverized material shall then
be sub-divided by riffling on a sample divider having a width ofopcuing of
6 mm until a sample weighing approximate!y 5 g for fine-grained soils, 25 g
for medium-grained soils and 50 g for coarse-grained soils is obtained
(in the case of the medium-and coarse-grained soil samples, riflling may
more conveniently be done on the larger sample dividers but when the size
of sample has been reduced to 250 g the sample divider having a width of
opening of 6 mm shall be used). This sample shall be placed in the glass
weighing bottle and dried at 105-110°C. The period required for drying
may vary with the type of soil and size of sample. The sample shall be
6IS:4332 (Part VIII)-1969
deemed to be dry when the differences in successive weighings of the
cooled sample at intervals of 4 hours do not exceed 0.1 percent of the
original weight of the sample. For practical purposes 16-24 hours is
usually sufficient.
6. ANALYTICAL PROCEDURE
6.1 Analysis of the Prepared SoiI and Soil-lime Samples
6.1.1 For soils of low sesquioxide content, where effects of co-precipitation
of calcium can be ignored (see Note), the procedure given in 6.1.1.1(a) to (d)
shall be followed.
XOTE-Two procedures are given for extracting the lime from the stabilized soil.
Hydrochhbric acid is the more effective extractant but with soils of high sesquioxide
content it also removes the sesquioxides which may cause interference with the deter-
mination of the calcium. Ammonium chloride solution extracts the lime but does not
remove the sesquioxrde and is, therefore, to be preferred with soils of hig.h srsquioxide
content, even though it may take 15 minutes or longer to extract the hme from the
sample compared with the 2-3 minutes that hydrochloric acid takes. In general,
ammonium chloride should he used in cases where a soil containing no calcium and a
high proportion of iron or aiuminium has been stabilized with a low proportion of
lime.
6.1.1.1 I’r-~porcl~i~O~Jrt, he acid extmcts
a! For jinc-grained snils and soil-lime mixtures -The weighing bottle
containing 5 g sample of dried soil or soil-lime shall be removed
from the oven, cooled in the desiccator and weighed to the nearest
O-001 g. The sample shall then be transferred to a 250-ml conical
beaker, the weighing bottle re-weighed and the weight of the soil
or soil-lime sample (11’) calculated by difference. Fifty milli-
litre of 50 percent hydrochloric acid shall than be added and the
beaker covered with a cover glass and the contents brought to the
boil. ‘After boiling for one minute the beaker shall be removed
and allo\\ed to cool. The contents of the beaker shall then be
quantitatively transferred through a glass funnel to a 250-ml volu-
metric flask, care being taken that no solid material remains in the
beaker, and the volume adjusted to 250 ml with distilled water.
The flask shall be shaken and the suspension shall then be allowed
to settle for a few minutes. A 50 ml aliquot shall be removed
with a pipette and transferred to another 250-ml volumetric flask.
b) For medium-grained soils and soil-lime mixtures -The weighing bottle
containing the 25 g sample of dried soil or soil-lime shall be
removed from the oven, cooled in the desiccator and weighed to
the nearest O-001 g. The sample shall then be transferred to
a dry, 500-ml, round-bottomed or flat-bottomed flask, the we&h-
ing bottle re-weighed and the weight of soil or soil-lime ( W’)
calculated by difference. Exactly 250 ml of 50 percent hydro-
chloric acid shall be added from a volumetric flask, to the flask
7IS:4332 (Part VIII)-l!MB
which shall be fitted with a tight-fitting reflux condenser, and the
solution boiled for about five minutes. After the contents of the
flask have ceased to boil, exactly 250 ml of distilled water shall be
added and the contents of the flask mixed by shaking. 25 ml of
this solution after cooling shall be removed with a pipette and
transferred to a 250-ml volumetric flask.
cl For coarse-gained soils and soil-lime mixlures -The procedure given
in (b) shall be followed except that a 1 OOO-ml flask containing
500 ml of 50 percent hydrochloric acid shall be used and this solu-
tion after cooling shall be removed with a pipette and transferred
to a 250-ml volumetric Bask.
4 For the lime- About 1 g of lime shall be placed in a weighing
bottle and dried at 105-110°C. The sample shall be deemed to
be dry when the differences in successive weighings of the cooled
sample at intervals of 4 hours do not exceed 0.1 percent of the
original weight of the sample. The procedure given in 6.1.1.1 (a)
shall be followed, except that 10 ml of 50 percent hydrochloric
acid and 25 ml of distilled water shall be used for the digestion
and a 2.5 ml aliquot portion of the 2.50 ml solution retained for
analysis.
6.1.2 For soils of high sesquioxide content where co-precipitation of
calcium occurs, the procedure given in 6.1.1.1 (a) to (d) shall be followed
except that a 20 percent solution of ammonium chloride shall be used in
the place of 50 percent hydrochloric acid as the extractant. The soil-lime
mistures, the soils and the lime samples shall be boiled with the appro-
priate quantity ofammonium chloride solution until no further evolution of
ammonia occurs. This may be checked by holding a moistened red litmus
paper over the mouth of the beaker; the paper will turn blue if ammonia
is still being evolved. Care shall be taken during boiling to ensure that
the solution is not boiled dry, and if necessary additional water shall be
added to prevent this occurring.
6.2 Analysis of the Acid or Ammonium ChIoride Extracts -A small
piece of red litmus paper shall be dropped into each volumetric flask and
dilute ammonia solution shall be added (preferably from a burette) until
the litmus changes from red to blue (this may not. be necessary if
ammonium chloride was used as the extractant). After the addition of
the ammonia solution the volume of the suspension shall be adjusted to
exactly 250 ml with distilled water and the contents of the flask thoroughly
mixed by shaking. The flask shall then be set aside until the precipitate
has settled to the bottom. When the precipitate has settled, 50 ml of the
clear supernatant liquid shall be removed by means of a pipette, and placed
in a 250-ml conical flask or beaker. Add 2 ml of the buffer solution and
3 or 4 drops of the indicator. The EDTA solution shall then be added
8lst4332 (Part vlx.I)-1969
corn the 50 ml burette until the colour changes from pale purple to
colourless and then to pale green (metalphthalein indicator) or from pink
to blue ( eriochrome indicator) (see Note). The volume of EDTA
required shall be noted to the nearest 0.05 ml ( Y).
NOTE - The coiour change of the metalphthalein indicator is from purple to grey or
colourless and then to green. The end point is best observed in artificial light. It ir
advisable to carry out practice titrations in order to obtain experience of the colour
change at the end-point. If eriochrome is used the colour change is from pink to blue;
the actual end-point occurs when all traces of pink colour have disappeared when the
solution is viewed in artificial light.
7. CALCUL4TIONS
7.1 The lime content shah be calculated as given in 7.1.1.
7.1.1 The volume of EDTA solution which would be required to
neutralize the calcium and magnesium in 1 g of soil (X ml), 1 g of the
uncarbonated soil-lime ( Y ml) and 1 g of lime (< ml) shall be caculated
from the following formula:
a) For fine-grained soil or soil-lime samples,
where
V = volume of EDTA solution required in titration (ml), and
W = weight of prepared oven-dry soil or soil-lime sample (g ).
b) For medium or coarse-grained soil or soil-lime samples,
XorY=‘+ml
c) For lime samples,
where
W = weight of prepared oven-dry lime sample ( g ).
d) The lime content of an uncarbonated soil-lime sample (CL)
( scc Note) expressed as a percentage of the weight of soil lime shall
be calculated horn the formula:
100( r-x)
Cl-_ percent
Z-X
9IS:4332 (Part VIII)-1969
ej The lime content of the uncarbonated soil-lime sample (C,)
(see Note) expressed as a percentage of the dry soil weight shall be
calculated from the formula:
c,
100
Cs = 10O _ C, percent
KOTE - A sail-lime mixture may, on exposure to air, increax in weight due
to the carbonation of the lime present. To allow for this weight increase in
calculating the lime content of a mixture which has carbonated, it is necessary
to know the calcium and carbonate contents of the natural soil, the soil-lie
mixture and the lime. In addition, if appreciable amounts of magnesium are
present in either the soil or the lime, it is also necessary to know the magneai-
urn contents of the natural soil, the soil-lime mixture and the lime. Since,
however, the error involved in ignoring the weight increase due to the carbo-
nation is in most cases quite small, the lime content for carbonated soil-lime
mixtures is usually calculated in the manner described in 7.1 for uncarbonated
samples.
7.2 Reporting of Results -The results (Cl or Cs) shall be reported to
the nearest 0.2 percent.
7.2.1 The observations,and results of the analysis shall be recorded suit-
nbly. A recommended proforma for such a record is given in Appendix A.
10IS : 4332 ( Part VIII ) - 1969
APPENDIX A
( CZause 7.2.1)
DETERMINATION OF THE LIME CONTENT OF LIME
STABILIZED SOIL
Name of job Operator
Sample reference Date
Location
Sample No.
Description .of sample
Weighing bottle number
Weight of weighing bottle + oven-dry sample in g
Weight of weighing bottle in g
Weight of oven-dry sample ( M’) in g
Initial burette reading in ml
Final burette reading in ml
Volume of EDTA solution titrated ( V) in ml
Soil Sample
(XT?) or (X=y)ml
( medium- and
coarse-grained
soils )
Soil lime sample
(Y=y) or (r,-J$J)ml
( fine-grained (medium- and
soils ) coarse-grained
soils )
Lime sample
11IS : 4332( Part VIII ) - 1969
\ I
Lime content (percentage of the weight of soil-lime,
I
Cl_& 100 (r-w f
percentage
C 5-X 3
-.- -
Lime content ( percentage of the weight of dry soil ) I
100 c, 1
c z = Ioo_C, percentage
C
12AMENWENNT O. 1 AUGUST1 983
TO
IS:4332(Part, VIII)-1969 METHODOS F TEST FOR
STABILIZEDS OILS
PART VIII DETERMINATIOONF LIME CONTENT
OF LIME STABILIZED SOILS
Alterations
----em
(Page 4, cZawe 3.5, Zinc 2) - Substitute i
‘m46o(Part I)-1978.’ fm ‘x&460-lg62*‘.
]
(Wge 4,cf~t+wte, with l** mark) - Substitute
the following for the existing foot-note: i
'*Specification for test sieves: Fart I Wire cloth
test sieves (eecond rsuisia).'
(WC 23)
Reprography Unit, ISI, Bew Delhi, India
|
4455.pdf
|
Is:4455-1967
Indian Standard
SPECIFICATION FOR
TROLLEYS, SOILED LINEN
Hospital Equipment Sectional Committee, CPDC 14
chaim Rkpremting
SHXUA . S. BRA-A National Steel Equipment Co, Bombay
MnnBrrS
PROP T. R. m ( Ahrnatc to
Shri A. S. Bhathcna )
S-G. BILSITACHARYA Adair Dutt C Co ( India ) Pvt Ltd, Calcutta
SHIUD.LAWlIU (Altmratr)
Smu G. B. J- Development Co- . ione:, Small Scale Industries
smu v. s. KN.aAo Tempo Industrial Corporation, Bombay
~HR.l$als&N”““” Directorate kneral of Technical Development
Elpro International Ltd, Chinchwad
SH;ukic~&~ (Al&mate)
Ministry of Health & Family Planning
~~A”&pM-m Railway Board ( Ministry of Railways )
&fAJ +. P. %THl Ministry of Dcfencc ( DGAFMS )
&fAJ L?+Jl?ANSI NGE Ministry of Defence ( DGI )
!&RX IC. L. TtiWAU Chief Inspectorate of General Stores [Ministry of
Dcfemx ( DGI ) 1, Kanpur
Sxau R N. VIO ULTRADENT Private Ltd, Bombay
Soar D. N. Vxo ( Al&mute )
Srisu A. B. RAO, Dkctor General, IS1 (Er-oji& Member)
Dixctor(ColurProd)
s-e@?
Smu R. I. MID=
Ikputy-(--)
Hospital Furniture Subcommittee, CPDC 14 : 1
DaA.RAuDA!4 RailwayBoard(MinistryofRailways)
Members
SHBIB.L.ARORA India Medico Instruments, Delhi
SHRI A. S. BHAT~BNA National Steel Equipment Co, Bombay
Saul J. A. BEATFIENA( Alkmzte )
,SHRIR. C. J- General Trades Agencies, Delhi
Snxu G. B. JAKHETIA Dtvelopnialt Co mmissioner, Small Scale Industries
Swx A. J. Mmi~a Janak Manufacturing Works, Bombay
Sm M. G. PANDIT Ministry of Health & Family Planning
Smu P. G. SNKXO~CAR New Haven Steel Ball Corporation Pvt Ltd, Bombay
bfAJ v. P. &Tiil Ministry of Defence ( DGAFMS )
Smu E. A. SH- Special Equipment Co, Bombay
.%arA.H.S-(A&au&)
sHRIAxluTLrJ. vro Imperial Surgico Industries, Lucknow
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHIIs :.4455- 1967
Indian Standard
SPECIFICATION FOR
TROLLEYS, SOILED LINEN
4). FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 11 December 1967, after the draft finalized by the Hospital Equipment
Sectional Committee had been approved by the Consumer Products Divi-
sion Council.
0.2 The formulation of Indian Standards on hospital equi+ment has been
taken up at the instance of the Advisory Committee for the Development
of Surgical Instruments, Equipment and Appliances ( Government of
India ).
0.3 This standard is one of a series of Indian Standards on hospital
furniture. Other standards in this series are:
IS : 4033- General requirements for hospital furniture (under
Preparation )
IS : 4034 Specification for castors for hospital equipment
( under preparation )
IS : 4035-1967 Specification for trolleys, stretcher
IS : 4036-1967 Specification for trolleys, patient
IS : 4037-1967 Specification for stretcher and stretcher carriers
IS : 4266-1967 Specification for lockers, bedside
IS: 4267-1967 Specification for stands, wash hand basin
IS : 4458-l 967 Specification for screens, bedside
8.4 In preparing this standard assistance has been derived from B.S. 2854 :
1957 ‘ Specification for soiled linen trolleys ’ issued by the British Standards
Institution.
8.5 In some of the clauses of this standard, reference has been made to
IS : 4033* and IS : 4034t which are under preparation. Until these stand-
ards are published, the requirements in such clauses shall be subject to
agreement between the concerned parties.
*General requirements for hospital furniture ( underj weparution) .
tspecification for castors for ho&al equipment ( underf ieparation ).
20.6 Suggestions relating to cotton canvas for making bags for trolleys are
given in Appendix A.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
1. SCOPE
1.1 This standard specilies the requirements of single-bag soiled linen
trolleys used in hospitals and other similar institutions.
2. MATERIAL
2.1 Framework - shall conform to 2.1 of IS : 4033t.
2.2 castors - shall conform to IS : 4034$.
3. SHAPE AND DIMENSIONS
3.1 The shape of the soiled linen trolley is shown in Fig. 1 and the principal
dimensions shall be as indicated in the figure. The dimensions of the bag
are also given therein. The tube used shall be l-22 mm thick; the
minimum outside diameter for various portions of the framework being as
follows:
Comjxvunt Minimum Outside Diameter
mm
Ring 15.88
Vertical members 25*4-O
Y-support 15.88
4. MANUFACTURE
4.1 Framework -The framework shall comprise three vertical tubes,
flattened at their upper ends and welded to the ring, the flattening being
arranged to form a recess external to the framework to retain the draw
string of the bag. Near their lower ends the vertical tubes shall be joined
to a Y-shaped support.
+Rula for rounding off numerical values (noiud).
tGaxra1 requirements for hospital furniture ( u&r j17e~u7afim) .
$Specificationf or castors for hospitale quipment ( underp reparation) .
3sir
DETAIL ‘I
I
100 DIA
r
L’
DETAIL 2
SIZEO F BAG 760 x 480 DIA
All dimensionsi n millimetres.
FIG. 1 SOIL&LINEN TROLLBY,S INGLEB AG
4Is:*-2967
4:2 Castors - Each trolley shall be provided with three castors 100 mm
in diameter. The rest of the details shall conform to 4.2 of IS : 4033*.
4.3 Canvas Bag - The bag shall be made with lapped seams along each
join, the seams being double sewn with gIace cotton thread of 60 tex/3
( or lOs/3 ) count, having minimum single thread breaking load ( 50 cm
gauge length ) of 4.10 kg. The opening of the bag shall have a 40-mm
hem and two 75-mm vents, one on vertical seam and other directly
opposite; the end of each vent shall be reinforced. The hem shall be
threaded with braided draw string not less than 10 mm in circumference.
5. WORKMANSHIP AND FINISH
5.1 Workmanship and finish shall conform to 5 of IS : 4033”.
6. MARKING
6.1 The marking shall be as specified in 7 of IS : 4033*.
7. PAGKING
7.1 The packing shall be as specified in 8 of IS : 4033*.
APPENDIX A
( CZause 0.6 )
CANVAS FOR BAGS
A-l. No requirements for canvas have been included in this standard as it
is considered that the choice of material for bags should rest with the
purchaser. However, it is desirable that the bag shall be made of shrunk
cotton canvas ( waterproofed) having a minimum weight 605 g/m2.
*General requirementsf or hospitalf urniture ( wr&@#aratCmj .
5
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9401_11.pdf
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IS 9401 (Part 11) : 1998
P@fTmm)
Indian Standard
METHODSOFMEASUREMENTOFWORKIN
RIVERVALLEYPROJECTS(DAMSAND
APPURTENANTSTRUCTURES)
PART 11 DIAPHRAGM WALLS
( First Revision )
ICS 93.160; 91 : 200
0 BIS 1998
BUREAU Ol? INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
April 1998 Price Group 1Measurement of Work of River Valley Projects Sectional Committee, RVD 23
FOREWORD
This Indian Standard (Part 11) (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Measurement of Work of River Valley Projects Sectional Committee had been approved by the
River Valley Division Council.
In measurement of works relating to river valley projects a large diversity of methods exist according to local
practices. The lack of uniformity creates complications regarding measurements and payments. This standard
is, therefore, being formulated in different parts, covering each type of works separately. This part is intended
to provide a uniform basis for measuring the work done in respect of diaphragm walls in river valley projects.
This standard was first published in 1990. With the experience gained by its usage and by the revision and
updation of related standards, it was necessary to revise the standard so as to bring it in line with current field
practice.
In reporting the result of 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 11) : 1998
Indian Standard
METHODSOFMEASUREMENTOFWORKIN
RIVERVALLEYPROJECTS (DAMSAND
APPURTENANTSTRUCTURES)
PART 11 DIAPHRAGM WALLS
First Revision )
(
1 SCQPE framework and scaffolding, all labour for finishing to
required shape and size, setting, fitting and fixing in
This standard (Part 11) covers the method of
position, straight cutting and return of waste packings;
measurement of diaphragm walls in river valley
dismantling of the equipment and taking it back, etc.
project works (dams and appurtenant structures).
3.3 Units of Measurement
2 REFERENCES
All work shall be measured net in decimal system as
The following Indian Standards contain provisions
fixed in its place subject to the following limitations,
which through reference in this text, constitute
unless otherwise stated:
provisions of this standard: At the time of publication, a>
Linear dimensions shall be measured to the
the editions indicated were valid. All standards are
nearest 0.01 m,
subject to revision and parties to agreements based on
b) Areas shall be worked out to the nearest
this standard are encouraged to investigate the
0.01 m2, and
possibility of applying the most recent editions of the
4 Cubic contents shall be worked out to the
standards indicated below:
nearest 0.01 m3.
IS No. Title
3.4 Work to be Measured Separately
1200 (Part 8) : Methods of measurement of ,buiki-
Work executed in the following conditions shall be
1993 ing and .engineering works: Part 8
measured separately:
Steel work and iron work (fourth
revision) a) Work in or under water,
b) Work in liquid mud/marshy land, and
9401 (Part 2) : Methods of measurement of work
c) Work under tides.
1982 in river valley projects (dams and
appurtenant structures) : Part 2 3.4.1 The levels and the timings of high and low water
Dewatering @-St revision) tides, where occurring, shall be stated.
9401 (Parl3): Methods of measurement of work
35 Wherever springs or special situations are
1994 in river valley projects (dams and
encountered and dewatering is resorted to, it shall be
appurtement structures) : Part 3
measured in accordance with IS 9401 (Part 2).
Grouting (first revision}
. 4 BILL OF QUANTITIES
3 GENERAL
4.1 The bill of quantities shall fully describe the
3.1 Booking of Dimensions materials and workmanship and accurately represent
I
the work to be executed.
In booking dimensions, the order shall be consistent
and generally in the sequence of length, width and 4.2 A general description of the nature of the site shall
height or depth or thickness. be stated. For walls near river banks, reservoirs or sea
front, the maximum and minimum water levels shall
3.2 Description of Items
be stated.
3.2.1 The description of each item shall, unless 4.3 Water logging, whether due to nature of the soil
otherwise stated, be held to include, where necessary, or due to any underground unknown obstruction as
conveyance and delivery, handling (including loading anticipated, shall be stated. Ground water level during
and unloading), storing, fabrication, hoisting, all rainy seasons and dry spells shall be specified.
1IS 9401 (Part 11) : 1998
4.4 The available information as to the strata through cross-sectional area of the panel adopted and the
which excavation is to be carried out shall be stated or height. The height shall be the difference of elevations
reference records of bores be given. between average of top of rock encountered and the
average of final chiselled rock surface.
4.5 The cut-off level of the top of the diaphragm wall
shall be clearly specified. Also, the level and location
5.6 Steel reinforcement shall be measured separately
of the reference bench mark shall be provided. in accordance with IS 1200 (Part 8).
4.6 The item shall include any extra excavation,
5.7 Embedded fixtures in steel reinforcement cage
filling and ramming required at the time of actual
like bearing plates and pipes for anchoring and
construction for the movement of the cranes and other
grouting or other such fixtures shall be measured in
walling equipment about the site.
kilograms calculated from their dimensions and unit
4.7 Bringing plant to the site, erecting it, dismantling weights.
and taking it back shall be measured separately as
lumpsum items. 5.8 Spacers, tie rods and anchors used to secure the
panels shall be measured separately for each panel in
5 METHOD OF MEASUREMENT OF numbers, specifying their length, diameter, size, etc.
DIAPHRAGM WALLS
5.9 Plastic/RCC/concrete/cement-bentonite slurry
5.1 The diaphragm wall shall be described according
shall be measured in cubic metres arrived at from the
to type and width/thickness.
cross-sectional area of the type adopted and the
5.2 Guide wall shall be measured in linear metres. average depth.
5.10 Panel joints (whether concave or convex) other
5.3 Empty and blind boring shall be measured in
cubic metres arrived at by multiplying depth than straight joints formed by means of stop end pipes
(measured from top of the guide wall to the cut-off in successive panel method of construction , shall be
level of the diaphragm wall) by thecross-sectional area measured in running metres separately.
of the panel.
5.11 Deadman shall be measured in cubic metres as
5.4 Trenching in overburden shall be measured in in 5.9.
cubic metres as cross-sectional area of panel
multiplied by depth of excavation in overburden. 5.12 Top edge finishing with RCC beams, etc, shall
be measured in cubic metres.
5.5 Trenching/chiselling in all types of rocks and
boulders shall be measured in hours per chiselling rig, 5.13 Grouting by approved means underneath the
or other contrivance employed thereof. Time for diaphragm panel shall be measured in accordance with
removing broken rock fragments or for otherwise IS 9401 (Part 3).
cleaning panel bottom of chiselling material shall be
added to the chiselling?ime. Alternatively, chiselling 5.14 Admixture used in cement concrete for
shall be measured in cubic metres arrived at from the diaphragm panel shall be measured in kilograms.
2Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may 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 ( 227 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
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Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110 002 Telegrams : Manaksanstha
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printed at Printograph, New Delhi, Ph : 5726847
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12154.pdf
|
.
1s I 12154 - 1983
Indian Standard
SPECIFICATlON FOR
LIGHT WEIGHT JUTE BAGS FOR
PACKING CEMENT
( First Reprint NOVEMBER 1992 )
UDC 621.798.151[677.13]:666.94
0 coprrigirt 1987
BUREAU OF INDMN STANDARDS
MANAK BHAVAN, 9 BAHAbUR SHAH ZAFAR MARC
NEW DELHI 110002
Gt3 Dmmbsr‘1%7IS:12154 - 1983
Indian Standard
SPECIFICATION FOR
LIGHT WEIGHT JUTE BAGS FOR
PACKING CEMENT
Jute and Jute Products Sectional Committee, TDC 3
Chairman Refiresenting
SHRI B. R. BASU Jute Commissioner, Calcutta
Members
SHRI U. S. BAID Pesticides Association of India, New Delhi
SHRI S. CHATTERJEE ( Alternate )
SH~I J. D. BAPAT National Council for Cement and Building Mate-
rials, Ballabhgarh
Saab A. T. BASAK Directorate General of Supplies & Disposals
( Inspection Wing ), New Delhi
SHRI S. K. BHATTACHARYA Jute Corporation of India Ltd, Calcutta
SHRI A. N. SANYAL ( Alternate )
SHRI A. C. BISWAS National Jute Manufacturers Corporation Ltd,
Calcutta
SHRI RATICHAND BOTHRA Calcutta Baled Jute Association, Calcutta.
CHAIRMAN Indian Jute Mills Association, Calcutta
SHRI G. M. BHANDARI (Alternate I )
SHRI S. N. MUNIJRA ( Alternafe II )
DK C. R. DEBNATH Jute Technological Research Laboratories (ICAR),
Calcutta
SHRI 0. P. DHAMIJA Export Inspection Council of India, New Delhi
SHRI G. MITRA ( Alfernatc )
SHRI D. K. DUTTA Office of the Jute Commissioner, Calcutta
SHRI SIZKEAR GWHA Eskaps ( India ) Pvt Ltdi Calcutta
SHBI KAJAL SIN ( Alternafe )
SH~I D. &PTA Jute Manufacturers Development Council,
Calcutta
SHRI G. SIVARAMAN ( Alternate )
SEBI D. -GUPTA New Central Jute Mills Co Ltd, Calcutta
SHRI P. K. MUEHERJEE (Alternate)
SHBI JASBIR SINOH Food Corporation of India, New Delhi
SHRI S. R. RAMNANEY ( Alternate )
LT-COL P. N. MALHOTRA Ministry of Defence ( DGI )
SHRI A. N. MUSHBAN ( Alternate )
( Continued on page 2 )
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS: 12154- 1987
( Contintted,fo ‘1 pose I )
Members Kepfeserrtirrg
Snar A. C. MA~~u~c Ministry of Defcnce ( R & D )
SIXRI M. L. PAL ( Altarnate )
Smtr S. N. MUNDXA Calcutta Jute Fabrics Shippers Association,
Calcutta
SHRI L. SWAMINATHAN ( Alternate )
Dn v. PAcTI 4IYAPAN Fertilizer Association of India, New Delhi
SHRI S. K. PATANRAR Rashtriya Chemicals & Fertilizers Ltd, Bombay
DR S. R. RANQANATBAN Indian *Jute Industries Research Association,
Calcutta
DR U. MUKHOPADEYAY ( rllternate )
SHRI AMITAV~ SANYAL Indian Institute of Packaging, Bombay
SHRI A. A.JOSHI ( Ahernate )
SERI A. R. SHENOY Cement Manufacturers’ Association, New Delhi
SHE21 A. N. SINGH Ministry of Agriculture
SHEI R. I. MIDHA, Director General, BIS ( Ex-ojicio Member )
Director ( Tex )
Secretqry
SHRI A. R. BANEEJEE
Joint Director ( Tex ), BISIS I 12154 - 1987
Indian Standard
SPECIFICATION FOR
LIGHT WEIGHT JUTE BAGS FOR
PACKING CEMENT
0. FOREWORD
0.1 This Indian Standard was adopted by the Bureau of Indian Standards
on 29 September 1987, after the draft finalized by the Jute and Jute
Products Sectional Committee had been approved by the Textile Division
Council.
0.2 The work for development of alternative bags in place of conventional
jute bags for packing cement with a view to reducing the wastage of ce-
ment as well as cost of packing was taken up by the National Council for
Cement and Building Mnterials ( NCB ), New Delhi, at the instance of
Ministry of industrial D eve_ Io pment, Government of India NCB, with the
help of Indian Jute Mills Association and cement industry evaluated a
number of bags made out of different fabric constructions in their labora-
tory and in actual field trials for their performance. The Sectional Corn-
mittee, acknowledging the work done by NCB in the development of these
bags, decided to cover ~the requirements in this standard based on their
work. The performance of this bag is comparable to the traditional jute
,bsgs for packing cement ( see IS : 2580-1982* ).
0.3 It is recommended that the count of warp and weft used in the fabri-
cation of this bag shouId be 310 tex ( 9 grist ) and 830 tex ( 24 grist )
respectively.
0.4 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
in? the result of a test or analysis, shall be rounded ofF in accordance
wiih IS : 2-1~6O~. The number of significant places retained in the roun-
ded offvalue should be the same as that of the specified value in this
standard.
*Specification for jute sacking bngs for packing cement ( second revision ).
$Rules for rounding off numerical vnlucs ( revised ).
3IS :12154 - 1987
1. SCOPE
1.1 ‘Thiq standard prescribes the constructional details and other parti-
culars of‘ light weight jute bags of dimensions 71 x 48 cm for packing
50 kg of cement.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in
IS : 5476-1968* shall apply.
3. GENERAL REQUIREMENTS
3.1 Fabric - The fabric used in the manufacture of bags shall be woven
in plain weave with jute double warp ends and single jute yarn in weft.
The mass per square metre of the fabric shall be 575 g+ 1i percent.
3.2 Bags - The bags shall be made from single pieces of fabric, uniform
in construction and of 71 cm width, with the weft running along the
length of bags. The valve of the bag shall be made from same fabric as
used in the bags.
3 3 Seam - The bottom of the bag shall be left open or stitched as agre-
ed to between the buyer and the seller. The stitching of the top and
bottom of the bag shall be on selvedge through two layers of fabric using
2 strands of 3 ply jute twine of 380 tex x 3 for overhead stitching and 300
tex x 3 for herakle stitching. The stitching shall be of even tension
throughout with all the loose ends securely fastened. The number of
stitches per decimetre shall be between 9 and 11.
3.3.1 At the side of the bag, the raw edges shall be turned to a depth
of 38 mm and sewn with either overhead or herakle stitches through four
layers of fabric ( see Fig. t ) using 2 strands of 3 ply jute twine of 380
tex x 3 for overhead stitching and 300 tex x 3 for herakle stitching. The
stitching shall be of even tension throughout with all the loose ends secu-
rely fastened. The number of stitches per decimetre at the sides shall be
between 9 and 11.
NOTE - It is recommended that the depth of stitching from the edge of the
bag should be minimum 10 mm.
*Glossary of terms relating to jute (,first re&ion ).
4IS:1 2154.1987
LOWER LAYER OF BAG
VALVE FLAP
SECTION AA SECTiON 68
-VALVE FOR FILLING
VEAHEAD OR HERAKLE <FOR METHOD OF
STITCHING STITCHING AND OTHER
OETAILS SEE Fig. 2)
VALVE OPENING
PPER LAYER
SECTION CC
7
UPPER LAVER
X
SECTION 22
OVEAHEAO OR
HERAKLE STITCHING
-I--- UPPER
V LAYER
LOWE
LAVE
SECTION XX SECTION YY
The valve opening shall be at side corner or at top corner as agreed to between
the buyer and the seller.
All dimensions in centimetrcs.
FIG,1 LIOHT WEIGHT JUMP BAG FOR PACKING CEMEN-I
( WITH VALVE OPENING AT SIDE CORNER )
5IS : 12154 - 1987
4. SPECIFIC REQUIREMENTS
4.1 ‘I’he Ghic and the bags made out of it shall conform to the require-
mcnts laid down in Table 1.
4.2 The bales containing the bags shall conform to the requirements laid
down in Table 2.
4.3 Contract Regain - The contract moisture regain shall be 20 percent.
5. PACKING AND MARKING
5.1 Packing *- The bags shall be packed in bales as laid down in
IS : 2873-1969* or as specified in an agreement between the buyer and
the -seller.
5.2 Marking - The bales shall be marked as laid down in
IS : 2873-1969*. Additional markings shall be made as stipulated by the
buyer or as rcquircd by the regulations or law in farce.
5.2-l The b ties m ly also be marked with the Standard Mark.
NOTE- The USCo f thr Standard Mark is governed by the provisions of the
1Jur~a11 of lndiin St.jndards Act, 1986 and the Rules and Regulations made there-
~mtl*r . ‘i’hr hrandard h4ark on products coverrd by an Indian Standard conveys the
assurance that they have been produced to comply with the requirements of that
standard undrr 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.
6. SAMPLING AND INSPECTSON
6.1 Unless otherwise agreed to between the buyer and the seller, the
pl ocedure for sampling shall be as given in Appendix B of IS : 9113-19i91_
and the procedure for measurement of valve as given in Appendix A.
7. CRITERIA FOR CONFORMITY
7.1 The lot shall be considered as conforming to the requirements of the
standard, if the fdllowing conditions are satisfied:
a) The total of the corrected net mass of the bales under test is not
less than the total contract mass of the bales ( see Table 2 ).
*Specification for packaging of jute products in bales (jr~t reuisiott ).
tSpecification for jute sacking: General requirements.
6IS:12154 - 1987
b) The number of bags in each bale under test is not less than the
specified number ( see Table 2 ).
c) The average moisture regain percent of the bags under test is not
more than the specified percentage ( see Table 2 ).
d) The average oil content of the bags under test is not more than
the specified percentage ( see Table 2 ).
e) The dimensions of at least 90 percent of the bags under test are
in accordance with the requirements specified ( see Table 1 ). In
the remaining bags, no bag shall have dimensions less than I.5
cm below the specified value.
f ) All the values of length and width of valve and flap are in accor-
dance with the specified requirements ( see Table 1 ).
g) The mass of at least 90 percent of the bags under test is in accor-
dance with the requirements specified ( spe Table 1 ). In the
remaining bags. no bag shall have mass less than 7.5 percent
below the specified value.
h) The individual values of ends per decimetre of the bags under
test are in accordance with the requirement specified ( see
Table 1 ).
j) The individual and average values of picks per decimetre of the
bags under test are in accordance with the requirements specified
( see Table 1 ),
k) The average breaking strength values of the bags under test for
both warp and weft directions are not less than the requirements
specified ( see Table 1 ).
m) The average and individual breaking strength values of seam for
side and top ( or top and bottom ) of the bags under test are not
less than the requirements specified ( see Table 1 ),
7IS : 12154- 1987
TABLE 1 PARTICULARS OF LIGHT WEIGHT JUTE BAGS FOR
PACKING CEMENT
( Clauses 4.1 and 7.1 )
SL CHARACTERISTIC REQUIRE- TOLERANCE METHODOFTEST,
No. MENT ,--_-h_-~ REFTO
Indi- Ave- C--- *_-_--_~
vidual rage Clause Appen-
No. of dix of
IS : 9113- this stan-
1979* dard
(1) (2) (3) (4) (5) (6) (7)
i) Sacking:
a) Ends/dm 68 f4 - 14.4 -
+2
b) Picks/dm 39 It2 14.4 -
-1
ii) Dimensions (see Note 1 ):
a) Outside length of bag, cm 7 1.0 +4 - 14.3.2 -
-0
b) Outside width of bag, cm 48’0 $ -04 - 14.3.2 -
c) Valve. ( see Note 2 ):
1) Effective size, cm 10x9.5 2; - - A-l
2) Size of valve flap, cm 16.5x 12 +3 - - A-l
( see Fig. 2 ) -1
- 14.5.2 -
iii) Mass per bag, g (see Note 3) 450 2;;
iv) Breaking strength of sacking
( ravelled skrip method,
10 x 20 cm ), N@gf) t,
Min
Average
a) Warpway 1520( 155) -- - 14.6.2 -
b) Weftway 1615(165) - 14.6.2 -
v) Breaking strength of seam
( strip size : 5 X 20cm),
N(kgf)?, Min
Individual Averags
-
a) Side 490(50) 590(60) - A-2
b) Top (or top and bottom) 490(50) 610(62) - - A-2
*Specification for jute sacking : General requirements.
tl kgf = 9’8 N approx.
( Continued )
8IS:12154-1387
TABLE 1 PARTICULARS OF LIGHT WEIGHT BAGS FOR
PACKING CEMENT - Cod
NOTE 1 -The length and width of hags may be as agreed to between the buyer
$4
and the seller, subject to a tolerance of -0 cm.
NOTE 2 -The position of valve opening shall be at the side corner or top corner
as agreed to between the buyer and the seller.
NOTE 3 - Mass of bags of other dimensions shall be proportional to the
standard bag 420 g, 71 x 48 cm and calculated on the basis of the area of the fabric
+10
including the seam, valve and flap with a tolerance of _-5 percent of bag mass.
OVERHEAD OR HEAAHLE
FOLD HERE StltCtllNG
FOLOEO INWARD
NOTE :
a) The size and shape of the flap before folding and stitching is shown by
ABCDE.
b) The size and shape of the valve as in the hag is shown by X~&!?.
c) A’ B’ shows the side AB of the flap after folding.
d) C’ D’ shows the side CD of the Hap after folding.
All dimensions in centimetres.
Fm. 2 METHOD OF MAKING THE VALVE
9IS : 12154 - 1987
TABLE 2 REQUIREMENTS OF PACKED BALES
( Clausm 4.2 and 7.1 )
REQTJIREMENT METHOD OF TEST
( REF TO CLAUSE No.
OF IS : 9113-19/g* )
i) Total number of bags per bale 700 14.8
ii) Contract mass of a bale, kg ( see 315 -
Note 2 )
iii) Corrected net mass of a bale Not less than 14.1
contract mass
iv) Moisture regain, Max 22 percent, Max 14.2
vj Oil content on dry deoiled mate- 8 percent 14.7
rial basis, Max ( set Note 3 )
NOTE 1 - The number of bags per bale shall be 700 or as specified in an agree-
ment between the buyer and the seller. The number of bags per bundle shall be
25 or 50 as agreed to between the buyer and the seller. Th(xrc shall be no joint bag
in any bale.
NOTE 2 - Contract mass of a bale is calculated as follows:
Contract mass of a bale = nominal mass of a bag x specified number
of bags per bale
( Contracted mass of a bale spccitied in the table is on the basis of
450 g per bag and 700 bags per bale 1.
NOTE 3 - The specified oil content value of 8 percent corrrsponds to abollt
7 percent when determined on dry deoiled material plus 20 ptbrcrnt regain basis.
*Specification for jute sacking : General requirements.
APPENDIX A
( Clause 6.J and Table 1 )
TESTING AND INSPECTION
A-O. ATMOSPHERIC CONDITION OF TESTING
A-0.1 AI1 tests may be carried out in the prevailing atmos~pheric conditions
with relative humidity between 40 and 90 percent.
A-l SIZ-E OF VALVE AND FLAP
A-l.1 From each sample bag remove the stitches at the top of the bag
near the valve. Lay the bag flat on the table, turn the upper layer of the
bag, render the bag free from creases and wrinkles and measure the size
of the valve to the nearest O-2 cm.
10IS: 12154 - 1987
A-l.2 Rcn:ovc the stitches and scpnratc from each bag the flap used for
manufacturing the valve. IJay the Ilap Hat on the table, rcndcr it free from
crcnses and wrinkles and measure the size of the flap to the nearest
0.2 cm.
A-2. BREAKING STRENGTH-OF SEAM
A-2.1 Test two test specimens from the side and two from top ( or ‘top
and bottom ) of each of the szmple bags taking 200 mm bctwecn grips
with the scam near about the ccntre, using a constant-rate.-of-traverse
machine operating at 460 mrn Per minute in accordnnrc with
IS: 903O-1979*. Prepare the test specimens in the form of a tloublc ‘T’
with 100 mm of seam and 50 mm width of fabric as shown in Fig. 3.
All dimensions in millimetres.
FIG. 3 SIZE AND SHAPE OF TEST SPECIMENF OR SEAM STRENGTH
~~_~.
*Method for determination of seam strength of jute fabrics including their lami-
nates.
11BUREAU OF INDJAN STANDARDB
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110003
Telephones: 331 01 31, 331 13 75 Telegrams: Manaks nstha
( Common to all 0 t+ ces)
Regional Offices: TeleMone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg. 331 6’1 31
NEW DELHI 110002 331 13 15
I
*Eastern : l/14 C. I. T. Scheme VII M, V. I, P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, 2184j
CHANDIGARH 160036 I 3 16 41
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 c 4125 19
141 2916
tWestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Mar9, Khanpur. 2 63 48
AHMADABAD 380001
I 2 63 49
$Peenya Industrial Area 1st Stage, Bangalore Tumkur Road 38 49 55
BANGALORE 560058 38 49 56
I
Gangotri Complex, 6th Floor. Bhadbhada Road, T. T. Nagar, 667 16
BHDPAL .462003
Plot No. 82183. Lewis Road, BHUBANESHWAR 751002 5 3’6 27
%3/5. Ward No 29;R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
634 71
R14 Yudhister Marg. C Scheme, JAIPUR 302005
1 6 98 32
21 68 7-6
117/418 B 5arvodaya Nagar, KANPUR 208005
1 21 82 92
Patliputra Industrial testate, PATNA 800013 6 23 05
T.C. No. 14/l 421. University P.O.. Palayam 16 21 04
TRIVANDRUM 695035 1-6 21 17
fnspection 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 41%005
*Sales Offke in Calcutta is af 5 Chowringhse Approach, P. 0. Princep 27 68 00
Sueet, Calcutta 700072
tSales Office in Bombay is at Novelty Chambers, Grant Road, 89 66 28
Bombay 400007
$Sales Office in Bangalore is a1 Unity Building, Narasimharaja Square, 22 36 71
Bangalore 660002
Reprography Unit, BIS, New -Delhi, IndiaAMENI~MIZN’J’ NO. 1 hJAY 1989
TO
IS : 12154 - 1987 SPECIFICATION FOR
LICll’l’ WEI<;ll’I‘ .JIJ’I’E BAGS FOR
PACKING CEiklENT
( Page 9, Note 3 under Table 1, line 2 ) - Substitute ‘450 g’ for
‘420 g’.
.
(TDC3)
Reprography Unit, BIS, New Delhi, India
|
2720_1.pdf
|
IS t 2720 ( Part 1) - 1983
Indian Standard
METHODS OF TEST FOR SOILS
PART 1 PREPARATION OF DRY SOIL
SAMPLES FOR VARIOUS TESTS
( Second Revision )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Raprasenting
DR JAQIU~H NA~AIN Association of Indian Universities, New Delhi
Members
SRIZI I’. D. AQARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
Saw B. L. DEAWAN ( Altcrnafe )
PHOF ALAM SINQII University of Jodhpur, Jodhpur
SI~RI B. ANJIAXI Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SI~I E. M. BEN.IAMSN Concrete Association of India, Bombay
SRRI N. C, DUQCXAL ( Alternate )
CHIEF ENGINEER ( IPRI ) Irrigation Department, Government of Punjab,
Chandigarh
DIWCCTOH (DA%%) ( Alternate )
SHRI A. G. DASTI~AE In personal capacity (5 Hungerford Court, 12/l,
Hungerford Street, Calcuttn )
DR G. S. Dnrmorr Indian Geotechnical Society, New Delhi
Dmm~an Central Soil & Materials Rrsrarrlt Station, New
Delhi
DEPUTY DIRROTOIC ( Alternate )
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SI~RI A. H. DIVAYJI Asia Foundations and Construction (I’) Ltd,
Bombay
Saw A. N. JANOI.~: ( Alternate )
DR GOPAL RANJAX University of Roorkee, Roorkee; and Institute of
-Engineers ( India ), Calcutta
SHRI S. GUPTA Cemindia Company Limited, Bombay
SITHI N. V. DE-SOUSA ( Alternat r1
( Continued on pago 2 )
Q Cobyright 1984
INDIAN STANDARDS INSTITUTION
This publication is protected under the In&an CepVright 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 infrineement of convrieht under the said Act.IS t 2720 ( Part 1) - 1983
( Continucdfrom page 1 )
Mmbcrs Representing
SHRI M. IYEN~AR Engineers India Limited, New Delhi
SHRI ASHOE K. JAIN G. S. Jain and Associates, Roorkee
SHRI VIJAY K. JAIN ( Altarnate )
JOINT DIREOTOR RESEAROH (GE)-I, Ministry of Railways
RDSO
JOINT DIRECTOR RESEABCH
(GE)-11 RDSO ( Alternate )
LT-COL V. K. KANITKAB Engineer-in-Chief’s Branch, Army Headquarters
SHRI 0. P. MALIIOTRA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHKI D. R. NAR.\HARI CentraA Building Research Institute ( CSIR ),
Roorkee -
S~rnr V. S. A~ARWAL ( Alternate )
SHRI T. K. NATI~AJAN Cc ntral Road Research Institute ( CSIR ), New
Delhi
SHRI RANJI~ SINQH Ministry of Defence ( R & D )
SHRI P. D. DESHPAN~E ( Alternate )
DR G. B. RAO Indian Institute of Technology, New Delhi
DR K. X. GUPTA ( Alternate)
RESEARCH OFFICIER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECRETARY I Alternate 1
SHRI N. SIVAQURu ’ Roads Wing ( Ministry of Shipping and Transport )
SHRI P. R. KALNA ( Alternate )
SERI K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Altarnate )
DR N. SOM Jadavpur University, Calcutta
SHRI N. SUBRANANYAM Karnataka Engineering Research Station,
Krishnarajasagar
SUPERINTENDING ENQINE ER Public Works Department, Government of Tamil
(P&DC) Nadu, Madras
EXECUTIVE ENQINEER I SMRD)
( Alternafc)
SH~I H. C. VZHMA All India Instrument Manufacturers and Dealers
Association, Bombay
SHRI H. K. Guan ( Alternate )
SHRI G, RAMAN, Director General, ISI ( Ex-ojjicio Mtibcr )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHTJR
Senior Deputy Director ( Civ Engg ), ISI
Soil Testing Procedures Subcommittee, BDC 23 : 3
Convener
DR ALAM SIN~H University of Jodhpur, Jodhpur
MSdWS
&RI AMAR SINQH Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. R. SONEJA (Alternate )
( Centinwd on pagr 10 )
2IS : 2720 ( Part 1) - 1983
Indian Standard
METHODS OF TEST FOR SOILS
PART 1 PREPARATION OF DRY SOIL
SAMPLES FOR VARiOUS TESTS
( Second Revision)
0. FOREWORD
0.1 This Indian Standard ( Second Revision ) was adopted by the Indian
Standards Institution on 28 November 1983, after the draft finalized by
the Soil Engineering and Rock Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 With a view to establishing uniform procedure for the
determination of different characteristics of soils, Indian Standards on
methods of test for soils ( IS : 2720 ) have been formulated in various
parts. This part covers method of preparation of samples for the various
laboratory tests covered in the standard. This part was first published in
1966 and revised in 1972. Since then more parts of this standard have
been published covering additional characteristics besides some of the
published parts have been revised wherein requirements have been
modified. This revised version has therefore been formulated in order to
up date in this respect.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test, shall be rounded off in accordance with
IS : Z-1960*. The number of significantplaces 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 1 ) covers the method of preparation of dry
samples from the bulk soil sample received from the field for various
laboratory tests.
*Rules for rounding off numerical values ( rcuiscd).
3IS : 2720 ( Part 1 ) - 1983
2. APPARATUS
2.1 Wooden-Mallet - for breaking soil clods.
2.2 Trays - for air drying of soil, of suitable size and of non-rusting
material.
2.3 Pulverizing Apparatus -Either mortar and rubber covered
pestle or ~a mechanical device consisting of mortar and a power-driven
rubber covered pestle suitable for breaking up the aggregation of soil
particles without reducing the size of the individual grains. Pestle and
mortar made of soft wood may also be used.
2.4 Sampler - A suitable riflle sampler or sample splitter for quartering
the samples (see IS : 1607-1960* ).
2.5 Sieves --of sizes 75-mm, 63-mm, 37’5-mm, 19-mm, 13*2-mm,
9.50-mm, 6*7-mm, 4’75-mm, 2*00-mm and 425-micron [see IS : 460
(Part 1 )-19787 j.
2.6 Drying Apparatus
a ) Drying Oven - Thermostatically controlled, with interior of
non-corroding material to maintain the temperature between
105 and 110°C.
b) Other suitable drying’apparatus.
2.7 Balances
a) Capacity 10 kg and minimum sensitivity 100 g.
b) Capacity 1 kg and minimum sensitivity 1 g.
c) Capacity 250 g and minimum sensitivity O*Ol g.
3. PREPARATION OF SAMPLE FOR TESTS
3.1 General - Soil sample as received from the field shall be dried in the
air or in sun. In wet weather a drying apparatus may be used in which
case the temperature of the sample should not exceed 60°C. The clods
may be broken with a wooden-mallet to hasten drying. The organic
matter, like tree roots and pieces of bark should be removed from the
sample. Similarly, matter other than soil, like shells should also be
separated from the main soil mass. A noting shall be made of such
removals and their percentage of the total soil sample noted. When
*Methods for dry sieving.
$Specification for test sieves : Part I Wire cloth test sieves ( wand reuision) . ‘I
4IS : 2720 ( Part 1) - 1983
samples are to be taken for estimation of organic content, lime content,
etc, total sample should be taken for estimation without removing
shells, roots, etc.
3.2 Drying of the Sample - The amount of drying depends upon the
proposed test to be conducted on the particular sample. The type,
temperature and duration of drying of sdil samples for different tests
are given in Table 1. When oven is used for drying, the temperature
in the oven shall not exceed 110°C ( see Note ). Chemical drying of
samples should not be adopted for any tests.
NOTE - Soils containing organic or calcareous matter should not be dried at
temperature above 60°C.
TABLE 1 QUANTITY OF SOIL SAMPLE REQUIRED FOR GONDUCTING
THE TESTS
( Clauses 3.2,3.3 and 4.1 )
TESl TYPE, TEMPE- AMOUNT OF DEGREE REP TO
I<A!rUREA ND SOIL SAMPLE OF PUL- PART OB
DURATION REQUIRED VERIZATION IS : 27201
OF DI~YIN~ FOR TES’C ( PASSINQ
IS SIEVE
SIZE )
(1) (2) ix) (4) (5) (6)
i) Water content Oven, 24 h As given in - Part 2z
Table 2
ii) Specific gra- Oven 105-llO°C, 50 g for fine 2mm Part 3/Secla
vity 24 b grained soils
400 g for fine, Part 3/Set 2’
medium and
coarse grained
soils
iii) Grained size Air drying As given in - Part 46
analysis Table 3
, iv) Liquid limit do 270 g 425 micron Part 5O
v) Plastic limit do 60 g do do
IMethods of test for soils.
*Determination of water content.
8Determination of specific gravity, Section 1 Fine grained soils.
“Determination of specific gravity, Section 2 Fine, medium and coarse grained soils.
sGrain size analysis.
‘Determination of liquid and plastic limits.
( Continued )
5IS : 2720 ( Part 1) - 1983
TABLE 1 QUANTITY OF SOIL SAMPLE REQUIRED FOR CONDUCTING
THE TESTS - Conrd
TEW TYPE, TErnI%- AMOUNT OF DEGREE REF TO
RATURE AND SOIL SAMPLE OR PUL- PART OF
DURATION REQUIRED VERIZATION IS : 27201
OB DRYING FOR TEST ( PASSING
IS SIEVE
SIZE )
(1) (2) (3) (4) (5) (6)
vi) Shrinkage Air drying 100 g 425 micron Part 6s
factors
vii) Compaction
a) Light do 6 kg ( 15 kg 19 mm Part 78
compaction if soil is
susceptible
to crushing )
b) Heavy do do 19 mm Part 8$
compaction
c) Constant do 2 kg 4.75 mm Part 9&
mass
viii) Unconfined oven 110°C - Part 10s
compressive f 5%
strength
ix) Triaxial com- do - Part ll?
pression (un-
consolidated)
x) Triaxial do do - Part 128
compression
(consolidated )
xi) Direct shear Air drying/Oven 1 kg 4.75 mm Part 138
11o”c*5”c
IMethods of test for soils.
*Determination of shrinkage factors.
*Determination of water content dry density relation using light compaction.
4Determination of water content dry density relation using heavy compaction. ,
6Determination of dry density - moisture content relation by constant weight of
soil method.
‘JDetermination of uncontied compressive strength.
‘Determination of shear strengh parameters of specimen tested in unconsolidated
undrained triaxial compression without the measurement of pore water pressure.
sDetermination of shear strength parameters of soil from consolidated undrained
triaxial compression test with measurement of pore water pressure.
*Direct shear test.
( Conrinued)
6IS : 2720 ( Part 1) - 1983
TABLE 1 QUANTITY OF SOIL SAMPLE REQUIRED FOR CONDUCTING
THE TESTS- Contd
SL TEST TYPE,TEMPE- A~oniw ox DEQREE REX TO
No. RATUREAND SOIL SAMPLE OFPUL- PART OF
DURATION REQUIRED VERIZATION IS :2720'
OF DRYING FOR TEST (PASSING
IS SEIVE
SIZE)
(1) (2) (3) (4) (5) (6)
xii) Density index Oven, 105-110X, As per size of - Part 14s
( relative 24 h particle given
density ) below:
75: : Ek g
37’5 ,,
19 >, ‘2 ,I
9’50 ,, 12 ),
4’75 ,) 12 ,,
-
xiii) Consolidation Air drying/Oven 500 g Part 15*
properties 1 10°C f 5%
xiv) CBR Air drying 6 kg 19 mm Part 164
xv) Permeability Oven, 105- 1 lO”C, 2.5 kg ( 100 9.5 mm Part 175
24 h mm dia)/
5 kg ( 200
mm dia )
xvi) Field moisture Air drying ‘5g 425 Part 18”
equivalent micron
xvii) Centrifuge do ‘0 g do Part ‘9’
moisture
equivalent
xviii) Linear shrinkage do 45Og do Part 20s
xix) Chemical tests
a) Tatal Oven, ‘05-llO”C, 10 g 2mm Part 21D
soluble 24 h
solids
b) Organic Air drying 1oog do Part 22’O
matter
‘Methods of test for soils.
aDetermination of density index (relative density) ofcohesionless soils.
aDetermination of consolidation properties.
4Laboratory determination of CBR.
“Laboratory determination of permeability.
6Determination of field moisture equivalent.
‘Determination of centrifuge moisture equivalent.
sDetermination of linear shrinkage,
eDetermination of total soluble solids.
‘ODetermination of organic matter.
( Continued)
7IS : 2720 ( Part 1) - 1983
TABLE 1 QUANTITY OF SOIL SAMPLE REQUIRED FOR CONDUCTING
THE TESTS - Contd
SL TesT TYPE, TEMPE- AMOUNT OF DEGREE REF TO
No. RATUREAND SOIL SAXPLE OF PUL- PART OF !-
DURATION REQUIRED VERIZATION IS:27201
OFDRYINQ FOR TEST (PASSXNQ
IS SIEVE
SIZE)
41) (2) (3) (4) (5) (6)
c) Calcium Oven, 105-llO”C, 5 g - Part 23a
carbonate 24 h
-
d) Cation do 80-130 g Part 24s
exchange
capacity
-
e) Silica-ses- do 15 g Part 25’
quioxide
ratio
f) pH value do 30 g 425 micron Part 26&
g) Total do 30 g Part 27a
soluble
sulphates
-
xx) Vane shear Air drying/oven 250 g Part 30’
110% f 5°C
xxi) Negative pore do 1 kg/5 kg Part 358
water pressure
-
xxii) Permeability of do do Part 369
granular soils
xxiii) Sand 105 f 5% 1500 g 4’75 mm Part 37r”
equivalent value
xxiv) Direct shear Air drying up to 120 g Above 4.75 mm Part 39/Set 1”
xxv) Free swell Oven dry 20 g 425 micron Part 4Ors
index
xxvi) Swelling Air drying/ 2 kg 2 mm Part 41’s
pressure Oven dry
‘Methods of test for soils.
sDetermination of calcium carbonate.
*Determination of cation exchange capacity.
‘Determination of silica sesquioxide ratio.
sDetermination of @H value.
@Determination of total soluble sulphates.
rLaboratory vane shear test.
&Measurement of negative pore water pressure.
‘Laboratory determination of permeability of granular soils ( constant head ).
‘ODetermination of sand equivalent values of soils and fine aggregates.
“Direct shear test for soils containing gravel: Section 1 Laboratory teat.
“Determination of free swell index of~soils.
lsMeasurement of swelling pressure of soils.
8IS : 2720 ( Part 1) - 1983
3.3 Degree of Pulverization - The big clods may be broken with the
help of wooden mallet. Further pulverization may be done in pestle
and mortar. The pulverized soil shall be passed through the specified
sieve for the particular test and the soil retained on that sieve shall be
again pulverized for sieving. This procedure should be repeated until
on further attempts at pulverizing very little soil passes through the
specified sieve. Care should be taken not to break up the individual
soil particles ( see Table 1 ).
4. QUANTITY OF SAMPLE
4.1 The quantities of soil sample required for conducting various
laboratory tests are given in Table 1 for guidance.
NOTE - For actual quantitier, corresponding part of IS : 2720 shall be referred.
4.2 When a smaller quantity has to be taken out of abigger soil mass
the representative sampling shall be done by quartering or riffling.
NOTE- In the case of coarse gravel or gravelly soils quartering by forming
a cone shall not be done. The entire aample shall be thoroughly mixed and spread
on a flat surface. The sample ao spread shall be divided into four quadrants and
diagonally opposite quadrants mixed. Thii process shall be repeated till the desired
quantity of sample is obtained.
TABLE 2 QUANTITY OF SAMPLE REQUIRED FOR DETERMINATION
OF WATER CONTENT
SIZE OF PARTICLES MORE THAN MINIEXCWQ UANTITY 4~ Sorr,
90 PERCBNT PASSING SPEOIYEN TO BE TAKEN
POR THE TEST
MASP IN g
425-micron IS Sieve 25
2-mm IS Sieve 50
4.75 mm IS Sieve 200
9.50 mm IS Sieve 300
19 mm IS Sieve 500
*‘- I
37.5 mm IS Sieve Im-- 1000
TABLE 3 QUANTITY OF SOIL REQUIRED FOR GRAIN SIZE ANALYSIS
MAXIMUM SIZE OF MATERIAL PRESENT MASS TO BE TAKEN
IN SUBSTANTIAL QUANTITIES FOR TEST
mm kg
75 60
37.5 25
19 6.5
13 2 3’5
9.5 1’5
6’7 0.75
4’75 0.4
918, : 2720 ( Part 1) - 1983
( Contiqksd from page 2 )
Mcmbcrs RCprCJC?ltifZg
ASSISTANT RESEARCH OBFIC~~ Irrigation Department, Government of Punjab,
( IPRI ) Chandigarh
ASSISTANT RESEARCH OFFICER Irrigation Department, Government of Uttar
(SRD) Pradesh, Lucknow
DEPUTY DIRECTOR RESEABCE Ministry of Railways
( GE-III ), RDSO
JOINT DIRECTOR RESEARCH
( GE-I ), RDSO ( Alternate )
DIRECTOR Central Soil and Materials Research Station, New
Delhi
DEPU’IY DIRECTOR ( Alternate)
SHRI H. K. GUEA Geologist Syndicate Private Limited, Calcutta
SERI N. N. BEATTACHARAYA
(Alternate )
Da G~PAL RANJAN University of Roorkee, Roorkee
DR S,. C. HANUA ( Alternate )
DR. SHASHI K. GULHATI Indian Institute of Technology, New Delhi
SERI P. JAQANATHA RAO Centraaload Research Instttute ( CSIR ), New
LT-Cos. V. K. KAXI WAR Engineer-in-Chief’s Branch, Army Headquarters
SHRI M. D. NAIR Associated Instruments Manufacturers (I) Private
Limited, New Delhi
PROP T. S. NAGARAJ ( Alternatg)
10
|
9618.pdf
|
IS : 9618 - 1980
5.1 The maximum permissible filling ratios are as given under:
Product Vessels Less than Vessels More than
O-9 m Diameter 0’9 m Diameter
Commercial butane 0.504 0’519
Commercial propane 0’427 0’440
5.2 Knowing the liquid temperature and the filling ratio, the maximum volume of liquid which may
be placed in the tank may be determined by the following formula:
D
Vt = G x Ft
where
Vt = maximum liquid volume ( in percent of total container capacity ), which shall be
placed in a container when the liquid temperature is 1°C;
D = filling ratio in percent;
G = specific gravity of liquid gas at 15’0°C; and
Ft = liquid volume correction factor from temperature t”C to 15’0°C ( see Appendix A ).
5.3 After obtaining V/from the above formula, the maximum capacity in litres of LPG which may be
placed in the tank is obtained by multiplying the water capacity of the container by &-.
6. Fittings -The tank shall be provided with the following fittings (typical layout shown in Fig. 1 )
suitable for operation at the design pressure and temperature, and for the type of LPG (see
IS : 4576-1968 ) stored:
4 Pressure relief valve,
b) Emergency shut-off valve/excess flow valve,
4 A gauge for determining the liquid level of LPG, and
4 Pressure gauge, and
4 Fixed level gauge.
6.1 Each vessel shall be equipped with at least 2 pressure relief valves of spring loaded type, each
valve having direct communication with the vapour space of the vessel and with the operating
mechanism inside the vessel. The pressure relief valves shall be designed to discharge at rates
not less than those given in Appendix 6 before vessel pressure exceeds 120 percent of design
pressure.
6.1.1 The discharge from pressure relief valves shall be vented away from the tank, and upwards,
so as to avoid any impingement on the tank. Loose fitting rain caps may also be provided on relief
valves.
6.2 All openings on the tank, other than those for pressure relief valves, temperature gauge, roto
gauge, fixed level gauge, slip tube, or those permanently fitted with blank flanges, shall be fitted
with automatic or remote operated emergency shut-off valves, designed to prevent excessive escape
of LPG in the event of failure or malfunctioning of any hose, equipment and pipe work connected to
these openings. When the emergency shut-off valves are of excess flow type they shall have a
rated closing flow approximately 50 percent greater than the anticipated normal flow.
6.3 The tank shall be provided at least with one gauge each for determining the liquid level of LPG
and pressure. These gauges shall be so located that at least one gauging device may be read
from the ground level.
6.4 The filling pipe if provided, shall preferably be extended inside the tank to cover major portion
of the length, and shall be perforated at the bottom through 120”. Area of perforation shall be at
least three times the area of cross section of pipe. It shall also be fitted with a valve.
6.5 The discharge pipe will be fitted with an excess flow valve.
6.6 Tank connections shall be designed and attached in accordance with lS:2825-1969. Liquid
and vapour connections shall be flanged.
6.7 A manhole of minimum 375 mm diameter shall be provided on the tank.
2IS:9618-1980
6.8 All connections shall be designed to withstand the most severe combined stresses on account
of tank pressure, pumping pressure and shock loadings likely to occur during transport.
6.9 Liquid and vapour connections on the tank shall be clearly marked in accordance with relevant
Indian Standard. (1
7. Protection of Valves and Accessories -All valves and accessories shall be safeguarded
against accidental damage during operation and transport. Suitable covers shall be provided
wherever necessary.
7.1 Valves or accessories if situated at the rear of a road tanker shall be protected by the rear
cross member of the chassis against damage. If necessary, some of the fittings may be
recessed.
8. Tank Painting -The tank shall be painted from the outside to prevent corrosion, and shall be
finished to have white reflecting surfaces.
9. Mounting of Tank -The tank shall be properly and rigidly secured to the tanker chassis.
9.1 The centre of gravity of the tank shall be kept as low as possible. The ratio $ shall be kept
less than one, where H is the height of centre of gravity of the tank from ground level, and W is
the distance between the middle of the outer tyres of the rear axle.
9.2 A suitable approach ladder shall be attached to the tank. A platform shall be provided on the
top of the tank to facilitate operational and ~maintenance requirement.
10. Tank Equipment - All the LPG piping, fittings, meters, and other equipment mounted on the
tanker shall be suitable for use with the tyre of LPG being handled, and shall be capable of
withstanding the most severe combined stresses set up by the following:
a) The maximum vapour pressure of product in service, and either;
b) The superimposed pumping pressure; and
c) The shock loadings caused during transport movements.
10.1 Use of seamless carbon steel piping to IS: 1978-1971 ‘ Requirements for line pipe
( first revision ) ’ is recommended and minimum thicknesses of the pipe shall be as follows:
Nominal Pipe Size Minimum Thickness
mm mm
15 3’7
20 3’9
25 4’5
40 5’08
50 5’5
65 7’9
10.2 Pipe joints over 40 mm nominal size shall be welded or flanged except in case of excess flow
valves and Acme adaptors, Joints below this size may be welded, flanged or screwed.
10.3 All piping and equipment shall be protected against rough usage and mechanical damage
during transport.
10.4 The material and construction of the hoses shall be suitable for the type of LPG handled.
10.4.1 Hoses carried on the vehicles shall be ~protected against accidental damage.
164.2 Hose connectors shall conform to IS : 9573 - 1980 ‘ Specification for LPG hose connectors ‘.
11. Safety Requirements of Road Tankers -The engine and exhaust system together with all
electrical generators, motors, batteries and switchgear shall be effectively screened from the tank
by a fire screen. There shall be a clear distance of at least 15 cm between the back of the cap and
front of the tank.
11.1 The exhaust system should be fitted with a spark arrestor.
4IS:9618-1980
I.
11.2 In a case where the fuel used for the tanker gives 0-9 flammable vapour at a temperature less
than 65”C, the fuel tank shall not be located behind the shield unless the following requirements
are made.
11.2.1 The fuel tank is protected from damage by stout steel guards or by the frames of the
vehicle.
11.2.2 The fill pipe of the fuel tank of the vehicle is provided with a cover having locking
arrangement.
11.2.3 The fuel feed apparatus placed in front of the fire resisting shield is used to liftthe contents
of the fuel tank.
11.3 The rear end of the tank shall be protected by a strong steel bumper, covering at least the
maximum width of the tank, and extending to a minimum of 8 cm to the rear of the rear most portion
of the tank.
11.4 The tank shall be electrically continuous with the chassis.
11.5 On safety considerations, the electrical systems shall incorporate:
a) an easily accessible battery,
b) a readily accessible cut-off switch, and
c) wiring protected against accidental damage or undue wear.
12. -Marking - The tank shall have a metal plate permanently fixed to the tank showing the following
particulars:
4 Manufacturer’s name and identification marks,
b) The standard or code to which the tank is constructed,
cl OffLzial stamp of the inspector,
4 Design pressure,
e) Date of initial hydrostatic test and subsequent tests,
f) Hydrostatic test pressure in kgf/cm2,
9) Water capacity in litres, ~
t-4 Extent of radiography,
0 Whether stress relieved, and
k) Product carried.
12.1 ISI Certificafion Marking - Details available with the Indian Standards Institution.
I
5APPENDIX /4
( C~.LS~ 5.2 )
LIdlJID VOLUME CORRECTION FACTORS
Observed Specific Gravities at 15”C/15”C
‘emp “C
iso-
Propane Butane Bunt&e
0'5008 0'5087 0.5108 O-5208 0'5308 0'5408 0'5506 0'5606 0'5637 0'5706 0'5806 0'5850 0'5906
Volume Correction Factors
-45'6 1'158 1'153 1'151 1'144 1'138 1'131 1'126 1'121 1'119 1'115 1'110 1'107 1'105
-42'8 1'151 1'146 1'144 1'138 1'132 1'126 1'121 1'116 1'114 1'110 1'105 1'102 1'100
-40'0 1'145 1'140 1'138 1'132 1'126 1'120 1'116 1'110 1'109 1'105 1'100 1'098 1'096
-37'2 1'138 1'132 1'126 1'120 1'114 1'111 1'105 1'104 1'100 1'095 1'093 1'091
-34'4 1'132 1’' 12"; 1'126 1'120 1'114 1'109 1'105 1'100 1'099 1'095 1'091 1'089 1'087
-31'7 1'125 1'12b 1'119 1'113 1'108 1'103 1'099 1'094 1'093 1'090 1'086 1'084 1'082
-28'9 1'118 1'113 1'112 I.107 1'102 1'097 1'094 I.089 1'088 1'085 1'081 1'079 1'078
-26'1 1'110 1'107 1'105 1'100 1'095 1'091 1'088 1'083 1'082 1'079 1'076 1'074 1'073
-23.3 1'103 1'100 1'098 1'093 1'089 1'085 1'082 1'078 1'077 1'074 1'071 1'070 1'068
-20'6 1'096 1'092 1'092 1'087 1'083 1'079 1'076 1'073 1'072 1'069 1'066 1'065 1'064
-17'8 1'090 1'086 1'086 1'082 1'078 1'074 I.072 1'068 1'067 1'065 1'062 1'061 1'060
-16'7 1'087 1'084 1'083 1'079 1'075 1'072 I.069 1'066 1'065 1'063 1'060 1'059 1'058
-15'6 1'084 1'081 1'080 1'077 1'073 1'069 1'067 1'064 1'063 1'061 I.058 1'057 1'056
-14'4 1'082 1'078 1'078 1'074 1'070 1'069 1'064 I.061 1'060 1'058 1'056 1'054 1'053
-13'3 1'079 1'076 1'075 1'072 1'068 1'064 1'062 1'059 1'058 1'056 1'054 1'052 1'051
-12.2 1'076 1'073 1'072 1'069 1'065 1'062 1'060 1'057 1'056 1'054 1'052 I.051 1'049
-11'1 1'073 I.070 I.069 1'066 1'062 1'059 1'058 1'055 1'054 1'052 1'050 1'048 1'047
-10'0 1'070 1'068 1'067 1'064 1'060 1'057 1'055 1'052 1'052 1'050 I.048 1'046 1'045
- 8'9 1'068 1'065 1'064 1'061 1'058 1'054 1'053 1'050 1'049 1'047 1'045 1'044 1'043
- 7'8 1'065 1'063 1'062 1'059 1'055 1'052 1'050 1'048 1'047 1'045 1'043 1'042 1'041
- 6'7 1'062 1'060 1'059 1'056 1'052 1'049 1'048 1'045 1'045 1'043 1'041 1'040 1'039
- 5'6 1'059 1'056 1'053 1'050 1'047 1'045 1'043 1'043 1'041 1'039 1'038 1'037
- 4'4 1'056 :*' oOE 1'053 1'050 1'047 1'044 1'043 1'041 1'041 1'047 1'037 1'036 I.035
- 3'3 1'053 1'051 1'050 1'047 1'045 1'042 1'041 1'038 1'038 1'036 1'035 1'035 1'033
- 2'2 1'050 1'048 1'047 1'045 1'042 1'039 1'038 1'036 1'036 1'034 1'033 1'033 1'031-1'1 1'047 I.045 1'044 1'042 1'039 1'037 1'036 1'034 1'034 1'032 1'031 l-031 1'029
0'0 1'044 1'042 1'041 1'039 1'036 1'034 1'034 1'032 1'032 1'030 l-029 1'029 1'027
1'041 1'039 1'038 1'036 1'034 1'032 1'031 1'030 1'029 1'028 1'027 1'027 1'025
;:;
1'037 1'036 1'035 1'033 1'032 1'030 1'029 1'027 1'027 1'026 1'024 1'024 1'023
3'3 1'034 1'033 1'032 1'030 1'030 1'028 1'026 1'025 1'024 1'024 1'022 1'022 1'021
4'4 1'031 1'030 1'029 1'027 1'027 1'025 1'024 1'023 1'022 1'022 1'020 1'020 1'019
5'6 1'028 1'027 1'026 1'026 1'024 1'023 1'022 1'021 1'020 1'020 1'018 1'018 1'017
1'025 1'024 1'023 1'022 1'021 1'020 1'019 1'018 1'018 1'017 1'016 1'016 1'015
;:;
1'021 1'020 1'020 1'020 1'019 1'017 1'017 1'016 1'015 1'015 1'014 1'014 1'013
8'9 1'018 1'017 1'017 1'017 1'016 1'015 1'014 1'013 1'013 1'012 1'012 1'012 1'011
lOnO 1'015 1'014 1'014 1'014 1'013 1'012 1'012 1'011 1'011 I-010 1'010 1'010 1'009
11'1 1'012 1'011 l*OlO 1'011 1'010 1'009 1'009 1'008 l-008 I.008 1'008 1'007
12'2 1'008 1'008 1'007 1'008 1'007 1'007 1.006 1'006 1'006 1'006 ;--% i 1'005 1'005
13'3 1'006 1'005 1'004 1'005 1'004 1'005 1'004 1'004 1'004 1'004 1'003 1'003 1'003
14'4 1'001 1'001 1'001 1'002 1'002 1'002 1'002 1'001 1'001 I*001 1'001 1'001 1'001
15'0 1'000 i*ooo 1'000 1'000 1'000 1'000 1'000 1'000 1'000 1'000 l-000 1'000 1'000
16'7 0.996 o-995 0'995 0'996 0'996 0'996 O-996 0'997 0'997 o-997 o-997 0'997 0'997
17'8 0'992 0'991 0-992 0.993 0'993 o-993 0'994 0.994 0'994 0'994 0.995 0.995 0'995
18'9 0'989 0'988 0.988 0.989 0'990 0'991 0'991 0'992 0'992 0.992 0'992 o-992 0'992
20'0 0'985 0'984 0,985 0'986 d-987 0.988 0'989 0'989 0'989 O-989 0'990 0'990 0'990
21'1 0'982 0'981 0'982 0'983 O-984 0'985 0'986 0'987 0'987 0-987 0'988 0'988 0'988
22'2 O-978 0'978 0'979 0'980 0'981 0'982 0'983 0'984 0'985 0,985 0'986 0'986 0'986
23'3 0'975 0'974 0'975 0'977 0'979 0'979 0'981 0'982 0'982 0,983 0'984 0.984 0'984
24'4 0'971 0'971 0'972 0'974 0'976 0'977 0'978 0'979 0'980 0,980 0'981 0,981 0'982
25'6 0'968 0'968 0'968 0'971 0'973 0'974 0'976 0'977 0'977 0'978 0'979 0'979 0'980
26'7 O-964 0'966 0'966 0'968 0'970 o-971 0'973 0'974 0'975 0'976 0'977 0,977 0'978
27'8 0'960 0'962 0'962 0'965 O-967 0'968 0'970 o-971 0'972 0'973 0'975 0'975 0'976
28'9 0'956 0'958 0'959 0'961 0'964 0'965 0'967 0'969 0'970 0'971 0'973 0'973 0'974
30'0 0'953 0'955 0'955 0'958 0'960 0'963 0'965 0'966 0'967 0,968 0'970 0'970 0'971
31'1 0'949 0'951 0'959 0'954 o-957 0'960 0'962 0'964 0'965 0'966 0.968 0'968 0'969
32'2 0'945 0'948 0'948 0'951 6'954 0'957 0'959 O-961 0'962 0'963 @966 0.966 0'967
33'3 0'941 0'944 0'945 0'948 0'951 0'954 0'956 0'958 O-959 0'961 0'963 0'964 0'965
34'4 0'937 0'940 o-941 0'945 0'948 0'951 0'953 0'956 0'957 0'958 0.961 0'961 0.963
35'6 0'934 0'937 0'938 0'941 0'94d 0'948 0.951 0'953 0'954 0'956 0'958 0'959 0'960
36'7 0'930 0'933 0'934 0'938 0'942 0'945 0'948 0'951 0'952 0'953 0'956 0.956 0'958
L
( Continued) 0Observed Specific Gravities at 15%/15?C
Temp “C
iso-
Propane Butane Buhe
0'5b08 0'5087 0'5108 0'5208 0'5308 0'5408 0'5506 0'5606 0'5637 0'5706 0'5806 O-5850 0'5906
_
Volume Correction Factors
- -
T
I 37'8 0'926 0.929‘ 0'931 0’935 0’939 o-942 0’945 0'948 0’949 0'951 0’953 0.954 On956
40'6 0'916 0'919 0'922 0'926 0’930 0’934 O-938 0’942 0’942 0'945 0'948 0,948 0’950
43'3 0'906 o-910 0'912 o-917 0’922 0'926 0'931 0’935 0'936 0,938 0’942 o-943 0'1345
46'1 0’896 O-901 0'903 0'908 0'914 0’919 0’924 0’929 0’929 0'932 0'936 0’937 0'939
48'9 0'886 O-891 0'893 0'899 0'906 0'911 0’917 0’922 0’923 0'926 o-930 o-931 0'933
51'7 0'875 O-880 0'883 O-889 0’897 0’902 0'908 0'915 0'915 0'919 0’924 0.926 0'927
54'4 0'864 0.870 0'872 0’879 0'887 0'894 0’900 0’907 0'908 0'912 0'917 0,920 0'922
57.2 0'853 0'860 0'862 0'870 0'878 0'886 O-893 0’900 0'901 0'906 0'911 0.913 0'915
60'0 0.841 O-849 O-851 0'860 0'869 0'878 0'885 0.892 0'894 O-899 0'904 0'906 0'909
- - - - - I -IS : 9618 - 1980
APPENDIX B
(Clause 6.1 )
MINIMUM RATE OF DISCHARGE FOR SAFETY RELIEF VALVES
A-l. RATE OF DISCHARGE
A-l.1 Flow rate is the required flow capacity in cubic meter per hour of air at standard conditions
of temperature ( 15’6°C ) and atmospheric pressure ( 103 kPa ).
A-l.2 The minimum rates of discharge for safety relief valves are given in Table 1.
A-1.2.1 The rate of discharge may be interpolated for intermediate valve of surface area.
A-1.2.2 For containers with total outside suface area greater than 186 m?, the required flow rate
may be calculated using formula:
Flow rate, m3jh = 639’981 x A o*Bpm 3/h
where A = total outside surface area in ma.
TABLE 1 MINIMUM RATE OF DISCHARGE
Outside Flow Rate Outside Flow Rate
Surface Area Surface Area
(1) w (1) (2)
ma ma/h ma ma/h
1 639'981 30 10412'494
2 1129~567 35 11814'053
3 1 574'994 40 13177'213
4 1994'821 45 14514'774
5 2895'450 50 15826'735
6 2781'358 60 18330'260
7 3156'387 70 21208'977
8 3520'537 80 23263'317
9 3877'646 90 25 618'447
10 4 228'356 100 27935'179
12 4909'936 120 32440'647
14 5571'676 140 36805'319
16 6216'777 160 41073'993
18 6847'799 180 45233'871
20 7462'181 186 46469'035
25 8 966.137
9
PrintedatArcee Press,New Delhi,lndia
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1200_24.pdf
|
IS:1200 (Part 24) - 1983
(Reaffirmed1997)
Edition 4.1
(1989-10)
Indian Standard
METHOD FOR
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART 24 WELL FOUNDATIONS
( Third Revision )
(Incorporating Amendment No. 1)
UDC 69.003.12:624.156.8
© 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 24) - 1983
Indian Standard
METHOD FOR
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART 24 WELL FOUNDATIONS
( Third Revision )
Method of Measurement of Works of Civil Engineering (Excluding
River Valley Projects), BDC 44
Chairman Representing
SHRI A. C. PANCHDHARY Central Vigilance Commission (Ministry of Home
Affairs)
Members
ADHISHASI ABHAYANTA Public Works Department (Government of Uttar
(PARSHIKSAN) Pradesh), Lucknow
DEPUTY DIRECTOR (GAWESHAN) (Alternate)
SHRI B. G. AHUJA Builder’s Association of India, Bombay
SHRI K. D. ARCOT Engineers India Limited, New Delhi
SHRI T. V. SITARAM (Alternate)
SHRI G. B. BAJAJ Bombay Port Trust, Bombay
SHRI S. K. CHAKRABORTY Calcutta Port Trust, Calcutta
SHRI G. K. DESHPANDE Public Works Department, Government of
Maharashtra, Bombay
DIRECTOR, IRI, ROORKEE Irrigation Department, Government of Uttar
Pradesh, Lucknow
DIRECTOR (RATES AND COSTS) Central Water Commission, New Delhi
DEPUTY DIRECTOR (RATES AND
COSTS) (Alternate)
SHRI P. N. GADI Institution of Surveyors, New Delhi
SHRI D. S. TAMBANKAR (Alternate)
SHRI P. S. HARI RAO Hindustan Construction Co Ltd, Bombay
SHRI N. M. DASTANE (Alternate)
SHRI M. L. JAIN National Industrial Development Corporation Ltd,
New Delhi
JOINT DIRECTOR (D) National Buildings Organization, New Delhi
SHRI A. K. LAL (Alternate)
SHRI H. K. KHOSLA Haryana Irrigation Department, Chandigarh
SUPERINTENDING ENGINEER
(PLANNING) (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 24) - 1983
(Continued from page 1)
Members Representing
SHRI S. K. LAHA Institution of Engineers (India), Calcutta
SHRI V. D. LONDHE Concrete Association of India, Bombay
SHRI N. C. DUGGAL (Alternate)
SHRI DATTA S. MALIK Indian Institute of Architects, Bombay
PROF M. K. GODBOLE (Alternate)
SHRI B. S. MATHUR Ministry of Shipping and Transport (Roads Wing)
SHRI R. G. THAWANI (Alternate)
SHRI R. S. MURTHY Gammon India Ltd, Bombay
SHRI H. D. MATANGE (Alternate)
SHRI C. B. PATEL M. N. Dastur and Co Ltd, Calcutta
SHRI B. C. PATEL (Alternate)
SHRI V. G. PATWARDHAN Engineer-in-Chief’s Branch (Ministry of Defence),
New Delhi
SHRI G. G. KARMARKAR (Alternate)
SHRI T. S. RATNAM Bureau of Public Enterprises, New Delhi
DR R. B. SINGH Banaras Hindu University, Banaras
SHRI R. A. SUBRAMANIAM Hindustan Steelworks Construction Ltd, Calcutta
SUPERINTENDING SURVEYOR OF Central Public Works Department, New Delhi
WORKS (AVI)
SURVEYOR OF WORKS I (AVI) (Alternate)
SHRI J. C. VERMA Bhakra Management Board, Nangal Township
SHRI R. M. JOLLY (Alternate)
SHRI G. RAMAN, Director General, ISI (Ex-officio Member)
Director (Civ Engg)
Secretary
SHRI K. M. MATHUR
Senior Deputy Director (Civ Engg), ISI
2IS:1200 (Part 24) - 1983
Indian Standard
METHOD FOR
MEASUREMENT OF BUILDING AND
CIVIL ENGINEERING WORKS
PART 24 WELL FOUNDATIONS
( Third Revision )
0. F O R E W O R D
0.1This Indian Standard (Part 24) (Third Revision) was adopted by
the Indian Standards Institution on 11 October 1983, after the draft
finalized by the Method of Measurement of Works of Civil Engineering
(Excluding River Valley Projects) Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2Measurement occupies a very important place in the planning and
execution of any civil engineering work from the time of first estimates
to the final completion and settlement of payments project. Methods
followed for measurement are not uniform and considerable
differences exist between practices followed by different construction
agencies and also between various Central and State Government
Departments and their undertakings. While it is recognized that each
system of measurement has to be specifically related to administrative
and financial organizations within a department responsible for the
work, a unification of the various system at technical levels has been
accepted as very desirable, specially as it permits a wider range of
operation for civil engineering contractors and eliminates ambiguities
and misunderstandings arising out of inadequate understanding of
various systems followed.
0.3Among various engineering items, measurement of buildings was
the first to be taken up for standardization and this standard having
provisions relating to building works was first published in 1958 and
was revised in 1964.
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 scope of this
standard, besides being applicable to buildings, should be expanded to
cover method of measurement of civil engineering works like
industrial and river valley project works and accordingly second
revision of this standard was taken up.
3IS:1200 (Part 24) - 1983
0.4.1Since different trades are not related to one another, the
Sectional Committee during its second revision decided that for each
trade as given in IS:1200-1964* separate standards shall be issued as
different parts as it would be helpful to users in using the specific
standard. This Part 24 covering method of measurement of well
foundation applicable to buildings as well as to civil engineering works
was published in 1971. In view of the large number of comments
received on this standard (Part 24) the Sectional Committee decided to
revise this Part incorporating the changes to keep the latest method as
being followed by most of the organizations.
0.5In case of such works, it is desired that the following information
be also made available:
i)A general description of the nature of the work at site and the
cross-section of the river bed showing therein the low water
level and high flood level;
ii)Water logging whether due to nature of the soil or any other
reason; and
iii)The strata through which wells are likely to be sunk or reference
showing records of bores.
0.6This edition 4.1 incorporates Amendment No. 1 (October 1989).
Side bar indicates modification of the text as the result of
incorporation of the amendment.
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 24) covers the method of measurement of well
foundations.
2. GENERAL
2.1Clubbing of Items — Items may be clubbed together provided
these are basis of the detailed description of the items stated in this
standard.
2.2Booking of Dimensions — In booking dimensions, the order
shall be consistent and generally in the sequence of length, width and
height or depth or thickness.
*Method of measurement of building and civil engineering works (first revision).
†Rules for rounding off numerical values (revised).
4IS:1200 (Part 24) - 1983
2.3Description of Items — The description of each item shall,
unless otherwise stated, be held to include where necessary,
conveyance and delivery, handling, loading, unloading, storing,
fabrication, hoisting, all labour for finishing to required shape and
size, setting, fitting and fixing in position, straight cutting and waste.
2.4Measurements — All work shall be measured net in decimal
system as fixed in its place as given below:
a)Linear dimensions shall be measured to the nearest 0.01 metre,
b)Areas shall be worked out to the nearest 0.01 square metre, and
c)Cubic contents shall be worked to the nearest 0.01 cubic metre.
2.5Work Measured Separately — Unless otherwise clubbed under
2.1, the work executed in the following conditions shall be measured
separately:
a)Work in dry soil,
b)Work in wet soil (30cm above subsoil water),
c)Work in or under foul positions, and
d)Work interrupted by tides.
2.5.1The levels of high and low water/tides where occurring, shall be
stated.
NOTE — These conditions shall also include removing obstructions other than those
which are removed by mechanical or any other special method (see 2.7).
2.6Bills of Quantities — The bills of quantities shall fully describe
the materials and workmanship, and accurately represent the work to
be executed.
2.7Removal of obstructions other than those mentioned in 2.5 met
with during sinking operations shall be measured separately on the
basis of quantum meruit.
3. WELL SINKING
3.1The item of well sinking shall include use of kentiledge to the
extent required for sinking and correcting the well in position.
3.2 The provision of island, if required, shall be measured separately.
3.3The sinking shall be measured in running metres stating the shape
and size. For this purpose, measurement shall be taken from the level
at which the cutting edge is pitched to the level at which it rests
finally.
NOTE — The level of cutting edge shall be plane joining the lower most portion of the
well curb, which cuts into the soil during sinking or acts as a penetration face.
5IS:1200 (Part 24) - 1983
4. STEINING AND CURB
4.1Concrete/brick work/stone masonry in the steining and concrete in
top plug and curb shall be described and measured in cubic metres.
The formwork shall be included in the item.
4.2Concrete in the bottom plug including sump, if any, shall be
measured on the basis of cement bags consumed.
4.3The filling in the well shall be measured in cubic metre stating the
type of filling.
4.4Measurement for the reinforcement including mild steel bars, steel
links, binders and steel flats shall be made separately as specified in
IS:1200 (Part 8)-1974*.
4.5Measurement for the steel cutting edge and steel armouring (if
done) shall be made separately, as specified in IS:1200
(Part8)-1974*.
4.6Cutting off the extra height of steining where required shall be
measured in cubic metres.
5. PNEUMATIC SINKING
5.1Works executed under different working pressure range (see
IS:4138-1977†) shall be measured separately.
5.2Pneumatic sinking shall be measured in running metres stating
the size and shape. The depth of sinking shall be measured from the
level at which air is introduced to the level at which air is stopped.
5.3 The following shall be measured separately:
a)Bringing of and removing the pneumatic sinking plant from the
site;
b)Use of this plant when fitted on well/when not fitted on well (to be
measured separately);
c)Fixing and removing of adopter and airlock:
d)Corbel slab; and
e)Keeping the well under pressure during plugging, guniting,
repairing, inspection, testing but excluding sinking.
*Method of measurement of building and civil engineering works:Part 8 Steelwork
and ironwork (third revision).
†Safety code for working in compressed air (first revision).
6Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of
goods and attending to connected matters in the country.
Copyright
BIS has the copyright of all its publications. No part of these publications may be reproduced in any
form without the prior permission in writing of BIS. This does not preclude the free use, in the course
of implementing the standard, of necessary details, such as symbols and sizes, type or grade
designations. Enquiries relating to copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards as the need arises on the basis of comments. Standards are also
reviewed periodically; a standard along with amendments is reaffirmed when such review indicates
that no changes are needed; if the review indicates that changes are needed, it is taken up for
revision. Users of Indian Standards should ascertain that they are in possession of the latest
amendments or edition by referring to the latest issue of ‘BIS Catalogue’ and ‘Standards:Monthly
Additions’.
This Indian Standard has been developed by Technical Committee:BDC 44
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 October 1989
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|
10388.pdf
|
IS : 10388- 198!2
Indian Standard
SPECIFICATION FOR
CORRUGATED COIR, WOODWOOL,
CEMENT ROOFING SHEETS
Building Construction Practices Sectional Committee, BDC 13
Chairman
SHRI C. P. MALIK
C 4/38, Safdarjung Development Area,
New Delhi
Members Representing
SHRI P. D. A~ARWAL Public Works Department, Government of
Uttar Pradesh, Lucknow
SHRI R. K. MATHUR ( Alternate )
SHKI SURAJ S. J. BARA~UR Housing & Urban Development Corporation Ltd,
New Delhi
SHRI D. R. BATLIVUA Bhabha Atomic Research Centre, Bombav
SHRI J. R. BHALLA Indian Institute of Architects, New Delhi
CHIEF ENGINEER ( NORTH ) Public Works Department, Government of Punjab,
Chandigarh
CHIEF ENGINEER( BLDGS ), PWD, Public Works Department, Government of
MADRAS Tamil Nadu, Madras
SUPERINTENDINGE NGINEER,
(SPECIAL BUILDING
CIRCLE ), PWD, MADURAI ( Alternate )
CHIEF ENGINEER-CUM-ADDITION- Public Works Department, Government of
AL SECRETARY TO THE Rajasthan, Jaipur
GOVERNMENT( B & R )
EXECUTIVE E N c I N E E 1~
( DESIGNS & SPEOIFICA-
TION ) ( Alternate )
CHIEF ENGINEER ( TRAINING ) Central Public Works Department, New Delhi
SUPERINTENDING SURVEYOR
OF WORKS ( TRAINING ) ( Alternate )
DIRECTOR ( ARCHITECTURE ), Railway Board, Ministry of Railways
RDSO
JOINT DIRECTOR ( ARCHITEC-
TURE ), RDSO ( Alternate )
SHRI M. KARTIKAYAN Builders’ Association of India, New Delhi
SHKI T. A. E. D’SA Concrete Association of India, Bombay
SHRI N. C. DUGQAL ( Alternate )
( Continued on page 2 )
“
@ Copyright 1983
INDIAN STANhAti’DS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
repr‘oduction 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 :10388- 1982
( Continuedfrom~age 1 )
Members Representing
SHRI R.G. GOKHALE State Bank of India, Bombay
SHRI J.S. KOHLI Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI M. G. VIRM.~NI ( Alternate )
SHRI R. L. KUMAR Institution of Surveyors, New Delhi
SHRI V. G. PATWARDHAN ( Alternate J
&RI M. 2. KURIEN Tata ‘Consulting Engineers, Bombay
SHRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PASRICHA ( Allernale )
SHRI R. C. MANQAL Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. P. JAISINGH ( Alternate )
&RI K. S. PRUTHI Forest Research Institute & Colleges, Dehra Dun
SHRI R. K. PANDARE Life Insurance Corporation of India, Bombay
DEPUTY CHIEF EXOINEER
SRRI ,’ p;yR!; Alternate )
Bureau of Public Enterprises, Ministry of Finance
Snkr S. S. KAIMAL ( Alternate )
SRRI S. R. SIVASWAMY Gammon India Ltd, Bombay
SRRI H. D. MATAN~E ( Alternate )
SHRI K. S. SRINIVASAN National Buildings Organization, New Delhi
DEPUTY DIRECTOR ( Alternate )
SRRI SUSRIL KUMAR National Buildings Construction Corporation Ltd,
New Delhi
PROF C. G. SWAMINATHAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI S. R. TAMBE Public Works & Housing Department, Bombay
SHRI B. T. UNWALLA Institution of Engineers ( India ), Calcutta
SRRI G. VENKATESULU Ministry of Shipping & Transport ( Roads Wing )
SHRI PRA~ULLA KUY~R ( Alternafe )
SHRI G. RAMAN, Director General, ISI ( Ex-oficio Member )
Director ( Civ Engg )
Secretary
SHRI S. SEN~UPTA
Assistant Director ( Civ Engg ), IS1
_ Floor and Roof Construction Subcommittee, BDC 13 : 11
Convener
SHRI D. R. BATLIVALA Bhabha Atomic Research Centre, Bombay
Mumbcrs
SHRI S. ADAVIYAPPA Public Works Department, Government of
Rajaathan, Jaipur
SHRI H. N. SAXENA ( Alternate )
SHRI S. C. CHAKRABARTI Cent;;lrgilding Research Institute ( CSIR 3,
SHRI N. C. MAJUMDAR ( Aknate )
( Continued on page 11 )
2IS :10388 -1982
Indian Standard
SPECIFICATION FOR
CORRUGATED COIR, WOODWOOL,
CEMENT ROOFING SHEETS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards
Institution on 31 December 1982, after the draft finalized by the Building
Construction Practices Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 Bulk of raw asbestos fibres used in the manufacture of asbestos
cement roofing sheets in this country are imported from abroad. Recent
investigations, however, have indicated that its use may lead to serious
and uncurable health hazards. This hazard coupled with the soaring
cost of asbestos fibres make it imperative that new, indigeneous and
cheap roofing material be made available for mass scale use. Optimum
utilization of national resources also demand that use of indigeneous
building material should be promoted. Coir, woodwool and few other
vegetable fibres which are available in large quantity in this country,
have been found suitable for the manufacture of sheets for roofing
purposes. The sheets may be either plain or corrugated and manufactured
by mixing and pressing coir, woodwool and cement in suitable propor-
tions. The sheets possess better thermal insulation and fire resistant
properties. This standard has been formulated to provide guidance in
respect of manufacture and selection of such roofing sheets.
0.3 In the formulation of this standard, assistance has been provided by
Central Building Research Institute ( CSIR ), Roorkee.
0.4 This standard contains clause 3.1.1 which permits the manufacturer
to manufacture the sheets for sizes other than specified if agreed to by the
purchaser.
0.5 For the purpose of decidi,ng 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-
3IS:10388 - 1982
ante 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 regarding materials,
dimensions and physical properties for corrugated roofing sheets made
from coir, woodwool and cement.
2. MATERIALS
2.1 Cement - This shall conform to either IS : 269-1976t or IS : 8041-
1978$ or IS : 8112-19768.
NOTE - Use of Portland pozzolana cement and slag cement is under investigation.
2.2 Woodwool - These shall be obtained from any species of soft timber
in fibre form having following dimensions:
Length of fibre = 200 to 500 mm
Width = 0.5 to 2.5 mm
Thickness = 0.2 to 0’35 mm
2.2.1 The species of timber suitable for obtaining the woodwool fibres
are fir ( Abies pindrow ), Chir ( Podecarpus spp ), Kail ( Pinus excelsa ), and
Deodar ( Cedrus deodara ).
2.3 Coir - These shall be baby fibres, free from pith and shall be
capable of absorbing cement.
3. DIMENSIONS AND TOLERANCES
3.1 The sheets shall conform to the dimensions and tolerances given in
Table 1.
3.1.1 The sheets may be supplied in other dimensions if so agreed
between the purchaser and the manufacturer.
*Rules for rounding off numerical values ( recked ).
$Specification for ordinary and low heat Portland cement ( third revision ).
SSpecification for rapid hardening Portand cement ( /ird rGuiJian) .
§Specification for high strength ordinary Portland cement.
4IS : 10388 - 1982
TABLE 1 DIMENSIONS AND TOLERANCES FOR CORRUGATED
COIR, WOODWOOL, CEMENT ROOFING SHEETS
( Clause 3.1 )
All dimensions in millimetres.
LENGTH WIrmI THICKNESS DEPTH OF PITCH OF
COKRDCATICK CORRUGATION
(1) (2) (3) (4) (5)
15001
1 750 } 1 000 6.5 48 146
2OOOJ
Tole- f 10 f 10 + free +3 +6
rances - 0’5 -6 -2
NOTE 1 - The thickness of the sheets shall be taken as the average of six measure-
ments and shall be measured along the width ( except at the valleys ) with a suitable
screw gauge.
NOTE 2 -The depth of each of the six corrugations shall be measured and the
maximum deviation in any of the cases measured shall not exceed the limits, specified
in Table 1. The depth shall be measured with suitable depth gauge.
NOTE 3 - Tolerances given for pitch of corrugation relate to measurement over
six pitches. The total length over six pitches shall be measured and it shall not vary
from six times the specified pitch with tolerance.
4. PHYSICAL REQUIREMENTS
4.1 The sheets shall conform to the requirements given in co1 3 of
Table 2 when tested in accordance with the provision given in co1 4.
TABLE 2 PHYSICAL REQUIREMENT OF WOODWOOL, COIR/CEMENT
CORRUGATED ROOFING SHEETS
SL No. CI~ARBCTERISTICS REQUIREMENTS MRTXOD OF TEST
( REP TO APPENDICES )
(1) (2) (3) (4)
i) Transverse strengths 1.5 x low3 N/m width, A
Mifl
ii) Water absorption 30 percent, Max n
iii) Impermeability Shall not show any C
formation of drops of
water except traces
of moisture on the
lower surface
iv) Acid resistance Amount of acetic acid D
to be used =
1 150g/m2, Max
NOTE - The age of specimens for testing shall be at least 4 weeks.
5I5 : 1es&B - 1982
5. FINISH
5.1 The finished sheets when delivered shall be free from visible defects
that impair appearance or serviceability. The corrugation of the sheets
shall be regular and well defined. The surface of the sheets shall be of
uniform texture and shall have rectangular shape with neatly trimmed
edges.
6. MARKING
6.1 Each sheet shall be stamped or marked by any suitable method with
the following information;
a) Manufacturer’s name or his trade-mark, if any; and
b) Year and date of manufacture.
6.2 Each sheet 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.
7. SAMPLING AND CRITERION FOR CONFORMITY
7.1 Scale of Sampling
7.1.1 Lot - In any consignment, all the sheets of the same size and
manufactured under similar conditions of production shall be grouped
together to constitute a lot.
7.1.2 All the sheets in the lot shall be inspected for finish requirements
as given in 5.1. The defective sheets shall be removed from the lot.
7.1.3 The lot shall then be examined for dimensional requirements.
For this purpose, the number of sheets to be selected at random from the
lot shall be in accordance with co1 1 and 2 of Table 3.
7.1.3.1 These sheets shall be selected from the lot at random. In
order to ensure the randomness of selection, the procedure given in
IS : 4905-1968” may be followed.
*Methods for random sampling.
67.2 Number of Tests and Criteria for Cajlformity
7.2.1 All the sheets selected in accordance ‘with co1 1 and 2 of Table 3,
shah be subjected to dimensional re uirements. A sheet failing to satisfy
this requirement shall be termed as & efective. The lot shall be considered
as conforming to dimensional requirements, if the number of defectives
found in the sample is less than or equal to the corresponding acceptance
number given in co1 3 of Table 3; otherwise the lot shall be rejected
without further testing.
TABLE 3 SAMPLE SIZE AND ACCEPTANCE NV-
( czazise 7.1.3 )
LOT SIZE SAMPLESIZEFOR ACCEPT.W(IE SAiWLE SIZEFOR
DIMENSIONAL REQUIREMENTS NUMBER PHYSICALTESTS
(1) (2) (3) (4)
up to 500 20 1 3
581 to 1 000 32 2 5
1 001 to 3 000 50 3 7
3 001 and above 80 5 10
7.2.2 The lot which has been found as conforming to the dimensional
requirements ,shall be tested for the physical tests, namely, wet breaking
load, water absorption, impermeability and acid resistance. For this
purpose, the sample size shall be in accordance with co1 1 and 4 of
Table 3. The criteria for conformity for these tests is as follows.
7.2.2.1 For impermeability test, no defective shall be found in the
sample.
7.2.2.2 For transverse strength 8 - 0.5 R shall be greater than or
equal to the minimum limit specified in Table 2, where X and R are
the average and range of the test results.
7.2.2.3 For water absorption and acid resistance 2 + O-5 R shall be
less than or equal to the respective upper limits specified in Table 2.
7.2.3 A lot shall be considered as conforming to the requirements of
this ‘standard if 7.2.1 and 7.2.2 are satisfied.
7IS : 10388 - 1982
APPENDIX A
[ Tde 2, Item (i) J
TRANSVERSE STRENGTH
A-l. SPECIMEN
A-l.1 The specimens for test shall be selected in accordance with the
method given in 7. The age of specimens shall be at least 4 weeks and
shall be kept in the open air vertically or inclined for one week.
A-2. PROCEDURE
A-2.1 Immediately prior to test, the sheets shall be completely immersed
in water at 27 & 2°C for a period of 24 hours. Each sheet shall be freely
and evenly supported on parallel rigid hardwood bearers 75 mm wide
and 150 mm deep and of a length at least as great as width of the
specimen, and set at right angles to the corrugation. The bearer shall
be placed one metre from centre to centre. The load shall be applied
at a uniform rate not greater than 20 N/min, along the centre line of
the sheet through the 225 mm face of a 225 x 75 mm runner of the
full width of the sheet upon the upper surface and paralle to the
supports.
A-3. REPORT
A-3.1 The load at which the sheet breaks shall be recorded and the load
per metre width shall be computed.
APPENDIX B
[ Table 2, Item (ii) ]
WATER ABSORPTION TEST
B-l. SPECIMEN
B-l.1 From each of the sheets selected in accordance with 7 a specimen
175 x 75 mm shall be cut.
B-2. PROCEDURE
B-2.1 The specimen shall be completely immersed in water at 27 & 2°C
for a period of 18 hours, takenout and weighed after removing surplus
water with a damp cloth ( Wr ). The.specimens shall then be placed in
8IS : 10388- 1982
an air oven maintained constantly at a temperature of 150°C for 4
hours. The test piece shall then be cooled for 1 to 2 hours in a desiccator
nnd weighed ( Ws ).
B-3. REPORT
B-3.1 The water absorption shall be calculated as follows:
Absorption, percent - wt-w2 x 100
w2
where
1471= weight after absorption in g.
we = weight after heating in g.
APPENDIX C
[ Table 2, Item (iii) ]
IMPERMEABILITY TEST
C-l. SPECIMEN
,C-1.1 The specimen for test shall be selected in accordance with 7. The
,test may be conducted either on the sheets or specimens of suitable
dimensions taken from them.
C-2. PROCEDURE
C-2.1 The sheet or specimen shall be tested in an atmosphere of minimum
relative humidity 70 percent at a temperature of 27 + 2°C. A vertical
glass tube 300 mm long with a bore of 25 mm shall be sealed to the valley
or the flat separating the corrugations of the sheet or specimens which
shall be placed horizontally on two supports. The tube shall be filled
with water to a height of 250 mm measured from the valley or flat
separating the corrugations.
*C-3. REPORT
63.1 During 24 hours of the test, traces of moisture may appear on the
lower surface, but in no instance should there be any formation of drops
of water.
9IS :10388 - 1982
APPENDIX D
[ Table 2, Item (iv) ]
ACID RESISTANCE TEST
D-l. From each of the sheets selected in accordance with 7, three
specimens each 65 x 65 mm shall be taken.
NOTE - The dimensions refer to actual edge length of the specimen.
D-2. PROCEDURE
D-2.1 Each specimen shall be placed upright for 24 hours in 270 ml of 5
percent acetic acid solution at 27 f 2°C contained in a vessel of such a
size that the specimen is entirely immersed. Separate vessels and solution
shall be used for each specimen. The concentration of the acetic acid
shall be determined before and after immersion of the specimen by
titration against a solution of sodium hydroxide of known concentration
( approximately 0.5 N ) using thymol blue as indicator. For titration
10 ml of the acid solution shall be first stirred, then diluted to 100 ml
and 10 drops of thymol blue solution ( 0.040 g in 100 ml, 95 percent
alcohol ) added to it. The end point to be taken is that of the colour
change from yollow to blue corresponding at apH 8.0 to 9.5; the small
amount of gelatinous precipitate formed does not interfere.
D-3. REPORT
D-3.1 The amount of acetic acid used per square metre of area of the
specimen shall be calculated from the fall in concentration, assuming that
one millilitre of 0.5 N sodium hydroxide solution is equivalent to O-030 g
of acetic acid as follows:
Weight of g of acetic acid used
= _0_.0_3_0_ ~~x ._2 70 ( x -- y ) x 1os
per square metre
10 A
=0*81(x-r>
x 1o6
A
where
X= volume, in ml of 0.5 N sodium hydroxide used at the
initial titration,
Y= volume in ml of 0.5 N sodium hydroxide used at the final
titration, and
A= area in mm2 of unprotected coir/woodwool cement of the
specimen.
D-4. The average of the test results for the three specimens from the
same sheet shall be considered as the test result for the sheet as a whole.
10IS : ltm2I - 1982
( Continued from page 2 )
Members Representing
SRRI K. DEVARAJAN Engineer-in-Chief ‘s Branch, Army Headquarters,
New Delhi
MAJ V.$iIi~ ( Alternate )
DEPUTY ENGINEER Railway Board, Ministry of Railways
( GENERAL ) SOUTHERN
RAILWAY, MADRAS
SHRI Y. R. KRIRWADKAR Indian Institute of Architects, Bombay
SHRI F. B. PITHAVADIAN( Alternate)
SHRI R. L. KUMAR Institution of Surveyors, New Delhi
SRRI G. K. MAJUMDAR Hindustan Prefab Ltd, New Delhi
SHRI H. S. PASRICHA( Alternate )
SHRI M. S. MOITRA Calcutta Metropolitan Development Authority,
Calcutta
SHRI B. V. B. PA1 Concrete Association of India, Bombay
SHRI N. Cl. DUQGAL ( Alternate)
SHRI R. RAJAPPA Tata Consulting Engineers, Bombay
DR M. RAMAIAH StrugaTia?qmeer& Research Centre ( CSIR ),
SHRI Z. GEORGE( Alternate)
SENIORD EPUTY CHIEF ENGINEER Public Works Department, Government of
( BLnas ) Tamil Nadu, Madras
’ EXEC&VE ENGINEER
SHRI J ~;~~;~s&&rsere )
National Buildings Organization, New Delhi
S&I SASFXKI ANT ( Alternate )
SUPERINTENDINQ ENGINEER Public Works Department, Government of
( ROADS & BLDCX)~ Andhra Pradesh, Hyderabad
SURVEYOR OF WORKS, MADRAS Public Works Department, Government of
CENTREC IRCLE Tamil Nadu, Madras
11INTERNATIONAL SYSTEM OF UNITS ( SI UNITS )
QUANTITY UNIT SYMBoL
Length metre In
Mass kilogram kg
Time second I
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 ST
Derived Units
QUANTITY UNIT SYMBOL DEFINITION
Force newton N I N = 1 kg.m/s’
Energy joule J 1 J = 1 N.m
Power watt W 1 W = 1 J/s
Flux weber Wb lWb= 1V.s
Flux density tesla T 1 T = 1 Wb/m
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 = I N/ms
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1367_1.pdf
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...—
IS 1367( Part 1 ) :2002
ISO 8992:1986 —-
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 1 GENERAL REQUIREMENTS FOR BOLTS, SCREWS AND STUDS
Third Revision)
(
ICS 21.060.20
0 BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Decernber2002 Price Group 1Bolts, Nuts and Fasteners Accessories Sectional Committee, BP 33
NATIONAL FOREWORD
This Indian Standard ( Part 1 ) (Third Revision ) which is identical with ISO 8992:1986 ‘Fasteners —
General requirements for bolts, screws, studs and nuts’ issued by the International Organization for
Standardization ( ISO )was adopted by the Bureau of Indian Standards on the recommendation of the
Bolts, Nuts and Fasteners Accessories Sectional Committee and approval of the Basic and Production
Engineering Division Council.
This standard was originally published in 1961 and subsequently revised in 1967 and 1980. This
revision of the standard has been taken up to align it with ISO 8992 : 1986 by adoption under dual
numbering system.
While specific requirements of fasteners are covered in the rest of the parts, this part is intended to
provide an instruction to different parts of the standard and cover requirements which are general ‘in
nature.
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain terminology and conventions are, however, not identical to those used in the Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should be
read as ‘Indian Standard’.
b) Comma ( ,) has been used as a decimal marker while in Indian Standards, the current practice
is to use a point ( .) as the decimal marker.
Inthis adopted standard, reference appears to certain International Standards for which Indian Standards
also exist. The corresponding Indian Standards which are to be substituted in their place are listed
below along with their degree of equivalence for the editions indicated:
International Corresponding Indian Standard Degree of
Standard Equivalence
ISO 898-1:1999 IS 1367 ( Part 3 ) :2002 Technical supply conditions for Identical
threaded steel fasteners :Part 3 Mechanical properties
of fasteners made of carbon steel and alloy steel —
Bolts, screws and studs ( fourth revision)
ISO 898-2:1992 IS 1367 ( Part 6 ) :1994 Technical supply conditions for do
threaded steel fasteners :Part 6 Mechanical properties
and test methods for nuts with specified proof loads
( third revision)
ISO 898-5:1998 IS 1367 ( Part 5 ) :2002 Technical supply conditions for do
threaded steel fasteners :Part 5 Mechanical properties
of fasteners made of carbon and alloy steel — Set
screws and similar threaded fasteners not under tensile
stress ( third revision )
ISO 898-6:1994 IS 13096 : 2000 Fasteners — Hexagon nuts with do
specified proof load values — Fine pitch thread —
Mechanical properties ( first revision)
ISO 3269:1988 IS 1367 ( Part 17) : 1996 Industrial fasteners — do
Threaded steel fasteners — Technical supply conditions :
Part 17 Inspection, sampling and acceptance procedure
( third revision)
( Continued on third cover)IS 1367 (Part 1) :2002
ISO 8992:1986
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 1 GENERAL REQUIREMENTS FOR BOLTS, SCREWS AND STUDS
Third Revision)
(
1 Scope and field of application ISO 3269, Fasteners – Acceptance inspection.
This International Standard specifies the general requirements ISO 3506, Corrosion-resistant stainless steel fasteners –
for standardized bolts, screws, studs and nuts; itcomplements Specifications.
the International Standards on dimensional and tolerance
requirements, and the International Standards on mechanical ISO 4042, Threaded components – Electroplated coatings
and functional requiretwnts. components. 1)
Itisrecommended that this International Standard be usad also ISO 4759, Tolerances for fasteners –
for non-standardized bolts, screws, studs and nuts.
Part 1: Bolts, screws and nuts with thread diameters > 1,6
and < 150mm and product grades A, B and C.
2 References Part 2: Bolts, screws and nuts with thread diameters from 1
up to 3 mm and product grade F, for fine mechanics.
ISO 696, Mechanical properties of fasteners –
ISO 6157, Fasteners – Sudace discontinuities –
Part 1: Bolts, screws and studs,
Part 1: Bolts, screws and studs for general requirements. ~~
Part 2: Nuts with specified proof load values.
Part 2: Nuts with thread sizes M5 to M39. 1)
Part 5: Set screws and similar threaded fasteners not under
tensile stresses. Part 3: Bolts, screws and studs for special requirements. 1J
Part 6: Nuts with specified proof load values – Fine pitch ISO 6839, Mechanical properties of fasteners – Bolts, screws,
thread. J~ studs and nuts made of non-ferrous metals.
‘{
1) At presentat the stageofdraft.
1IS 1367 (Part 1) :2002
ISO 8992:1986
—.—
3 Specifications and reference International Standards
Carbonsteel
Material Stainlesssteel Non-ferrous metal
Alloy steel
Dimensions See productstandards.
Iso 696/1
1s0696/2
Mechanical properties Iso ss6/5 Iso 35(M 1s06639
ISO 69S/6
\
Tolerances ISO 475911, ISO 4759/2
Surface discontinuities ISO 6157/1, ISO 6157/2, ISO 6157/3
Finish Requirementsfor electroplating arecovered inISO 4042.
Acceptability The acceptance procedure iscovered inISO 3269.
4 General requirements beranioved. Any burr which influences the performance of the
product or would be a safety hazard when handled, however,
Standardized bolts, screws, studs and nuts are defined by the shall be removed.
following elements:
Trimming burrs beyond the bearing face of boltsand screws is
— mechanical properties (material); not permissible.
— product grade (tolerances); Centreholesforboltsandscrewsarepermissible,unlessother-
wise specified.
. surface coatings (if required);
The finish (surface) of the products shallbe
— special requirements (if agreed). — as pracaaaaa,. Tor sr., e, el proaucm. noI. quenc. n,- e– aJ–-’ ana
tempered;
All information relatestofullymanufactured products. Specific
manufacturing procaaaesare not required, except where they
in general, black oxide for quenched end tempered
have been laid down inthe individualstandards or have bean
stealproducts;
agreed between customer andsupplier.
– plain for products made of stainless steel or non-
The product shallhave intact surfacesand edgeaand shallbe ferrous metal.
free of burrsconsistentwith the manufacturirw tnethodsused.
It isnot generally required that small burrad~e to operations Bolts,screws, studsand nutashallbedeliveredinacleancon-
such asslotting, or resulting from forging, pressing ortrimming dition and lightly oiled, ifno other conditions have been agreed.
2——
( Continued from second cover)
—
International Corresponding Indkm Standard Degree of
Standard Equivalence
ISO 35061, IS 1367 ( Part 14/See 1 ) : 2002 Technical supply Identical
conditions for threaded steel fasteners : Part 14
Mechanical properties of corrosion-resistant stainless-
steel fasteners, Section 1 Bolts, screws and studs ( third
revision )
IS 1367 ( Part 14/Sec 2 ) : 2002 Technical supply do
conditions for threaded steel fasteners : Part 14
Mechanical properties of corrosion-resistant stainless-
steel fasteners, Section 2 Nuts ( third revision )
IS 1367 ( Part 14/See 3 ) : 2002 Technical supply do
conditions for threaded steel fasteners : Part 14
Mechanical properties of corrosion-resistant stainless-
steel fasteners, Section 3 Set screws and similar
fasteners not under tensile stress ( third revision)
ISO 4042:1999 IS 1367 ( Part 11 ) :2002 Technical supply conditions for do
threaded steel fasteners :Part 11 Electroplated coatings
( third revision)
1s04759-1:2000 IS 1367 ( Part 2 ) :2002 Technical supply conditions for do
threaded steel fasteners : Part 2 Tolerances for
fasteners — Bolts, screws, studs and nuts — Product
grades A, B and C ( third revision)
ISO 6157-1:1988 IS 1367 ( Part 9/See 1 ) : 1993 Technical supply do
conditions for threaded steel fasteners : Part 9 Surface
discontinuities, Section 1 Bolts, screws and studs for
general applications ( third revision)
ISO 6157-2:1995 IS 1367 ( Part 10 ) :2002 Technical supply conditions for do
threaded steel fasteners : Part 10 Surface
discontinuities — Nuts ( third revision)
ISO 6157-3:1988 IS 1367 ( Part 9/See 2 ) : 1993 Technical supply do
conditions for threaded steel fasteners : Part 9 Surface
discontinuities, Section 2 Bolts, screws and studs for
special applications ( third revision)
The concerned Technical Committee has reviewed the provisions of the following ISO Standards
referred in this adopted standard and has decided that they are acceptable for use in conjunction
with this standard:
ISO Standard Title
ISO 4759-2: 19792) Tolerances for fasteners — Part 2 : Bolts, screws and nuts with thread
diameters from 1 up to 3 mm and product grade F for mechanics
ISO 8839:1986 Mechanical properties of fasteners — Bolts, screws, studs and nuts made
of non-ferrous metals
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)’.
1) Since revised in2000 inthree parts.
2,Since withdrawn in 1999.—
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 tostandards astheneed arises onthe basis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when suchreview indicates that no changes are
needed; ifthe review indicates that changes are needed, itistaken up for revision, Users of Indian Standards
should ascertain that they are inpossession ofthe latest amendments or edition byreferring to the latest issue
of ‘BIS Catalogue’ and ‘Standards :Monthly Additions’.
This Indian Standard has been developed from DCTC :No. BP33(0260).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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PrintedatNew India Printing Press, Khurja, India
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164.pdf
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IS : 164- 1981
( Reaffbmed 1993 )
Indian Standard
SPECIFICATION FOR READY MIXED
PAINT FOR ROAD MARKING
( First Revision )
Fourth Reprint JUNE 1998
( Incorporating Amendment No. 1 )
uDC 667.637.222625.75
@ Copyright 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVIW, 9 BAHADUR SHAH MAR MARC
NEW DELHI 110002
Gr 4 October 1981IS: 164-1981
Indian Standard
SPECIFICATION FOR READY MIXED
PAINT F-OR ROAD MARKING
( First Revision )
Paints and Allied Products Sectional Committee, CDC 8
Chairman Representing
SHRI K. N. R. SHARMA Directorate General of Technical Development,
New Delhi
Members
SHRI R. D. KAWATRA( Alternate to
Shri K. N. R. Sharma )
Srrax BALJ~TS ~NGH Bhagsons Paint Industries ( India ). New Delhi
SHRI HARD~PS ~NGH( AItermte )
<I K. M. BANERJEE National Test House, Calcutta
~$1V . M. BAVDEKAR Asian Paints ( India ) Ltd, Bombay
R P. K. BHANDARI Shalimar Paints Ltd, Calcutta
SHRI S. BHA-~TACHARYYA Alkali & Chemical Corporation of India Ltd.
Rishra ( WB )
SHRI G. N.TIWARI ( Alrernate)
SHRI N. S. Braore Shri Ram Test House, Delhi
SHRI C. P. SHARDA( Alternate )
SHRI S. K. BOSE Directorate General of Supplies and Disposals
( Inspection Wing ), New Delhi
SHRI D. S. CHOWDHURY ( Alternate)
DR S. CHANDRA Oil Technologists* Association of India, Kanpur
SHRI M. S. SAXENA( Alternate)
SHRI A. S. DHINGRA All India Small Scale Paint and Allied Industries
Association, Bombay
DIRECTOR( EIC ) Export Inspection Council of India, Calcutta
SHRI T. K. S. MANI ,Addisons Paints and Chemicals Ltd. Madras
SHRI M. B. SATYANARAYAN(A A lternate )
HRI V. MULLOTH Goodlass Nerolac Paints Ltd. Bombay
SHRI S. S. ANKAIKAR( Alternate )
SHRI M. PHILIP Indian Aluminium Compauy Ltd. Calcutta
SHRI P. N. PHADKE ( Akernote )
( Continued on page 2 )
(0 Copyright 1981
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 : 164 - 1981
( Continuedfrom page 1)
Members Representing
Sm K.S. RAJEEVALOCHANAM Heavy MachineBuilding Plant, Heavy Engineering
Co Ltd. Ranchi
SHRI D. P. MUKHERJEB( Alternate )
SHRI D. &MAMURTHY Bharat Heavy Electricals Ltd. Hyderabad
Smu N. D . GUPTA ( Afternute I )
SmuR. C. MISRA ( Affernate II )
Smu M. N. RAo Indian Paint Association, Calcutta
SHIU M. M. GHOSFI( Altermzte )
DR R. J. RATHI Sudershan Chemical Industries Ltd. Pune
SHRI K. L. RATHI ( Alternate )
Smu P. SATYANARAYANA Development Commissioner (Small Scale
Industries), New Delhi
DR S. K. KAPooR ( Alternate )
Scmmmc ADVISERT O THE CHIEF Naval Headquarters ( Ministry of Defence)
OF THE NAVAL STAFF
DR A. K. SEN Ministry of Defence ( DGI )
St-no S. K. A~THANA( Alternate )
SEMOR CHEMISTA ND METALLURGIST Railway Board ( Ministry of Railways )
ASSISTANT RESEARCHO FFICER( Alternate j
SHRI R. R. SEOUERA Garware Paints Ltd. Bombav
DR P. G. ‘CHAUDHARI( Alternate I)
SHRI C. R. THUSE( Alternate II )
DR S. M. SYNCH Central Building Research Institute ( CSIR ),
Roorkee
SHRI R. S. SRIVASTAVA(A lternote )
DR M. A. SIVASAMBAN Regional Research Laboratory ( CSIR ), Hyderabad
DR M. M. SHIIUALKAR( Alternote )
CAPT V. SUBRAMANIAN The Shipping Corporatiodof India Ltd. Bombay
CAPT S. K. KHURANA ( Alternate )
Sm V. D. TIWARI Central Public Works Department, New Delhi
SURVEYORO F WORKS ( Afternate )
DR If&u BHAQWAN, Director General, ISI (Ex-oficio Member)
Director ( Chem )
Secretary
SHRI R. K. SINQH
Deputy Director ( Chem), IS1
.
Panel for RMP’s, Enamels and Adjuncts, CDC 8 : 6 : 6
Convener
DR P. K. BHAND~RI Shalimar Paints Ltd. Calcutta
Members
SHRI K. M. BANE~UEE National Test House, Calcutta
SHRI R. D. BHATIA Kobinoor Paints Pvt.Ltd, Amri.tiar
Tu.Y.; METALLUROISTR, DSO, Railway Board, Mnustry of Railways
( Continued on page 15 )
2IS : 164 - 1981
Indian Standard
SPECIFICATION FOR READY MIXED
PAINT FOR ROAD MARKING
( First Revision)
0. FOREWORD
-0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 10 June 1981, after the draft finalized by the Paints
and Allied Products Sectional Committee had been approved by the Chemi-
cal Division Council.
0.2 This standard was first published in 1951 and was largely based on the
interim coordinated draft prepared by the Coordinating Subcommittee on
Specifications for Paints and Allied Stores of the Subcommittee of the No. 5
.Standing Coulmittee on Specifications for Paints and Allied Stores of the
General Headquarters, India ( now Army Headquarters ).
0.3 This revision was taken up with a view to improving the performance of
traffic paints on a specific request received from the Ministry of Shipping ar&
Transport, Government of India, and the Indian Roads Congress, New.
Delhi. It was first intended to prescribe a performance test under actuul
service conditions, but due to difficulties expressed by testing laboratories in
conducting the test, this was not found possible. Therefore, a collaboratiwi I
investigation was taken up to develop an accelerated laboratory test and
correlate it with the performance of the material under actual service con&
tions to determine the relative life span of traffic paints. For this ~purpose,
laboratory tests and field trials were conducted on one-way and two-way‘
traffic roads in New Delhi over a period of 18 months. Further, it was
brought out that a laboratory test for wear resistance for over 6 hours would
correspond to actual performance of the material to approximately 7 months
on roads. However, two grades of the material, depending on its wear
resistance, have been included in this revision. Grade -1 for over 6 hours of
wear resistance, where quality would be decidedly better, and Grade 2 for
1 to 6 hours of wear resistance. It was recognized by the Committee that
paints below one hour of resistance would be substandard. Further, the
limit given for Grade 2 should be narrowed down later as and \khen more
data are available.
0.3.1 Even though service trials were conducted at New Delhi, it is
expected that this would generally hold good for all over the country. It has,
3
F=- --IS : 164 - 1981
however, been decided to ‘undertake similar service trials in other parts of the
country to make the correlation more realistic, It may, however, be noted
that laboratory tests indicate general suitability of traffic paints and also the
uniformity of one lot to another in a consignment made on one paint
formula; these tests may not predict the performance of any one paint
formula under all possible end uses. It is, therefore, desirable that a test
paint should be applied in a repeatable manner under careful study condi-
tions and then be tested and evaluated at intervals throughout the useful life
of the paint.
0.3.2 The correlation coefficient obtained between laboratory test and
field performance at the two sites were moderately high, showing that there
was conformity between the laboratory and field observations. It is,
however, intended to further improve the equipment used for testing to get
still closer correlation in due course. It is also proposed to incorporate the
use of an abrasive material like sand with prescribed hardness and grit
to, improve the test procedure. The Committee was also aware of the need
to incorporate a requirement and method of test for fungistatic properties.
However, in absence of any commercial testing facilities inclusion of this test
would be considered when such facilities become available in due course.
0.4 In this revision, the title of the standard has been simplified. Additional
requirements for recoating property and flash point have been specified. In an
experimental investigation carried out by the concerned Sectional Committee
responsible for the preparation of this revision, solvent based material was
found to be better in performance than water based paint. Water
based paints have limitations in their use during rainy season. However,
the Committee was of the opinion that technically it is possible to manufac-
ture water based paints conforming to the requirements of this standard.
0.5 The Committee responsible for preparing this standard also recom-
mended that time taken for wearing of the paint, as determined by the
method given in Appendix D, in relation to unit cost of the material, should
be the main guiding factor in the choice/purchase of traffic paints.
0.6 In preparation of this revision, substantial assistance has been derived .
from the recommendations of the experimental investigation taken up by the
Central Road Research Institute, New Delhi, on the sample of traffic paints
supplied by M/s Addisons Paints Ltd, Madras; Alkali & Chemical Corpo-
ration of India Ltd, Calcutta; Asian Paints ( I ) Ltd, Bombay; Garware
Paints Ltd, Bombay; Goodlass Neralac Paints Ltd, Bombay; Modi Paints
& Varnish Works, Modi Nagar ( UP ); Nagrath Paints ( Pvt ) Ltd, Kanpur;
and Shalimar Paints Ltd, Calcutta. The assistance so derived is gratefully
acknowledged.
0.7 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expressing
the result of a test or analysis, shall be rounded off in accordance with
4IS : 164- 1981
IS : 2-1’)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.
il(
1. SCOPE
1.1 This standard prescribes requirements and methods of sampling and test
for ready mixed paint for road marking to Indian Standard~Colour ( ISC )
No. 356 Golden Yellow, and White and Black. The material is used for
marking roads and highways and in airports for tramc control. The material
is also known as traffic paint.
1.2 White and vellow materiais are used for traffic control and black
material is used for painting kerb stones and traffic islands.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given under 2 or
IS : IOI-19647 and IS : 1303-19631 shall apply.
3. .GRADES
3.1 There shall be two grades of the material depending upon its wear
resistance as given below:
a) Grade 1 - Over 6 hours in wear resistance test, and
b) Grade 2 - Between 1 hour and 6 hours in wear resistance test.
4. CONSISTENCY
4.1 The material shall be supplied in brushing consistency, but shall be
suitable for application by spraying or by using any commercial stripping
equipment after thinning with a suitable thinner. The thinner to be used
shall be specially marked on the container.
5. REQUIREMENTS
5.1 Composition - The material shall be of such a composition as to satisfy
the requirements of this standard.
5.2 Durability - The material when tested as prescribed in Appendix A
shall show no sign of cracking, flaking, peeling off, breakdown or more than
slight fading of colour.
*Rules for rounding off numerical values ( revised ).
fMethods of test for ready mixed paints and enamels ( second revision ).
:GIossary of terms relating to paints ( revised ).
5IS : 164 4981
5.3 The material shall also comply with the requirements given in Table 1.
TABLE 1 REQUIREMENTS FOR READY MIXED PAINT
FOR ROAD MARKING
CHARACTERISTIC REQU~RE~~ENT METHOD OP TEST, REF TO
k. c-__-*--_-_
Appendix Cl No. in
IS : IOl-1964*
(1) (2) (3) (4) (5)
i) Drying time on
bituminous surface
(see A-1.1.1 ), MUX
a) Surface dry 30 minutes - 7.1. 7.2
b) Hard dry 1 hour - and 7.3
ii) Consistency Smooth and uniform - 7.4
iii) Finish Smooth and matt to - 7.5
semi-glossy
iv) Application Suitable for application - 6
by brushing
without any appreci-
able drag on the brush
at room temperature
( 21-38°C )
v) Colour Close match to the - 11
specified IS Colour
( see IS : 5 - 1978t )
vi) Wet capacity Shall be between - 10
-lO_percent and 7,::
percent of
approved sample or
the value declared
by the manufacturer
vii) Resistance to bleeding To pass the t&t./_ B -
viii) Recoating property To pass the test C
ix) Resistance to wear:
For Grade 1 Over 6 hours
For Grade 2 1 to 6 hot& > D .
x) Residue on sieve, 0.3 - 13$
percent by mass, Max
xi) Flash point “C, Min 10 - 245 ( Method A’)
xii) Keeping properties Not less than one - 31
year
*Methods of test for ready mixed paints and enamels ( second revision ).
tColours for ready mixed paints and enamels ( third revision ).
$The working solvent shall, however, be same as that used in manufacture of the
material and declared 0~1t he container.
§E!xcept that the temperature of the sample shall be adjusted between 0°C and 1°C.
6IS:164-1981
5.4 Mass in kg/l0 L&es -- The minimum mass in kg/l0 litres of the
material. when tested in accordance with 25 of IS : IOI-1964*, shall be
within If 3 percent of the value declared-by the manufacturer.
6. PACKING AND MARKING
6.1 Packing - Unless otherwise agreed to between the purchaser and
the supplier ( see also 4 ), the paint shall be packed in metal containers
conforming to IS : 1407-1968t or IS : 2552:1979$.
6.2 Marking - Each container shall be marked with the following:
a) Name, grade, mass in kg/l0 litres, thinner used and flash point of the
material;
b) Name of the manufacturer and/or his recognized trade-mark, if
any;
c) Volume of the material;
d) Batch No. oi lot No. in code or otherwise; and
e) Month and year of manufacture.
6.2.1 The containers ,may also be marked with) the ISI Certification
Mark.
NOTE - The use of the ISI Certification Mark is governed by the provisions oT
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 cornPly with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by IS1 and operated by the
producer. IS1 marked products are also continuously checked by ISI for conformity
to that standard as a further safeguard. Details of conditions under which a licence
for the use of the ISI Certification Mark may be granted to manufacturers or pro-
cessors, may be obtained from the Indian Standards Institution.
6.3 The containers, excluding those containing water based material, shall
also be marked ‘HIGHLY FLAMMABLE LIQUID in, red letters ( either
printed on the label affixed to the container or lithographed or stencilled
thereon with indelible ink ) in a type size of not less than 50 mm. In
addition, all containers for storage and transport shall comply with the
requirements of latest issue of Red Tariff and requirements as laid down
from time to time by the Chief Inspectorate of Explosives, Government of
Jndia, for packing, storage and transit of flaminable liquids and the Boards
of Trade Regulations as applicable thereon for transport by steamers.
*Methods of test for ready mixed paints and enamels ( secondrevision ).
+Specification for round paint tins (first revision ).
SSpecificationf or steel drums ( galvanized and ungalvanized ) ( second revision ).
7IS 1 164 - 1981
6.4 Other details of packing and marking shaI1 be in accordance with
instructions given by the purchaser.
7. SAMPLING
7.1 Representative samples of the material shall be drawn as prescribed
under 3 of IS : lOl-1964*. %
7.2 Criteria for Conformity - A lot shall be declared as conforming to the
requirements of this standard if the test results of the composite sample
satisfy the requirements prescribed under 5.
.g. TEST METHODS
8.1 Tests shall be conducted as prescribed in IS : 101-1964* and Appendices
A to D. References to relevant clauses of IS : lOl-1964* are given in co1 5
of Table 1 and in 5.4. References to appendices are given in 5.2 and in co1 4
of Table 1.
8.2 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 results of analysis.
8.3 For matching against IndianStandard colours, IS : 5-1978$ shall be used.
APPENDIX A
( Clause 5.2 )
TEST FOR DURABILITY
A-O. GENERAL
A-O.1 Outline of the Method - A film of the material prepared on a
standard bituminous surface is exposed to atmosphere for 25 days. At the
end of the period, the film is subjected to water spray for stipulated period
and the condition of the film examined.
*Methods of sampling and test for ready mixed paints and enamels ( second revision ).
*Specification for water for general laboratory use ( second revish ).
$Colours for ready mixed paints and enamels ( rhird revision ).
8IS : 164 - 1981
A-l. MATERIAL
A-1.1 Standard Bituminous Surface - Prepare as follows:
A-1.1,1 Contposition Pucent by Mass
a) Bitumen, of penetration 60 12
to 80 at 27°C
b) Sand. nassinc 425 micron 1s 76
Sieve’ and r&a&d on 250
micron IS Sieve [ see IS : 460
( Part I )-197S*]
cl Filler, cement 12
( see IS : 269-1976t )
A-1.1.2 Preparation Y Heat the bitumen and sand separately at
150 to 190°C. When dry, thoroughly mix them at the same temperature
and add the filler. Fill the hot bituminous material ( see A-1.1.1 ) in the
circular cavity of the test track and level the surface suitably by means of a
spatula, Subsequently, compact it as follows or by any suitable~compac-
ting machine. Keep a circular disc made of mild steel sheet of about.3.5 mm
thickness and diameter of about 298 mm to the inner side of the, test
track over the surface. Compact by means of Marshall Compaction
Hammer ( see Fig. 1 ) first at the centre of the plate and later at
4 uniformly‘distributed diagonal points over the remaining area by lifting and
dropping the hammer 10 times at each point. This hammer consists of a
flat circular tamping face and a 450 grams sliding weight with a free fall of
450 mm as shown in Fig. 1.
A-2. PROCEDURE
A-2.1 Apply a coat of the material, by brushing, to give a dry film weight
commensurate with the weight in kg/l0 litre of the material as specified
.
in 6.4 of IS : IOl-1964$ over the standard bituminous surface prepared as
in A-1.1.1, not less than 20 mm in thickness on a suitable base. Air dry for
24 hours. Expose the panel outdoor under dry Conditions at an angle of
45 degrees facing south for 25 days. At the end of the 25-day period, subject
the panel to a fine spray of water at a temperature not above 30°C for
6 hours daily, from 0800 to 1400 hours for 6 days. During the spray of
water, the panel shall remain exposed facing south at an angle of 45 degrees.
‘Specification for test sieves : Part I Wire cloth test sieve ( second revision ).
@pecification for ordinary and low-heat Portland cement ( rhird revision ).
ZMethods of test for ready mixed paints and enamels ( second revision ).
91% 164 - 1981
/SPHERICAL 1 &~-t
3%
* 15
I 18
025 WASHER
,b4i2
UIREAOS
“LLO c’
12
HANDLE
30 5
SPRING
WEIGHT
BUSH I-, 1001
BASE
1A Detail Drawings of Marshall 16 Assembly Drawing of Marshall
Compaction Hammer Compaction Hammer
All dimensions in millimetres.
FIG. 1 MARSHALLC OMPA&ON HAMMEX
10IS : 164 - 1981
A-2.1.1 A suitable spray is provided by a water supply through a hose at
a pressure of 140 gjcm’.
A-2.2 The paint film, when tested in the above manner, shall not show signs
of flaking or peeling or other evidence of breakdown, and more than slight
fading of colour.
APPENDIX B
[ Tabk 1, S1 No. ( vii ) ]
TEST FOR BLEEDING
El. PROCEDURE
B-l.1 Apply a coat of the material, by brushing, to give a dry film weight
commensurate with the weight in kg/l0 litres of the material (see 6.4 of
IS : IOl-1964* ). over a smooth standard bituminous surface re-prepared as
prescribed in A-l. Allow the panel to air-dry for 1 hour. Maintain the
panel at 50°C for 1 hour.
B-l.2 The material shall be deemed to have passed this test ifit does not
show any bleeding.
APPENDIX C
[ Table 1, $2 No. ( viii ) ]
TEST FOR RECOATING PROPERTIES
C-O. GENERAL
C-O.1 Outline of the Method - A coat of the material is -applied on a
standard bituminous surface. After allowing it to dry for specified period,
*Methods of test for ready mixed paints and enamels ( second revision ).
11
cIS : 164 - 1981
a second coat is applied to test the ability of the material to take up the
second coat.
C-l. PROCEDURE
C-l.1 Apply one coat of the material by brushing on a standard bituminous
surface ( see A-l ) and allow to air-dry for 24 hours. Apply a second coat
of the material at the end of this period.
C-l.2 The requirement of the standard shall be taken as having been satis-
fied if it is possible to apply the second coat without lifting or working up of
the first coat.
APPENDIX D
[ Table 1, SI No. ( ix ) ]
TEST FOR RESISTANCE TO WEAR
D-O. GENERAL
D-0.1 Outline of the Method - The painted film of the material on a
standard bituminous surface is subjected to traction of rubber tyred wheels
with specified load and for specified time. At the end of the stipulated
period, the surface is examined for wear.
D-l. PROCEDURE
D-1.1 Prepare the paint films of the material and approved sample as
prescribed in Appendix A on adjacent sections of a smooth, standard
bituminous surface, 6 mm thick, on a 300 diameter disc of suitable base,
Air-dry for 2 hours.
D-l.2 Rotate the painted surface of the disc on a turn table B, as shown in
Fig. 2, at the rate of 200 rpm by a fractional horsepower motor A. Rotate
by contact with the painted disc two rubber tyred wheels similar to car tyre
composition F, each 100 mm in diameter and having a face width of
12.5 mm, linked so as to rotate together in a frame G, hinged at H, the dis-
tances of the nearer edges of the wheel track from the centre of the turn
12.......
,’
~: 164-1981
/-H
.
L1151
(75
JHF
E
( % i
A’
[
\
,,
\-’ r
I
r
///// ///////////////,,,, ,/ .;,.,~ .
A — 200 WMotor. B -300 mm diameter Turn table. C—Bearings for B.
D — Friction Drive for B. E—Concrete Disc (Plain or surfa~$ W#
Bituminous Compound ). F -
TWO Rubb~r.T~r~d Whee15
dia x 12-5mm thick. G- Cradle Holding Fand Pivoted at H’, ‘W- Mass
of Lead attached to G and giving Load of 3“2 kg on F; B is rotated at
200rev/rein byA
IAlldimensions in millimetres.
FIG. 2 APPARATUSFORDKIZRMINATIONOFRESISTANCETO WEAR
13IS:164-1981
table being 60 and 110 mm respectively. Attach a weight ( W ) to the frame
to give a load equivalent of 3.2 kg at the area of contact of the wheels and the
painted surface, weight being determined at point of contact by a spring
balance. During the test, keep the painted sulfate wet with water sprayed
on the inner edge of the Inner wheel track at a rare of 600 ml per
hour. Examine visually the wear on both the tracks at regular intervals till
the paint wears out completely in one of the tracks. After 6 hours of
continuous operation, allow rest for 18 hours. Continue the testing after 18
hours. Again allow rest till the paint wears out completely in one of the
tracks. Declare the value in the test report.
D-1.2.1 The material of Grade 1 shall be deemed to have passed the test
if it wears out only after 6 hours.
D-1.2.2 The material of Grade 2 shall be deemed to have passed the test
if it wears out between 1 and 6 hours.
14IS : 164- 1981
( Continuedfrom page 2 )
Members Representing
SHRI D. S. CHOWDHURY Directorate General of Supplies and Disposals
( Inspection Wing ), New Delhi
SHR~S . K. BASU ( Alternate )
SHRI S. S. DHINGRA U. K. Paints Industries, Amritsar
SHRI S. S. KAT~YAR Ministry of Defence ( DGI )
SHKI R. S. SENGAR( Alternate )
SHRI T. K. S. MANI Addisons Paints & Chemicals Ltd, Madras
SHKI M. N. RAO Indian Paints Association, Calcutta
DK A. B. GERSAPPE( Alternafe )
Ad hoc Panel for Development of Accelerated Laboratory Test for
Durability of Traffic Paints, CDC 8 : 6 : 14
Convener
DR N. S. SRINIVASAN National Traffic Planning and Automation Centre.
Trivandrum
Members
DR P K. BHANDARI Shalimar Paints Ltd, Calcutta
SHRI A. H. DWAI Garware Paints Ltd, Thane
SHRI T. K. S. MANI Addisons Paints & Chemicals Ltd, Madras
SHRI M. N. RAO Indian Paint Association, Calcutta
DR S. M. SAREEN Cent;talhbad Research Institute ( CSIR ), New
SHI~IS HARFUDDIN( Alternate )
15
cBUREAU OF INDIAN STANDARDS
Headquatiers I
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 /
Telephones: 323 9131,323 3375,323 9402
Fax :91 11 3234062,91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Clffices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32 ,
Regional OtYices: I
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
)
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
TWestern : Manakalaya, E9, Behind Mar01 Telephone Exchange, Andheri (East), 832 92 95 i
MUMBAI 400093
Bench Offices:: . .
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 ” 5501348
SPeenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL$62003. 55 40 21
Plot No. 62-63. Unit VI, Ganga Nagar, BHUBANESHWAR 751001 ” 4;” 40 36 27
‘* 8,
Kalaikathir ‘Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A,~Mathura Road, FARIDABAD 121001 8-28 88 01
Savftri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampalfy Station Road, HYDERABAD 500001 201083
E~52,~Chttaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
1171418 BSarvodaya Nagar. KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind. Leela Cinema, Naval Kishore Road, 23 8923
LUCKNOW 226001
0
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 23 65
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
T.C.No. 14/l 421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
*Sales office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
fSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Cffice is at ‘F’ Block, Unity Building, N&ashimaraja Square, 222 39 71
BANGALORE 560002
Printed at F’rintograph, New Delh, ph.: 5726847.
AMENDMENT NO. 2 DECEMBER 1992
TO
IS 164 : 1981 SPECIFJCATION FUR READY MIXED
PAINT FOR ROAD MARKING
( First Revision )
( Page 5, clause 5.2, line 3 ) - hert the word ‘darkening’ after the word
‘fading’.
(CHD020)
Punted at Printograph. New Delhk$ (INDIA)AMENDMENT NO. 3 JUNE 1993
TO
IS 164 : 1981 SPECIFICATION -FOR READY MIXED
PAINT FOR ROAD MARKING
( First Revision )
(Page 4, clause 0.6 ) - Insert the following after 0.6 and renumber the
subsequent clause accordingly:
‘0.7 A scheme for labelling environment friendly products to be known as EC0
Mark is being introduced at the instance of the Ministry of Environment and
Forests (MEF). The EC0 Mark shall be administered by the Bureau of Indian
Standards ( BIS ) under the BIS Act, 1986 as per the Resolution No. 71 dated 20
February 1991 published in the Gazette of the Government of India. For a
product to be eligible for EC0 Mark it shall also carry standard mark of BIS for
quality besides meeting additional optional environment friendly (EF)
requirements. This amendment is, therefore, being issued to this standard to
include EF requirements for road marking paint .’
(Page 5, clause 2.1 ) - Substitute the following for the existing clause:
‘2.1 For the purpose of this standard, the definitions given in IS 1303 :1983 and
the following shall apply.
2.1.1 Volatile Organic Compounds ( VOC ) - The volatile matter content
minus the water content in road marking paint.’
(Page 7, clause 5.4 ) - Insert the following after 5.4:
‘5.5 Optional Requirement for EC0 Mark
55.1 General Requirem’ents
5.5.1 The product shall conform to the requirements for quality, safety and
performanceprescribed under 5.1 to 5.4.
5.5.1.2 The manufacturer shall produce to BIS environmental consent clearance
from the concerned State Pollution Control Board as per the provisions of Water
( Prevention and Control of Pollution ) Act, 1974 and Air ( Prevention and
Control of Pollution ) Act, 1981 alongwith the authorization, if required under the
Environment ( Protection ) Act, 1986 and rules made thereunder, while applying
for EC0 Mark.
155.2 Specific Requirements
5.5.2.1 The product shall contain not more than 5 percent, by mass, Volatile
Organic Compounds, when tested according to the method prescribed in IS 101
( Part 2/Set 1) : 1988* and IS 101 ( Part USec 2) : 1986t.
5.5.2.2 The product shall not contain more than 0.1 percent by mass ( as
metal ), of any toxic metals such as lead, cadmium, chromium ( VI ) and their
compounds when tested by the relevant Atomic Absorption Spectrophotometric
methods.
5.5.2.3 The product shall not be manufactured from any carcinogen@
ingredients.
NOI-E -’ The Central Drugs Research Institute and Industrial Toxicological Research
Centre would furnish a list of carcinogenic ingredients to BIS and would also keep BIS
informed about the changes therein.’
(Page 7, clause 6.1) -Insert the following after 6.1:
‘4.1.1 The EC0 Marked product shall be packed in such packages which shall
be recyclable/reusable or biodegradable. It shall be accompanied with instructions
for proper use so as to maximise product performance and minim& wastage.
NOTE - Subsequently the parameters evolved for packaging material/packages for
ECOMARK. which are being separately notified/circulated, shall also apply.’
(Page 7, clause 6.2 ) - Insert the following after 6.2 and renumber the
subsequent clauses accordingly:
‘6.2.1 In t e of products certified for EC0 Mark THREE major ingredients
and hazardous chemicals shall be marked on the container.
6.2.1.1 The criteria for which the produqt has been been labelled as EC0 Mark
may also bemarked on the container.’
_-
* Methods of sampling and test for paints, varnishes and related products: Part 2 Test on liquid
paints ( Chemical examination ), Set 1 Water content ( third revision ).
t Methods of sampling and test for paints, varnishes and related products: Part 2 Test on liquid
paints (Chemical examination), Set 2 Volatile matter ( third revision ).
( CliD 020 )
Printed at Printograph, New Delhi-5 (INDIA)
2
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15173.pdf
|
Is 15173:2002
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Indian Standard
METHODS OF TEST FOR TARS AND BITUMINOUS
MATERIALS —DETERMINATION OF BREAKING
POINT FOR CATIONIC BITUMEN EMULSION
Ics 75.140
(3 BIS2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
.
August 2002 Price Group 3Bitumen, Tar and Their Products Sectional Committee, PCD 6
FOREWORD
This Indian Standard wasadopted bytheBureau ofIndian Standards, afterthedrafi finalized bythe Bitumen,Tar
and Their Products Sectional Committee had been approved by the Petroleum, Coal and Related Products
Division Council.
Bitumen emulsions areheterogeneous two-phase systems consisting oftwo immiscible liquids, that is,bitumen
and water. The bitumen is dispersed throughout the continuous water phase in the form of discrete globuIes
typically 0.1 – 5.0mm in diameter which again areheld in suspension by electrostatic charges stabilized by an
emulsifier.
Neutralization of these electrostatic charg~s is known as breaking of the bitumen emulsion. The individual
bitumen pa~icles coalesce andjoin together to form a deposition or coating once the charge isneutralized by
contact with the aggregates.
In surface dressing construction, the spreading of stone aggregates isresorted to only when the emulsion fiIm
turns from brown to black. At this point, it is assumed that the bitumen emulsion has broken. The breaking
point of bitumen emulsion can, however, be established more precisely by the addition of silica powder under
controlled conditions. The amount of silica powder needed to induce the breaking of bitumen emulsion isthen
correlated with the breaking time.
The breaking point not only helps incaseof construction but alsodistinguishes the rate of breaking of different
types of emulsion.
The composition of the Committee responsible for the formulation ofthis standard is given in Annex A.
In reporting the results of a test or analysis in accordance with this standard, if the final value, observed or
calculated, istoberounded off, itshallbedone inaccordance with IS2:1960 ‘Rulesforrounding offnumerical
values (revised)’.
1’Is 15173:2002
Indian Standard
METHODS OF TEST FOR TARS AND BITUMINOUS
MATERIALS — DETERMINATION OF BREAKING
POINT FOR CATIONIC BITUMEN EMULSION
1 SCOPE Before starting the test, the silica fines shall be dried
inan oven at 120°Cand kept ina sealed container.
This standard covers method for determination of
breaking point of a cationic bitumen emulsion with
5APPARATUS
respecttomineral fines.Itappliestoemulsion ofpure
bitumen and toemulsion made of cut-back or fluxed 5.1 Conical shaped pan with a non-stick surface,
bitumens. having an opening of 2.5 mm diameter such that the
flowoffinesisbetween 0.3to0.5g/sorsandpouring
2NORMATIVE REFERENCE cylinder device with which itispossible toobtain the
samerate of flow. An example of theapparatus tobe
The following Indian Standard contains provision
used is shown inFig. 1to 4.
which, through reference in this text, constitutes
provision of thisstandard. Atthetimeofpublication, 5.2Enameldishmeasuring 20cminsidediameter and
the edition indicated was valid, All standards are 10cm high.
subject torevision andparties toagreementsbasedon
5.3 Nickel spatula, 20 cm long.
this standard are encouraged to investigate the
possibility of applying the most recent edition ofthe 5.4 Thermostat regulated tank.
standard indicated below:
5.5 Balance capable of weighing to an accuracy
ISNo. Title of0.1g.
334:2002 Glossmyoftermsrelatingtobitumen
and tar (third revision) 6 PREPARATION OF THE SAMPLE
3 TERMINOLOGY 6.1Asample of bitumen emulsion isfiltered through
a mesh of the size of 600 pm and made thoroughly
Forthepurpose ofthis standar~ thedefinitions given
homogenized by stirring.
inIS 334 and the following shall apply.
6.2 The amount of reference fines necessary for the
3.1 Breaking Point
test is taken from a stock that has previously been
The amount of reference fines required to induce the homogenized.
breaking point of 100 g of emulsion is to be added
7 PROCEDURE
steadily to the emulsion according to a conventional
procedure. The breaking point isthen calculated. 7.1Keeptheemulsiontobetestedand 1kgofreference
fines in sealed containers in a thermostat controlled
4 REAGENTS
tank, regulated to a temperature of 25 * 1‘C for one
hour before carrying out the test.
4.1 Silica Fines
7.2 Weigh to an accuracy of 0.1 g mass (ml) of the
Natural silica fines having silicon oxide (SiOJ
enamel dish containing the nickel spatula.
percentage of more than 98 pet$ent and density of
2.65g/mlwithneutralpH value.Therangeofparticle 7.3Weighapproximately 100gtowithin 0.1 gofthe
sizeshall beasgiven inTable 1. emulsion sample into the dish. The mass of the dish,
spatula and emulsion together, determine to within
Table 1Range of Particle Size
0.1g (m*).
ResidueonSieve,~m Percentage
7.4The massof added emulsion(E) isequal to
(1) (2)
100 lto5 E=m2–m,
80 5to 10
63 15t025 7.5 Placetheenameldishinthethermostatwontrolled
50 loto20 tankinwhichthewater ismaintained atatemperature
40 25to35 of25 * lot.
Passing40 17t030Is 15173:2002
I
I
\
(
I
I I
i t’
L
SCREW F/90 N3X 15,
STAINLESS STEEL
NOTE—Pan,TrayandPlateareofnon-PlasticizePdVC
FIG. 1GENERALVIEW OFTHECONICALPAN
r
Alldimensionsinmillimetres
FIG. 2 THE PAN
2Is 15173:2002
2X27
I 4-1
tl t
// a
U, WA I 1 1
1! I A
14w
T
4 CHANNEL 5 X 5
— —.— .—-— .— m —-— .- —
%
-zJ
45
73 -
Alldimensioninsmillimetres.
FIG. 3THE TRAY
I I I I I
L (
\ I I II
4dn
1-
35
7’
k
z’
TO BE PIERCED
4 Tr 03.2
-/
ON MOUNTING
COUNTERSUNK
90” prf 1.5
Alldimensionsinmillimetres
FIG. 4 THE PLATE
3
\
I
IIS 15173:2002
7.6Fillthepanwiththereference finesthathavebeen 8.LI Interpretation of Results
kept at 25°C.
The grades of emulsion sitall be identified based on
7.7 Put the pan containing approximately 500 g of the breaking point (Ic)values obtained at8.1 asgiven
reference fines on itssupport. below:
7.8 open the pan trap, The fines then drop through a) If 1=is less than 20, it shall be identified as
steadily into the dish. At the same time, thoroughly rapid setting (RS)grade;
mix 1turn per second, using the spatula. b) If 1=is 20-40, it shall be identified as
medium setting (A@ grade; and
7.9 Close the trap when the mixture becomes pasty
and anisolated clotforms not adhering tothe sidesof c) Iflcisabove40, itshaIlbeidentified asslow
the dish. This clot formation is characteristic of setting (SS) grade.
breaking of emulsion. 9 TEST REPORT
NOTE—Withcertainemulsionstheformationofaclotisnot
Thetestreportshallincludethefollowing information:
clearanddoesnotallowaproperresulttoberecorded.Ifthisis
thecase,itshallbementionedinthetestreport. a) Thetype ofemulsions tests;
7.10 Re-weigh the dkh with the nickel spatula to b) The results obtained, notably if the forma-
within 0.1 g after having wiped the spatula. This is tionofclotisditlicult anddoesnotprovide a
referred to asm3. clear test resttlc
c) Grade of emulsion; and
7,11 The added mass of fines (m) isequal to
d) Anydetailsnotdealtwithinthestandard and
m=m, –mz
any incidents likely to have htfluenced the
results.
8 CALCULATION
10 PRECISION
8.1 The breaking point (IJ of emulsion iscalculated
asfollows: 10.1 Repeatability
Theresults obtained by the same operator shall not
Ic=:XIOO
differ bymore than 0.03 IC.
10.2 Reproducibility
where
E = mass of emulsion; and Preliminary laboratory test results have led to this
repeatability value.Other testsaretobecarried outto
m = mass of reference fines added.
confirm this value and also to add a value for
When presenting the results, give the breaking point
reproducibility.
in relation to silica fines. The breaking point is the
mean of the results of three tests.
4IS 15173:2002
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Bitumen, Tar and Their Products Sectional Committee, PCD 6
Organization Representative(s)
CentralRoadResearchInstitute,NewDelhi PROFP.K.Won (Chsw”nnan)
SmuSum BOSE(AlternateI)
DRP.K.Jm (AlternateII)
BharatPetroleumCorporationLimited,Murnbai SmuJ.A.Jmut
~ Nozm~ORGE(~/ternate)
BuildingMaterialsandTechnologypromotionCormcil,NewDelhi SsmtRK.Cl!tLY
SmuB.Am Kw(Ahernafe)
CentralFuelResearchInstitute,Dhanbad D@remmr) A.BHAmAaYA
SmrU.BHAnACIiARY(AAlternate)
CentralPublicWorksDcpartmengNewDelhi SummmmsmEtwuwm
Exzctmw Exarma (Alternate)
CochinRefineriesLimited,Co&in
SmuvP.ArLY
SrmrR.Vmtroom-(Altsrrrate)
DirectorateGeneralofSuppliesandDkposals,NewDelhi fhF.CTOR
DkectorateofGeneralBorderRoads,NewDelhi
Smus.s.PGRWAL
SstruA.K.GrmA(Alternate)
DrUppal’sTestingandAnalyticalLaboratory,Ghaziabad SmrRS.S~
DurgapurProjectsLimited,Durgaptsr EmH.$.S~
Engineer-in-chiefs Branch,ArmyHeadQuarters,NewDelhi COLV.K.P.S-
LTCOLR.S.Bwuwvw (Alternate)
HighwayResezuchStation,Chennai DrREcroR
Dmrrv Dtro3xrR(Alternate)
HindustanColasLimited,Mumbai
SHSPU.RAtENDRAN
SmrrH.P.mratwam (Abnate)
HirrdustarrPetroleumCorporationLimited,Mumbai Sm S.K.BHATNAGAR ‘.. .
.%rrrAt.S.Prwwuwr (Alternate)
IndianInstituteofPetroleum,DebraDun klt U.c. GUFTA
SmuMosmAtwm(Ak-rrate)
Indian011CorporationLimited(MarketingDWision),Mumbai Star R.S.StSODIA
SrrrulkmKw (Alternate)
Indian0]1CorporationLimited[(R&D)Centrc],Faridabrrd SmuB.R.TYAGI
SmtM.P.lb~ (Afterrrde)
IndianOilCorporation(R&P),NewDelhi SrmrU.K.BMW
SrmtS.K.Prwmo(Alternate)
IndianRoadCongress,NewDelhi SsrtuK.B.R.uom
SssarA.V.Smm(Afternate)
LloydInsulations(India)Limited,NewDelhi SrsroMGMTKHANNA
SWK.K.- (Alternate)
MadrasRefineryLimited,Chennai SmrrM.S.SwYm Srrrmmt
SW B.S~ (Alternate)
MinistryofDefence(DGQA),NewDelhi SmuK.H.G.mom
SmuA.K.SW (Alternate)
MinistryofSurfaceTransport(DepartmentofSurfaceTransport),NewDelhi SrnuC.C.BHAmACHARYA
StarrS.P..%rms(+Alternate)
NationalBuildingOrganization,NewDelhi SsrruA.K.L&
SrmA.G.DHONGAD(AElterrrde)
.
NationalTestHouse.Kolkata .%ttuA.K.Cswm.moaW
SsiruS.K.AGARWA(LAlternate)
(Continued onpage 6)
5Is 15173:2002
(Contmuedfrom page 5)
Organization Representative(s)
PublicWorksDepartment,GovernmentofWestBengal,Kolkata %0 AMITAVACIL4TIERJEE
SmaRABSNDRANATHB(AAlSteWrnate)
PublicWorksDepartment,Mumbai SmuV.B.BORGa
PublicWorksDepartment.TamilNadu SmuN.DAYANANDAN
sHRtp.JAYARAMA(N,4k7rufe)
PublicWorksDepartment,UttarPradesh SrurrV.P.B.ms.a
~G. P.S.CWWN (Alternate)
RegionalResemchLaboratory,Jorhat DrrR.C.BMUM+
STPI,imited,Kolkata SmuT.K.ROY
SmuS.B~~ (Alternate)
UniversityofRoorkee,Roorkee Psw H.C.h&ll?+OIRA~A
IHSDirectorateGeneral SrmrANJAN@ D]rector&Head(PCD)
~epresenting DirectorGeneral(E@licio)]
Member Secretary
SmrrT.K.u.wmwr+
JointDirector(PCD),BIS
Methods of Test for Bitumen Tar andTheir Products Subcommittee, PCD 6:1
CentralRoadResearchInstitute,NewDelhi SmuSum BOSE(Convener)
DRP,K.JAtN(Alternate)
BharatPctmleumCorporationLimited,Mumbai SmuJ.A.J.mw
DRNOBLEGEORGE(Alternate)
13hilaiChemicalPrivateLimited,Ranchi Srrra0, P.NANGAUSA
CochinRefineriesLimited,Kerala Strruv.PArLY
SmuR.VmamoP~(Akernate)
DurgapurProjectsLimited,Durgapur DrtH.S.S~
HighwayResearch Station, Chennai DLreEm31r,
Dmm DIRECTO(ARlternate)
HindustanColasLimited,Mumbai SmaH,Pwhmtwrwm
SrrruVUAYK.BHATNW.4(ARlternate)
HirrdustanPetroleumCorporationLimited,Mumbai SmrA.S.Ps.mrwnrr
SsuuS.K.BHATNAGAR (Alternate)
IndianInstituteofPetroleum,DebraDun SmuMom.hwm
SsrmU.C.GUPTA(Alternate)
IndianOilCorporationLimited(MarketingDivision),Mumbai Smt R,S.SISODr.4
SmuV,P.GOPTA(A(ternate)
Lloyd Insulations(India)Limited,NewDelhi SmuMOHITKHANNA
SnruK.K.Mrw (Alternate)
MadrasRefinerylimited, Chennai SmuM.S.%uY,mSurimrr
SmuB.Sm.mr (Altemrate)
NationalTmtHouse,Kolkata SsaaF’.K.CwuausORW
SmuS.K.Aa19UGmw.u(Ahernate)
Neyvcli l,ignite Corporation Limited, Neyveli DRs.sANrHANm
SmuA,B,w.muaruwma.m(Alternate)
Steel Authority oflndia, New Delhi SrimS.K.J.m
SmuS.C.DAS Gorz (Alternate)
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 asthe need arises on the basis of comments, Standards are also reviewed
periodically; a standard along with amendments isreaffirmed when such review indicates that no changes are
needed; if the review indicates that changes are needed, it istaken up for revision. Users of Indian Standards
should ascertain that they are inpossession ofthe latestamendments oredition byreferring tothe latest issue of
‘BIS Catalogue’ and ‘Standards: Monthly Additions’.
This Indian Standard has been developed from Doc :No. PCD6(1335).
Amendments Issued Since Publication
Amend No. DateofIssue TextAffected
...
BUREAU OFINDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375,3239402 (Common to alloffices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DEL~I 110002 { 3233841
Eastern : 1/14C.I.T. Scheme VII M,V.I.P.Road, Kankurgachi 3378499,3378561
KOLKATA 700054 { 3378626,3379120
Northern : SCO 335-336, Sector 34-A, CHANDIGARH 160022 603843
602025
{
Southern : C.I.T. Campus, IVCross Road, CHENNAI 600113 2541216,2541442
2542519,2541315
{
Western : Manakalaya, E9 MIDC, Marol, Andheri (East) 8329295,8327858
MUMBAI 400093 { 8327891,8327892
Branches : AHMEDABAD. BANGALORE. BHOPAL.BHUBANESHWAR. COIMBATORE. FARIDABAD.
GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR. LUCKNOW. NAGPUR.
NALAGARH. PATNA, PUNE. RAJKOT. THIRUVANANTHAPURAM. VISAKHAPATNAM
Reprography Unit, BIS, New Delhi, India
l“
|
5512.pdf
|
IS : 5512 - 1983
Indian Standard
SPECIFICATION FOR FLOW TABLE FOR USE
IN TESTS -OF HYDRAULIC CEMENTS
AND POZZOLANIC MATERIALS
( First Revision
)
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DB H. C. VIEVEEVABAYA Cement Research Institute of India, New Delhi
Members *
A D D I T I o N A L D I R E c T 0 R, Research, Designs & Standards Organization
STANDARDS ( B -8~ S ) ( Ministry of Railways )
DEPUTY DIRECTOR, STANDARDS
( B & S ) ( Alternate )
SHEI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SERI HARISH N. MALANI ( Alternafe )
Sam S. K. BANE~JEE National Test House, Calcutta
SERI R. N. BANSAL Beas Designs Organization, Nangal Township
DE N. S. BHAL Structural Engineering Research Centre (CSIR),
Roorkee
SHRI V. K. GHANEKAR ( Aftcrnats i
CHIEB ENOINEER ( DESIQNS ) -6ntral Public Works Department
EXECUTIV~Z ENC+I&EER
( DESIGNS HI ) ( Alternate )
CHIEB ENGINEER ( PBOJECTS ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( IPRI ) ( Alternate )
Da S. K. CFIOPU Cement Research Institute of India, New Delhi
DR A. K. MULLIOK ( Alternate )
DIRECTOR Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR ( Alternate )
DIUECTOB ( C & MDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR (C & MDD-II)
( Alternate )
SH~I T. A. E. D’SA The C’oncrete Association of Indi,~, Bomhay
SHRI R. N. GREEX ( Alternate )
( Continued on page 2 )
@ Copyright 1983
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyrighf Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publishera hall be deemed to be an infringement of copyright under the said Act.iSt5512-1983
( Continued from page 1)
Members Representing
Slim V. 1~. GUPTA Engineer-in-Chief’s Branch, Army Headquarters
SIIICI S. N. PANUI~( rllfernnte )
SHI~I A. K. GUPI~A Hvderabad Asbestos Cement Product Ltd,
’ Hvderabad
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
SHRI P. J. JAOUS The Associated Cement Companies Ltd, Bombay
SINAI N. G. Tosnr Indian Hume Pioe Comaanv Ltd. Bombav
SHIZI s. 11. T~ULPAIINI M. N. Dastur &-Co Pvt’Ltd, Calcutta .
SiilrI S. K. LAHA The Institution of Engineers ( India ), Calcutta
S~ltr B. T. UNWALLA ( Alternate)
DR MOlfAN RAI Central Building Research Institute ( CSIR ),
Roorkee
Du S. S. REHSI ( Alternate )
SIIR~ K. K. NAMBIAK In personal capacity ( ‘ Ramanalaya ’ II First
Crescent Park Road, Gandhinagar,, Adyar, Madras )
SHRI H. S. PASJ~ICHA Hindustan Prefab Ltd, New Delhi
Ssnl c. S. bh3LlltA ( Alternate )
SriRI Y. R.Pnu~r. Indian Roads Congress, New Delhi
SHRI Y. 1~. P1lULL Central Road Research Institute ( CSIR ),
New Delhi
SIIIZI M. R. CIIATTEI~JEE ( Alternate I )
SHRX K. L. SETHI ( Alfernnte II )
DR M. RAMAIAH Structural Engineering Research Centre
( CSIR ), Madras
DR A. G. MADIIAVA RAO ( Alfernate j
SHRI A. V. RAMANA Dilmia Cement ( Bharat ) Ltd, New Delhi
Sun1 G. RAMDAS Directorate General of Supplies and Disposals,
New Delhi
Drt A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Alternate )
SH~I R. V. CIIALAPATIII RAN Geological Survey of India, Calcut(a
SRRI S. ROY t Alternate )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. A. R~oor ( Alternate )
SIIRI ARJUN RIJRSIN~HANI Cement Corporation of India Ltd, New Delhi
SH~I K. VITIIAL RAO ( Alternate J
SII~I S. SEXTUAI~A~~AN Roads Wing, Ministrv of Shipping and Transport,
New Delhi
San1 N. SIVA~URU ( Alternate )
SECI~ET~~Y Central Board of Irrigation and Power, New
*
Delhi
DEPUTY SXCI~I~TAI~Y(I ) ( Alternnfe )
SHRI K. A. SUBRAMANIAM The India Cempnts Ltd, Madras
SIIIEI P. S. RAMACIIAND_%RAN
( Affernatr )
S u P E R I N T p: N D I N o ENQINEEB Public Works Department, Government of
( DESIGNS ) Tamil Nadu, Madras
EXSCIJTIVE ENIXNEIX~ ( SM & R
DIVISION ) ( Alternate )
( Continued on page 11 )
2IS: 5512 - 1983
Indian Standard
SPECIFICATION FOR FLOW TABLE FOR USE
IN TESTS OF HYDRAULIC CEMENTS
AND POZZOLANIC MATERIALS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) w.as adopted by the Indian
Standards Institution on 2% February 1983, 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 number of
standards on different types of cements and methods of physical and
chemical tests of these cements. Having recognized that reliable and
reproducible test results could be obtained only with use of standard
types of testing equipment capable of giving desired level of accuracy, the
Committee had taken up formulation of Indian Standards on instruments
for testing cement. These standards are expected to promote development
and manufacture of standard testing equipment in the country.
0.3 This standard was first published in 1969 and the present revision has
been formulated to incorporate certain modifications found necessary
based on .the experience gained in the manufacture and use of this
equipment. In this revision, an optional requirement of providing a
suitable counter for recording the number of drops of the table and a
device for switching off the motor after a specified number of drops has
been included. Further since the hardness requirements of the material
have already been specified, the material specification for cam, cam shaft
and vertical shaft have been modified to permit flexibility in selection of
the material for manufacture. In addition, since outside caliper has not
been considered as,an essential accessory to the flow table equipment, the
relevant provision has been suitably modified.
0.4 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in the field
in this country.
3IS : 5512 - 1983
0.5 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, expres-
sing the result of a test or analysis, shall be rounded off in accordance with
IS : 2-1960*. The number of significant places retained in the rounded off
value should be the same as that of the specified value in this standard.
I. SCOPE
1.1 This standard covers requirements of flow table and accessory appa-
ratus used in making flow tests for consistency of mortars in tests of
hydraulic cements and pozzolanic materials.
2. MATERIALS
2.1 Materials for construction of different component parts of flow table
apparatus shall be as given in Table 1.
TABLE 1 MATERIALS FOR CONSTRUCTION OF DIFFERENT
COMPONENT PARTS OF FLOW TABLE
SL PART MATERIAL SPECIAL RECO~~MENDED
No. REQUIREMENTS, INDIAN
IF ANY SF~NDA~D .
(1) (2) (3) (4) (5)
i) Table Cast brass Hardness, 25 HRB IS: 292-1961+
( 220 HV ), Min
ii) Supporting frame Cast iron Not less than grade 20 IS : 210-197at
iii) Mould Cast brass Hardness, 25 HRB, IS : 292-1961’
( 220 HV), Mh
iv) Cam Mild steel, Cam tip hardness, 50 to IS : 1570-1961$
case-hardened 55 HRC ( 510 to 600
HV)
v) Cam shaft Mild steel - IS : 157~1961$
vi) Vertical shaft Mild steel, Wearing surface hard- IS : 1570-1961$
case-hardened ness, 50 to55 HRC,
( 510 to 600 HV)
vii) Base r.dte Cast iron or steel - IS :210-197&t
*Specification for brass ingots and castings ( revid).
tSpecification for grey iron castings ( third rcuirion ).
$Schedules for wrought steels for general engineering purposes.
*Rules for rounding off numerical values (revised).
4IS I 5512 - 1983
3. IBIMENSIONS
3.1 Dimensions with tolerance, of ditferent component parts ~of -flow table
apparatus shall be as detailed in Fig. 1. Except where other tolerances are
specifically indicat.cd against the dimensions in-Fig. 1, all dimensions shall
be taken as nominal dimensions.
NOTE - The allowable deviations for nominal dimensions shall he as lai,d down
for coarse class of deviation in IS : 2102-1969’.
4. CONSTRUCTION
4.1 Flow Table and Frame - The flow table apparatus shall be con-
structed in accordance with Fig. 1A to 1G. The apparatus shall consist of
an integrally-cast rigid iron frame and a circular rigid table top 250 f
2.5 mm in diameter, with a shaft attached perpendicular to the table top
by means of a screw thread. The table top, to which the shaft with its
ititegral contact shoulder is attached, shall be mounted on a frame in such
a manner that it can be raised and dropped vertically through 12 mm
height with a tolerance in height of &O* 1 mm for new table and f0.4 mm
for table in use, by means of a rotated cam.
4.1.1 Table - The table top shall have a fine machined plane surface
free from surface defects, and shall be scribed as shawn in Fig. 1E. The
table top shall not vary by more than 0 05 mm from a true plane surface.
The table shall have an edge thickness of 7.5 mm and shall have six integ-
ral radial stiffening ribs. The mass of table and attached shaft shall be
4.00 f 0.05 kg and shall be symmetrical around the centre of the shaft.
4.1.2 Cam and Vertical Shaft - The wearing surfaces of cam tip and verti-
cal shaft shall be case hardened, where indicated in Fig. 1B and 1C. The
shaft shall be straight and the difference between the diameter of the shaft
and the diameter of the bore of the frame shall not be less than 0.05 mm
and not more-than 0.075 mm for new tables and shall be maintained eat
value from O-05 to 0.125 mm for tables in use. The end of the shaft shall
not fall upon the cam at the end of the drop, but shall make contact with
the cam not less than 120” from the point of drop. The face of the cam
shall be a smooth spiraled curve of uniformly increasing radius from 12 to
30 mm in 360’and there shall be no appreciable jar as the shaft comes
into contact with the cam. The cam shall be recovered and the contact
faces of the cam and the bhaft shail be such that the table does not rotate
more than one revolution in 25 drops. The surfaces of the fr,ame and of
the table which comes into contact at the end of the drop shall be main-
Iained smooth, plane and horizontal, and parallel with the opper surface
of the table and shall make continuous contact over a full 360’ rotation.
*Allowable deviations for dimensionsw ithout specified tolerances (first reuisiw ).
5SLA hOF ti fA TC OL W SoYwEJ 3l 6S 0, WITN
CONTACT WIT”
MVEL TO
-I i-IbDtA
SECTION XX
m I!
@OIL-CURVFE~O UE
1001 TO BE A SUOOTH
SPIRAL OF WWORM‘Y‘ INCREASING RADIUS
Fl)OM lima TO 3Omm 1N 3600
IB CAM.
Y*cNl::I &?a LAP SOIlARE HARDEN END
WtTH S 3H bbF OT * CAOND NTTO A GCWTE \ SUPfACE
?
0 SUPPORTING FRAME
IC VERTICAL SHAFT
All dimensions in millitietres.
FIG. 1 FLOW TABLE AND ACCESSORY APPARATUS - Contd
tIS t 5512 = 1983
TAPPED HOLE
xi f
SCRIBE LINES ON THE
FACE OF TABLE WITH
60° TOOL TO DEPTH OF
L
1 E TABLE TOi’
All dimensions in millimetres.
FIG. 1 FLOWTABLE AND ACCESSORY APPARATUS- Contd
7IS:5512 1983
l
CI------ ql*o?o.s -
IF MOULD
POSlllON OF HANDLE
Al THE TIME OF DROP
L
CAM SHAFT
I- ,I20
IG DETAILS OF MANUAL
DRIVE
All dimensions in millimetres.
FIN. 1 FLOW TABLE AND ACCESSORYA PPARATUS
4.1.2.1 The cam shall be screwed on to the~cam-shaft and addition-
ally secured in position with a suitable taper-pin.
4.1.3 Supporting Frame - The frame casting shall have three integral
stiffening ribs extending the full height of the frame and located 120”
apart. The top of the frame shall be chilled to a depth of approximately
6 mm and the face ground and lapped square with the bore and to give
36t_~ contact with the shaft shoulder. The underside of the base of the
frame shall be ground to secure a complete contact with the steel plate
beneath.
818 : 5512- 1983
4.1.4 Drive - The flow table may be operated either manually by a
hand wheel mounted on the cam shaft or by a motor connected to the
cam shaft through an enclosed worm gear speed reducer and flexible COUP-
ling ( see Fig IG >. The speed of the cam shaft shall be approximately
100 rev/min. The motor driven mechanism, where provided, shall not be
fastened or mounted on the table base plate or frame.
NOTE 1 - A 40 W motor has been found suitable for a power driven flow table.
NOTE 2 - If required by the purchaser, for motor-driven equipment a suitable
counter for recording the number of drops may be provided; a suitable device for
switching off the motor after a specified number of drops may also be provided.
~4.2F LOW TABLE MOUNTING
4.2.1 The flow table frame shall be securely bolted to a cast iron or
steel plate at least 25 mm thick and 250 mm square. The top surface of
this plate shall be machined to a smooth plane surface. The plate shall
be anchored to the top of a concrete pedestal by four 12 mm bolts passing
through the plate and embedded at least 150 mm in the pedestal. Positive
contact at all points between the plate and the pedestal shall be ensured,
preferably by casting the pedestal inverted on the plate.. No nuts or other
levelling devices shall be used between the plate and the pedestal. Levell-
ing shall be affected by suitable means under the base of the pedestal.
4.2.2 The concrete pedestal shall weigh not less than 200 kg. A stable
gasket cork pad, 12 mm thick and approximately 100 mm square, shall be
inserted under each corner of the pedestal. The flow table-shall be checked
frequently to ensure that the table top is level, that the pedestal is stable,
and that the nuts and bolts in the table base and pedestal plate are tight.
NOTE- A torque of 27 Nm is recommended when tightening the fastenings.
4.2.3 The table top, after the frame has been mounted on the pedestal,
shall be level along two diameters at right angles to each other, in both
the raised and lowered positions.
4.3 Accessory Apparatus
4.3.1 Mould - The surfaces of the base and top of the mould for cast-
ing the flow specimens shall be parallel and at right angles to the vertical
axis of the cone.
4.3.1J The mould shall have a minimum wall thickness of 5 mm.
The outside of the top edge of the mould shall be shaped so as to provide
an integral collar for convenient lifting of the mould. All surfaces shall
be machined to a smooth finish. A circular shield, approximately 250 mm
in diameter, with a centre opening approximately 100 mm in diameter,
made of non-absorbing material not attacked by the cement, shall be
used with the flow mould to prevent mortar from spilling on the table top.
9IS : 5512 - 1983
4.3.2 A suitable firm joint outside caliper shall be provided for measur-
ing the diameter of the mortar -after it has been spread by the operation
of the table.
4.3.3 A tamping bar of steel, 12.5 mm in diameter and 125 to 150 mm
long with a rounded working end shall be provided.
5. PERFORMANCE
5.1 The performance of a flow table shall be considered satisfactory if,
in calibration tests. the table gives a flow value that does not differ bv
more than 5 perceht from flow” values obtained with a standard calibri-
tion material*.
6. LUBRICATION OF FLOW TABLE
6.1 The vertical shaft of the table shall be kept lightly lubricated with a
light oil _. _O il shall not be present between the contact faces of the table
top and the supporting frame. Oil on the cam face will lessen wear and
promote smootheness of operation. The table shall be raised and permitted
to drop ten or more times just prior to use if it had not been operated for
some time.
7. MARK1N.G
7.1 The following information shall be clearly and suitably marked on
each component of the flow table as far as practicable, in a way that it
does not interfere with the performance of the flow table:
a) Name of the manufacturer or his registered trade-mark or both,
and
b) Date of manufacture.
7.1.1 Each flow table may also be marked with the Stanaard Mark.
NOTE - The use of the Standard Mark is governed by the provisions of the
Bureau of Indian-Standards Act, 1986 and the Rules and Regulations made there. c
under. The Standard Mark on .products covered by an Indian Standard conveys
the assurance that they have been produced to comply with the requirements of that
standard under a well defined system of %xpection, testing and quality control
which is devised and supervised by BIS and operated by the producer. Standard
marked products are also continuously checked by BE for conformity to that
standard as a further safeguard. Details of conditions under which a iicence for
the use of the Standard Mark may be granted to manufacturers or producers may
be obtained from the Bureau of Indian Standards.
*The standard calibration material may be obtained from the Cement Research
Institute of India, M-10, South Extension Part II, New Delhi 110049.
10( Continued from page 2 )
Members Rejresenting
SHRI L. SWAROOP Orissa Cement Ltd. New Delhi
Sang G. RAMAN, Director General, BIS ( Ex-o&o Member )
Director ( Civ Engg )
Secretary
SIIRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), BIS
Instruments for Cement and Concrete Testing Subcommittee, BDC 2: 10
Convener
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Mem hers
SHRI P. D. AQARWAL Public Works Department, Government of Uttar
Pradesh, Lucknow
Dn T. N. CHOJER ( Alternate)
PROF B. M. ARUJA Indian Institute of Technology, New Delhi
DR R. K. D~TTA Cen~o~r~eilding Research Institute ( CSIR ),
SHRI J. P. KAUSHIEH ( Alternate )
SHIU T. P. EKA~BARAM Highways Research Station, Madras
SHRI H. K. GUHA All India Instruments Manufacturers and Dealers
Association, Bombay
DEPUTY SECRETARY ( Alternate )
SURI P. J. JAQUS The Associated Cement Companies Ltd, Bombay
SHRI D. A. WADIA (Alternate)
SHRI M. 1%J. OSHI Research & Development Organization ( Ministry
of Defence ), Pune
SXRI Y. P. PATHAK ( Alternate )
SHRI E. K. RAMACHANDRAN National Test House, Calcutta
SHRI S. K. BANERJEE ( Alternate )
PROF C. K. RAMESFI Indian Institute of Technology, Bombay
DR R. S. AYYAR ( Alternate)
SHRI M. V. RANCA RAO Cement Research Institute of India, New Delhi
SIXRI A. V. S. R. SASTRI Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi; and Advisory
Committee for Standardization of Instruments
SARI 0. P. CHU~H ( Alternate )
S~IRI K. L. SETHI Central Road Research Institute (CSIR ), New
Delhi
SHRI M. L. BHATIA ( Alternate )
11INDiAk STANDARDS
ON
INSTRUMENTS FOR TESTING CEMENT AND CONCRETE
IS :
5512-1983 Flow table for use in tests of hydraulic cement and pozzolanic materials
( Jirsr revision )
5513-1976 Vicat apparatus ( jirsl f&ion )
5514-1969 Apparatus used in ‘ Le-Chatelier ’ test
5515-1983 Compaction factor apparatus (first revision )
5516-1969 Variable flow type air-permeability apparatus ( Blame type )
5536-1969 Constant flow type air-permeability apparatus ( Lea and Nurse type )
7320-1974 Concrete slump test apparatus
7325-1974 Apparatus for determining constituents of fresh concrete
9376-1979 Apparatus for measuring aggregate crushing value and ten percent fines
value
9377-1979 Apparatus for aggregate impact value
9399-1979 Apparatus for flexural testing of concrete
9459-1980 Apparatus for use in measurement of length change of hardened cement
paste, mortar aud concrete
9799-1981 Pressure-meter for determination of air content in freshly mixed concrete
10070-1982 Machine for abrasion testing of coarse aggregates
18078-1982 Jolting apparatus for testing cement
10079-1982 Cylindrical metal measures for use in tests of aggregates and concrete
10080-1982 Vibration machine
10086- 1982 -Moulds for use in tests of cement and concrete
|
1367_7.pdf
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IS : 1367 (Part VII) - 1980
(Reaffirmed 1998)
Edition 3.1
UDC 621.882.3:669.14:620.17 (1984-12)
Adopted 28 May 1980 © BIS 2002 Price Group 1
B U R E A U O F I N D I A N S T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
])0423(
72
CDE:coD:feR[
72
CDE
,eettimmoC
lanoitceS
seirosseccA
srenetsaF
dna
stuN
,stloB
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART VII MECHANICAL PROPERTIES AND TEST METHODS
FOR NUTS WITHOUT SPECIFIED PROOF LOADS
( Second Revision )
(Incorporating Amendment No. 1)
1.Scope—Covers the mechanical properties of nuts and similar threaded parts without specified
proof load values which are not covered by the scope of IS:1367 (Part VI)-1980 ‘Technical supply
conditions for threaded steel fasteners: Part VI Mechanical properties and test methods for nuts with
specified proof loads ( second revision )’.
1.1This standard does not apply to nuts requiring special properties, such as:
a)Weldability,
b)Corrosion resistance, and
c)Ability to withstand temperature above +300°C or below –50°C.
Note—Nuts made from free cutting steel should not be used above 250°C.
2.Designation System—The property classes of such nuts are designated by a number suffixed by
letter ‘H’. The number indicates 1/10th of the minimum Vickers Hardness and the letter ‘H’ refers to
the hardness ( see Table 1 ).
TABLE 1 DESIGNATION SYSTEM OF PROPERTY CLASSES
Property Class 14H 17H 22H
Vickers hardness, 140 170 220
HV,Min
3.Raw Material
3.1Forged and Machined Nuts—The chemical composition for forged nuts shall be as given in
Table2. This may also be used for machined nuts if they are not made of free cutting steel.
TABLE 2 CHEMICAL COMPOSITION OF FORGED AND MACHINED
(FROM OTHER THAN FREE CUTTING STEEL) NUTS
Property Chemical Composition Limits (Check Analysis)
Class
Carbon, Manganese, Phosphorus Sulphur,
Max, percent Min, percent Max, percent Max, percent
14H 0.50 — 0.110 0.150
17H 0.58 0.30 0.060 0.150
22H* 0.58 0.30 0.048 0.058
*Nuts of property class 22H must be hardened and tempered in order to achieve the mechanical properties given in
Table 4. If required, alloy steel may also be used.IS : 1367 (Part VII) - 1980
3.2Machined Nuts ( with Free Cutting Steel)
TABLE 3 CHEMICAL COMPOSITION FOR NUTS MADE OUT OF FREE CUTTING STEEL
PropertyClass Chemical Composition Limits (Check Analysis)
Carbon Phosphorus Lead Sulphur
Max percent Max percent Max percent Max percent
14H, 17H 0.50 0.12 0.35 0.34
4.Mechanical Properties
TABLE4 MECHANICAL PROPERTIES
Mechanical Property Class
Properties
14H 17H 22H
Vickers Min 140 170 220
hardness HV5Max
220* 250 300
*260 Max for cold-forged nuts.
5.Test Method for Mechanical Properties
5.1Hardness Test—The Vickers Hardness test shall be carried out in accordance with the
provisions of IS:1501-1968 ‘Method for Vickers hardness test for steel (first revision)’.
E X P L A N A T O R Y N O T E
Consequent to the decision to revise IS : 1367-1967 ‘Technical supply conditions for threaded steel
fasteners’ due to the work at international level, separate parts have been formulated for technical
and drafting reasons alike. The different parts in the revision are listed in Part I Introduction and
general information. The requirements for nuts, which are not amenable to proof loading either
due to their geometry or application, are covered in this standard.
Although work is yet to be initiated at the international level on nuts without specified proof loads,
the need for a national standard on the subject has been felt in view of a large number of nut-like
threaded and formed products which are in use. Such products cannot be classified according to
definite test loads or loading capacities, but only according to their hardness values. For this
reason the minimum hardness has been adopted as the characteristic feature. Maximum values
have also been specified to guard against a drop in the transverse toughness due to excessive
hardness.
The property classes covered in this standard are applicable for nuts with one or more of the
following characteristics:
a) With nominal heights less than 0.5 d;
b) With lesser across flats than those specified in IS : 9519-1980 ‘Dimensions for width across
flats for hexagon head bolts and nuts’;
c) With threads other than triangular ISO metric threads;
d) With nominal thread sizes above M39; and
e) With special configuration.
The property class designation system based on hardness values is applicable to the type of
products covered in the following Indian Standards:
IS : 3468-1975 Specification for pipe nuts
IS : 5368-1969 Specification for thin slotted and castle nuts (dia range 6 to 52 mm)
IS:6731-1972 Specification for locknuts, narrow series and lockwashers with straight inner tab
for rolling bearings ( first revision )IS : 1367 (Part VII) - 1980
While the above Indian Standards presently specify property class 4, 6, 8, etc, the same would be
modified in their revisions.
In the preparation of the standard, assistance has been derived from DIN 267 sheet 4-1971
Schrauben, Mutten Und ahuliche Gewinde — und Formterte (Bolts, screws, nuts and similar
threaded and formed parts — technical supply conditions of delivery — property classes and test
methods for nuts of unalloyed or low alloy steels) issued by Deutsches Institut für Normung (DIN).
This edition 3.1 incorporates Amendment No. 1 (December 1984). Side bar indicates modification
of the text as the result of incorporation of the amendment.
|
9872.pdf
|
IS : 9872 - 1981
Indian Standard
SPECIFICATION FOR
PRECAST CONCRETE SEPTIC TANKS
( First Reprint JULY 1990 )
UDC 628.352t666.982
@ Copyright 1981
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI llOOU2
Gr4 November 198 IIS : 9872 - 1981’
Indian Standard
SPECIFICATION FOR
PRECAST CONCRETE SEPTIC TANKS
Cement and Concrete Sectional Committee, BDC 2
Chairman Representing
DR H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
A&ndnYU
ADDITIONAL D~ECTOR, STANDARDSR esearch, Designs & Standards . Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTY DIRECTOR, STANDARDS
( I3 & S ) ( Alternate. )
SH~I K. P. BANEXUEE Larsen & Toubro Ltd, Bombay
SHRI HARL?HN . MALANI( Alternate )
SHIU S. K. BANERJFS. National Test House, Calcutta
SHR~R . N. BANSAL Beas Designs Organization, Nangal Township
SHRI T. C. GARB ( AlterMate )
CHIEF ENGINEER( DEBIONS) Central Public Works Department, New Delhi
EXECUTIVE ENGINEER ( DESIGNS)
III ( Alfernare )
CHIEF ENGINEER ( PROJECTS) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR,I PRI ( Alternate )
DIRE~ZQR( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR( CSMRS ) (,Alternure )
DR R. K. GHOSH Ceot~ralh&oad Research Institute ( CSIR ), New
SHRI Y. R. I%IULL( Alternate I )
SHRI M. DINAKARAN ( Alternate II )
DR R. K. GIWSH ’ Indian Roads Congress, New Delhi
SHRI V. K. GWTA Engineer-inChief’s Branch, Army Headquarters,
New Delhi
SHRI S. N. PANDE ( Alternate )
SHRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
DR R. R. HAIIIANGADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAGUS ( Akmate )
DR IQBALA LI Engineering Research Laboratories, Hyderabad
SHR~S . R. KULKARNI M. N. Dastur & Co Pvt Ltd. Calcutta
SHRI S. K. LAliA The Institution of Engineers ( India ), Calcutta
SHRI B. T. UNWALLA (~A!ternate )
( Continued on page 2 )
This publication is protected under the Indian Copyright Acr ( 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 : 9872 - 1981
( Continued from pugc 1 )
’ Me&err Represeniing
DK MOHAN RAI Central Building Research Inslitute ( CSIR ),
. Roorkee
DR S. S. Rurs~ ( Alrcwmtr )
SHKI K. K. NAMUAR In personal capacity ( ‘Ramanalaya’, 11 First
Crescent Park Road, Gandhinagar, Adyar,
Madras )
SHKIH . S. PASRICHA Hindustan Prefab Ltd, New Delhi
SHRI C. S. MISHRA( Alfernare )
DR M. RAMAIAH Stru~;u~k~gineering Research Centre ( CSIR ),
DR N. S. BHAL ( Alrernate )
SH~UG . RAMDA~ Direct;EIencral of Supplies and Disposals,
DR A. V. R, RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Ahernate )
SHRI R. V. CHALAPATFIIR AO Geological Survey of India, Calcutta
SHRI S. ROY ( Altcnrafe )
SHKI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIROC Alternafe )
Z&RI ARJUN RIJHSINGHANI I Cement Corporation of India Ltd, New Delhi
SHRI K. VJTHAL RAO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTYS ECRETARY( I ) ( AIternote )
SHRI N. SIVAGURU Roads Wing, Ministry of Shipping and Transport
SHRI R. L. KAP~~R ( Alferrmte )
SHRI K. A. SUBRAMANIAM The India ,$Zements Ltd, Madras
SHRI P. S. RAMACHANDRAN( Alternate )
SUPERINTENDINEGN GISEER( DESIGNS) Public Works Department, Government of Tamil
Nadu, Madras
EXECUTIVE ENGINEER ( SM&R \
DIVISION) ( Alrernafe ).
SHRI L. SWAIXXP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Ahernate )
SHRI B. T. UNWALLA The Concrete Association of India, Bombay ,
SHRI~Y. K. MEHTA ( Alfernate )
SHRI G. RAMAN, Director General, IS1 ( Es-oficio Member )
Director ( CIV Engg )
Secrelary
SHRI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), IS1
Precast Concrete Products Subcommittee, BDC 2 : 9
Members
DEPUTY DIRECTOR, STANDARDS Research, Desbns & Standards Organization,
(B&S) Lucknow
ASSISTANTD JRECT~R, STANDARDS( B & s ) II (Alternate )
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( Aftertiate )
( Contimed on page 13 )Indian Standard
SPECIFiCATION FOR
PRECAST CONCRETE SEPTIC TANKS
O.FOREWORD
0.1T his- Indian Standard was adopted by the Indian Standards Institution
on 30 June 1981, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.‘2 Many small towns and innumerable villages suffer from the absence of
hygienic means for the disposal of sewage. Concrete septic tanks offer
a very economical and convenient solution to this problem, both far private
residences and for small communities. Apart from the simplicity of cons-
truction of concrete septic tanks, one of their greatest advantages is that
maintenance is very simple and does not require sustained attention. The
sludge is required to be removed at intervals of about 6 months to one
year.
0.3 A concrete septic tank built of precastunits makes possible the installa-
tion of a complete home sanitation system in a short time. Use of this tank
eliminates mixing concrete at the job and requires no special equipment for
handling units. Mass production of precast concrete tanks at central plants
simplifies inspection, lowers cost and improves quality.
03.1 Construction of septic tanks with precast concrete units is an
advantage where a larger number of tanks have to be built in out of the way
places, because precasting of elements makes possible the speedy erection of
a number of tanks and reduces, to a great extent, the employment of skilled
labour at site.
0.4 This standard covers the requirements of precast concrete septic tanks of
small capacities. For recommendations on capacities, size, etc, reference
has been made to IS : 2470 ( Part I )-1968” and IS : 2470 ( Part II )-1971t in
this standard. Typical construction details of a rectangular septic tanks are
also givep in this standard.
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 design and construction of septic tanks: Part I Small installa-
tions (firs! revision ).
*Code of practice for design and construction of septic tainks: Part II Large installa-
tions (first revision ).
3 ..
IS : 9872- 1981
expressing the result of a test or analysis, shall’be rounded off in accordance
with IS : 2-1960*. The nuniber of significant places retaihed in the
rounded off value should be the sameas that of the specified value ia this
standard.
1. SCOPE
1.1 This standard covers the requirements for the mfnufacture and installa-
tion of small precast concrete septic tanks.
1.2 For recommendations on capacities, sizes, design, layout, construction
and maintenance of septic tanks, niethods of treatment and disposal of tank
effluent of domestic sewage of houses, flats and such other residential
buildings, where‘ the number of users does not exceed 50 persons, reference
may be made to IS : 2470 ( Part I )-1968t. For housing colonies, hostels,
and boarding schools where the number of users range from 50 to 300,
reference may -be made to IS : 2470 ( Part II )- 197 1$ .
2. MATERIALS
2.1 The cement used shall be any of the following types, with the prior
approval of the engineer-in-charge :
a) Ordinary Portland cement conforming to IS : 269-1976$,
b) Portland slag cement confoiming to IS : 455-19761,
c>P ortland pozzolana cement conforming to IS : 1489-19767,
4 Rapid-hardening Portland cement conforming to IS : 8041-1978*“,
e>H igh strength ordinary Portland cement conforming to
IS : 8112-197$tt, and
f> H ydrophobic cement conforming to IS : 8043-1978:$.
*Rules for rounding off numerical values ( revised).
*Code of practice for design and construction of septic tanks f Part I Small installa-
, tio& (first r&siort 1.
ICode of practice for design and construction of septic tanks: Part .I1 Large
installations ( first revision ).
$SpeciF.cation for ordinary and low heat Portland cement ( third revision ).
#ipecification for Portland slag cement ( third revision ).
TSpecification for Portland pozzolana cement ( second revision ).
**Specification for rapid-hardening Portland cement.
TtSpecification for high strength ordinary Portland cement.
$&Specification for hydrophobic Portland cement (first revision ).
4IS : 9872 - 1981
2.2 Aggregates - Aggregates shall comply with the requirements of
IS : 383-1970* and IS : 456-1978t as applicable. The nominal maximum
size of coarse aggregate shall not exceed 12.5 mm.
2.3 Water - The water used shall conform to the requirements specified in
IS : 456-19787.
2.4 Pozzolanas - Pozzolanic materials conforming to relevant Indian
Standards may be used for part replacement of unblended cements or as an
admixture.
2.5 Admixtures - Where admixtures are employed, they shall be used in
such proportions as to have no harmful effects on the setting, hardening,
and durability of the concrete. The admixtures, when used, shall conform
to IS : 2645-1975x or IS : 9103-1979$.
2.6 Reinforcement 1 Steel wire 4r rod for reinforcement shall conform to
IS : 432 ( Part I )-196611, IS : 432 ( Part II )-19661, IS : 1139-1966”“.
IS : 1566-1967tt, or IS : 1786-1979$f as agreed to between the purchaser
and the manufacturer.
2.7 Concrete - The concrete shall not be weaker than M 20 grade. The pro-
duction and control of concrete shall be in accordance with IS : 15%
1978-t. The minidum cement content in concrete shall be 400 kg/m3 and
maximum water/cement ratio shall be 0.4.
I
3. CONSTRUCTION
fiJ.kzhe construction details given in 3.2 to 3.2.7 apply to rectangular septic
.
3.2 Rectangular Septic Tanks - Details of a typical rectangular precast
concrete septic tank shall be as shown in Fig. 1.
*Specifidation for coarse and fine aggregates from natural sources for COnCrCk
(second revision ).
tCode of practice for plain and reinforced concrete ( third revision ).
SSpecification for integral cement waterproofing compounds (first revision ).
SSaecification for admixtures for concrete.
i$$ecification for mild steel and medium tensile steel bars and hard-drawn steel Wire
for concrete reinforcement: Part I Mild steel and medium tensile steel bars ( second
revisiori ).
$5pecification for mild steel and medium tensile steel bars and hard-drawn steel Wire
for concrete reinforcement: Part 11 Hard-drawn steel wire ( second revision ).
+*Speciiication for hot-rolled mild steel, medium tensile steel and high yield strength
steel deformed bars for concrete reinforcement ( revised ).
t$Specilication for hard drawn steel wire fabric for concrete reinforcement (first
revision ).
$$Specification for cold-worked steel high strength deformed bars for concrete
reinforcement ( second revision ).
5IS : 9872- 1981
I I%l/ ’ DETAIL’Z’
BOTTOM SLAB
ml
SIDE AND ENDS
DETAIL ‘X’ DETAIL’V’
JOINT BETWEEN SLABS
JOINT BETWEEN PRECAST
FOUNDATION AND SLABS
All dimensions in millimetres.
FIG. 1 TYPICALD ETAILSO F A PRECASTC ONCRETES EPTICT ANK
( 1800 Lmms C~e~crry ) - Continued
6FOVER LIFT
rVENT P’PE
LONGITUOINAL SECTION
/VENT PIPE
CORNER ASSEMBLY
,
c
as
CROSS SECTION
All dimensions in milli:metres.
FIG. 1 TYPICALD ETAILSO F A qR~c;(rs~C ONCRETESE PTICT ANK
( 1800 LITRIBC APACIIY)
7IS:9872-1981
NOTE- Figure 1 gives details of a septic tank of 1 800 litres capacity. The capacity
of the tank may be increased by corresponding changes in the dimensions of the
precast units recommended below:
Precast Increase in Dimensions* Modified
Unit Over Those Indicated Ca&“.
in Fig. I, cm
Side slab 30 2 070
End slab 30 2 400
Both side and 30 2 760
end slabs
3.2.1G eneral - Plain concrete base slabs of 10 cm thickness shall be
provided with 40 mm deep grooves in them. The two top slabs of the long
walls shall also have grooves in them to insert the 40 mm thick precast
concrete baffle. The top of the tank shall consist of precast concrete cover
slabs as they permit opening up of the tank for cleaning, inspection, repairs,
etc. The connection of precast units shall be effected as shown in Fig. 1.
3.2.2 Forms - The forms for #he wall, floor, baffle and cover slabs shall
conform to the required shapes and sizes. By adhering meticulously to the
details given in the form drawings, the concrete slabs produced will fit
properly and can be erected rapidly. Wooden forms, when properly made,
are satisfactory. Since the forms have to be reused many times, a wood
that will not warp easily shall be used and it shall be well-seasoned and free
from knots. A thin metal tubing for inserts in theholes of the divider strips
shall be used to make removal easier and also to prolong the usefulness of
the form.
3.2.2.1 The built-up sections shall be glued with a water-proof glue and
nailed. All new forms shall be soaked with light oil before initial use, then
thoroughly cleaned, and re-oiled each time they are filled. They shall be kept
on a flat surface, preferably under clamps or weights, and in the shade when
not in use.
3.2.2.2 The forms shall be bolted tightly to the platform to assure
production of slabs of uniform thickness. Forms shall be discarded when
the concrete slabs made in them do not fit properly. After forms are
assembled and before each use, each piece shall be checked to make sure
that it is straight before setting it on the casting platform.
3.2.2.3 When a large number of tanks are produced, steel forms made
from angles and solid bars may be more economical. The samecasting plat-
form shall be used for either wooden or steel forms, so that a change from
wood to steel can be made at any time.
*The dimensions of the-bottom and top slabs also~should be increased suitably.
8is:!m2-1981
32.3 Reinforcement - The reinforcements in the wall slabs shall consist
uf at least 6 mm dia bars at 10 cm centres bothways placed in the centre of
slabs. The baffle and floor slabs shall be provided with a minimum
reinforcement of 0.15 percent of gross sectional ,area. The cuver slabs shall
be reinforced with 5 bars of 8 mm dia for tanks up to 90.cm width, and 4
bars of 10 mm dia for those 110 cm wide, located 20 mm from the bottom
of slabs. Two short pieces of mild steel bars shall be bent to make handles
for cover slabs.
NOTE- The reinforcement recommended refers to mild steel reinforcement.
3.2.4 Casting - The casting bed shall be cleaned and oiled to prevent
sticking. of the slabs. The concrete shall be so spaded and tamped in the
formscthat all corners and shaped joints will be completely filled to produce
smooth surfaces free from honeycomb or rough spots. Reinforcement
placed after the form is screeded half-full of concrete, shall remain in that
position as the form is filled. , The surface shall be screeded, floated,
and smooth-troweled flush with the top of the form. After hardening for
24 hours, in warm weather under wet covering, the outer forms shall be
removed and the slab slid off the platform by using tapered wooden pegs or
suitable steel bolts as handles inserted in the holes provided in slab ends at
the time of casting. When picked up by these pegs or bolts, the slab shall
swing down in position for its erection in the tank and it shall then be
stacked on edge for further wet curing.
3.2.5 Curing and Maturing - The period of curing shall not be less than
7 days. From the date of casting, the precast units 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:
Cement used
Portland slag cement
Ordinary Portland cement ] 28 days
Portland pozzolana cement J
Rapid-hardening Portland cement 14 days
3.2.6 Assembling the Tank - The digging for the septic tank shall first -be
carried out and then the bottom covered with fine dry earth or dry sand,
tamped and finally, screeded to a level surface. Care shall be taken
to compact the foundation base adequately to avoid unequal settlement.
3.2.6.1 The following procedure is recommended for assembling. the
tank units:
a) Wet all concrete surfaces thoroughly to ensure bond for the grout.
9IS : 9872- 1981
b> Lower bottom slabs by rope slings attached to handling pins
in holes at slab ends: The centre slab is first placed in proper posi-
tion, then end slabs are set carefully fitting grooves in which cement
grout has been spread against the tongues of the centre slab.
Cl Check slabs to see that they are square and level, then fill all grooves
in surface of bottom slabs with cement grout.
4 Set bottom side slabs in centre of 40 mm receiving grooves of the
bottom slab. Remove excess grout. I-look two space-spreaders
over the top edges of these slabs near the ends to hold them
in position while being levelled.
Lower and hook bottom end slabs over the dovetailed end joints.
Check the first section erected-for square and matching corners.
Pour cement grout ( Portland cement and water mixed to proper
consistency ) in the upper grooved edges of all slabs.
h) Lower and fit in place middle side slabs.
3 Fit, in the same manner, the top end slabs and finally top side slabs,
and baffle, after filling each horizontal joint with cement grout.
3.2.6.2 Immediately after the tank is assembled, earth backfill shall be
tamped in place around the tank while ‘grout in joints is still plastic.
A fillet of mortar, mixed with one part Portland cement and two parts clean
sand, is next placed from the top ta bottom in the inside corner of the tank
to seal the dovetailed joints, This triangular fillet shall be at least 5 cm
thick at its centre and may be a run of stiff mortar placed with a trowel and
shaping block, or placed behind a 2.5 x 10 cm strip used across the corner as
a form.
3.2.6.3 Excess grout shall be scraped from all joints inside the tank
leaving smooth, well compacted surfaces. A fillet of mortar 5 cm thick as
placed in vertical corners shall then be well compacted and shaped at the
joint between the precast bottom and walls of the tank. When this water
seal has hardened, the tank shall be filled with water to a depth of at least
15_cm for this joint to cure under water.
3.2.6.4 The top surfaces of the tank shall be cleaned and wetted, and
al:2 cement mortar applied and levelled. Strips cf paper shall be laid
over this fresh, soft mortar to prevent cover slabs from bonding to it when
placed in position without sacrificing a close fit. Lap joints of the cover
slabs need not be grouted. The top of the tank may either be flush with or
approximately 30 cm below the ground surface. The vent pipe shall extend
above the ground level.
3.2.6.5 Cast in situ concrete may be used for the tank floor if the top of
the digging cannot be readily levelled for precast slabs. In this case, bricks
are set on edge at corners and the side and end slabs erected on them.
10i
IS:9872-1981
Next concrete of grade M 15 and of mushy consistency is placed, so that the
bottoms of side and end slabs are embedded at least 40 mm in the concrete.
A minimum reinforcement of 0-l 5 percent of sectional area shall be provided
for the cast in situ floor slabs.
3.2.7 Tank Connections - Ordinarily, T-pipes ( see Fig. 1 Longitudinal
Section ) for inlet and outlet in the tank may prove satisfactory. However,
slots for baffle are easily provided in the required position by embedding
tapered strips in the side slabs when casting. Y or L pipe may beused
in the top end slabs as may be required locally.
4. FINISH
4.1 Each unit shall have a dense surface showing no coarse aggregate and
&all have do cfevices likely to assist in the disintegration of concrete or
rusting of reinforcement. Each unit and its edges shall be so finished that
when assembled, the PTpfic tank is watertight.
5. SAMPLING AND CRITERIA FOR CONFORMlTY
5.1 Scale of Sampling
5.1.1 Lot - In any batch, all units of the same type and same dimensions
shall be grouped together to constitute a lot.
5.1.1.1 Sub-lot - If the number of 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 a sample selected from it.
5.1.1.2 The number of units to be selected froma lot or a sub-lot shall
depend upon its size and shall be in accordance with Table 1.
5.1.1.3 The sample shall be selected at random. In ordei to ensure
randomness, all units in the lot or the sub-lot may be arranged in a serial
order and starting from any unit, every rth unit may be included in the
sample, r being the integral part -of N/n, where N is the size of the lot or sub-
lot and n, the sample size.
5.2 Number of Tests
~5.2.1A ll the units selected as per 5.1.1.2 shall be checked for dimensions
and finish.
5.3 Criteria for Conformity
5.3.1 A lot or sub-lot shall be considered as conforming to this specifica-
tion if the conditions under 5.3.2 are satisfied.
11I!3 :9872 - 1981
5.3.2 The number of units which do not satisfy the requirements of
dimensions and finish shall not exceed the corresponding number given in
Table 1. If the number of such units exceed the corresponding number, all
units in the lot or sub-lot shall be tested for these requirements and those
not satisfying the requirements shall be rejected.
TABLE 1 SAMPLE SIZE AND CRI’fERIA FOR CONFORMITY
I( C&ruses 5.1.1.2 4nd5.3.2)
SIZE OF I.OT Oa REQUIREMENTOSF DIMENSIONS
SUB-LOT, N AND FINISH
--------h-
Sample~Sia PermiszzGz.
II of Defectives
(1) (2) (3)
up to loo 10 1
101 ,, 200 15 * 1
201 ,, 300 20 2
301 ,, 500 30 3
6. MARKING
6.1 The septic tank units shall be clearly and indelibly marked with the
following particulars:
a) Manufacturers’ name and/or trade-mark, if any;
b) Month and year of manufacture: and
c) Capacity.
6.2 Each unit may also be marked with the IS1 Certification Mark.
NOTE- The use of the ISI Certification Mark is governed by the provisions of the
Indian Standards Institution ( Certification Marks 1 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 welldefined system of inspection, testing and quality control which
is devised and supervised by IS1 and operated by the producer. ISI marked products
are also continuously checked by IS1 for conformity to that standard as a urther
safeguard. Details of conditions under which a licence for the use of t c,e ISI
Certification Mark may be granted to manufacturers or processors may be obtained
from the Indian Standards Institution.
12.IS : 9872 - m31
( Corrtintrcdfrorn page 2 )
Members Representiag
GE~*;EKALMANAGER~( CCP) Tamil Nadu Housing Board, Madras
PROJECOT FFICXI(C C CP ) ( Alternate )
SHHIZ . GEORGE Stru~a~~;EngioeerineermgR esearch Ccntre ( CSIR ),
DR A .G. MADHAVAR AO ( Alrernate )
SHR~V . G. GOKFIALE Bombay Chemicals Pvt Ltd, Bombay
SHKIR . N. GREEN Concrete Association of India, Bombay
SHRIN . C. DUGGAL( Alfernute )
SHHIH . K. JINI~AL Centra;or~e;ilding Research Institute ( CSIR ),
DR S. S. REHSI ( Alternnk )
SHKI L. C. LA1 In persona1 capacity ( b/17 West End, New Delhi )
SIII~IS . NAHAKOY Engineering Construction Corporation Ltd, Madras
SHKIA . RAMAKRISHN(A A lternaie )
SHRI D. B. NAIK Engig:;-E;inief’s Branch, Army Headquarters,
SHRI SUCHAS INGH( Altcruate )
SHRIK . K. NAMBIAI~ In persona1 capacity ( ‘Rarnana/u~a’ 11 First Cresccnf
Park Road, Gondhinagar. Adyar, Madras )
SHK~1 -I.S . PASRICHA Hindustan Prefab Ltd. New Delhi
DR N. RAGHAVENDRA Cement Research Institute of India, New Delhi
SHRIV . RAMALINGAM Neyveli LigniteCorporation Ltd. Neyveli
Stiul K. A. RAMABHADRA(N A lmaate )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRIJ . SEN GU~TA ( Alteinate )
%mr B. G. SH~RKE B. G. Shirke & Co Pvt Ltd. Pune
SHRI U.S. DURGAKER(I Alferrmtr )
SHRI C. N. SRINIVASAN C. R. Narayana Rao, Madras
SHRIC . N. RAGHAVJ?NDRA( NA lternate )
SUPEKINTENDINCS;U RVEYOK OF Cenlral Public WorksDepartment, New Delhi
WORKS( NZ )
SURVEYORO FW ORKS( NZ ) ( Ahernafc )
13F *
,P
,*
BUREAU Of INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
1;
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 110002 331 1375
*Eastern : l/l 4 C. I. T. Scheme VII M, V. I. P. Road, 36 24 99
Maniktola, CALCUTTA 700054
Northern : SC0 445-446, Sector 35-C, I 21843
CHANDIGARH 160036 3 1641
41 24 42
Southern : C. I. T. Campus, ‘MAPRAS 600113 ( 41 25 19
41 2916
twestern : Manakalaya, E9 MIDC, Marol, Andheri ( East ), 6 32 92 95
BOMBAY 400093
Branch Offices:
‘Pushpak’. Nurmohamed Shaikh Marg, Khanpur, I 2 63 48
AHMADABAD 380001 2 63 49
Industrial Area 1 st Stage, Bangalore Tumkur.Road 38 49 55
BANGALORE 560053 38 49 56
SPeenya I
Gangotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, 667 16
BHOPAL 462003
Plot NO. 82/83. Lewis Road, EHUBANESHWAR 751002 5 36 27
531’5. Ward .No. 29, R.G. Barua Road, 5th Byelane, 3 31 77
GUWAHATI 781003
5-8-56C-L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
-63471
R14 Yudhister Marg, C Scheme, JA~IPUR 302005
{ 6 98 32
11~7/418 B Sarvodaya Nagar, KANPUR 208005 { :: %! 3:
Patliputra Industrial Estate. PATNA 800013 6 23 05
T.C. No. 14/1421. University P.O.. Palayam /6 21 04
TRIVANDRUM 695035 16 21 17
inspection Offices ( With Sale Point ):
Pushpanjali. First Floor, 205-A West High Court Road, 2 51 71
Shankar Nagar Square, NAGPUR 440010
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PUNE 411005
*Sales Office in Calcutta is at 6 Chowringhre Approach, P. 0. Princep 27 66 00
Street. Calcutta 700072
tSeles Office in Bombay is at Novelty Chambers, Grant Road, 69 86 26
, Bombay 400007
#Sales Office in Bangalore is at Unity Building, Narasimharaja Square, 22 36 71
Bangalore 560002
Rcprograpliy Unit, BIS, New Delhi, India
|
4410_1.pdf
|
IS 4410 ( Part I ) : 1891
Indian Standard
GLOSSARY OF TERMS RELATING TO
RIVER VALLEY PROJECTS
PART 1 IRRIGATION PRACTICES
( First Revision )
@ BIS 1991
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 199 1 Price Croup 3Terminology Relating to River Valley Projects Sectional Committee, RVD 2
FOREWORD
This Indian Standard ( Part 1 ) ( First Revision > wzs eecpted by the Bureau cf Indian Standards,
after the draft finalized by the Terminolcgy Relating to River Valley Projects Sectional Committee
had been approved by the River Valley Division Council.
A large number of Indian Standards have already been published covering various aspects of
river valley projects and some more similar slandaidsare in the process of formulation. These
standards include technical terms and precise definitions for such terms are required for avoiding
embiguity in their interpretation. To achieve this aim, the Sectional Committee is bringing
out Indian Standards Glossary of Terms Relating to River Valley Projects ( IS 4410 ) ; being publi-
shed in parts. This standard ( Part 1 ) covers definitions of terms commonly occuring in the
limited field of irrigation practices, for example, types of crops, areas and water requirements.
This standard was first published in 1967. This revision has been prepared in the light of the
experience gained during the last 24 years in the use of this standard. In this revision additional
terms have been added besides modifying some of the terms so as to bring it in line with latest
technology.
In the formulation of this standard due weightage has been given to international co-ordination
among standards and practices, prevailing in different countries in addition to relating it to the
practice in the field in this country. This has been met by deriving considerable assistance from
multilingual technical dictionary on irrigation and drainage published by International Com-
mission on Irrigation and Drainage ( ICID ) and many other sources.IS 4410 (Partl):l!m
Indian Standard
GLOSSARYOFTERMSRELATINGTO
RIVERVALLEYPROJECTS
PART 1 IRRIGATION PRACTICES
First Revision )
(
1 SCOPE 3.5 Kharif Crops
Those crops which are cultivated in the monsoon
1.1 This standard ( Part 1 ) covers definition of
season. The following are the principal kharif
terms commonly occurring in the limited field of
crops:
irrigation practice, for example, types of crops,
areas and water requirements. Maize, rice, small millets, pegom, peas,
groundnut, cotton, tobacco, sesame and sann-
2 GENERAL TERMS hemp.
2.1 Closure Period 3.6 Mixed Crpo
The period when the canal is closed for regular Where more than one crop is raised on the same
maintenance, repairs and other purposes. field in the same season simultaneously, without
any definite row arrangement such as gram and
.2.2 Cropping Intensity wheat.
The percentage of the total crop area during a 3.7 Monocropping
crop year or season to the culturable command
area. It is the practice of raising a single crop in an
area in a crop year or period.
2.3 Crop Rotation
3.8 Multiple Cropping
The sequence during a year or period of years
in which different crops are grown (or planned) It is the practice of growing more than one crop
in the same land. in an area in a crop year.
-2.4 Cropping Pattern 3.9 Overlapping Crop
An old crop which is harvested or removed
Yearly sequence and spacious arrangement of
after sowing of the new crop.
the crops in a given area.
3.10 Perennial Crops
-3 TERMS RELATING TO TYPES OF
Crops which last several crop years like planta-
CROPS
\ tion or orchard crops.
3.1 Annual Crops
3.11 Rabi Crops
Crops which complete their life cycle from seed Those crops which are cultivated in the winter
to seed within one year. season. The following are the principal Rabi
crops:
3.2 Canal Irrigated Crop
Wheat, barley, gram, peas, potatoes, mustard,
A crop which is raised predominantly on canal tobacco and linseed.
irrigation.
3.12 Relay Cropping
-3.3 Cash Crops
Seeding/planting of the succeeding crop after
A high value marketable crop such as sugarcane, flowering and before the harvest of the standing
jute, spices, fruits, tobacco and plantation crop.
crops.
3.13 Single Crop
-3.4 Drylaod Crops Raising of only one crop in one season.
The crops which do not normally require
3.14 Summer Crop
irrigation because the prevailing quantity and
incidence of the local rainfall is suitable and Often represents an intermediate ( third ) crop
sufficient for cultivation. between the Rabi and Kharif crops.
1IS4410(Partl):l!Nl
3.15 Well Jrrigated Crop period equals the period between first and last
irrigation to raise a crop.
A crop which is raised on by well irrigation.
4.10 Border Strip Irrigation Method
3.16 Wetland Crop
It is controlled surface flooding irrigation
Crop which grows in standing water during most method where the field to be irrigated is divided
part of its life cycle. into narrow strips by long parallel low bunds
or levees along the general slope of land which
4 TERMS RELATING TO IRRIGATION shall normally be sufficiently gentle and each
strip of land is irrigated by admitting a stream of
4.1 Actual Evspotranspiration water at the upper end.
Evapotranspiration from a particular crop under
4.11 Check Basin Method
the given moisture and climate conditions.
The method consists of applying water to an
4.2 Alkali Soil area which is prepared level or nearly level and
divided into basins or compartment, usually of
A soil that contains sufficient exchangeable
rectangular shape with bunds. A supply
sodium to interfere with the growth of most of
channel is aligned on the upper edge of the
crop plants. The ESP is generally more than
area, and the laterals are dug in between two
15 and ECF less than 4 decisiemens per metre.
check basins.
The soil pH is higher than 8’2 except in systems
with chloride and sulphate anions.
4.12 Coefficient of Uniformity ( UC )
4.3 Alkaline Soil It is the ratio of average depth of irrigation
water infiltrated into the soil minus the average
Any soil having pH greater than 7.
deviation from this average depth divided by
the average infiltrated water.
4.4 Application Efficiency ( AE )
It is the ratio of the average depth of the irri- 4.13 Consumptive Use, Consumptive Water Use
gation water stored in the root zone to the
The quantity of water cosumed in evaporation
average depth of irrigation water applied.
transpiration and metabolic processes during
crops growth, including water consumed by
4.5 Application Efficiency of Low Quarter
accompanying weed growths. It is expressed
( AELQ 1
in water-depth units per unit area, also called
It is the ratio of the average low quarter depth Consumptive Water Use or Evapotranspiration.
of irrigation water infiltrated and stored in the
root zone to the average depth of irrigation 4.14 Consumptive Use Efficiency
water applied. The average low quarter depth
The ratio of consumptive water use by crop
infiltrated is the average of the lowest one-
and the soil moisture stored in the root zone
fourth of the measured or estimated values
of the soil during the crop growth period.
each value represents an equal area of the field.
4.15 Conveyance
4.6 Area Assessed
The movement of water from its source through
Th~~rea irrigated on which water rate have been
the main or secondary canals or conduits to the
.
tertiary or distributory offtakes.
4.7 Available Soil Moisture ( ASM )
4.16 Conveyance Losses or Tranrmlssion Losses
It is the difference at any given time between
Losses of water in transit from the source of
the actual moisture content in the root zone soil
supply to the point of field turn out whether
and the wilting point.
in natural channels or in artificial ones, such as
canals, distributaries or watercourses. They
4.8 Available Soil Moisture Capacity
comprise evaporation from the water surface,
Total amount of available soil moisture in the seepage and incidental transpiration by vege-
crop root zone that can be held by a soil for tation growing in or along the canals network.
use by plants. Usually considered to be the These also include the operation losses in the
moisture held between field capacity and wilting canal system.
point.
4.17 Crop Water Requirement
4.9 Base Period
The total water needed for evapotranspiration
The number of days over which duty of water from planting to harvest for a given crop in a
is rackoned. determined or measured. Base specific climate regime, when adequate soil
2IS441O(Part1):199l
water is maintained, by rainfall and/or irriga- 4.30 Division Structure
tion so that it does not limit plant growth or
A structure in the conveyance system that
crop yield.
divides the flow into two or more canals or
conducts, or both.
4.18 Colturable Command Area
The gross commanded area less the non- 4.31 Drip/Trickle Irrigation
culturable land.
It comprises the application of water in drops
close to the plant. The entire space between
4.19 Cultnrable Irrigable Area
the plants is not watered.
The culturable command area less the area not
available for irrigation due to high relief or 4.32 Duty or Duty of Water
other reasons.
The relation between the area irrigated, or to
be irrigated, and the quantity of water used,
4.20 Culturable Lift Irrigation Area
or required, to irrigate it for the purpose of
The culturable command area that can be maturing its crop. Duty is stated as area per
irrigated only by lift irrigation.
unit area of flow.
4.21 Curve of Demand
4.33 Dutv of a Well
A graph showing chronologically the amout of
The average annual area of land irrigated by
water needed for irrigation at various times
well for maturing a crop.
during a crop season.
4.34 Effective Rainfall
4.22 Curve of Supply
A graph showing chronologically the quantity The portion of rainfall that replenishes the water
of water available for irrigation during a time availability in the crop root zone.
period from a given source.
4.35 Estimated Evapotranspiration
4.23 Daily Consumptive Use
An estimate of evapotranspiration by means of
It is the consumptive use of water by a crop in standard formulae using climatic factors
a day.
4.36 Evapotranspiration
4.24 Deep Percolation Loss
See 4.13.
It is the amount of water that percolates down-
ward below the crop root zone. 4.37 Evaporation
4.25 Delta Evaporation is the physical process by which
a liquid is transformed into a gaseous state. In
It is the quantity of irrigation water expressed
agriculture, it is the total water vapour loss
in depth units over the irrigated area. It is
from a given area over a given time period. It
stated with reference to the place at which it is
may be expressed as the total or the mean rate
measured or reckoned, that is, delta at farm,
in units of depth or volume per unit area, for
delta at out-let, head of watercourses, or lateral
head, delta at distributary head, delta at head of the period concerned’
main canal.
4.38 Farm Irrigation Eiliciency
4.26 Design Duty of Water The percentage of the water consumed by crops
in a farm to the water made available at the farm
Duty of water assumed in a irrigation project gate
.
for designing capacities of channels.
4.39 Farm Losses
4.27 Distribution Efficiency
Losses of water on the farm due to uneven distri-
It is the measure of uniformity of irrigation b
ution, evaporation and percolation into the
water distribution over a field.
subsoil due to over irrigation. These include
to surface run-off and deep percolation.
4.28 Distributary or Tertiary
Canal or conduit taking water from the con- 4.40 Farm Field Inlet
veyance system and supply it to one tertiary
A structure which supplies water to a farm
unit.
field.
4.29 Diversion Stractare 4.41 Field Application
The structure that diverts water from the water The application of water from the field inlet to
sources and supplies it to the irrigation system. the field.
3IS4410( Part 1):1991
4.42F ield Application Efficiency 4.54 Irrigated Area
The field application efficiency is made up of The area to which irrigation water has been
two parts ( 1 > the efficiency of water transport applied.
system in the field and ( 2 ) the efficiency with
which the water is applied. It is, by definition, 4.55 Irrigation Method
the relation between the quantity of water
The manner in which irrigation water is applied
furnished at the field inlet and the quantity of
to the land for raising a crop.
water needed to maintain the soil moisture
above some target level required for the crop.
4.56 Irrigation Return Flow
4.43 Field Capacity ( FC ) It is the leakage or seepage or boWof water
from irrigation works, namely, canals and dams
The moisture remaining in a soil following or regenerated flow from fields which could be
wetting and natural drainage until free drainage used for irrigation areas downstream.
has practically ceased.
4.57 Irrigation System
4.44 Field Channel
It includes storage and diversion structure, main
Channel usually taking water from the water- canal, distributory minors, water courses,
course and supplying it to one or more forms field channels, and allied structures including
or fields. head regulator, cross drainage works and
control structures.
4.45 Field Irrigation Requirements
4.58 Irrigation Water Requirement
The requirements of irrigation water for crops
at the diversion point of supply channel. The amount of crop water requirement that is
not provided by effective rainfall, utilisation
4.46 Flow Irrigated Area of stored soil moisture or upward flow of water
to the root zone from a saturated zone.
Area which can be irrigated from the source of
water, by flow under gravity alone. 4.59 Irrigation Works
4.47 Furrow Irrigation The works related to storage, diversion, con-
veyance and delivery of irrigation supplies to
It is a method of applying water to crops sown the project command.
in rows through furrows.
4.60 Leaching
4.48 Gross Command Area
The process of removal of soIuble salts in the
The total geographical area which can normally soil by the passing water through it.
be commanded or serviced from a irrigation
project without consideration of water supplies 4.61 Leaching Requirements
available for irrigation.
A fraction of the water entering the soil that
must pass through the root zone in order to
4.49 Hydraulic Conductivity
prevent soil salinity from exceeding a specified
The rate of flow of water in litres/day through value. Leaching requirement is used primarily
unit cross-section of soil under unit hydraulic under steady state or long time average condi-
gradient at a specified temperature. tions.
4.50 Infiltration 4.62 Lift Irrigated Area
That area where the level is too high to
The downward entry of water from the surface
allow irrigation by gravity flow, but which can be
into the soil.
irrigated by lifting water to the necessary level
at some point in the supply system.
4.51 Infiitration Rate
The rate at which a soil, in a given condition at 4.63 Lift Irrigation
a given time can take in water.
It is the method of irrigation in which the water
is lifted with mechanical or manual means.
4.52 Intensity of Irrigation
The percentage of total area of normally irriga- 4.64 Main Canal
ted crops in a year to total culturable Principal canal for the conveyance of water
command area. supplied to the branch canal/distributary
4.53 Irrigation 4.65 Management Allowed Deficit ( MAD )
The supply of water by artificial means for It is the desired soil moisture deficit at the time
raising crops. of irrigation.
4IS 4410 ( Part 1 ) : 1991
4.66 Mnlcbing infiltrated in the quarter of the area receiving
Covering the soil with any material such as the least water equals some predetermined value
straw, plant residues or plastic film to reduce of the soil moisture deficit ( SMD ).
the evaporation from soil surface and/or to
protect plant roots from extremely low or high 4.78 Potential Evapotranspiration
temperatures. Evapotranspiration from a particular crop with
optimal plant density and soil fertility growing
4.61 Net Water Requirement
in a well-watered soil ( soil water not limiting
The consumptive use requirements of crops plant growth at any time ) under large field
minus the effective rainfall. conditions and typical weather situation.
4.68 Nominal Duty or Normal Duty 4.79 Potential Evaporation
The evaporation from a given surface when all
The duty sanctioned as per the schedule of an
surface atmospheric interfaces are wet ( satu-
irrigation department.
rated ), so that there is no restriction due to
either biological control or soil water content
4.69 Non-beneficial Consumptive Use
on the water vapour loss from the surface area.
The water consumed by native non-crop Its magnitude will depend primarily on
vegetation, evaporated from bare and ideal land atmospheric conditions and surface albedo, but
surfaces and from water surfaces. it will also vary with the geometric charac-
teristics of the surface. These characteristic
4.70 Non-perennial Area ( aerodynamic roughness and vegetative
structure and density ) are governed by the
The area which does not receive perennial
type of vegetation present, its health and stage
irrigation.
of growth.
4.71 Outlet Command Area
4.80 Potential Transpiration
The area, in irrigation practice, for distribution The amount of water transpired by a green
of water from an outlet. It is the area that can crop of about the same colour as grass,
be served by an individual outlet. which completely covers the ground and which
has an adequate supply of water.
4.72 Outlet or Turnout
A structure that supplies water to a block in 4.81 Pre-Sowing Irrigation
which different farmers use the flow in rotation.
Water application to a field before sowing of a
crop to provide the required moisture in the
4.73 Overall Irrigation Efficiency of the System
soil for germination of the seed.
It is the ratio of the average depth of irrigation
water which is beneficially used to the average 4.82 Reference Crop Evapotranspiration
depth of irrigation water supplied from
The evapotranspiration from a given well-
the headwork.
adopted crop selected for comparative purposes
under given weather conditions and with
4.74 Pancboama
adequate fetch ( sufficient to make boundary
A written statement executed by canal authority effects relatively unimportant ) and for a
in presence of and witnessed by the irrigators or standardised watering regime appropriate for this
members of water committee of the concerned crop and the region concerned.
canal system against an offender found misusing,
wasting or taking water unauthorizedly. 4.83 Reservoir Storage Efficiency ( Es )
It is the ratio of the volume of water released
4.75 Peak Period Consumptive Use
from the reservoir for irrigation, to the volume
It is the average daily water used during the of water received in the storage reservoir
period of highest consumptive use. ( surface or underground ) for irrigation.
4.76 Perennial Irrigated Area 4.84 Ring/Basin Method of Irrigation
The area served by a perennial canal. It consists of applying water in level basins
either of rectangular or circular shape, generally
4.77 Potential Application Efficiency of Low made around each tree or group of trees.
Quarter ( PELQ )
4.85 Rosteriag of Channels
It is the low quarter application efficiency
( PELQ ) obtainable with a given irrigation It is the sequencing of water delivery in different
system when the depth of irrigation water channels as a part of regulation.
,
5IS 4410 ( Part 1) : 1991
4.86 Rotational Distribution Water Supply on to the field surface by gravity from the head
( Varabandi, Osrabandi ) to the tailend.
It is a time table of water supply to individual
4.95 Surface Irrigation Method
fields from a particular outlet during one ro-
tation. It is the application of water by surface method
such as wild flooding, border strip, check basis,
4.87 Saline Alkali Soil and furrows for raising crops.
A Soil containing suBcient exchangeable sodium
4.96 Transpiration
and soluble salts to interfere with the growth
of most crop plant and containing appreciable It is the process of release of water vapour to
quantities of soluble salts. The ESP is more the atmosphere from aerial organs of the plant
than 15, ECE is more than 4 Mhos/ds and soil mainly through deep stomats.
pH may or may not be 8’2.
4.97 Unit Irrigation Efficiency ( Eu )
4.88 Saline Soil
It is the ratio of the volume of irrigation water
A non-alkali soil containing such large pro- used in evapotranspiration in the specified
portion of chloride and sulphate anions as may irrigated area, plus that necessary to maintain
interfere with the growth of plants. The ECE a favourable sal concentration in the soil
is more than 4 Mhos/ds, ESP is less than 15 and solution, to the volume of water delivered to the
soil pH less than 8’2. area.
4.89 Soil Moisture 4.98 Water Conveyance Efficiency ( EC )
It is the water occuring in the voids of soil
It is the ratio of the volume of water delivered
mantle.
by an open or closed conveyance system to the
volume of water delivered to the conveyance
4.90 Soil Moisture Content
system at the supply source.
It is usually defined as the quantity of water
present in the soil, expressed either as the weight 4.99 Water Use Efficiency ( WUE )
of water per unit weight of dry soil or the
It is defined as the marketable crop produced
volume of water per unit volume of bulk soil.
per unit of water consumed in evapo-
transpiration.
4.91 Soil Moisture De&it ( SMD )
4.100 Wild Flooding
It is the difference between the field capacity
and the actual soil moisture in the root zone
It is a method of irrigation by uncontrolled
soil at any given time. It is the amount of
flooding of the area.
water required to bring the soil in the root
zone to field capacity.
4.101 Wilting Point ( WP )
4.92 Sprinkler Irrigation
It is the moisture content of the soil below
which plants can no longer extract moisture at
The method of applying water over the land by
a rate sufficient for its growth.
spraying it under pressure. This is often done
by rotating sprinkler heads with one or more
5 TERMS RELATING TO CLIMATE ‘.
nozzles or by using perforated pipes.
INFLUENCING IRRIGATION
4.93 Sub-Surface Irrigation
5.1 Arid
This is the method of applying water to crops
below the ground surface through porous tiles Climate or regions having not enough rainfall
or similar other material. This can also be done ( usually less than 250 mm ) to support vege-
through low level open ditches. It is generally tation.
applicable to layered soil.
5.2 Agricultural Drought
4.94 Surface Irrigation
Continuous ( period of) dry weather causing
Method of irrigation where the water flows serious moisture deficits, for crop growth.
6Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau of Indian
Standards Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
products covered by an Indian Standard conveys the assurance that they have been produced
to comply with the requirements of that standard under a well 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.
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5895.pdf
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U DC 621’867’6 [ 669’14 ] IS:58954985
Indian Standard
SPEC-IFICATION FOR
STEEL ROLLER CONV~EYORS
( First Revision )
. scope - Specifies the requirements for fixed and portable steel non-powered roller conveyors for
normal industrial use.
.I This standard does not cover power driven roller conveyors.
!. Terminology - For the purpose of this standard, terminology given in IS : 4240-l 984 ‘Glossary of
:onveyor terms and definitions (first revision )’ shall apply.
1. Design and Constructiorial Requirements
1.1 General- Typical components of steel roller conveyors and their assemblies are illustrated
ogether with their designations in Fig. 1 to 4.
SINGLE TRACK BEND SINGLE TRACK BEND
(TAPER ROLLERS) (PARALLEL ROLLERSS ET
RADIALLY OR OFFSET)
TWIN TRACK ~BEND TWIN TRACK BEND
(SPLIT PARALLEL ROLLERS) (SPLIT PARALLEL ROLLERS,
STAGGERFD)
FIG. 1 TYPICAL ARRANGEMENTS OF ROLLERS IN BENDS (CURVED SECTIONS FRAME)
Adopted 1 February 1985 0 August 1985, ISI Gr 5
I
- .___-.-..-. - .
INDIAN STANDAKDS INSTITUTION
MANAK EHAVAN. 9 EAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 5895 - 1985
A RlGHi HAND JUNCTION IN STEEL A LEFT HAND JUNCTION IN STEEL
ROLLER CONVEYORS ROLLER CONVEVORS
FIG. 2 TYPICAL ARRANGEMENTS OF ROLLERS IN JUNCTIONS
3.2 Rollers
3.2.1 Material - Rollers shall be made of electric resistance welded ( ERW) steel tubes and
spindles of bright bars complying with the requirements of IS : 3601-1966 ‘Steel tubes for mechanical
and general engineering purposes’, and IS : 7270-1974 ‘Bright ~bars ( standard quality)’ or IS : 7271-
1974 ‘Bright bars ( ordinary/commercial quality )‘.
3.2.2 Rollers used on straight sections of conveyors shall be parallel and square with the frames.
For curved tracks either parallel or taper rollers may be used.
3.2.3 Roller diameters - Roller diameter, thickness of roller tubing and dimensions for spindles
shall conform to Table 1.
TABLE 1 DIMENSIONS FOR ROLLER DIAMETERS AND SPINDLE
( Clauses -3.2.3 and 3.2.7 and Fig. 3 and 4)
All dimensions in millimetres.
-
7
Roller Diameter Thickness of Diameter of Hexagon Radii of
4 Roller Tubing Round Spindle Spindle Curved
f-f, Across Tracks
Flats
-:*25
25’0 1’2 6’5 - 630 or
800
38’0 1’2 10.0 630 or
800
60’0 1’6 10'0 9’5 or 800 or
12’0 1 000
57’0 1’6 10’0 9 5 or 800 or
12’0 1 000
63’5 3’2 16'0 or 15’0 800 or
20’0 1 000
I__
76’0 3.2 16’0 or 7.5 800 or
20’0 or 1 000
22’0
---.-_ _~__._
88’9 5.4 25.0 25’0 1 250
2IS: 5895 - 1985
3.2.4 Roller pitch
3.2.4.1 A minimum of full 3-roller contact between rollers and base of rigid flat based load shall
be ensured.
3.2.4.2 At loading points, roller pitch may be reduced or special rollers provided to accommodate
shock loads.
3.2.4.3 Flexible loads such as thin cardboard cartons may need -a reduced pitch of rolleror
required wheel conveyors to prevent sagging.
3.2.4.4 Projections below running surfaces (such as binding wire, straps, seam), impair the free
travel of the load and might impose the full load weight on each individual roller.
3.2.4.5 Giving due considerations to requirements specified in 3.2.4.1 to 3.2.4.4 the roller pitch
in millimetres shall be selected from the following recommended pitches, depending on the diameter
of the roller and the dimensions of the load:
37’5, 50, 75, 100, 150, 200
3.2.4.6 The pitch on the centre line of the bend may not be same as that of the adjacent straight
track.
3.2.4.7 Subject to agreement between the user and the supplier the pitches may also be taken
from an arithmetical progression starting from 50 mm with an arithmetical ratio of 25 mm.
3.2.5 Roller lengths
3.2.5.1 Cardboard cartons, rim based containers or flexible based leads shall have rollers wider
than the load.
3.2i5.2 The polygonal effect of loads at bends may sometimes be the controlling factor in deter-
mining the minimum width of roller required (see Appendix A ).
3.2.5.3 The roller lengths shall be selected from the following:
100, 125,160, 200, 250,315,400. 500, 630,800, 1 000 and 1 250 mm.
3.2.5.4 Subject to agreement between the user and the supplier the length of rollers may also be
taken from arithmetical progression starting from 100 mm with an arithmetical ratio of 50 mm. Rigid
flat based loads can be carried on rollers of width less than the load.
3.2.6 Assembly .
3.2.6.1 For straight sections of conveyor, rollers shall be parallel to each other.
3.2.6.2 Means shall be provided to prevent rotation of all roller spindles except where the design
provides for rotating spindles secured in the rollers.
3.2.7 Spindles - Spindle diameters shall conform to Table I. Means shall be provided to prevent
rotation of all roller shafts except where the design provides for rotating shafts secured in the rollers.
3-2.8 Bearings
3.2.8.1 Rollers may be fitted with a variety of end bearings, the most commonly used being non-
precision (uncaged ) ballraces, several types of which include external seats. Other end bearings
incorporate oil impregnated or nylon bushes. End bearings are constructed from : (a) pressed plated,
(b) machined plated retained in pressed plate enclosures, or (c) solid bar machinings. Components are
hardened where necessary and although the majority have a natural finish, anticorrosion protection can
be applied where the duty warrants this.
3.2.8.2 The diameter of roller and spindle is normally related to the safe load capacity although
this can be affected by operational conditions. The selection of the most suitable type of bearing to
fit a particular size of roller enabling it to fulfil a specific function is best left to the manufacturer and
for this purpose detailed knowledge of the application is essential.
3IS : 5895 - I-985
3.2.8.3 Bearing shall be positively located into tubes by-one or more of the following recommend-
ed methods:
a) Synchronized dimpling,
b) Welding, or
c) Peening ( tube closure over bearing ).
3.2.9 Frame
3.2.9.1 Construction --Frames shall be adequately braced to ensure permanent alignment of
rollers and of sufficient strength to ensure that deflection under load does not affect adversely the
distribution of the load over the rollers or the efficient working of the conveyor. Typical arrangements
of frame members are shown in Fig. 3.
Note -Where frame members of greater depth than the minimum specified roller low-mount, that is, not standing
proud of the frame in which case the frame rails act as a guard for packages being conveyed.
INSIDE WIDTH F min.
ROLLER LENGTH L
FLAT FRAME MEMBER
DEPTH OF FRAME
MEMBER G
STYLE V
CHANNEL
/-ANGLE
/-
STYLE W STYLE X STYLE Y STYLE 2
FIG. 3 TYPICAL ARRANGEMENT OF FRAME MEMBERS
3.2.9.2 Couplings - Appropriate connecting couplings shall be provided at the ends of each
separate length of conveyor by means of hooks or point plates. Coupling wholes at each end of the
frame members shall be positioned in the vertical or horizontal flanges angle members.
3.2.9.3 Dimensions - Frames sections are normally manufactured in 2’5 m or 3’0 m lengths
make-up sections of shorter length are also employed where necessary. The height (H) from top of
roller to underside of roller frame varies according to the design of frame.
3.2.10 Curved track
3.2.10.1 For curved tracks, either parallel or taper rollers may be used. The axial centre lines of
the rollers shall be radial from the centre of curvature of the track. Various arrangements of rollers in
bends are indicated in Fig. 1 and the arrangements of rollers in junctions are indicated in Fig. 2.
3.2.10.2 Typical types of curved tracks are illustrated in Fig. 1. They are made in multiples of
30”, 45”. 60” and 90”.
3.2.10.3 The pitch of rollers on curved sections depends upon the duty and application of the
plant and it is recommended that the user shall always consult with the manufacturer on this particular
matter.
4IS- :58 95 - 1985
3.2.10.4 The radius ( r) of the curve is measured to the insideface of the inside frame rail and
varies with width af track and diameter of roller and shall be selected from Table 1.
3.2.10.5 Taper tube rollers are 38 x 57 mm in diameters and corresponding recommended curved
track radius ~(r ) are 800 mm and 1 000 mm.
3.2.10.6 Side guides on the curved track may be provided as agreed to between the purchaser and
the supplier.
4. Dimensions - The recommended dimensions for roller conveyor components are given in Table 2
read with Fig. 3 and 4.
FIG. 4 DIMENSIONS FOR STEEL ROLLER CONVEYORS (STRAIGHT SECTION FRAME)
TABLE 2 RECOMMENDED DIMENSIONS FOR ROLLER CONVEYORS
( Clause 4, and Fig. 3 and 4)
All dimensions in millimetres.
Rating Roller Length of Dimensions of Steel Roller Conveyor Frame
Maximum Frame
Working
and on Outside Le;!;h, Pitch wz:h Inside Depth of Minimum -Height, /f, from
Roller P E Width Roller Top to Base of
kg Diadme1t er L of Frame, FraGme Frame for Styles
m Min
F
V, Wand Y 2
X
10 25’0 500 50/l 00 2’5 L+lo 40 45 - -
16 38’0 630 50/l 00/l 50 2.513’0 L+lo 50 60 - -
20 50.0 800 100/l 50 2.513’0 LSlO 50 70 - -
32 57.0 800 100/l 50 2’513’0 L+15 50 70 70 -
40 57’0 800 100/l 50 2’513’0 L+15 50 90 90 90
80 63.5 800 100/l 50/200 2’5/3’0 L+20 75 90 90 90
100 76’0 1 000 150/200/250 2’5/3’0 L+20 100 115 115 118
160 76.0 1~000 2001250 2’5/3’0 L+20 100 115 115 115
5IS : 5895 4985
4.1 The maximum load per roller shall not exceed that given in Table 1 for each type of conveyor and
hit is based on a smoothly rolling load evenly distributed over more and not less than two-thirds of each
roller length.
5. Workmanship
5.1 Appearance -- Each part of the conveyor shall be well finished and be free from defects harmful
in use such as flaws, cracks, fissures and others.
5.2 Flatness of Rollers - The flatness of roller shall be determined by placing a straight edge over
three rollers at random position and measuring the mutual clearance on the upper faces and the
measured value shall be 1’5 mm or less as shown in Fig. 5.
STRAIGHTEDGE
7
/C LEARANCE
FIG. 5 FLATNESS OF ROLLERS
5.3 Bend of Frame
5.3.1 Straight track type~conveyor - The bend of frame of straight track type conveyor at no load
condition be 4 mm or less in vertical direction ( 6, ) and 3 mm or less in horizontal direction ( 6,) as
shown in Fig. 6.
Ls,
VERTtCAL DiRECTtON
HORIZONTAL DIRECTION
FIG. 6 BENP-OF FRAME FOR STRAIGMT TRACK TYPE CONVEYOR
5.3.2 Curved track type conveyors - The bend of frame of curved track type conveyor at no load
condition shall be 3’2 mm or less in vertical direction (8) as shown in Fig. 7.
6. Technical Requirements
6.1 Strength of Single Roller - The roller shall not cause abnormalities of each part when rotated
under the equally distributed static load-of 1 500 N per roller.
6.2 Strength of Frame
6.2.1 Straight track type conveyor - The strength of frame of the straight track type shall be such
that the maximum flexure ( 6 ) is 7 mm or less when a static load ( W ) of 1 500 N is loaded on two
rollers (see Fig. 8 1. After removing this load the frame shall be free from abnormalities of strain.
6IS : 5895 - 1985
FIG. 7 BEND OF FRAME FOR CURVED TRACK TYPE CONVEYOR
All dimensions in millimetres.
FIG. 8 STRENGTH OF FRAME FOR STRAIGHT TRACK TYPE CONVEYOR
6.2.2. Curved track type conveyor - The frame of the curved track type conveyor shall provide
sufficient strength.
6.3 Performance
6.3.1 A single roller shall be capable to be easily~rotated with the tip of finger.
6.3.2 Gliding time for straight track type conveyor - The time required until the front end of a
gliding test piece comes to YY’ line shall be within 7 seconds, when a straight track type~conveyor is
placed at an angle of 3 degree from horizontal plane and a gliding test piece as specified in 6.3.4 is
placed with its back end on XX’ line and it is let glide naturally by its self weight neatly in parallel
with the frame (see Fig. 9 ).
6.3.3 Gliding time for curved track type conveyor - The time required until the front end of a
gliding test piece comes to O’Y line shall be within 7 seconds for the curved line conveyor 0 = 90”
and be within 5 seconds for that f3 = 45”, when the curved track type conveyors are connected and
~placed at an angle of 3 degree from horizontal plane and a gliding test piece as specified in 6.3.4 in
place with its centre OX line of the curved track type conveyor 6 and it is let glide naturally by its
self weight along the conveyor ( see Fig. 10 ).
6.3.4 Gliding test piece - The gliding test piece shall be a flat and smooth square steel plate, its
base dimension 500 x 500 mm and 30 f 3 kg in mass and the condition of its bottom surface shall
be as black skin state and the corner parts shall be rounded to radius of 0’5 mm or less.
7. Designation - A steel roller conveyor of 10 kg rating and conforming to this standard shall be
designated as:
Roller Conveyor, 10, 5895
71s :5 895 - 1985
PLANE
FIG. 9 GLIDING TIME FOR STRAIGHT TRACK TYPE CONVEYOR
\ ’ *
\
/CURVED TYPE V
CONVEYOR A o ,,/&&G TEST
/HORIZONTAL PLANE c ’
3O ‘b”
FIG. 10 GLIDING TIME FOR CURVED TRACK TYPE CONVEYOR
S. Marking - Roller conveyors shall be marked with manufacturerS identification mark, nominal size
and any other information required by the purchaser, on a name plate provided on the conveyor at a
suitable place.
9,, l,nfo&ation to be Supplied with Enquiry or Order - At the time of enquiry or order, the
purchaser shall provide the following information to enable the manufacturer to supply the most
suitable equipment for the required duty:
a) Maximum and minimum sizes of loads* in millimetres;
b) Maximum and minimum mass of loads in kg;
c) Particulars of running surface of not flat or rigid;
d) Any special operational conditions;
e) Whether fixed or adjustable stands are required;
f) Maximum accumulating load per 2’5 m or 3‘0 m length in kg;
g) Conditions of loading, that is, single load travel or batching; and
h) If possible, a sketch of the proposed layout, with such details as available clearance heights.
*First dimensions given to be that of the leading edge normal to the direction of travel.
8__
IS : 5895 - 1985
10. Information to be Supplied by the Manufacturer - Following information shall be supplied
by the manufacturer at the time of supply of equipment:
a) Maximum and minimum sizes of loads* in millimetres.
b) Maximum and minimum weights of loads in kilograms.
c) Maximum accumulating load capability per 2’5 m length, or 3’0 m length in kilograms.
d) Rollers:
i) Length in millimetres,
ii) Diameter in millimetres,
I iii) Thickness of tube in millimetres,
iv) Pitch in millimetres,
v) Spindle size in millimetres,
vi) Type of bearing ( including sealing arrangement, if applicable ), and
vii) Method of retaining spindle in frame.
e) Track:
i) Type and arrangement of frame members,
ii) Length in metres,
iii) Overall width in millimetres, and
iv) Height from bottom of track to top of roller in millimetres.
f) Connections: type of coupling between track sections.
g) Stands:
i) Type.
ii) Fixed (with fixing details ) or free standing, and
iii) Pitch in metres.
h) Guard rails:
i) Type, and
ii) Overall height from top of rollers in millimetres.
APPENDIX A
( Clause 3.2.5.2 1
CLEARANCE AT BENDS
A-l. Minimum clearance between frame or guard at bends should be determined by the following
formulae (see Fig. 11 ):
7CLEARANCE 50mm min.
INNER AND OUTER
GUARD RAIL K
FIG. 11
*First dimensions given to be that of the leading edge normal to the direction of travel.
9IS : 5895 - 1985
EX’PLANATORY NOTE
This standard deals with unpowered roller conveyors for moving work. They consist of cylindri-
cal or tapered rollers mounted in a fabricated frame. The rollers are free to revolve in the frame.
These conveyors are not suitable for moving fragile work. The main purpose of this type of conveyor
is to reduce the manual effort associated with the movement of heavy work pieces. In gravity roller
conveyors, in which case the conveyor is at an inclination work pieces are moved along the conveyors
by gravity. The work pieces less than 5 kg in weight require a gradient of 3 or more, while 2” is usually
sufficient for work pieces exceeding 5 kg in weight.
This standard was first published in 1970’and is revised to take into account the technological
advances made in the field.
In the preparation of this standard considerable assistance has been derived from BS : 2567-1972
‘Specification for steel non-powered roller conveyors,’ issued by British Standards Institute and JIS’
B : 8804-1976 ‘Specification for steei roller cqnveyors’, issued by Japan Industrial Standards
Committee. ‘L
Printed at Printrade. New Delhi, India
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2720_26.pdf
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IS : 2720 ( Part 26 j - 1987
Indian Standard
METHOD OF TEST FOR SOILS
PART 26 DETERMINATION OF pH VALUE
Second Revision )
(
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
DR R. K. BHANDARI Cen~trLrl33iding Research Institute ( CSIR ),
Members
SHRI SURENDRA KUBXAR (Alternate to
Shri R. K. Bhandari )
ADDITIONAL DIRECTOR ( GE ) Ministry of Railways
JOINT DIRECTOR ( GE ) ( Alternate )
Da ALAM SINQH University of Jodhpur, Jodhpur
DR M. L. OHRI (Alternate )
SHRI B. ANJIAH Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
CHIEF ENQINEER ( IPRI ) Irrigation Department, Govtrnment of Punjab,
Chandigarh
DIRECTOR ( DAM ) ( Alternate )
Dn T. N. CHOJER Public Wo. ks Department, Government of Uttar
Pradesh, Lucknow
DEPUTY DIRECTOR ( R ) ( Alternate )
SHRI A. VEnaHEsE CHUMMAR F. S. Engineers Private Limited, Madras
SHRI C. V. JAYARAMAN ( Alternate )
SHRI C. S. DABKE Howe ( India) Private Limited, Kew Delhi
SBRI G. V. MURTHY ( Alterna!e )
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Court, 12,I
Hungerford Street, Cnlcutta )
DIRECTOR Central Soil and Materials Research Station, New
Delhi
JOINT DIRECTOR ( Alternate )
DIRECTOR ( IRI ) Irrigation Department, Governmrnt of Uttar
Pradesh, Roorkee
SHRI G. P. S. BHATI ( Alternate)
( Continued on page 2 )
0 Cofiyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Co&ri,uht AC/ i XIV of 1057) and
reproduction in whole or in part by any means except wit11 written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 2720 ( Part 26 ) - 1987
( Continuedfrom page 1 )
Members Representing
SHRJ A. H. DIVANJI Asia Foundations and Construction ( Private )
Limited. Bombav
SITRI A. N. JANQLE ( Alternate )
SERI N. V. DE-SOUSA Cemindia Company Limited, Bombay
DR GOPAL RANJAN* University of Roorkee, Roorkee
DR K. B. A~QARWAL ( Alternate )
SHRI M. IYENoAR Engineers India Limited, New Delhi
SHRI E. C. G. REDDY ( Altcrnale )
SHBE ASHOK K. JAIN G. S. Jain and Associates, New Delhi
SHRI VIJAY K. JAIN ( Alternate )
SHRI A. V. S. R. MURTY Indian Geotechnical Society, New Delhi
SHRI T. K. NATARAJAN Central Road Research Institute ( CSIR ), New
Delhi
DR P. J. RAO ( Alternate )
SHRT RANJIT SIN~H Ministrv of Defence I R&D j
SHRI V. B. CHORPAD* ( Alternate ) ’
DR G. V. RAO Indian Institute of Technology, New Delhi
DR K. K. GUPTA ( Alternate )
RESEARCH OEFICER ( B 6~ RRL ) Public Works Department, Government of
Punjnb, Chandigarh
SECRETARY Central Board of Irrigation and Power, New
Delhi
DIRECTOR (C) ( Alternate )
SHRI R. K. SAEEEA Ministry of Shipping and Transport ( Roads
Wing )
SHRI R. S. MAHALAHA ( Alternate )
SERI K. S. SRINIVASAN National Buildings Organization, New Delhi
Snnr SUNIL BERRY ( Alternate )
DE N. SOM Jadavpur University, Calcutta
SHRI C. B. LAESHMNA RAO Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
SRRI M. SUBRAMANYA~ ( Alternate )
COL R. R. S~DHINDRA Ministry of Defence ( Engineer-in-Chief’s
Branch )
SHRI S. S. JOSHI ( Alternate )
SUPERINTENDINQ E N Q I N E E R Public Works Department, Government of Tamil
(P&D) Nadu, Madras
EXECUTIVE ENQINEER ( SMRD )
( Alternate )
SHRI H. C. VERMA All India Instrument Manufacturers’ and Dealers’
Association, Bombay
SHRI H. K. GIJHA ( Alternate )
SHRI G. RAMAN, Director General, BIS ( E%-oficio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Joint Director ( Civ Engg ), BIS
*He also representsI nstitution of Engineers ( India ).
( Continued on page 10 )
2IS : 2720 ( Part 26 ) - 1987
Indian Standard
METHOD OF TEST FOR SOILS
PART 26 DETERMINATION OF pH VALUE
(Second Revision
)
0. FOREWORD
0.1 This Indian Standard ( Part 26 ) ( Second Revision ) was adopted by
the Bureau of Indian Standards on 30 *June 1987, 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 producers for the determination
of different characteristics of soils and also for facilitating a comparative
study of the results, the Bureau of Indian Standards has brought out
Indian Standard methods of test for soils ( IS : 2720 ) which have been
published in parts. This part covers the method for determination ofpH
value.
0.3 The acidic or alkaline characteristics of a soil sample can be quanti-
tatively expressed by means of the hydrogen ion-activity commonly
designated aipH, which is conveniently expressed by the following:
1
#H = - log], ( H+ > = log 10 H+
wherein, H+ is the hydrogen ion-concentration in moles/litre.
In pure water, at 25’C, H+ = 1 *OO x 10 --7 and thus PH - 7.00.
This value corresponds to exact neutrality. At this temperature, acidic
solutions have pH values less than 7 ( H+ 10-r ) and alkaline solutions have
PH values greater than 7 ( H+ 10-r ).
0.4 Two methods, namely, electrometric method ( standard method ) and
calorimetric method are commonly used to determine $H values of soil-
water solutions. The pH is measured electrometrically by means of an
electrode assembly consisting of one glass electrode and one calomel
reference electrode with a saturated potassium chloride solution. Potassium
chloride is used for the salt bridge because of the fact that the transference
of the K+ and Cl- ions takes place at the rate in true solution. The PH
3_._-.
e
IS : 2720 ( Part 26 ) - 1987
determination by this method is based on the assumption that the potential
recorded is totally due to the potential difference across the glass
membrane brought about the difference in H+ ion activity, between
solutions inside and outside the glass electrode. The outside solution is
hydrochloric acid.
0.5 The calorimetric method can be considered as approximate but rapid.
A calorimetric pH indicator is an organic dye, the colour of which is
controlled by the hydrogen ion activity in solution. This method is useful
for determination of soil pH, both in the laboratory as well as in the field.
0.6 Several factors are known to affect the pH value of a particular soil
sample. Prominent amongst these are soil-water ratio, soluble salts con-
centration, carbon dioxide pressure, exchangeable cations and tempera-
ture. With the dilution of soil suspension, its pH increases. Increase in salt
concentration in general, decreases the PH. A definite relationship exists
between carbon dioxide pressure of soil air and @H, for example, thepH of
calcareous soils is reduced in proportion to the logarithm ofcarbon dioxide
pressure of soil air. In alkaline soils, the pH is principally influenced by
exchangeable cations. With increase in temperature, pH decreases. The
evaluation factors associated with soil pH shall thus be based on the full
consideration of the soil constituents and not on pH value alone.
0.7 The hydrogen-ion concentration of soil water solution is of interest
in problems involving grouting in weak rocks, soil stabilisation processes
using lime and resinuous materials, corrosion of metals in contact with
soils and reclamation of marine soils. The pH value also helps in interpret-
ing some of the soil chemical tests.
0.8 This standard was first published in 1967 and revised in 1973. In this
revision, procedures have been elaborated and pro forma for presentation
of result have been added. The references in respect of equipments have
been updated.
0.9 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1 This standard ( Part 26 ) lays down the procedure for the determina-
tion ofpH value of soil suspension.
*Rules for rounding off numerical values ( revised ).
4IS : 2720 ( Part 26 ) - 1987
2. ELECTROMETRIC METHOD (STANDARD METHOD )
2.1 Apparatus
2.1.1 PH Meter - Direct reading type conforming to IS : 2711-1979*,
with glass electrode and a calomal reference electrode or any other suitable
electrode.
2.1.2 Balance ( Ana&Ycal ) - sensitive to 0.001 g.
2.1.3 Three loo-ml Glass Beakers - with covering glasses and stirring
rods.
2.1.4 Two 500.ml Volumetric Flask.
2.1.5 Wash Bottle - containing distilled water.
2.1.6 Mortar with Rubber Covered Pestle.
NOTE - The glass apparatus used should be such that it is not affected by
alkali.
2.2 Buffer Solutions - The buffer solutions given in 2.2.1 and 2.2.2
shall be used for the test. Unless specified otherwise, pure chemicals ( see
Note ) shall be used in tests.
NOTE - ‘Pure chemicals’ shall mean chemicals that do not contain impurities
which affect the result of analysis.
2.2.1 Bufir Sulution pH 4.0 ( at 25°C ) - Dissolve 5.106 g of potassium
hydrogen phthalate in distilled water and dilute to 500 ml with distilled
water.
2.2.2 B@r Solution pH 9.2 ( at 25°C ) - Dissolve 9.54 g of sodium
tetraborate ( borax ) in distilled water and dilute to 500 ml.
NOTE 1 - Special care should be taken for preparation of buffer, particularly
for alkaline buffer, when the distilled water used should be free from carbon dioxide.
NOTE 2 - The date of preparation of the buffer solutions should be indicated
on the bottles. The buffer solutions shall be stored in well stoppered bottles. These
solutions are susceptible to mould growth and hence may deteriorate in storage,
Hence it is advisable either to use freshly prepared solution or to add toluene or a
crystal of thymol to the solution prior to storing.
2.3 Soil Specimen - The soil sample received from the field shall be
prepared in accordance with IS : 2720 ( Part 1 )-19831_. All aggregations
of particles shall be broken down so that, if the samples were sieved on a
425-micron IS Sieve, discrete particles would be retained. The sample,
after having been broken up, shall be thoroughly mixed and then sub-
divided either by quartering or by riffling until a representative sub-sample
is obtained.
*Specification for direct reading pH meters ( third retision ).
tMethods of test for soils: Part I Preparation of dry soil sample for various tests
( second revision ) .
5IS : 2720 ( Part 26 ) - 1987
2.4 Procedure - 30 g of the soil from the sample, prepared as in 2.3,
shall he taken in a lOU-ml beaker. 75 ml of distilled water ( see Note )
shall be added to it. The suspension shall be stirred for a few seconds. The
beaker shall then be covered with a cover glass and allowed to stand for
one hour, with occasional stirring. It shall be again stirred well immedi-
ately before testing.
NOTE - The distilled water used should be aerated by bubbling air through it
for some time.
2.4.1 The PH meter shall he calibrated by means of the standard buffer
solutions following the procedure recommended by the manufacturer. The
electrodes shall he washed with distilled water dried with the help of an
ordinary filter paper and then immersed in the soil suspension. Two or
three readings of the PH of the soil suspension shall be made with brief
stirring in between each reading. The reading should agree within
f O-05 PH units ( the $H readings of the soil suspension should reach a
constant value in about one minute. No readings should be taken until
the @H meter has reached equilibrium ). The electrodes shall be removed
from the suspension immediately and washed with distilled water. The
calibration of the pH meter shall be again checked with one of the stan-
dard buffer solutions. If the instrument is out of adjustment by more than
0.05 #H units, it shall be set to the correct adjustment till consistent read-
ings are obtained ( when not in use, the electrodes shall be left standing
in a beaker of distilled water ).
2.5 Record of Observations
2.5.1 The data sheet to record the observations of electrometric method
is given in Appendix A.
2.6 Calculations
2.6.1 No calculations are needed as the PH meter directly provides bH
values.
2.7 Presentation of Results
2.7.1 The pH value of the soil suspension shall be reported to the
nearest 0.1 pH units as indicated on data sheet. It should be mentioned
that the above test was carried out by the electrometric method.
3. COLORIMETRIC METHODS ( SUBSIDIARY METHODS )
3.1 Universal Indicator Method
3.1.0 This method gives a rough idea ( to an accuracy of about 0.5 )
about the PH value of the soil and should he used where exact PH is not
required.
6IS : 2720 ( Part 26 ) - 1987
3.1.1 Preparation of Universal Indicator Dissolve in 100 ml of alcohol
the following ( in given order ):
a) O-06 g of methyl yellow,
b) O-04 g of methyl red,
c) O-08 g of bromothymol blue,
d) O-10 g of thymol blue, and
e) O-02 g of phenolphthalein.
Titrate the solution to yellow colour with 0.1 N sodium hydroxide
solution. The indicator gives the colour value as given below:
PH 1 Cherry red @H 6 Yellow
PH 2 Rose flH 7 Yellow green
~IH 3 Red orange pH 8 Green
@H 4 Orange red $H 9 Blue green
pH 5 Orange pH 10 Blue
3.1.2 Procedure - 20 g of soil from the representative soil sample should
be taken in a loo-ml beaker. To it 50 ml of distilled water ( see Note
under 2.4 ) should be added, stirred for 10 min continuously and allowed
to stand for an hour ( see Note ), 20 ml of the clear solution should be
then pipetted out and to it 2 or 3 drops of universal indicator should be
added into a clean test tube solution gently shaken. The colour of the
solution should then be compared with standard charts from which pH
should be directly read. While comparing the colour of the solution with
that of the chart care should be taken to avoid the effect of reflection and
shadow.
NOTE - In order to accelerate the settlement of soil particle so that a clear
solution is obtained for the pH test! barium sulphate should be added. The ratio of
weight of barium sulphate and so11 should be l/3, 1 and 3 for sand, silt and clay
respectively.
3.2 Indicator Paper Method
3.2.1 Indicator Papers - Supplied in booklets or as rolled tape carrying
the colour chart and of range as follows:
Bromocresol green : Phenolphthalein
Bromothymol blue : Thymol blue
Chlorophenol red : Thymolphthalein
Methyl orange : Titan yellow ( Clayton yellow )
Methyl red
71s : 2720 ( Part 26 ) - 1984
3.2.2 Procedure - 20 g of soil from the representative soil sample should
be taken in a lOO-ml beaker. To it 50 ml of distilled water ( see Note
under 2.4 ) should be added, stirrrd for 10 min continuously and allowed
to stand for an hour ( see Note under 3.1.2 ). 20 ml of the clear solution
should be then pipetted out into a clean test tube. The leaf of the indica-
tor paper or a strip should be dipped into this solution. The colour of the
moistened indicator paper should be compared with those provided with
the indicator paper. The pH of the solution should be designated as the
number written on a particular colour shade with which the colour of the
moistened indicator paper matches closely.
3.3 Record of Observations
3.3.1 The data sheet to record the observations of calorimetric methods
is given in Appendix B and Appendix C.
3.4 Calculations - Interpretations.
3 4.1 The comparison of the colour of the solution prepared with the
standard chart provides the pH value.
3.5 Presentation of Results
3.5.1 The results of pH shall be reported in terms of number as indicated
in Appendix B and Appendix C
APPENDIX A
( Clause 2.5.1 )
DETERMINATION OF PH
Electrometric Method (Standard Method)
Prqject Test No. _ ____ .._...______
Sample No. _ Date
Soil Identification --~ Tested by
Temperature Sample Passing
Sieve No. -
PH meter reading, pH scale
Remark:
8IS : 2720 ( Part 26 ) - 1987
APPENDIX B
( Clause 3.3.1 )
SOIL MECHANICS LABORATORY
DETERMINATIONOFfiH
Calorimetric Method ( Universal Indicator )
Project Test No.
Sample No. Date
Soil Identification Tested by
Temperature Sample Passing
Sieve No.
Colour value
Remark:
APPENDIX C
( Clause3 .3.1 )
SOIL MECHANICS LABORATORY
DETERMINATION OF pH
Calorimetric Method ( Indicator Paper )
Project Test No.
Sample No.___ Date
Soil Identification Tested by
Temperature Sasyq& f?ng
.
Matching range, #H
Remark:
9IS t 2720 ( Part 26 ) - 1987
( Continued from page 2 )
Soil Testing Procedures Subcommittee, RDC 23 : 3
Convener Representing
DR ALAM SXNQH University of Jodhpur, Jodhpur
Members
SHRI M. L. OHRI ( Alternate to
Dr Alam Singh )
AS;;ITANT RESEARCH OFFICER, Irrigation Department, Government of Uttar
Pradesh, Lucknow
ASSISTANT RESEARCH 0 F F I c in Irrigation Department, Government of Punjab,
( IPRI ) Chandigarh
SARI A. R. CHATURVEDI Ministry of Defence ( Engineer-in-Chief’s
Branch )
SHRI P. VERDARAJAN (Alternate )
DEPUTY DII~ECTOR ( GE-III ) Ministry of Railways
ARE (GE ) ( Alternate )
DIRECTOR ( CS & MRS ) Central Soil and Materials Research Station,
New Delhi
DEPUTY DIRECTOR (CS 8s MRS )
( Alternate )
DR SHASRI K. GULHATI Indian Institute of Technology, New Delhi
SHRI M. D. NAIR Associated Instruments Manufacturers’ ( India )
Private Limited, New Delhi
PROF T. S. NA~ARAJ ( Alternate)
DR GOPAL RANJAN University of Roorkee, Roorkee
DR S. C. HANDA ( Alternate )
SHRI P. JAQANATHA RAO Central Road Research Institute ( CSIR ), New
Delhi
SHBI U. N. SINHA Centr~rr~t~lding Research Institute ( CSlR ),
DR N. SOM Jadavpur University, Calcutta
DR S. C..DAS ( Alternafe )
10
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IS 13144 : 1991
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0
Indian Standard
RECOMMENDATIONS FOR PROVISION OF
FACILITIES OUTSIDE THE DAMS
UDC 627’82 : 711’8
0 BIS 1991
BUREAU c)F INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Augusf 1991 Price Group 1Dams ( Overflow and Non-overflow ) Sectional Committee, RVD 9
FOREWORD
This lndian Standard was adopted by the Bureau of Indian Standards after the draft finalized by
Dams ( Overflow and Non-overflow ) Sectional Committee had been approved by River Valley
Division Council.
When a dam is constructed, the area around it is required to be developed by providing certain
amenities and facilities. The required facilities depend upon the importance and size of dam and
potential of the lake formed,~being used as a tourist place. The facilities like lighting, water
supply and sanitary arrangements, tourist spot, gardens, transport system, medical facilities and
safety agent outside army attack are covered in this standard.
Provisions regarding lighting and facilities inside dams have been covered in IS 9297 : 1979
‘Recommendations for lighting, ventilation and other facilities inside dams’. Provisions regarding
drainage system for dams have been covered in IS 9429 : 1980 ‘Code of practice for drainage
system for earth and rockfill dams’ and IS 10135 : 1985 ‘Code of practice for drainage system for
gravity dams, their foundations and abutments ( first revision ).
Provision of check-posts and watchmen’s cabins, kiosks etc, on roads leading to dam approaches,
adit entrances and other vulnerable points be also made in addition to the above facilities.IS 13144 : 1991
Indian Standard
RECOMMENDATIONS FOR PROVISION OF
FACILITIES OUTSIDE THE DAMS
1 SCOPE Suitable control valves, if required outside the
dam, should be properly installed for safe and
This standard covers the recommendations for convenient operation of the system.
provision of facilities outside the major and
medium dams. 3.2 Raw Water Supply
2 LIGHTING Suitable pumps with stand-by capacity according
to actual requirements should be installed for
2.1 Sufficient and proper lighting is a necessity supply and distribution of raw water for fire
outside the dam. Lighting installations should fighting, gardens, sanitary blocks etc. Raw
provide satisfactory illumination, for proper water supply should also be provided near the
vigilance, and monitoring of the dam and entrance of the grouting and drainage galleries
appurtenant works. so that necessary maintenance operation can be
carried out. Arrangements should also cover
2.2 Lighting System other areas in the abutments where drainage
holes or grouting and other protection works
2.2.1 The lighting system on approach and
are needed. The pipe line should provide for
service roads, top of dam and surrounding areas
required valves and suitable hose connections
should generally consist of flourescent light
spaced at required interval based on overall
tubes or high pressure mercury vapour lamps.
planning.
In areas where dense fog is expected, sodium
vapour lamps should be provided in operation
3.3 Drinking Water Supply
areas. The spillway, irrigation sluice, power
outlets, downstream face of dams, abutments etc.
To cater for the requirements of drinking water,
should be flood lit by properly located flood
suitable raw water tanks, treatment plant and
lighting units. The spacing of poles for tube-
pure water sumps or elevated services reservoir,
lights may be about 30 m c/c.
with valves and distribution system should be
provided. Drinking water facilities should be
2.2.2 Special lighting arrangements for earth
made around the dam complex at suitable
dam for vigilance at night, after gorge filling
locations including the approach road.
would be necessary.
3.4 Sanitary Arrangements
2.2.3 All wiring joints should be made in the
junction boxes provided for the purpose through
Toilet facilities including wash basins and
procelain connectors. Precaution to prevent
urinals should be provided at suitable locations
entry of rain water, flood water, leakage water,
to serve project staff and tourists. At least one
etc, in the electrical installation should be taken.
toilet on each bank is recommended. Sewage
Additional plug points of adequate capacity may
and waste water should be disposed through
be provided at suitable locations. The design
drainage system and septic tanks.
and layout of generator, transformer, electrical
circuits, conduits and cables, switches, etc, 4 TOURIST SPOT
should be properly coordinated with the layout
and design of the main components of the dam. 4.1 Irrigation projects have aroused public
interest resulting in increasing seasonal visitors
2.2.4 Since, in the projects areas, heavy mist
both during and after construction. Large lakes
is likely Taoh amper visibility, a series of sodium
created by the project are points of interest and
vapour lamps may also be installed at vulner-
potential tourist areas, Various facilities as
able points. This will additionally add to the
under may be considered and provided where
beauty of the area when such locations become
required for tourists and visitors to the project:
popular tourist spots.
a) Tourist bunglows and dormitories
3 WATER SUPPLY AND SANITARY b) Parking areas
ARRANGEMENTS
c) View points
3.1 Water supply is required for drinking d) Information centre
purposes, sanitary blocks, fire fighting, gardens e) Telephone
etc. In some projects provision of water supply
f) Model room
to nearby-town is also made. The location and
g) Fishing, Boating, Water Sports such as
diameter of water supply pipe should be selected
to meet individual requirement of the project. skiing
1IS 13144 : 1991
h) Gardens 6 TRANSPORT
j) Canteen
A public transport system for the visitors should
k) Bus Stop, Post Office, Dispensary, Police be provided from the nearest township. Trans-
Station, etc. ~ port facilities be provided to students going
m) Toilets - at least one on each bank to schools or colleges from township to nearby
n) Notice Board and Sign Boards. town.
4.2 The extent and type of facilities to be 7 MEDICAL FACILITIES
provided for tourists will depend on potential
of the project for development as a tourist Necessary health care facilities should also be
centre. provided which should also include the provision
of ambulance van and other requisite equipment
4.3 The areas under submergence may have
to meet any contingencies.
uneven topography, rocks, trees and area
vulnerable for land sides, etc, which may en-
danger the lives of tourist when boating and 8 PROVISION OF LIGHTNING
fishing. These areas should be properly demar- CONDUCTORS
cated and unauthorized persons should not be
Lightning conductors should be provided at
allowed in these areas. Life boats and other
suitable locations on concrete and masonry
life saving arrangements may be made in the
structures.
vicinity.
5 GARDEN d SAFETY AGAINST OUTSIDE ARMY
ATTACK
Well planned gardens, orchards, tree plantation
and landscaping on downstream side of the dam From strategic point of view dam proper, other
is an essential feature of irrigation projects. structures, buildings nearby dam, light poles,
Suitable fountains, water courses, ete, will add etc, should be provided with camouflage colours
to attractiveness of the garden. as these being protected structures.Standard Mark
The use of the Standard Mark is governed by the provisions of the Bureau ofI ndian
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 BLS 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.Bnreao ef Indian Standards
BIS is a statutory institution established under the Bureau of htdian Standards Act, 1986 to remote
harmonious development of the activities of standardization, marking and quality certific t tion 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, sudh as symbols and sizes, type OF
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 9 ( 4289)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Telephones : 331 01 31, 331 13 75 Telegrams : Manaksanstha
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Printed at Swatantra Bharat Press, Delhi. India
|
9799.pdf
|
IS : 9799 - 1981
Indian Standard
SPECIFICATION FOR
PRESSURE METER FOR DETERMINATION
OF AIR CONTENT OF FRESHLY
MIXED CONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chairman Repmmting
DR H. C. VIEVESVARAYA Cement Research Institute of India, New Delhi
h4mb.m
ADDITIONAL DIRECTOR, Research, Designs & Standards Organization
ST;;;~D; ‘,B & S ) ( Ministry of Railways ), Lucknow
DIRECTOR,
STANDARDS ( B & S ) ( Altcraafs )
SARI K. P. BANERJEE Larsen & Toubro Ltd, Bombay
SHRI HARISE N. MALANI ( Altcmatc )
SHRI S. K. BANERJEE National Test House, Calcutta
SERI R. N. BANSAL Bcas Designs Organization, Nangal Township
SHRI T. Cl. GARG ( Altcrnats )
CEIEF ENQINEER ( DESI~NE \ Central Public Works Department, New Delhi
E x E o u T I v E BN~~NEER
( DESIQNS ) III ( Altrrnats )
CHIEB EN~‘INEER ( PROJECTS ) Irrigation Department, Government of Punjab
DIREOTOR, IPRI ( Altcrnats )
DIRECTOR ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR
( CSMRS ) (’ Altrmate )
DR R. K. GHOSE Cent;e\hpd Research Institute ( CSIR ), New
SHRIY. R. PHULL (Altrrnats I)
SHRI M. DINAEARAN ( Alternate II )
DR R. K. GEOSE Indian Roads Congress, New Delhi
&RI B. R. G~VIND Engineer-in-Chief’s Branch, Army Headquarters
SERI P. C. JAIN ( Alkrnatc )
SRRI A. K. GUPTA Hyderabad Asbestos Cement Products Ltd.
Hyderabad
DR R. R. HATTIANQADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JAQUS ( Altemats )
( Confinuud on pagr 2 )
@ Copyright 1981
INDIAN STANDARDS INSTITUTION
This publication is protected under the lndion 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 s 9799 - 1981
( Contimud from pog6 I )
M6mbrrs R6pr’s6ntin#
Da IQBAL ALI Engineering Research Laboratories, Hydcrabad
S~BI S. R. KULKARNI M. N. Dasrur & Co Pvt Ltd, Calcutta
SHRI S. K. LAHA The Institution of Engineers ( India), Calcutta
SHRI B.T. UNWALLA ( Alturnotr)
DR MOBANRAI Central Building Research Institute ( CSIR ),
Roorkee
DB S. S. REESI ( Altsmate )
SHBI K. K. NAMBIAR In personal capacity (* Ramanalaya ’ 12 First
&6scmt Park &ad Gasdhinagar, Adyar, Madras )
Sass H. S. PA~RIOHA Hindustan Prefab Ltd, New Delhi
GIBI c. s. MISIIBA ( Alfrfnalr)
Ds M. RA~AIAH Stru~;~engineering Research Ccntre ( CSIR),
DR N. S. BEAL ( Altrrnutr )
SH~I G. RAMDAS Directorate General of Sup. p-l ies and Disposals, New
Delhi
Da A. V. R. RAO National Buildings Organization, New Delhi
SHRI J. SEN GUPTA ( Altrrnatr )
SERI R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SFIRI S. ROY ( Altrrnatr )
SHRI T. N. S. Rao Gammon India Ltd, Bombay
SHRI S. R. PINEEIRO ( A&mat6 )
SHRI ARJUN RIJESINQHANI Cement Corporation of India Ltd, New Delhi
SARI K. VITHAL RAO ( Altarnat )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SEORBTARY (I) ( Altrmat6 )
SHRI N. SIVAQURU Roads Wing, Ministry of Shipping and Transport
SHHI R. L. KAP~O~ ( &9mat6 )
SHRIK. 4. SUBRAMANIAM The India Cements Ltd, Madras
SERI P. S. RAMACHANDRAN( Alternqrr )
SUPERINTENDING E N o I N E E R PubI; :‘orks Department, Government of Tamil
( DESIGNS ) a
E x E c u T I v E ENGINEER
( SM&R DIVISION ) ( Attsmafa )
SHRI L. SWaROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A V. RAMANA ( Alt6rnats )
SHRI B. T UNWALLA The Concrete Association of India, Bombay
~HRI Y. K. MEETA ( Ahzmata )
SERI G. RAMAN, Director General, IS1 ( Ex-ojkio Mcmbcr )
Director ( Civ Engg )
Sacretary
SHRI M. N NEICLAKANDHAN
Assistant Director ( Civ Engg I, ISI
( Continnud en page 8 )IS:9799-1981
Indian Standard
SPECIFICATION FOR
PRESSURE METER FOR DETERMINATION
OF AIR CONTENT OF FRESHLY
MIXED CONCRETE
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 29 April 1981, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering
Division Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing cement and concrete. It has been
recognized that reproducible and repeatable test results can be obtained
only with standard testing equipment capable of giving the desired level
of accuracy. The Sectional Committee has, therefore, decided to bring
out a series of specifications covering the requirements of equipment
used for testing cement and concrete, to encourage their development
and manufacture in the country.
0.3 This standard has been prepared to cover the requirements of
pressure meter used for the determination of air content of freshly mixed
concrete. The method of determining air content using pressure meter
has been covered in IS : 1199-1959’.
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 ofthis
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shall be rounded cjff in accord-
ance 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.
*Methods of sampling and analysis of concrete.
tRulcs for rounding off numerical values ( rcuiscd ).
3IS:9799- 1981
1. SCOPE
1.1 This standard covers the requirements of the pressure meter used for
the determination of air content of freshly mixed concrete.
2. PARTS AND ACCESSORIES
2.1 The meter shall consist of a measuring howl with a conical cover
assembly and other accessories ( see 2.2 to 2.7 ).
NOTE - Fig. 1 gives the details of a typical pressure meter of 0.005 ma capacity.
2.2 Measuring Bowl - It shall be a flanged cylindrical bowl of steel
or cast iron 01 brass or any other hard metal not readily attacked by
cement. The outer rim and upper surface of the flange and also its
interior surfaces shall be machine-finished. The nominal capacity of the
bowl in relation to the maximum size of aggregate in the concrete shall
be as given below:
Maximum Nominal Size Nominal Capacity of
of Aggregate Mtasuring Bowl
mm ma
38 o-005
2.3 Conical Cover Assembly - The cover shall be flanged, preferably
made (,f steel or cast iron or brass or other hard metal and on-corrodible
and shall ‘have interior surfaces inclined not less than 30” from the
surface of the flange. The outer rim and lower surface of the flange and
the sloping interior shall be such that the cover and the measuring bowl
can be fitted together into a pressure tight assembly and the assembly is
rigid.
2.3.1 The cover shall be fitted with a stand pipe, which may be a
graduated precision bore glass tube or may be of metal of uniform bore
with a glass water gauge fixed thereto. The graduations for a suitable
range in air contc nt shall be in percent and of divisions not less
than 2 mm wide, and to an accuracy of 0.1 percent, as determined by
the proper air pressure calibration test. The internal diameter of the
stand pipe shall be such that under the normal operating pressure, the
water column will be lowered sufficiently to measure air content up to
0.1 percent. The applied pressure shall be shown by a pressure gauge
connected to the air chamber above the water column.
4/-FUNNEL
STAND
PIPE
\
AIR
ASSEMBLY
HANDLE 1
I
/ L
I
All dimensions in millimetrcs.
FIG. 1 TYPICAL PRSSSURBM ETER OF 0.005 ma CAPACITY
5IS t 9799 - 1981
2.3.2 The cover shall be fitted with a suitable device for venting the
air chamber, an air valve, a water inlet valve and a petcock for bleeding
off water as required. Means for clamping the cover to the bowl shall be
provided to make a pressure tight seal without entrapping air at the
joint between the flanges of the cover and bowl. The clamps used for
this purpose should be preferably of wing nut tightening type and the
seal used should be preferably 0 rings.
2.4 Calibratioa Cylinder - Calibration cylinder shall consist of a
cylindrical measure having an internal volume equal to 3 to 6 percent
of the volume of the measuring bowl. It shall be machined from
No. 16 gauge brass tubing of proper diameter to which a brass disc 6 mm
in thickness is soldered at one end.
2.5 Coil Spring - A coil spring for holding the ‘calibration cylinder in
place shall be provided.
2.6 Pressure Gauge - The pressure gauge for the measurement of
pressure shall be of 75 mm diameter. The gauge shall have a range of
twice the normal working pressure ( see Note below ) and shall be
suitably graduated.
NOTE - Pressure of 0.05 to 0’20 N/mm* have been used satisfactorily.
2.5 Accessories
2.7.1 Trowel-The trowel shall be of the standard brick mason’s type.
2.7.2 Tamping Rod - A straight steel tamping rod of circular cross
section 16 mm diameter, 230 mm long and rounded at one end conform-
ing to tamping rod specification stipulated in IS : 7320-1974* shall be
provided.
2.7.3 Mallet - Mallet shall be made of ulood with a rubber or raw
hide head weighing about 250 to 500 g depending upon the capacity of
the bowl ( see Fig. 2 ).
2.7.4 Strike Off Bar - Strike-off bar shall be a flat straight steel bar
( see Fig. 3 ).
2.7.5 Funnel - The funnel shall have a spout fitting into a tube
connecting the water inlet valve of the cover assembly.
2.7.6 Put@ - A suitable foot pump for developing the required
pressure shall be provided. Alternatively, pressure bulbs of smaller sizes
may be provided.
*Specification for concrete slump test apparatus.
6IS t 9799 - 19111
All dimensions in millimetrcs.
FIG. 2 MALLET ( WOODEN )
All dimensions in millimetres.
FIG. 3 STRIKE OFF BAR ( STEEL PLATE )
3. MARKING
3.1 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.
3.1.1 The apparatus 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 coverrd bv an Indian
Standard conveys the assurance that they have been produced to comply with the
requirements of that standard under a well-defined system of inspection, testing and
quality control which is devised and supervised by ISI and operated by the
producer. ISI marked products arc also continuously checked by IS1 for conformity
to that standard as a further safeguard. Details of conditions under which a liccnce
for the use of the IS1 Certification Mark may be granted to manufacturers or
processors, may be obtaintd from the Indian Standards Institution.
7IS t 9799 - 1981
( Continued from pug8 2 )
Instruments for Cement and Concrete Testing
Subcommittee, BDC 2 : 10
Convsnsr Repessnfing
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Mmbrrs
Paolr B. M. AHUJA Indian Institute of Technology, New Delhi
Saa~ T. P. EKAIVIBARAM Highways Research Station, Madras
DR R. K. Gnoaa Cent;)rahyd Research Institute ( CSIR ), New
SHRI K. L. SETHI ( Allaraalr )
SHRI H. K. GUHA All India Instruments Manufacturers and Dealers
Association. Bombav
DEPUTY SEORETABY (Altarnote)
SHRI P. J. JAWS The Associated Cement Companies Ltd. Bombay
SHRI D. A. WADIA ( Aflarnafe )
SHRI M. R. JOSHI Research & Development Organization ( Ministry
of Defence 1. Pune
SERI Y. P. PATHAK ( dt6rnatc )
SHRI E. K. RAXAOBANDRAN National Test House, Calcutta
SBRI S. K. BANERJEE ( &6f?Iat6 )
PROF C. K. RAMESE Indian Institute of Technology, Bombay
DR R. S. AYYAR ( Akrrnah? )
SHRI M. V. RANUA RAO Cement Research Institute of India, New Delhi
DR K. C. NARAN~ ( A&Grad6 )
DR S. S. REESI Central Building Research Institute ( CSIR ),
Roorkee
SERI J. P. KAUSHISH ( Ak6rnar6 )
SHRI A. V. S. R. SASTRI Associated Instrument Manufacturers ( India )
Private Ltd, New Delhi
SHRI SUBRASE S~t~~~~(Alrernala).
SHBI M. M. D. SETH Publ;raE;;ks Department, Government of Uttar
DR P. N. &AJAX ( &6fnd6 )
8
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4968_2.pdf
|
IS : 4968 ( Part II ) - 1976
Indian Standard ( Reaffirmed I*’ )
METHOD FOR
SUBSURFACE SO-UND-ING FOR SOILS
PART II DYNAMIC METHOD USING CONE AND
BENTONITE SLURRY
-. f First Revision
8 )
I
/
Second Reprint JUNE 1990
( Incorporating Amenrlment Ko. 1 )
UDC 624.131.381
@ Copyright 1982
BUREAU ‘OF INDIAN STANDARDS
MANAK BHAVAN, 9BAHADUR SHAH ZAFAR MARG
NEW DELHI llOO@2
Gr 3 April 1977IS : 4968 ( Part II ) - 1976
Indian Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART 41 DYNAMIC METHOD USING CONE AND
BENTONITE SLURRY
I First Revision
1
Soil Engineering Sectional Committee, BDC 23
Chairman Representing
PRor DINEBH MOHAN Central Building Research Institute ( CSIR ),
Roorkee
Membns
ADDITIONAL DIRECTOR RESEARCH Railway Board ( Ministry of Railways )
( RDSO )
DEPUTY DIRECTOR RESEARCH
( RDSO ) ( Alfq~~at~)
PROF ALAM SINQH University of Jodhpur, Jodhpur
LT-COL AVTAR SINGR Enainecr-in-Chief’s Branch. _ Army Headquarters
MAJ R. R. SUD~INDRA ( Alrernatr‘j
DR A. BANERJEE The Cementation Co Ltd, Calcutta
SHRI S. GUPTA ( Alternate )
SHRI K. N. DADINA In personal capacity ( P-820, #P’, New Aliporc,
Calcutta 700053 )
Sear A. G. DASTIDAR In personal capacity ( 5, Hungerford Court, 12/l
Hungerford Street, Calcutta 700017 )
SH~I R. L. DEWAN Irrigation Research‘Institute, Khagaul, Patna
*DR G. S. DHILLON Irrigation Department, Government of Punjab
RESEAIWH OFFICER ( SBILS’)
( IPRI ) ( Altcrnatc‘) ’
SHRI A. H. DIVANJI Rodio Foundation Engineering Ltd; and Haaarat &
Co, Bombay
Snnr A. N. JANGLE ( Alkrnntc )
DR SHASHI K. GULHATI Indian Institute of Technology, New Delhi
DR G. V. RAO ( Alternate )
SHRI V. G. H~GDP: National Buildings Organization. New Delhi
SERIS. H. BALCIXANDANI( Alfcrnafe )
( Continued on page 2 ),
*Also represents Indian Geotechnical Society, New Delhi
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian CopyIighf Acf ( XIV of 1957 ) and
reproduction in whole or in part by any means ucept with written permission of
tbe publisher shall be deemed to be an infringement of copyright under the said Act.IS : 4968 ( Part II ) - 1976
( Cunlinuedf rom page 1 )
Members Representing
%IIltI 0. P. hfALHoTltA Public Works Department, Government of Punjab
SHRI J. S. MAXYA Roads Wing, Ministry of Shipping and Transport,
New Delhi
SHRIN . Sm ( Alternate )
SJlltI C. D. h~XJXiUJ~ Public Works Department. Government of Uttar
Pradesh -
Srnu D. C. CHATURVEDI ( Alternate )
.~JllZI R. S. MELKOTP Central Water Commission, New Delhi
SJIRI c. SUDlifNDRA ( AhWIUf~ )
SIIRI ‘I’. K. NXWKAJAN Central Road Research Institute ( CSIF ) , New Delhi
REPXIQS~NTATI~E Hindustan ~nrtruc~ti;d~ Lg;rcthbay ’
RESEAJKJX OFFICER Building e Laboratory,
Chandinarh
DJZ K. R. S~SZ;XA Engineering?&earch Laboratory, Hyderabad
SECI:PTAI~Y Central Board of Irrigation & Power, New Delhi
DI.:PUTY SECI~ET.ARY ( Alfcrnafe )
+Dr: SXIAXIYHERP R.\KASH University of Roorkee, Roorkee
Da GOP~L R;\NJ,~x ( :lltemate )
Slit31 l-1. D. S~~AI~>IA Irrigation Research Institute, Roorkee
SCPEJHNTE~UI~G ENGINEER Publi;adorks Department, Government of Tamil
Es~r.rj~~cls ENCXEER ( Alfernofe )
SJIRI B. T. Uswlmca Concrete Association of India, Bombay
SJII~~‘ I’. hf. hfr:soN ( 9lfernatc )
Slllrr H. c. VLxx4 All India Instruments Manufacturers & Dealers
Association, Bombay
SJIRI V. K. Vnsvn~va~ ( Altcrnntc )
SirI I). I\.IITHA 1jIXH.4, Director General, IS1 ( Es-oficio Member )
L)irector ( Civ Engg )
SHRI G. RAMAN
Deputy Director ( Civ Engg ), IS1
Site Exploration and Investigation foi Foundations
Subcommittee, BDC 23 : 2
Convener
5nn1 R. S. MELKOTE Central Water Commission, New Delhi
Members
SHRI C. STJDIXINDRA( Allernate to
Shri R. S. Melkote )
PROF ALAM SINOS University of Jodhpur, Jodhpur
LT-COL A~TAX SINGE Engineer-in-Chief’s Branch, Army Headquarten
MAJ R. R. SUDHI~DBA ( Allnnolr )
( Continueden page9 )
. .. . *Aho repmenu Institution of Engineers (India 1, Delhi Ccntre.
2IS : 4968 ( Part II ) ,- 197s
Indicin Standard
METHOD FOR
SUBSURFACE SOUNDING FOR SOILS
PART II DYNAMIC METHOD USING CONE AND
BENTONITE SLURRY
t’F irst Revision
1
0. FOREWORD
0.1 This Indian Standard ( Part II ) ( First Revision ) was adopted by
the Indian Standards Institution on 22 December 1976, after the draft
finalized ~byt he Soil Engineering Section&l Committee had been approved.
by. the Civil Engineering Division Council.
0.2 Dynamic cone penetration test is a simple device for probing the soil
strata and it has an advantage over the standard penetration test that
making of a bore hole is avoided. Moreover, the data obtained by come
test provides a continuous record of soil resistance. The resistance
jv,, ( ne Note ) to penetration in terms of blows per 30 cm of penetration
of the cone specified in this standard and developed by the Central
Building Research Institute, Roorkee, has been co-related quantitative1
to the standard penetration value N obtained in accordance wit yh
IS:2131-1963*. Studies with a view to establish a definite co-relation
-between flrbr and N values for different regions of the country are.in
progress. The Sectional Committee responsible for the preparation of
this standard decided to publish this standard in the meantime so that
it could serve as a basis of test to various investigators and others engaged
in subsurfacd exploration for foundations and thus make the results of
investigations comparable.
NOTE - The resistance to penetration in the standard penetration test ( IS : 2131-
19635 ) shall be designated as N, that to a 50 mm con: [ scs IS : 4968 ( Part I )-
1976t 3 as $,d an4 that to a 62.5 mm cone using bentonite slurry as h&r.
0.3 This standard was first published in 1968. In this revision several.
changes have been made taking into consideration thC experience gained
in conducting the test and in the manufacture of the equipment. The
major changes made relate to the material of the cone and the hammer,
*Method for standard penetration test for soil:.
tMcthod for subsurface soundinff for soils: Pat t I Dynamic method using 50 mm cone
without bentonite slurry. (firrf rrrisia ).
3PS ; 4968 ( Part II ) - 1976
and the criteria for stopping of the driving of the cone. The diameter of
the cone has been changed to 62’5 mm and the provision permitting the
use of cones of other diameters has been withdrawn. Additional
information has been given on the bentonite slurry used in the test.
Correlations between JVebra nd N values have also been included.
0.4 Correlation between. cone penetration values obtained using 62’5 mm
cone ( JVcar) , and penetration values obtained by-other methods may be
*developed for a given site by conducting the latter tests adjacent
( about 3 to 5 m ) to the location of the cone test. However, for medium
to fine sands the following relationships between the standard penetration
,value (N) obtained in accordance with IS : 2131-1963* and the cone
penetration value ( Ncer ) in accordance with method specified in this
standard [ IS : 4968 ( Part II ) ] have been developed by the Central
Building Research Institute, Roorkee. These relationships when utilized
shall be used with caution.
a) When the 62’5 mm cone is driven dry up to 9 m (without
bentonite slurry ):
x cbr = l-5 X . . ..up to a depth of 4 m
N cbr = 1.75 N_....for depths of 4 to 9 m
b) When the 62.5 mm cone,is penetrated by circulating slurry:
Jvc bc =N
0.5 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
.in different countries in addition to relating it to the practice in the field
in this country.
,0.6 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960t.
-1. SCOPE
1.1 This standard ( Part II ) covers the procedure of dynamic..driving of
a 62.5 mm cone and thereby obtaining a record of resistance of the soil.
‘The cone is directly driven into the ground and for eliminating the
friction on the driving rods bentonite slurry is used. The use of bentonite
slurry may not be necessary when the investigation required is up to a
depth of 6 m only.
*Method for standard penetration test for soils.
tRuler for~roundiug off numerical values ( rovisrd ).
4IS t 4968 (Part II ) 1976
l
2. EQUIPMENT
2.1 cone -The cone shall be of suitable steel with the tip hardened.
The dimensions and the shape of the cone shall be as given in Fig. 1.
The cone should be suitably threaded to enable it to be attached to
A rods used for driving.
VANES
A’SIZE DRILL ROO
VANES(I N THE PLACE
OF VANESA GRAVEL
TRAP MAY BE P~vloED 1
FIG. I CON& Ass&h
L
5IS :.4968 ( Part II ) - 1976
2.2 Driving Rods - The rods used for the test should be A rods of
s_uitable lengths with threads for joining A rod coupling at either end.
The rods shouid be marked at every 100 mm.
NOTE - The ’ OUIW and internal diameter of A rods are 41’27 and 28.57 mm
respectivrly.
2.2.1 Fonr mild’steifv&es as show&in Fig. 1 (see also 2.6 ) shall be
welded to the driving rod immediately above the cone. .4s an alternative,
a gravel trap about 150 mm high of wire gauze of 5 mm mesh may be
provided on the rod immediately above the cone.
2.3 Driving Head -The driving head shall be of mild steel with
threads at either end for A rods coupling ( set Note under 2.2 ). It shall
have a diameter of 100 mm and a length of 100 to 150 mm.
2.4 Hoisting Equipment - Any &table hoisting equipment, like a
tripod may be used. The equipment shall be designed to be stable under
conditions of impact of the hammer over the driving head when the cone
is driven during the test. Provision shall be made to enable the operator
to climb up the equipment for fixing the pulley, ropes, etc. A typical set
up using a tripod is shown in Fig. 2. Suitable guides shall be provided
for keeping the driving rods vertical and in position.
2.5 Hammer -The hammer used for driving the cone shall be of mild
steel or cast iron with a base of mild steel. It shall be 250 mm high and
of suitable diameter. The weight of the hammer together wirh the chain
shall be 65 kg. It shall have a hole at the centre running throughout its
length and of suitable diameter for the A rod ( see Note under 2.2 ) and/or
guide to pass freely through it. The clearance between the rod and/or
guide and the hole in the hammer,shall be about 5 mm.
NOTE - An automatic arrangement for controlling the drop of the hammer may be
preferred if available.
2.6 Pumping Unit for Bentonite Slurry - It consists of slurry pump
of capacity 35 to 45 l/min at a pressure of 700 to 850 kN/m* ( 7 to
85 kgf/cm2 ) with a suction hose assembly and a swivel assembly. For
better circulation of slurry at greater depths a vank borer consisting of
four vanes and a number of drill holes for the escape of slurry may be
provided in between the driving rod and the cone (see Fig. 1 and
Fig. 2 ).
i i , 3. PROCEDURE
’
3.1 The vane shall be connected to the driving rods, with the vane
borer/gravel trap in position. The driving head with the guide rod shall
be fixed on the driving rods. This assembly shall be kept in position with
the cone resting vertically on the-ground at the point to be tested. For
the circulation of slurry. the guide rod shall be connected te a water
6i
IS : 4968 ( Part II ) - 1976
swivel preferably through a flexible tube connection and then through
another flexible tube to the pumping unit for bentonite slurry. The
swivel assembly shall be held in position by a rope passing over the pulley
p,rovided for that purpose. The slurry tank shall be filled with bentonite
slurry of suitable consistency ( see Note ). The slurry should generally
be prepared separately and stored in drums. The tank end of the inlet
tube to the pump shall be provided with suitable protection against
entry of debris and it shall be kept immersed in the slurry tank. The
hammer, to which a rope has been attached for operation, shall be slid
over the guide rod, to rest on the driving head. A typical assembly of
the equipment for test using a tripod is shown in Fig. 2.
NOTE - In the case of medium to fine sand, 5 percent bentonite slurry has been
found useful, In the case of coarse sand, slurry of thicker consistency subject to
circulation requirements may be needed. In the case of hard water, addition of
1 percent soap solution has been found useful to get a better ~suspension of the
bentonite.
3.2 The cone shall be driven by allowing the 65 kg hammer to drop
freely through a height of 750 mm on the driving head. A drum type
winch fixed to central leg of the tripod may be used for lifting the drop
weight provided the free fall of the hammer is not affected. The driving
of the cone and the pumping in of the slurry shall be started
simultaneously. Driving shall not be done for more than 30 cm at a
time after which it shall be stopped for a minute or two. Pumping shall,
however, be continued. This helps in keeping the hole lined and also
avoids the choking of the holes provided in the cone. The driving rods
shall be given a few turns ( about 4 or 5 turns ) every now and then so
that the hole above the cone is maintained. Efficient circulation of
slurry is necessary for eliminating friction on the rods. The number of
blows for every 100 mm penetration of the cone shall be recorded. The
process shall be repeated till the cone is driven to the required depth
(.sec Note ).
NOTE - In order to avoid damage to the equipment, driving may be stopped when
the number of blows exceeds 35 for 100 mm penetration when the cone is driven dry
and 20 for 100 mm penetration when the cone is penetrated by circulating slurry.
4. REPORT
4.1 The number of blows ( .MOb), should be reported as a continuous
record for every 300 mm penetration either in a tabular form or as a
graph between Near and depth. Records of the test shall also include
the following:
-a) Date -of probing;
b) Location;
c) Elevation of ground surface;
7IS:4966 (Part lI)-1976
d) Depth of water table and its likely variation, from available
information;
e) Total resistance at the required levels;
f) Any interruptions in probing with reasons;
g) Any other information available, for example, type of soil; and -
h) Diameter of the cone used in the tgst.
L SLURRTYA NK
DRLVING ROD
CONE
FIG. 2 A TYPICAL SET UP FOR DYNAMIC CONE PENETRATION TEST
8IS : 4968 ( Part II ) - 1976
( Continuedfrom page 2 )
Members Representing
Da A. BANEBJEE Cemrntation Company Ltd, Bombay
DR A. K. CHATTERJEE Publ;lcrad~~ks Department, Government of Uttar
SHRI R. C. DESAI Rodio Foundation Engineering Ltd; and Hazarat &
Co, Bombay
DEPUTY DIR_ECT~R RESEARCHR ailway Board ( Ministry of Railways )
( F21z2° ) DIRECTOR
RESEARCH ( SOILS)
( RDSO ) ( Altematcj
DIRECTOR Maharashtra Engineering Research Institute, Nasik
RESEARCHO FFICER( AItemate)
DIRECTOBG ENERAL Geological Survey of India
SHRI S. K. SHOME( Afternate )
SE.BI P. N. MEHTA( Alternate )
EXECUTIVE ENGINEER ( SOIL Publiadorks Department, Government of Tamil
MECHANICDS IVISION)
SHRIT . K. NATARAJAN Central Road Research Institute ( CSIR ), New Delhi
SHRI H. R. PRAMANIK River Research Institute, West Bengal
SH~I H. L. SAHA ( Altemab )
REPICESENTATIVE Hindustan Construction Co Ltd, Bombay
Saar N. SEN Road~ewW~in~Mmntry of Shppmg & Transport,
SHRI P. K. THOMAS( Alternate )
SUPERINTENDINSQU RVEYOR0 ~ Central Public Works Department. New Delhi
WORKS( I )
SHRI D. SHAIUKA Cent~~or~e$lding Research Institute ( CSIR ),
Sasr V. S. ACXXARWA(L A lternate )
SHKI H. C. VERU Associated Instruments Manufacturers India Pvt Ltd,
New Delhi
Pztos T. S. NAGARAJ( Ahnate )
9BUREAU OF INDIAN STANDARDS ‘.’
Headquerters:
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. I 331 01 31
NEW DELHI 110002 337 1375
*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, 21843
CHANDIGARH 160036 3 1641
I
41 24 42
Southern : C. I. T. Campus, MADRAS 600113 41 25 19
I 41 2916
tWestern : Mamkalaya, E9 MIDC, Marol, Andhdri ( East ), 6 32 92 95
BOMBAY 400693.
Branch Offices:
OPushpak’. Nurmohamed Shaikh Marg, ~Khanpur, 2 63 48
AHMADABAD 380001 I 2 63 49
+,Peenya Industrial Area 1st Stage, Bangalore Tumkur Road I. 38 49 55
BANGALORE 560058 38 49 56
Ganaotri Complex, 5th Floor, Bhadbhada Road, T. T. Nagar, ’ 6 67 16
BH~PAL 462003
Plot No. 82/83. Lewis Road. EHUBANESHWAR 751002 5 36 27
531’5. Ward No. 29, R.G. Barua Rose, 5th Byelane, 3 31 77
GUWAHATI 781003
5--8--56C L. N. Gupta Marg ( Nampally Station Road ), 23 1083
HYDERABAD 500001
63471
R14 Yudhister Marg. C Scheme, JAIPUR 302005
6 98 32
21 68 76
117/418 B Sarvodaya Nagar. KANPUR 208005
21 82 92
Patliputra Industrial Estate, PATNA 800013 6 23 05
T.C. No. 1411421. Universitv 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 Naaar Sauare, NAGPUR 440010
Institution of Engineers ( India ) Building, 1332 Shivaji Nagar, 5 24 35
PUNE 411005
lS aIosO ffice in Calcutta is at 5 Chowringhoe Approach, P. 0. Princep 27 09 00
Street. Calcutta 700072
tSaler Office in Bombay is at Novrlty Chambr$, Grant Roti, 99 85 29
9ombav 400007
$Sales Office in Bangalore is at Unity Building, Nsr&mhwrjr Squaw, 22 36 71
Bangalore 560002
Reprography Unit, BIS, New Delhi, India
|
6441_8.pdf
|
IS : 6441 ( Part VIII ) - 1973
Indian Standard
MBTHODS OF TESTS FOR
AUTOCLAVED CELLULAR CONCRETE
PRODUCTS
PART VIII LOADING TESTS FOR FLEXURAL MEMBERS
IN DIAGONAL TENSION
(Third Reprint OCTOBER 1996 )
UDC 666.973.6 : 620.174
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr2 July 1973
tIS: 6441 ( Par& VHII[ ) - 1973
Indian Standard
METHODOS F TESTSF OR
AUTOCLAVEIS CELLUHAR CONCRETE
PRODUCTS
PART VIII LOAD!NG TESTS FOR FLEXURAL MEMBEPS
IN DIAGONAL TENSIBN
Ccmcnt and Concrete Sectional C.)mmittee, BDC 2
Chairman &jwesenting
DR H.C.V1sVEsVaRAYA Cement Research Institute of India, New Delhi
Members
DRA.S.BHADURI National Test House, Calcutta
SHRI E. R. RAMACHASDRAN (Alternclei
SHRI A. R. CHATTER~I . ’ Cent&l Building Research Institute ( CSIR ),
Roorkee
DR S. S. REHSI (dlternate)
DIRECTOR Central Road Rcse:rrch Institute ( CSIR ), New Delhi
DR R. I<. Gr-ros~ ( Alternale )
DIRECTOR (CSMRS) Central Water & Power Commission, New Delhi
DEPUTYDIRECTOR (CSMRS)
( Aftrrnafe )
SHRI K. H. GANQWAL Hydcra.bad Asbestbs Cement Products Ltd,
Hyderabacl
SHRIK.C.GHOSAL Alokudyog Services Ltd, New Delhi
SHRI A. K. BUWA.S ( Allernatc)
DR R.K.GHosH Indian Roads Congress, New Delhi
DRR.R.HATTIANOADI Associated Cement Companies Ltd, Bombay
SHRI P.J.JAGus (Alternate)
JOINT DIRECTOR, STANDARDS Research, Designs si Standards Organization,
(B&S) Luckuow
DEPUTYDIRECTOR,STANDARDS
( B & S ) ( Alternate )
SWRI S.B. JOSHI S. B. Joshi & Co Ltd, Bombay
SKRIM.T.KANSB Directorate Gencrnl of Supplies & Disposals
SHRI S. L.KATHURIA Roads Wing, Ministry of Transport & Shipping
SHRIS.R. KULKARNI M. N. Dastur & Co (Private ) Ltd, Calcutta
SHRI M. A. MEHTA Concrete Association of India, Bombay
SHRIO.MUTHAGHEN Central Public Works Department
SUPERINTENDING ENGINEER,
2ND &XLI3(~~t~tc)
( Continued on page 2 )
@ Copyright 1973
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of I-7) and
reproduction in whole or in part by any means except with written permission of the
publisher shallbe deemed to be an infringetiento f copyright under the said Act.IS : 6441 ( Part VIII ) - 1973
Members Representing
SHRI ERACH A. ~YADIRSHAII institution of Engineers ( India ), Calcutta
SHRI K. K. NhhmI.&n In personal capacity ( ‘ Rammalaya ‘, II First Crescent
Path- Road, Gandbinagar, Ac$ar, Madras )
BRIG N+.sesn PRASAD Engineer-in-Chief’s Branch, Army Headquarters
COL J. M. TOLANI ( Almate)
PROF G. S. ~<AMASWhMY Structural Engineering Research Centre ( CSIR ),
Roorkee
DR N. S. BXAL ( Al/mate )
DR A. V. Ii. RAO National Buildings Organization, New Delhi
SHRI RAVINDX~ T.AL ( ~+Werrmfe )
SHRI G. S. M. RAO Geological Survey of India, Nagpur
SHRI T. ?<. S. RAO Gnmmon India Ltd, Bombay
SHRI S. R. Pir.xr.11:0 ( ..fitcrnni‘ )
S~cnnrAny Central Board of Irrigation & Power, New Delhi
SHRI R. P. SHARMA Irrigation and Power Research Institute, Amritsar
SHRI MOHINDER SIN~:I~( Al!erriate )
SHRI G. B. SINCH Hindustan Housing Factory Ltd, New Delhi
SHRI c. L. E;ASLIWAL ~,‘~htXatC \
SHRI J: S. SISGHOTA ’ ‘11~~ Iksigns Organization, Nangal Township
SHRI T. c. G.zcc (.4Ikn!nle)
SHRI I:. 1;. S:\Hn Iltdinn Uurcau of Mmes, Nagpur
SHKI K. A. ~I’t~R.~KOi!AM India Ccmznts I+, Madras
SHRI 1’. S. i<,\MACHANDCAiN .~ ~kmatje
SHRI L. SWAROOP Da&a Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( A!temate )
SHRI D. AJITHA SIMHA, Director General, IS1 ( Er-oficio Member )
Director ( Civ Engg)
Secretary
I) SHRI Y. R. TANEJA
Deputy Director ( Civ Engg ), ISI
PI c-i:,l<l Concrete Pl,uducts Subconxnitte.c, BDC 2 : 9
Concrete Association of India, Bombay
SHKI II. T. Awriz ( Allcrnata to
Shri h3. A. Mehta )
SHRI V. A. ~LZIW.%NOO~ Neyveli Lignite Corporation Ltd, Neyveli
SHKI ‘1‘. KAYACIIANDRAN ( Alternat )
SHRI H. B. CHATTERJEE Hindustan Block Manufacturing Co Ltd, Calcutta
SHRI S, K. (JHATTERJEE Hindustan Housing Factory Ltd, New Delhi
DEPUTY DIRECTOR, STANDARDS Research, Designs and Standards Organization,
(B&S) Lucknow
ASSISTANTD IRECTOR, STANDARDS
j
(M/C ) ( Alternatc
DIRECTOR ( CSMRS ) Central Water & Power Commission, New Delhi
DEP~JTY DIRECTOR ( CSMRS )
( AltertUItc)
( Cantinucd on page 7 ),
n
LIS : 6441( Part VIII ) - 1973
Indian Standard
METHODS OF TESTS FOR
AUTOCLAVED CELLULAR CONCRETE
PRODUCTS
PART VIII LOADING TESTS FOR FLEXURAL MEMBERS
IN DIAGONAL TENSION
0. FOREWORD
0.1 This Indian Standard ( Part VIII ) was adopted by the Indian
Standards’ Institution on 22 March 1973, after the draft finalized by the
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 in
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 consi-
dered it desirable to issue a standard for the methods of tests for auto-
claved 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 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
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
3IS : 6441 ( Part VIII ) - 1973
Part VII Strength, deformation and cracking of flexural members
subject to bending-sustained loading test
Part VIII Loading tests for flexural members in diagonal tension
Part IX Jointing of autoclaved cellular concrete elements
0.5 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960”.
1. SCOPE
1.1 This standard ( Part VIII ) covers the method for the determination
and study of the strength deformations and cracking of flexural members
such as floor and roof slabs of cellular concrete subjected to diagonal shear
.loading.
2. TEST SPECIMEN
2.1 Size of the Specimen-The test specimen shall be the full size
member as to be actually used in construction satisfying the requirements
of the relevant Indian Standard (or the requirements specified by the
manufacturer ) 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
the test should be indicated and should be not less than 10 percent by
weight, when detcrminecl in accordance with IS : 6441 ( Part I )-19721_.
2.2.2 Temperature of Specimen - The temperature of the concrete shall
not be materially different from the ambient temperature in which it is
being tested and in any case not less than 6°C.
3. TEST ARRANGEMENTS
3.1 The member to be tested shall be simply supported at the ends. The
supports shall consist of 25 mm* thick horizontal mild steel plates bedded
on rigid supports of steel or concrete. The ends of the member shall be
fully in contact with the steel plate over the whole width of the member.
The bearing width and the span used for the test shall be the same .as
*R&s for rounding off numerical values (wised ).
j-Methods of test for autoclaved cellular concrete products: Part I Determination of
unit weight or bulk density and moisture content.
ciS : 6441 ( Part VIII) - 1973
those indicated by the manufacturer and to be actually used in construc-
tion practice ( see Fig. 1 ).
-h
MINIMUM PERMISSIBLE
BEARING W!DiH IN STEE!. OR CONCRETE
RIGID SUPPORT
1 = e&ctivc span of unit;
s = steel plate of thickness not less than 25 mm and length
equaLto width of the unit;
t *porous fibEe boaid, thickness not less than 12 mm and
length equal to width of the unit;
Q,= applied load; and
h = thickness of element.
FIG. 1 METHOD FOR LOADING TEST FOR ‘CELLULAR CONCRETE
FLEXURAL UNITS IN DIAGONAL TENSION
4. LOADING
4.1 A single load shall be applied in the proximity of a support through
steel platen not less than 25 mm thick, the load extending over the entire
width of the member. The steel platen shall be embedded on soft fibre-
board packing, not less than 12 mm thick and of the same plan dimensions
as the steel platen. The packing shall be placed between steel loading
platen and the top of the member. The width of the steel platen shall
not be less than 100 mm and shall be increased, where necessary, in multi-
ples of 50 mm, so that the contact pressure under the applied load is not
more than 20 percent of the,, compressive strength of .the concrete. The
distance between the axial point of application of the load and the inner
edge of the end steel support plate shall be not less than 3 times the depth
of the member ( see Fig. I ).
4J.l The span shall be taken as the distance between the centres of the
bearings ( see Fig- 3 ).
4.2 The weigh* of,the loading equipment shall be taken into account in
calculating the applied load.
5IS : 6441 (Part VIII ) - 1973
5. MEASUREMENTS
5.1 The loads shall be measured to an accuracy of not less than fl.5
percent of the applied load.
5.2 The deflection of the member shall be measured at midspan and the
least count of the dial gauge shall be at least 0.01 mm.
5.3 Crack widths shall be measured to an accuracy of f0.05 mm.
5.4 The movement of the end of the main tension reinforcement in relation
to the concrete shall be measured.
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 applied grad-
ually at a rate of a bout l/4 of the design live load per minute. Measure-
ments shall be taken at suitable intervals. The load at which a diagonal
tension crack has appeared shall be maintained for 2 hours. Loading
shall then be increased until failure occurs.
7. REPORT
7.1 The test report shall state:
a) moisture content of the specimen;
temperature of .the specimen; and
b)
c) measured loads, deflections, strains, crack width and movement
of the end of main reinforcement for various intervals as in 6.
6IS : 6441 ( Part VIII ) - 1973
( Continuedfrom page 2 )
Members &jresenting
SHRI K. C. GHOSAL AlokudyogServices Ltd, New Delhi
SHRI A. K. BISWAS( Alternate )
SHR~ V. G. G~KHALE Bombay Chemicals Private Limited, Bombay
SHRI M. K. GUPTA Himalayan Tiles & Marble Pvt Ltd, Bombay
SHRI B. D. JAYARAMAN State Housing Board, Madras
SHRI B. K. JINDAL Central Building Research Institute ( CSIR ),
Roorkce
DR S. S. RE~SI ( Altcrnafe)
SHRI L. c. LA1 In personal capacity ( B/17 West End, .New Delhi 23 )
SHRI G. C. MATHUR National Buildings Organization, New Delhi
SHRI A. C. GUPTA ( Alternate )
1 SHRI S NAHAROY . E\n gineesing Construction Corporation Ltd, Madras
SHRI A. RAMAKRISHNA ( Alternare )
SHRI K. K. NAMBIAR In personal capacity ( ‘ Ramanuluya ‘, II First Crescent
Park Road, Gandhiuugar, Adyar, Madras )
SHRI RADHEY SHIAM Ens&peer-in-Chief’s Branch, Armv Headquarters
SHRI B. 6. SHIRKE B. 6. Shirke & Co, Poona. . .
SHRI R. A. DESHMUXH ( Alfernate )
SHRI C. N. SRINIVASAN C. R. Narayana Road, Madras
SHRI C. N. RAGHAVENDRAN ( Alternatk )
SURVEYOR OF WORKS ( I ) Central Public Works Department
Dn H. C. VISVESVARAYA Cement Research Institute of India, New Delhi
/ iBUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW OELHI 110002
Telephones: 323 0131,323 8375,323 9402
Fax : 91 11 3234062,91 11 3239399
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*astern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, MADRAS 600113 235 23 15
tWestern : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
I
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur,AHMEDABAD 380001 550 13 40
$Peenya Industrial Area, 1s t Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Gangoiri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 554021
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
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 1137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83 .
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar,‘KANPUR 208005 21 68 76 I
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 23 8923
LUCKNOW 226001
Patliputra Industrial Estate, PATNA 800013 26 23 05
T.C. No. 14/l 421, University P. 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
InsPection Officer (With Sale Point) :
Pushpanjali, 1st Floor, 205-A, West High Court Road, Shankar Nagar Square, 52 51 71
NAGPUR 440010
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
.*Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 10 85
CALCUTTA 700072
tSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Pxintograph, New D&i (INDIA).
|
1888.pdf
|
IS:1888 - 1982
Indian Standard
METHOD OF LOAD TEST ON SOILS
( Second Revision )
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAGDISH NARAIN University of Roorkee, Roorkee
Members
SFiRI P. D. AoARWAI, Public Works Department, Government of
Uttar Pradesh, Lucknow
Da B. L. DHAWAN ( Afternaie )
Da ALAM SINQH University of Jodhpur, Jodhpur
CHlEB l&arEE~n ( RCD ) Irrigation Department, Government of Punjab,
( IPRI ) Chandigarh
SHKI P. S. GOSAL ( Alternate )
SHRI M. C. DAN~AVATE Concrete Association of India, Bombay
SRRI N. C. DUC+~AL ( Alternate )
SHRIA. G. DMTIIMR In personal capacity ( 5 Hungerford Court, 12/l,
Hungerford Street, Calcutta )
DR G. S. DHILL~N Indian Geotechnical Society, New Delhi
DIRBXIYOIL Central Soil and Material Research Station,
New Delhi
DEPUTY DIRECTOR ( Alternate )
DIRECTOR 11~1 Irrigation Department, Government of
Uttar Pradesh, Roorkee
SHRI A. I-1. DIVANJI \ Asia Foundations and Construction (P) Ltd, Bombay
SHIEI A. N JANCLP, ( Alternate )
Dn GOPAL R.YJ.*N Institution of Engineers ( India), Calcutta; a.ld
University of Roorkee, Roorkee
SHILI S. GUPT~ Cemindia Company Limited, Bombay
Scar N. V. De-Sousa ( &ernnle )
SHRI ASHOK I(. JOIN G. S. Jain & Associates, Roorkee
SHRI VIJAY IL JOIN ( illterrzate )
JOIFT DIXACTOR REsEAxif Ministry of Railways
( G.E.-I ), RDSO
JOINT DIRXCTOR RESEARC’H
( G. E.- II ) ( ;llternnle )
@ Copyright 1983
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Coprright 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.( Continued j?om page 1 )
Members Representing
LT-COL V. K. KANITKAR Ministry of Defence ( Engineer-in-Chief’s Branch )
SHRI 0. P. MALHOTRA Public Works Department, Chandigarh Administra-
tion, Chandigarh
SHRI D. R. NARAHARI Central Building Research Institute ( CSIR ),
Rnorkee
SHRI V. S. AoARWAL ( Alternate )
SHRI T. K. NATRAJAN Central Road Research Institute ( CSIR 1,
New Delhi
SHRI RdNJIT SINoH 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 )
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh
SHRI K. R. SAXEN. Engineering Research Laboratories, Government of
Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SHRI N. SIVACURU Roads Wing ( Ministry of Shipping and Transport )
SHRI P. R. KALRA ( Alternate )
SHRJ K. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUNIL BERRY ( Alternate )
SHRI N. SUBRAMANYAM Karnataka Engineering Research Station, Govern-
ment of Karnataka, Krishnarajasagar
SUPERTNTENDINCE N a I N E E R Public Works Department, Government Of Tamil
(P&D) Nadu, Madras
EXECUTIVE ENGINEER
( SMRD ) ( Alternate )
SHRI H. C. VERM_~ All India Manufacturers & Dealers Association,
Bombav
SHRI H. K. GUHA ( Alternate )
SHHI G. RAMAN, Director General, IS1 (Ex-o&o Member )
Director ( Civ Engg )
Sfxretary
SHRJ K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
Site Exploration & Investigation for Foundations Subcommittee,
BDC 23 : 2
Members
SHRI P. D. ACoARWAL Public Works Department, Government of
Uttar Pradesh, Lucknow
SHRI V. S. AooARWAL Central Building Research Institute ( CSIR ),
Roorkee
SHRI M. P. JAIN ( Alternate )
( Continued on page l2 )
2IS : 1888 - 1982
Indian Standard
METHOD OF LOAD TEST ON SOILS
( Second Revision )
0. FOREWORD
0.1 This Indian Standard (Second Revision ) was adopted by the Indian
Standards Institution on 30 November 1982, after the draft finalized by
the Soil Engineering and Rock Mechanics Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Visual examination of the soil exposed in suitably located trial pits at
the site, combined with the already established data for different types of
soils is commonly used for deciding on the safe bearing capacity. While
this procedure may be adequate for light or less important structures
under normal conditions, relevant laboratory tests or field tests are
essential in the case of unusual soil types and for all heavy and important
structures. This standard covers plate load test method for determination
of ultimate bearing capacity of soil in place which assumes that soil strata
is reasonably uniform. The load test included in the standard is also
used to find modulus subgrade reaction useful in the design of raft
foundation -and in the design of pavements.
0.3 Plate load test, though useful in obtaining the necessary information
about the soil with particular reference to design of foundation has some
limitations. The test results reflect only the character of the soil located
within a depth of less than twice the width of the bearing plate. Since the
foundations are generally larger than the test plates, the settlement and
shear resistance will depend on the properties of a much thicker stratum.
Moreover this method does not give the ultimate settlements particularly
in case of cohesive soils. Thus the results of the test are likely to be
misleading, if the character of the soil changes at shallow depths, which
is not uncommon. A satisfactory load test should, therefore, include
adequate soil exploration ( see IS : 1892-1979* ) with ~due attention being
paid to any weaker stratum below the level of the footing.
0.4 Another~limitationsis the concerning of the effect of size of foundation.
For clayey soils the bearing capacity ( from shear consideration ) for a
larger foundation is almost the same as that for the smaller test plate.
- -__-__
*Code of practice for sub-surface investigation for foundations ( jrsl revision ).
3IS a88 - 1982
But in dense sandy soils the bearing capacity increases with the size of
the foundation. Thus tests with smaller size plate tend to give conser-
vative values in dense sandy soils. Tt may, therefore, be necessary to test
with plates of at least three sizes and the bearing capacity results
extrapolated for the size of the actual foundation ( minimum dimensions
in the case of rectangular footings ).
0.5 This standard was first published in lC62 and subsequently revised
in 1971. In the present revision, the use of apparatus has been generalized
and also specific sizes of plates have been mentioned for the different
types of soils, besides incorporating zero correction which was present in
1971 version and prescribing log log scale for cohesionless and partially
cohesive soils.
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 actord-
ante 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
i.1- This standard lays down the method for conducting load test for
estimation of bearing capacity of soils and its settlement.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in 18 : 280%
1972t and IS : 6403-1981$ shall apply.
3. APPARATU
3.1 Loading platform truss of sufficient size and properly designed
members so’as to estimate load reaction Tor conducting the test shall be
used. The typical set up used for gravity loading is given in Fig. 1, for
ieaction loading in Fig. 2 and for loading truss in Fig. 3.
3.2 Hydraulic jack of required capacity with properly calibrated load
measuring device, such as pressure gauge, electronic load cell, or proving
,ring shall be used.
3.3 Bearing Plates - Circular or square bearing plates of mild steel,
not less than 25 mm in thickness and varying’in size from 300 to 750 mm
*Rules for rounding off numerical values ( revised ).
$Glossary of terms and symbols relating to soil engineering ( jirst revision ).
$Code of practice for determintaion of allowable bearing pressure on shallow
foundations ( first reuision ) .
4WOODEN JOISTS OF
SUITABLE SIZE
WOODEN PLANKS
WOODEN JOISTS
0F SUITABLE SIZE
15 cm # LOADING COLUMN
(WITH PLUM BOB ARRAN
LE IRON STAKES
ODEN GUIDE JOISTS
TEST PLATE
NOTE - Ctamp could also be at 2ower level.
FIG. 1 TYPICAL SET UP FOR GRAVITY LOADING PLATFORM
6ALL AND SOCK
ARRANGEMEN
HEAD ROOM FOR
PERSON TO -SIT
AND OBSERVE
IF NECESSARY
NOTE- Dial gauge fixturem ay be on the form clamp also.
FIG. 2 TYPICAL SET UP I;OR REACTION LOADING PLATFORMSPIKE
CROSS BAR H.,,,RSf I-J
CHANNEL
FIG. 3 TYPICAL SET UP FOR LOADING TRUSSIS : 1888 - 1982
with chequered or grooved bottom ( see Fig. 4 ), provided with handles
for convenient setting and centre marked. As an alternative, cast in-situ
or precast concrete blocks may be used with depths not less than two-
third the width.
All dimensions in millimetres.
FIG. 4 DETAILS OF CHEQUERS OR GROOVES
3.4 Settlement Recording Device - Dial gauges with 25 mm travel,
capable of measuring settlement to an accuracy of 0.01 mm.
3.5 Datum Beam or Rod - Beam or rod of sufficient strength capable
of maintaining straightness when fitted on two independent supports
fitted with arms or magnetic bases for holding dial gauges.
3.6 Miscellaneous Apparatus - A ball and socket arrangement,
loading columns, steel shims, wooden blocks, collar, reaction girder with
cradles for independent fitting to the reaction platform as necessary to the
particular set up.
4. PROCEDURE
4.1 Selection of Location - The locations for load test shall be based
on exploratory borings, and unless otherwise desired, shall be conducted
at an elevation of the proposed fouridation level under the worst estimated
conditions. In case the water table is within the depth equal to the
width of the test plate, the test shall be conducted at water table level.
In case water table is higher than the test level, it shall be lowered to the
test level and maintained by pumping through a sump, away from the
test plate, however, for the soils like cohesionless silt and fine sand which
cannot be drained by pumping from the sump, the test level shall also be
water table level.
4.2 Test Pit - The pits, usually at the foundation level, having in
general normally of width equal to five times the test plate or block, shall
have a carefully levelled and cleaned bottom at the foundation level;
protected against clisturbance or changes in natural formation.
4.3 Dead Load - The dead load of all equipment used, such as ball
and socket, steel plate, loading column, jack, etc, shall be recorded prior
to application of load increment.
7IS : 188’8 - 1982
4.4 Size and Shape of Plate - Except in case of road problems and
circular footing;, square plates may be adopted. For clayey and silty
soils and for loose to medium dense sandy soils with N < 15, a 450 mm
square plate or concrete blocks shall be used. In the case of dense sandy
or gravelly soils ( 15 < N < 30 ) three plates of sizes 300 mm to 750 mm
shall be used depending upon practical considerations of reaction loading
and maximum grain size. The side of the plate shall be at least four
times the maximum size of the soil particles present at the test location.
NOTE - N is the standard penetration resistance value determined in accordance
with IS : 2131-l%l*.
4.5 Test Arrangement
4.5.1 The loading platform shall be supported by suitable means at
least 2.5 m from the test area with a height of 1 m or more above the
bottom of the pit to provide sufficient working space. No support of
loading platform should be located within a distance of 3.5 times size of
test plate from its centre.
4.5.2 The test plate shall be placed over a fine sand layer of maximum
thickness 5 mm, so that the centre of plate coincides with the centre of
reaction girder/beam, with the help of a plumb and bob and horizontally
levelled by a spirit level to avoid eccentric loading. The hydraulic jack
should be centrally placed over the plate with the loading column in
between the jack and reaction beam so as to transfer load to the plate.
A ball and socket arrangement shall be inserted to keep the direction of
the load vertical throughout the test. A minimum seating pressure of
70 g/cm2 shall be applied and removed before starting the load test.
4.5.3 The two supports of the reference beam or datum rod shall be
placed over firm ground, fixed with minimum two dial gauges resting at
diametrically opposite ends of the plates. The dial gauges shall be so
arranged that settlement is measured continuously without any resetting
in between.
4.6 Load Increments - Apply the load to soil in cumulative equal
increments up to 1 kg/cm2 or one-fifth of the estimated ultimate bearing
capacity, whichever is less. The load is applied without impact,
fluctuation or eccentricity and in case of hydraulic jack load is measured
over the pressure gauge, attached to the pumping unit kept over the
pit, away from the testing plate through extending pressure pipes.
4.7 Settlement and Observation - Settlements should. be observed
for each increment of load after an interval of 1, 2.25, 4, 6.25, 9, 16 and
*Method for standard penetration test for soils (.first revision ).
8IS : 1888 - 1982
25 min and thereafter at hourly intervals to the nearest 0.02 mm. In
case of clayey soils the ‘time settlement’ curve shall be plotted at each
load stage and load shall be increased to the next stage either when the
curve indicates that the settlement has exceeded 70 to 80 percent of the
probable ultimate settlement at that stage or at the end of 24 hour period.
For soils other than clayey soils each load increment shall be kept for not
less than one hour or up to a time when the rate of settlement gets
appreciably reduced to a value of 0.02 mm/min. The next increment of
load shall then be applied and the observations repeated. The test shall
be continued till, a settlement of 25 mm under normal circumstances or
50 mm in special cases such as dense gravel, gravel and sand mixture, is
obtained or till failure occurs, whichever is earlier. Alternatively where
settlement does not reach 25 mm, the test should be continued to at least
two times the estimated design pressure. If needed, rebound observa-
tions may be taken while releasing the load.
5. DETERMINATION OF ULTIMATE BEARING CAPACITY/
SAFE BEARING PRESSURE/SETTLEMENT
5.1 Shape of the Load/Settlement Curve - A load settlement curve
shall be plotted out to arithmetic scale. From this load settlement curve
the zero correction which is given by the inter-section of the early straight
lines or the nearly straightline part of the curves with zero deadline shall
be determined and subtracted from the settlement readings to allow for
the perfect seating of the bearing plate and other causes.
5.1.1 Four typical curves are shown in Fig. 5. Curve A is typical for
loose to medium cohesionless soil; it is a straightline in the earlier stages
but flattens out after some time, but there is no clear point of failure
Curve B is for cohesive soil; it may not be quite straight in the early
part and leans towards settlemCnt axis as the settlement increases. For
partially cohesive soils curve C possessing the characteristics of both the
curves il and B is obtained while curve D is purely for dense cohesionless
soils.
5.2 From the corre~cted load settlement curves no difficulty should be
experienced in arriving at the ultimate bearing capacity in case of dense
cohesionless soils or cohesive soils ( see Fig. 5, curves D and B ) as the
failure is well defined. But in the case of Curves A and C where yield
point is not well defined settlements shall be plotted as abcissa against
corresponding load intensities as ordinate, both to logarithmic scales ( see
Fig. 6 ), which give two straightlines, the inter-section of which shall be
considered as yield value of soil.
5.3 From Fig. 5 the safe bearing pressure for medium and dense sands
could be read, corresponding to a settlement ( S, ), which shall be
9IS:1888-1982
ULTIMATE BEARING
CAPACITY ,
N
L(A) LOOSE TO MEDIUM
COHESIONLESS SOIL
SOIL
FIG. 5 LOAD SETTLEMENTC URVES
calculated as under ( St taken as permissible settlement of footing ( see
IS : 1904-1978’ ):
1B( Bp + 0.3) 2
Sr = s,
BP ( B + 0.3 > I
where
B = the size of footing in m,
BP = size of test plate in m,
S, = settlement of test plate in m, and
St = settlement of footing in m.
From this formula total settlement of footing ( Sr ) is calculated
taking Sp as observed total settlement of plate.
6. REPORT
6.1 The continuous listing of all time, load and settlement data, for each
test shall be recorded with details of test elevation, natural water table,
profile of test pit, size of bearing pIate and irregularity, if any, in routine
procedure.
6.2 It is necessary to excavate soil below the test plate to a depth equal
to twice the dimension of the plate so as to examine and record the sub-
soil profile.
..____
*Code of practice for structural safety of buildings : Shallow foundations ( second
revision ) .
10D
a SETTLEMENT
o-5 1 5 10 50
Settlement in mm
FIG. 6 LOAD SETTLEMENTC URVE
( Lot-LOG SCALE )IS : 1888 - 1982
( Continued from page 2 )
Members Representing
DRALAM SUCH* University of Jodhpur, Jodhpur
DIRECTOR Central Soil & Material Research Station,
New Delhi
DIWUTY Drn~~~ox ( CSMRS ) ( Alternate )
E x E c u T I v E E N c I N E E n Central Public Works Department, New Delhi
( DESIGNS ) V
E x E c TJ T I v E E N a I N R E n Public Works Department, Government of
(SM&RD) Tamil Nadu, Madras
EXECUTIVE ENGINEER ( CD ) ( Alternate)
TOINT DIREC~COR RESEAILCH Ministry of Railways
” ( G.E.-II ) RDSO
DEPUTY DJRECT~R ( G.E.-II )
RDSO ( Altermzle)
SHRI M. D. Nara Associated Instruments Manufacturers (I) Pvt Ltd,
New Delhi
PROF T. S. N.~GARAJ ( Alternate )
SHRI T. K. NATIEJAN Central Road Research Institute ( CSIR ), New Delhi
LT-COL I(. M. S. SAnASI Engineer-in-Chief’s Branch ( Ministry of Dt,fence )
SHRI A. K. ClI_4TURVEDI ( ~h%Ut~ )
SHRI S. K. SHOM~ Geological Survey of India, Calcutta
SHRI P. N. M~XTA ( Alternate)
SHRI N. SIVAoUaU Roads Wing ( Ministry of Shipping and Transport )
SHKI P. K. THOMAS ( Alternate )
SUPERINT~NIJINO EN~INREIL ( IC ), Irrigation Department, Government of Maharashtra,
NAUPUR Bombay
*Acted as Convener.
12
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516.pdf
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IS:516-1959
(Reaffirmed1999)
Edition 1.2
(1991-07)
Indian Standard
METHODS OF TESTS FOR
STRENGTHOFCONCRETE
(Incorporating Amendment Nos. 1 & 2)
UDC 666.97:620.17
© BIS 2002
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Price Group6IS:516-1959
Indian Standard
METHODS OF TESTS FOR
STRENGTHOFCONCRETE
Cement and Concrete Sectional Committee, BDC 2
Chairman
SHRI E. A. NADIRSHAH The Concrete Association of India, Bombay, and
theInstitution of Engineers (India), Calcutta
Members
SHRI BALESHWAR NATH Central Board of Irrigation & Power (Ministry of
Irrigation & Power)
SHRI N. H. BHAGWANANI Engineer-in-Chief’s Branch, Army Headquarters
SHRI N. D. DAFTARY Bombay State Road Transport Corporation, Bombay
SHRI P. L. DAS Directorate General of Supplies & Disposals
(Ministry of Works, Housing & Supply)
DIRECTOR Central Building Research Institute (CSIR),
Roorkee
SHRI C. H. KHADILKAR ( Alternate )
SHRI C. L. HANDA Directorate of Designs, Bhakra Dam, New Delhi
SHRI P. S. BHATNAGAR ( Alternate )
DR R. R. HATTIANGADI The Associated Cement Companies Ltd, Bombay
SHRI V. N. RAI ( Alternate )
SHRI P. C. HAZRA Geological Survey of India, Calcutta
DR R. C. HOON Central Water & Power Commission (Ministry of
Irrigation & Power)
SHRI GEORGE OOMMEN ( Alternate )
SHRI S. B. JOSHI S. B. Joshi & Co, Bombay
SHRI S. R. MEHRA Central Road Research Institute (CSIR), New Delhi
SHRI S. N. MUKERJI Government Test House, Calcutta
SHRI K. K. CHATTERJEE ( Alternate )
SHRI E. P. NICOLAIDES Gammon India Ltd, Bombay, and Indian Roads
Congress, New Delhi
REPRESENTATIVE Martin Burn Ltd, Calcutta
SHRI J. M. RIJHWANI Central Public Works Department
SHRI M. S. BHATIA ( Alternate )
SHRI NIHAR CHANDRA ROY Dalmia Cement (Bharat) Ltd, Calcutta
SHRI A. K. CHAKRAVARTI ( Alternate )
SHRI SARUP SINGH National Buildings Organisation (Ministry of
Works, Housing & Supply)
DEPUTY DIRECTOR (MATERIAL) ( Alternate )
( Continued on page 2 )
B U R E A UO FI N D I A NS T A N D A R D S
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 516 - 1959
( Continued from page 1 )
SHRI H. P. SINHA Roads Wing, Ministry of Transport &
Communications
SHRI J. M. TREHAN ( Alternate )
SHRI K. C. SOOD Research, Design & Standardization Organization
(Ministry of Railways)
SHRI S. S. VARMA ( Alternate )
DR LAL C. VERMAN ( Ex-officio ) Director, Indian Standards Institution
Secretary
SHRI C. S. CHANDRASEKHARA Deputy Director (Bldg), Indian Standards
Institution
Concrete Subcommittee, BDC 2:2
Convener
SHRI S. B. JOSHI S. B. Joshi & Co, Bombay
Members
SHRI K. F. ANTIA The Associated Cement Companies Ltd., Bombay
SHRI N. H. BHAGWANANI Engineer-in-Chief’s Branch, Army Headquarters
SHRI M. S. BHATIA Central Public Works Department
SHRI T. S. VEDAGIRI ( Alternate )
DIRECTOR Engineering Research Laboratories, Hyderabad
SHRI P. C. HAZRA Geological Survey of India, Calcutta
DR R. C. HOON Central Water & Power Commission (Ministry of
Irrigation & Power)
SHRI C. L. N. IYENGAR The Concrete Association of India, Bombay
SHRI S. V. NATU Public Works Department, Bombay
SHRI C. C. PATEL ( Alternate )
SHRI E. P. NICOLAIDES Gammon India Ltd., Bombay
DR K. L. RAO Central Water & Power Commission (Ministry of
Irrigation & Power)
SHRI SARUP SINGH National Buildings Organisation (Ministry of
Works, Housing & Supply)
SHRI K. RAMA VARMAN ( Alternate )
SHRI H. P. SINHA Roads Wing, Ministry of Transport &
Communications
SHRI K. C. SOOD Research, Design & Standardization Organization
(Ministry of Railways)
2IS:516-1959
Indian Standard
METHODS OF TESTS FOR
STRENGTHOFCONCRETE
0. F O R E W O R D
0.1This Indian Standard was adopted by the Indian Standards
Institution on 10 November 1959, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Building
Division Council.
0.2Testing plays an important role in controlling the quality of cement
concrete work. Systematic testing of the raw materials, the fresh
concrete and the hardened concrete is an inseparable part of any quality
control programme for concrete which helps to achieve higher efficiency
of the materials used and greater assurance of the performance of the
concrete in regard to both strength and durability. The test methods
used should be simple, direct and convenient to apply. This standard has
been prepared with this object in view and provides a guide to the
determination of compressive strength, flexural strength and modulus of
elasticity of concrete. Sampling and analysis of concrete have been
covered separately in IS: 1199-1959 Methods of Sampling and Analysis
of Concrete.
0.3The Sectional Committee responsible for the preparation of this
standard has taken into consideration the views of concrete specialists,
testing authorities, consumers and technologists and has related the
standard to the practices followed in the country in this field. The need
for international co-ordination between standards prevailing in different
countries of the world has also been recognized. These considerations led
the Sectional Committee to derive assistance from the published
standards and publications of the following organizations:
BRITISH STANDARDS INSTITUTION
AMERICAN SOCIETY FOR TESTING MATERIALS
AMERICAN CONCRETE INSTITUTE
CANADIAN ENGINEERING STANDARDS ASSOCIATION
RESEARCH, DESIGN & STANDARDIZATION ORGANIZATION, MINISTRY OF
RAILWAYS, GOVERNMENT OF INDIA
THE CONCRETE ASSOCIATION OF INDIA
0.4The Indian Standard Methods of Sampling and Analysis of Concrete
(IS: 1199-1959) is a necessary adjunct to this standard. Besides, this
standard requires reference to the following Indian Standards:
*IS:269-1958 SPECIFICATION FOR ORDINARY, RAPID-HARDENING AND
LOW HEAT PORTLAND CEMENT ( Revised )
*Since revised.
3IS : 516 - 1959
*IS:383:1952 SPECIFICATION FOR COARSE AND FINE AGGREGATES
FROM NATURAL SOURCES FOR CONCRETE
†IS:455-1953 SPECIFICATION FOR PORTLAND BLASTFURNACE SLAG
CEMENT
‡IS:456-1957 CODE OF PRACTICE FOR PLAIN AND REINFORCED
CONCRETE FOR GENERAL BUILDING CONSTRUCTION ( Revised )
*IS:460-1953 SPECIFICATION FOR TEST SIEVES
0.4.1Wherever a reference to any standard mentioned in 0.4, except
IS:460-1953, appears in this standard, it shall be taken as a reference
to the latest version of the standard.
0.5In pursuance of the decision of the Government of India to introduce
a uniform system of weights and measures throughout the country
based on the metric system, in this standard, all dimensions and values
have been given in metric units only. It is hoped that this step will
facilitate the change-over to the metric system by the industry more
expeditiously.
0.6This edition 1.2 incorporates Amendment No. 2 (July 1991). Side bar
indicates modification of the text as the result of incorporation of the
amendment.
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 test or analysis, shall be rounded off in
accordance with *IS: 2-1949 Rules for Rounding Off Numerical Values.
The number of significant places retained in the rounded off value
should be the same as that of the specified value in this standard.
0.8This standard is intended chiefly to cover the technical provisions
relating to the testing of concrete, and it does not include all the
necessary provisions of a contract.
1. SCOPE
1.1This standard covers tests for the determination of compressive
strength, flexural strength and modulus of elasticity of cement concrete.
2. MAKING AND CURING COMPRESSION TEST SPECIMENS IN
THE LABORATORY
2.1This clause specifies the procedure for making and curing
compression test specimens of concrete in the laboratory where accurate
control of the quantities of materials and test conditions are possible and
where the maximum nominal size of aggregate does not exceed 38mm.
The method is specially applicable to the making of preliminary
compression tests to ascertain the suitability of the available materials
or to determine suitable mix proportions.
*Since revised.
†Second revision issued in 1967.
‡Second revision issued in 1964.
4IS:516-1959
2.2Sampling of Materials — Representative samples of the materials
of concrete for use in the particular concrete construction work shall be
obtained by careful sampling. Test samples of cement shall be made up
of a small portion taken from each of a number of bags on the site. Test
samples of aggregate shall be taken from larger lots by quartering.
2.3Preparation of Materials — All materials shall be brought to
room temperature, preferably 27°±3°C before commencing the tests.
The cement samples, on arrival at the laboratory, shall be thoroughly
mixed dry either by hand or in a suitable mixer in such a manner as to
ensure the greatest possible blending and uniformity in the material,
care being taken to avoid the intrusion of foreign matter. The cement
shall then be stored in a dry place, preferably in air-tight metal
containers.
Samples of aggregates for each batch of concrete shall be of the desired
grading and shall be in an air-dried condition. In general, the aggregate
shall be separated into fine and coarse fractions and recombined for each
concrete batch in such a manner as to produce the desired grading. IS
Sieve 480 shall be normally used for separating the fine and coarse
fractions, but where special gradings are being investigated, both fine
and coarse fractions shall be further separated into different sizes.
2.4Proportioning — The proportions of the materials, including
water, in concrete mixes used for determining the suitability of the
materials available, shall be similar in all respects to those to be
employed in the work. Where the proportions of the ingredients of the
concrete as used on the site are to be specified by volume, they shall be
calculated from the proportions by weight used in the test cubes and the
unit weights of the materials.
2.5Weighing — The quantities of cement, each size of aggregate, and
water for each batch shall be determined by weight, to an accuracy of 0.1
percent of the total weight of the batch.
2.6Mixing Concrete — The concrete shall be mixed by hand, or
preferably, in a laboratory batch mixer, in such a manner as to avoid loss
of water or other materials. Each batch of concrete shall be of such a size
as to leave about 10 percent excess after moulding the desired number of
test specimens.
2.6.1 Machine Mixing — When the mixing drum is charged by a power
loader, all the mixing water shall be introduced into the drum before the
solid materials; the skip shall be loaded with about one-half of the coarse
aggregate, then with the fine aggregate, then with the cement and
finally with the remaining coarse aggregate on top. (If all-in-aggregate is
used, the skip shall be loaded first with about one-half of the aggregate,
then with the cement and finally with the remaining aggregate on top.)
Where the mixing drum is hand-loaded it shall be charged with the dry
materials in a similar manner, and the water shall be added
immediately before the rotation of the drum is started. The period of
5IS : 516 - 1959
mixing shall be not less than 2 minutes after all the materials are in the
drum, and shall continue till the resulting concrete is uniform in
appearance. When using pan mixers, the concrete shall be heaped
together before sampling.
2.6.2Hand Mixing — The concrete batch shall be mixed on a
water-tight, non-absorbent platform with a shovel, trowel or similar
suitable implement, using the following procedure:
a)The cement and fine aggregate shall be mixed dry until the
mixture is thoroughly blended and is uniform in colour,
b)The coarse aggregate shall then be added and mixed with the
cement and fine aggregate until the coarse aggregate is uniformly
distributed throughout the batch, and
c)The water shall then be added and the entire batch mixed until the
concrete appears to be homogeneous and has the desired
consistency. If repeated mixing is necessary, because of the
addition of water in increments while adjusting the consistency,
the batch shall be discarded and a fresh batch made without
interrupting the mixing to make trial consistency tests.
2.7Workability — Each batch of concrete shall be tested for
consistency immediately after mixing, by one of the methods described
in IS:1199-1959. Provided that care is taken to ensure that no water or
other material is lost, the concrete used for the consistency tests may be
remixed with the remainder of batch before making the test specimens.
The period of re-mixing shall be as short as possible yet sufficient to
produce a homogeneous mass.
2.8Size of Test Specimens — Test specimens cubical in shape shall
be15×15×15 cm. If the largest nominal size of the aggregate does not
exceed 2 cm, 10 cm cubes may be used as an alternative. Cylindrical test
specimens shall have a length equal to twice the diameter. They shall be
15 cm in diameter and 30 cm long. Smaller test specimens shall have a
ratio of diameter of specimen to maximum size of aggregate of not less
than 3 to 1, except that the diameter of the specimen shall be not less
than 7.5 cm for mixtures containing aggregate more than 5 percent of
which is retained on IS Sieve 480.
2.9 Moulds
2.9.1 Cube Moulds — The mould shall be of 150 mm size conforming to
IS:10086-1982*.
2.9.1.1 In assembling the mould for use, the joints between the sections
of mould shall be thinly coated with mould oil and a similar coating of
mould oil shall be applied between the contact surfaces of the bottom of
the mould and the base plate in order to ensure that no water escapes
during the filling. The interior surfaces of the assembled mould shall be
thinly coated with mould oil to prevent adhesion of the concrete.
*Specification for moulds for use in tests of cement and concrete.
6IS:516-1959
2.9.2 Cylinders — The cylindrical mould shall be of 150mm diameter
and 300mm height conforming to IS: 10086-1982 *. The mould and base
plate shall be coated with a thin film of mould oil before use, in order to
prevent adhesion of the concrete.
2.9.3 Tamping Bar — The tamping bar shall conform to 6.1(a) of
IS:10086-1982*.
2.10Compacting — The test specimens shall be made as soon as
practicable after mixing, and in such a way as to produce full compaction
of the concrete with neither segregation nor excessive laitance. The
concrete shall be filled into the mould in layers approximately 5cm
deep. In placing each scoopful of concrete, the scoop shall be moved
around the top edge of the mould as the concrete slides from it, in order
to ensure a symmetrical distribution of the concrete within the mould.
Each layer shall be compacted either by hand or by vibration as
described below (see 2.10.1 and 2.10.2). After the top layer has been
compacted, the surface of the concrete shall be finished level with the top
of the mould, using a trowel, and covered with a glass or metal plate to
prevent evaporation.
2.10.1Compacting by Hand — When compacting by hand, the standard
tamping bar shall be used and the strokes of the bar shall be distributed
in a uniform manner over the cross-section of the mould. The number of
strokes per layer required to produce specified conditions will vary
according to the type of concrete. For cubical specimens, in no case shall
the concrete be subjected to less than 35 strokes per layer for 15cm
cubes or 25 strokes per layer for 10cm cubes. For cylindrical specimens,
the number of strokes shall not be less than thirty per layer. The strokes
shall penetrate into the underlying layer and the bottom layer shall be
rodded throughout its depth. Where voids are left by the tamping bar,
the sides of the mould shall be tapped to close the voids.
2.10.2Compacting by Vibration — When compacting by vibration, each
layer shall be vibrated by means of an electric or pneumatic hammer or
vibrator or by means of a suitable vibrating table until the specified
condition is attained.
NOTE — The mode and quantum of vibration of the laboratory specimen shall be as
nearly the same as those adopted in actual concreting operations.
2.11Capping Specimens — The ends of all cylindrical test specimens
that are not plane within 0.05mm shall be capped. Capped surfaces
shall not depart from a plane by more than 0.05mm and shall be
approximately at right angles to the axis of the specimens. The
planeness of the cap shall be checked by means of a straight edge and
feeler gauge, making a minimum of three measurements on different
diameters. Caps shall be made as thin as practicable and shall not flow
or fracture when the specimen is tested. Capping shall be carried out
according to one of the following methods.
*Specification for moulds for use in tests of cement and concrete.
7IS : 516 - 1959
2.11.1Neat Cement — Test cylinders may be capped with a thin layer of
stiff, neat Portland cement paste after the concrete has ceased settling
in the moulds, generally for two to four hours or more after moulding.
The cap shall be formed by means of glass plate not less than 6.5mm in
thickness or a machined metal plate not less than 13mm in thickness
and having a minimum surface dimension at least 25mm larger than
the diameter of the mould. It shall be worked on the cement paste until
its lower surface rests on the top of the mould. The cement for capping
shall be mixed to a stiff paste for about two to four hours before it is to be
used in order to avoid the tendency of the cap to shrink. Adhesion of
paste to the capping plate may be avoided by coating the plate with a
thin coat of oil or grease.
2.11.2Sulphur — Just prior to testing, the cylindrical specimens may be
capped with a sulphur mixture consisting of 2 or 3 parts sulphur to 1
part of inert filler, such as fire-clay. The specimens shall be securely held
in a special jig so that the caps formed have true plane surfaces. Care
shall be taken to ensure that the sulphur compound is not over-heated
as it will not then develop the required compressive strength. Sulphur
caps shall be allowed to harden for at least 2 hours before applying the
load.
2.11.3 Hard Plaster — Just prior to testing, specimens may be capped
with hard plaster having a compressive strength of at least 420kg/sqcm
in one hour. Such plasters are generally available as proprietry
material. The cap shall be formed by means of a glass plate not less than
13mm in thickness, having a minimum surface dimension at least
25mm larger than the diameter of the mould. The glass plate shall be
lightly coated with oil to avoid sticking.
NOTE — Ordinary plaster of paris will not serve the purpose of the capping
material due to its low compressive strength.
2.11.4As soon as possible after the concrete is mixed, a mortar shall be
gauged using a cement similar to that used in the concrete and sand
which passes IS Sieve 30 but is retained on IS Sieve 15. The mortar shall
have a water/cement ratio not higher than that of the concrete of which
the specimen is made, and shall be of a stiff consistence. If an excessively
wet mix of concrete is being tested, any free water which has collected on
the surface of the specimen shall be removed with a sponge, blotting
paper or other suitable absorbent material before the cap is formed. The
mortar shall then be applied firmly and compacted with a trowel to a
slightly convex surface above the edges of the mould, after which the
capping plate shall be pressed down on the cap with a rotary motion
until it makes complete contact with the rim of the mould. The plate
shall be left in position until the specimen is removed from the mould.
2.12Curing — The test specimens shall be stored in a place, free from
vibration, in moist air of at least 90 percent relative humidity and at a
temperature of 27°±2°C for 24 hours ±½ hour from the time of addition
of water to the dry ingredients. After this period, the specimens shall be
8IS:516-1959
marked and removed from the moulds and, unless required for test
within 24 hours, immediately submerged in clean, fresh water or
saturated lime solution and kept there until taken out just prior to test.
The water or solution in which the specimens are submerged shall be
renewed every seven days and shall be maintained at a temperature of
27°±2°C. The specimens shall not be allowed to become dry at any time
until they have been tested.
3. MAKING AND CURING COMPRESSION TEST SPECIMEN IN
THE FIELD
3.1This clause deals with the procedure for making and curing
compression test specimens of concrete sampled during the progress of
construction where the nominal maximum size of the aggregate does not
exceed 38mm.
3.2Size of test specimen, apparatus to be used and procedure to prepare
specimens shall be the same as specified in 2.
3.3Curing — The test specimens shall be stored on the site at a place
free from vibration, under damp matting, sacks or other similar material
for 24 hours ±½hour from the time of adding the water to the other
ingredients. The temperature of the place of storage shall be within the
range of 22° to 32°C. After the period of 24 hours, they shall be marked
for later identification, removed from the moulds and, unless required
for testing within 24 hours, stored in clean water at a temperature of 24°
to30°C until they are transported to the testing laboratory. They shall
be sent to the testing laboratory well packed in damp sand, damp sacks,
or other suitable material so as to arrive there in a damp condition not
less than 24 hours before the time of test. On arrival at the testing
laboratory, the specimens shall be stored in water at a temperature of
27°±2°C until the time of test. Records of the daily maximum and
minimum temperature shall be kept both during the period of the
specimens remain on the site and in the laboratory.
4. SECURING AND PREPARING SPECIMENS OF HARDENED
CONCRETE FOR COMPRESSION TEST
4.1This clause deals with the procedure for securing and preparing
compression test specimens obtained from hardened concrete after the
concrete has been laid in position.
4.2The test specimens shall be procured from hardened concrete
according to the method described in 4 of IS: 1199-1959*.
4.3Cores to be tested for compression strength shall have ends that are
reasonably even, perpendicular to the axis and of the same diameter as
the body of the specimen. A core which, before capping, has a maximum
height of less than 95 percent of the diameter, or after capping, a height
less than its diameter shall not be used.
*Since revised.
9IS : 516 - 1959
4.4Capping — The ends of the specimen shall be capped before testing.
The material used for the capping shall be such that its compressive
strength is greater than that of the concrete in the core. Caps shall be
made as thin as practicable and shall not flow or fracture before the
concrete fails when the specimen is tested. The capped surfaces shall be
at right angles to the axis of the specimen and shall not depart from a
plane by more than 0.05mm. The capping of specimens shall be carried
out as described in 2.11.
4.5After checking for irregularities, the core shall be placed in water at
a temperature of 24° to 30°C for 48 hours before testing. The overall
height of the specimens, with capping shall be measured to the nearest
millimetre.
5. TEST FOR COMPRESSIVE STRENGTH OF CONCRETE
SPECIMEN
5.1This clause deals with the procedure for determining the
compressive strength of concrete specimens.
5.2 Apparatus
5.2.1Testing Machine — The testing machine may be of any reliable
type, of sufficient capacity for the tests and capable of applying the load
at the rate specified in 5.5. The permissible error shall be not greater
than ±2 percent of the maximum load. The testing machine shall be
equipped with two steel bearing platens with hardened faces. One of the
platens (preferably the one that normally will bear on the upper surface
of the specimen) shall be fitted with a ball seating in the form of a
portion of a sphere, the centre of which coincides with the central point
of the face of the platen. The other compression platen shall be plain
rigid bearing block. The bearing faces of both platens shall be at least as
large as, and preferably larger than the nominal size of the specimen to
which the load is applied. The bearing surface of the platens, when new,
shall not depart from a plane by more than 0.01mm at any point, and
they shall be maintained with a permissible variation limit of 0.02mm.
The movable portion of the spherically seated compression platen shall
be held on the spherical seat, but the design shall be such that the
bearing face can be rotated freely and tilted through small angles in any
direction.
5.3Age at Test — Tests shall be made at recognized ages of the test
specimens, the most usual being 7 and 28 days. Ages of 13 weeks and
one year are recommended if tests at greater ages are required. Where it
may be necessary to obtain the early strengths, tests may be made at the
ages of 24 hours ±½ hour and 72 hours ±2 hours. The ages shall be
calculated from the time of the addition of water to the dry ingredients.
5.4Number of Specimens — At least three specimens, preferably
from different batches, shall be made for testing at each selected age.
NOTE — When a full investigation is being carried out, it is advisable for three
separate batches to be made for each given variable. An equal number of
specimens for each variable should be made.
10IS:516-1959
5.5Procedure — Specimens stored in water shall be tested
immediately on removal from the water and while they are still in the
wet condition. Surface water and grit shall be wiped off the specimens
and any projecting fins removed. Specimens when received dry shall be
kept in water for 24 hours before they are taken for testing. The
dimensions of the specimens to the nearest 0.2mm and their weight
shall be noted before testing.
5.5.1Placing the Specimen in the Testing Machine — The bearing
surfaces of the testing machine shall be wiped clean and any loose sand
or other material removed from the surfaces of the specimen which are
to be in contact with the compression platens. In the case of cubes, the
specimen shall be placed in the machine in such a manner that the load
shall be applied to opposite sides of the cubes as cast, that is, not to the
top and bottom. The axis of the specimen shall be carefully aligned with
the centre of thrust of the spherically seated platen. No packing shall be
used between the faces of the test specimen and the steel platen of the
testing machine. As the spherically seated block is brought to bear on
the specimen, the movable portion shall be rotated gently by hand so
that uniform seating may be obtained. The load shall be applied without
shock and increased continuously at a rate of approximately
140kg/sqcm/min until the resistance of the specimen to the increasing
load breaks down and no greater load can be sustained. The maximum
load applied to the specimen shall then be recorded and the appearance
of the concrete and any unusual features in the type of failure shall be
noted.
5.6Calculation — The measured compressive strength of the specimen
shall be calculated by dividing the maximum load applied to the
specimen during the test by the cross-sectional area, calculated from the
mean dimensions of the section (see also 4.5.1 of IS:1199-1959*) and
shall be expressed to the nearest kg per sq cm. Average of three values
shall be taken as the representative of the batch provided the individual
variation is not more than ±15 percent of the average. Otherwise repeat
tests shall be made.
5.6.1A correction factor according to the height/diameter ratio of
specimen after capping shall be obtained from the curve shown in Fig.1.
The product of this correction factor and the measured compressive
strength shall be known as the corrected compressive strength, this
being the equivalent strength of a cylinder having a height/diameter
ratio of two. The equivalent cube strength of the concrete shall be
determined by multiplying the corrected cylinder strength by 5/4.
5.6.2 Report — The following information shall be included in the report
on each test specimen:
a)identification mark,
b)date of test,
c)age of specimen,
*Since revised.
11IS : 516 - 1959
d)curing conditions, including date of manufacture of specimen in the
field,
e)weight of specimen,
f)dimensions of specimen,
g)cross-sectional area,
h)maximum load,
j)compressive strength, and
k)appearance of fractured faces of concrete and type of fracture, if
these are unusual.
FIG.1CORRECTION FACTOR FOR HEIGHT-DIAMETER RATIO OF A CORE
6.DETERMINATION OF COMPRESSIVE STRENGTH OF
CONCRETE USING PORTIONS OF BEAMS BROKEN IN
FLEXURE (“EQUIVALENT CUBE” METHOD)
6.1This clause specifies the procedure for determining the compressive
strength of concrete using portions of beams broken in flexure as the test
specimens. The results obtained from this test are approximately equal
to, and on the average may be up to 5 percent greater than those
obtained by the test specified in 5.
NOTE — For method of making and testing flexure test specimens, see 7.
6.2 Apparatus
6.2.1 Compression Testing Machine — The testing machine shall comply
in all respects with the requirements of 5.2.1.
12IS:516-1959
6.2.2Bearing Plates — Two metal bearing plates not less than 6.5mm
or more than 19mm thick shall be provided. The plates shall be 10cm
square for the beams10cm in depth and 15cm square for the
beams15cm in depth with the surfaces machined to a permissible
variation not exceeding 0.02mm. The distance between the opposite
edges shall be the specified size±0.02mm and the angle between the
edges shall be90°±0.5°.
6.3Test Specimens — The length of the broken portions of the beams
selected for the compression test shall be at least 5cm greater than the
depth of the beam and the broken portions shall be free from cracks,
chipped surfaces or other obvious defects within the length to be tested.
6.4 Procedure — During the interval between testing the specimens as
beams and testing the broken portions as cubes, the specimens shall be
stored in water at a temperature of 24° to 30°C and shall be tested
immediately on removal from the water and while still in the wet condition.
6.4.1Placing the Specimen in the Testing Machine — The bearing
surfaces of the testing machine and the bearing plates shall be wiped
clean and any loose sand or other material shall be removed from the
surfaces of the specimen which are to be in contact with the bearing
plates. The specimen shall be placed between the bearing plates in such
a manner that the upper bearing plate is directly over the lower plate
and the bearing plates extend at least25mm from each end of the
specimen. A device which ensures the proper location of the upper plate
with reference to the lower plate is shown in Fig.2. No packing shall be
used between the faces of the specimen and the bearing plates. The
specimens shall be tested with the moulded sides in contact with the
plates. The load shall be applied without shock and increased
continuously at a rate of approximately 140kg/sqcm/min until the
resistance of the specimen to the increasing load breaks down and no
greater load can be sustained. The maximum load applied to the
specimen shall then be recorded and the appearance of the concrete and
any unusual features in the type of failure shall be noted.
6.5 Calculation — The equivalent cube strength of the specimen shall
be calculated by dividing the maximum load by the area of contact of the
bearing plates and shall be expressed to the nearest kg/sq cm.
6.6Report — The following information shall be included in the report
on each specimen:
a)identification mark,
b)date of test,
c)age of specimen,
d)curing conditions,
e)nominal size of specimen,
f)maximum load,
g)equivalent cube strength, and
h)appearance of the concrete and type of fracture, if these are unusual.
13IS : 516 - 1959
FIG.2D EVICE FOR ALIGNING BEARING PLATES
7. MAKING AND CURING FLEXURE TEST SPECIMENS IN THE
LABORATORY
7.1This clause specifies the procedure for making and curing flexure
test specimens of concrete in the laboratory where accurate control of
the quantities of materials and test conditions is possible, provided the
maximum nominal size of the aggregate does not exceed 38mm. The
method is specially applicable to the making of preliminary flexure tests
to ascertain the suitability of the available material or to determine
suitable mix proportions.
7.2Sampling of Material — Preparation of materials, proportions,
weighing, mixing of concrete shall be done in the same way as in the
case of making compression test specimens in the laboratory (see 2).
7.3Size of Specimens — The standard size shall be 15×15×70cm.
Alternatively, if the largest nominal size of the aggregate does not
exceed 19mm, specimens 10×10×50cm may be used.
7.4 Apparatus
7.4.1Beam Moulds — The beam moulds shall conform to
IS:10086-1982*.
In assembling the mould for use, the joints between the sections of the
mould shall be thinly coated with mould oil and a similar coating of
mould oil shall be applied between the contact surfaces of the bottom of
*Specification for moulds for use in tests of cement and concrete.
14IS:516-1959
the mould and the base plate in order to ensure that no water escapes
during the filling. The interior faces of the assembled mould shall be
thinly coated with mould oil to prevent adhesion of the concrete.
7.4.2 Tamping Bar — The tamping bar shall conform to 6.1(b) of
IS:10086-1982*.
7.5Procedure, curing, age at test, number of specimens shall be the
same as in 2 and 5.
8. TEST FOR FLEXURAL STRENGTH OF MOULDED FLEXURE
TEST SPECIMENS
8.1This clause deals with the procedure for determining the flexural
strength of moulded concrete flexure test specimens.
8.2 Apparatus
8.2.1The testing machine may be of any reliable type of sufficient
capacity for the tests and capable of applying the load at the rate
specified in 8.3. The permissible errors shall be not greater than ±0.5
percent of the applied load where a high degree of accuracy is required
and not greater than ±1.5 percent of the applied load for commercial type
of use. The bed of the testing machine shall be provided with two steel
rollers, 38mm in diameter, on which the specimen is to be supported,
and these rollers shall be so mounted that the distance from centre to
centre is 60cm for15.0cm specimens or 40cm for 10.0cm specimens.
The load shall be applied through two similar rollers mounted at the
third points of the supporting span, that is, spaced at 20 or13.3cm
centre to centre. The load shall be divided equally between the two
loading rollers, and all rollers shall be mounted in such a manner that
the load is applied axially and without subjecting the specimen to any
torsional stresses or restraints. One suitable arrangement which
complies with these requirements is indicated in Fig. 3.
8.3Procedure — Test specimens stored in water at a temperature
of24° to 30°C for 48 hours before testing, shall be tested immediately on
removal from the water whilst they are still in a wet condition. The
dimensions of each specimen shall be noted before testing. No
preparation of the surfaces is required.
8.3.1Placing the Specimen in the Testing Machine — The bearing
surfaces of the supporting and loading rollers shall be wiped clean, and
any loose sand or other material removed from the surfaces of the
specimen where they are to make contact with the rollers. The specimen
shall then be placed in the machine in such a manner that the load shall
be applied to the uppermost surface as cast in the mould, along two lines
spaced 20.0 or 13.3 cm apart. The axis of the specimen shall be carefully
aligned with the axis of the loading device. No packing shall be used
between the bearing surfaces of the specimen and the rollers. The load
shall be applied without shock and increasing continuously at a rate
such that the extreme fibre stress increases at approximately 7kg/sq
*Specification for moulds for use in tests of cement and concrete.
15IS : 516 - 1959
cm/min, that is, at a rate of loading of400kg/min for the 15.0cm
specimens and at a rate of 180kg/min for the10.0 cm specimens. The
load shall be increased until the specimen fails, and the maximum load
applied to the specimen during the test shall be recorded. The
appearance of the fractured faces of concrete and any unusual features
in the type of failure shall be noted.
8.4Calculation — The flexural strength of the specimen shall be
expressed as the modulus of rupture f , which, if ‘a’ equals the distance
b
between the line of fracture and the nearer support, measured on the
centre line of the tensile side of the specimen, in cm, shall be calculated
to the nearest 0.5 kg/sq cm as follows:
pl·
f = ----------------
b bd· 2
when ‘a’ is greater than 20.0cm for 15.0cm specimen, or greater than
13.3cm for a 10.0cm specimen, or
3pa·
f = ----------------
b bd· 2
when ‘a’ is less than 20.0cm but greater than17.0cm for 15.0cm
specimen, or less than13.3cm but greater than 11.0cm for a10.0cm
specimen
where
b = measured width in cm of the specimen,
d = measured depth in cm of the specimen at the point of failure,
l = length in cm of the span on which the specimen was supported,
and
p = maximum load in kg applied to the specimen.
If ‘a’ is less than 17.0cm for a 15.0cm specimen, or less than 11.0cm for
a 10.0cm specimen, the results of the test shall be discarded.
8.5Report — The following information shall be included in the report
on each specimen:
a)identification mark,
b)date of test,
c)age of specimen,
d)curing conditions,
e)size of specimen,
f)span length,
g)maximum load,
h)position of fracture (value ‘a’),
j)modulus of rupture (kg per sq cm), and
k)appearance of concrete and type of fracture if these are unusual.
1617
IS:516
-
1956
FIG.3A RRANGEMENT FOR LOADING OF FLEXURE TEST SPECIMENIS : 516 - 1959
9. DETERMINATION OF THE MODULUS OF ELASTICITY BY
MEANS OF AN EXTENSOMETER
9.1This clause specifies the procedure for making and curing test
specimens, determining the modulus of elasticity of concrete in
compression by means of an extensometer where the maximum nominal
size of aggregate does not exceed 38mm.
9.2Size of Specimens — The test specimens shall consist of concrete
cylinders 15.0cm in diameter and 30.0cm long. Alternately, other sizes
of cylinders or square prisms may be used provided that the
height/diameter or height/width ratio is at least2.
9.3Sampling, apparatus and procedure shall be as described in 2.
9.4Preparation of Test Specimens — The test specimens shall be
prepared in accordance with 2 and shall be stored in water at a
temperature of 24° to 30°C for at least 48 hours before testing. At least
three specimens shall be made and tested.
9.5Age at Test — Normally test shall be made when the specimens
reach the age of 28 days.
9.6In order to determine the compressive strength of the concrete, three
test specimens for compressive strength shall be made together with
each set of cylinders or prisms in accordance with 9.2. The test
specimens for compressive strength shall be made from the same sample
of concrete as the cylinders or prisms and shall be cured and stored
under identical conditions.
9.7 Apparatus
9.7.1Testing Machine — The testing machine shall comply in all
respects with the requirements of 5.2.1 and in addition shall be capable
of maintaining the load at any desired value.
9.7.2Extensometers — Two extensometers are required each having a
gauge length of not less than 10.2cm and not more than half the length
of the specimen. They shall be capable of measuring strains to an
accuracy of 2×10–6. Mirror extensometers of the roller or rocker type
are suitable.
9.8Procedure — The three test specimens for compressive strength
shall first be tested in accordance with5 and the average compressive
strength shall be recorded. Immediately on removing the cylinder or
prism from the water and while it is still in a wet condition, the
extensometers shall be attached at the ends, or on opposite sides of the
specimen and parallel to its axis, in such a way that the gauge points are
symmetrical about the centre of the specimen and in no case are nearer
to either end of the specimen than a distance equal to half the diameter
or half the width of the specimen. The extensometers shall be fixed with
the recording points at the same end. The specimen shall be
immediately placed in the testing machine and accurately centred. The
load shall be applied continuously and without shock at a rate
18IS:516-1959
of140kg/sqcm/min until an average stress of ( C+5)kg/sqcm is
reached, where C is one-third of the average compressive strength of the
cubes calculated to the nearest 5kg/sqcm. The load shall be maintained
at this stress for at least one minute and shall then be reduced gradually
to an average stress of 1.5kg/sqcm when extensometer readings shall
be taken. The load shall be applied a second time at the same rate until
an average stress of (C+1.5)kg/sqcm is reached. The load shall be
maintained at this figure while extensometer readings are taken. The
load shall again be reduced gradually and readings again taken at
1.5kg/sqcm. The load shall then be applied a third time and
extensometer readings taken at ten approximately equal increments of
stress up to an average stress of (C+ 1.5)kg/sqcm. Readings shall be
taken at each stage of loading with as little delay as possible. If the
overall strains observed on the second and third readings differ by more
than 5 percent, the loading cycle shall be repeated until the difference in
strain between consecutive readings at (C+1.5)kg/sqcm does not
exceed 5 percent.
9.9Calculation — The strains at the various loads in the last two
cycles shall be calculated separately for each extensometer and the
results shall beplotted graphically against the stress. Straight lines
shall be drawn through the points for each extensometer; the slopes of
these two lines shall be determined and from them the average value
shall be found. If the difference between the individual values is less
than 15 percent of the average value, this average value, expressed in
kg/sqcm to the nearest 1000kg/sqcm shall be recorded as the modulus
of elasticity of the concrete. Ifthe difference is greater than 15 percent,
the specimen shall be re-centred in the testing machine and the test
repeated. If the difference after re-centring and testing is still greater
than 15 percent of the average value, the results of the test shall be
discarded.
9.10Report — The following information shall be included in the
report:
a)identification mark;
b)date of test;
c)age of specimen;
d)shape and nominal dimensions of specimen;
e)modulus of elasticity; and
f)remarks, such as number of loading cycles.
10. DETERMINATION OF THE MODULUS OF ELASTICITY BY
ELECTRODYNAMIC METHOD
10.1This clause specifies the procedure for determining the modulus of
elasticity of concrete by an electrodynamic method, namely by
measuring the natural frequency of the fundamental mode of
longitudinal vibration of concrete prisms. This is a non-destructive test
19IS : 516 - 1959
and therefore the same specimens may subsequently be used for the
flexural strength test specified in 8.
10.2Specimens — The specimens shall in all respects comply with the
requirements of 9.2.
10.3Apparatus — The apparatus shall consist of the following.
10.3.1A variable frequency oscillator with a working range up to 10000
cycles per second, reading to an accuracy of ±0.5 percent. A means of
varying the output power shall be incorporated, and the output power
shall be not less than 2 watts.
10.3.2An electro-magnetic exciter unit of the moving-coil or variable
air-gap type. If the moving-coil type is used, the former and coil should
have as low an inertia as possible, the mass being not more than 0.2
percent of the mass of the specimen (the former should be of light card or
paper). A suitable type of instrument is shown in Fig. 4. If a variable
air-gap exciter unit is used, this shall be of a similar type to the pick-up
unit.
10.3.3An electro-magnetic pick-up unit of the ordinary telephone type.
Alternatively, a piezo-electric gauge may be used, provided that its mass
is not more than 0.2 percent of the mass of the specimen.
10.3.4An audio-frequency amplifier.
10.3.5An amplitude indicator consisting of a voltmeter, milliammeter or
cathode ray oscilioscope.
10.3.6A fixed clamp or support with a maximum width of
1
------thofthelengthof the specimen. If a variable air-gap exciter unit is
20
used in conjunction with a variable air-gap pick-up, the support shall be
metallic and earthed.
10.4 Procedure — Immediately on removal from water, except when
the specimen is less than 24 hours old, and while still in a wet condition,
the specimen shall be clamped or balanced at its centre on the fixed
support. Where a moving-coil type of exciter unit is used, the moving-coil
portion shall be fixed to the middle of one end face of the specimen as
indicated in Fig.4. It may be fixed to the specimen by means of resin or
other suitable adhesive. The resin can conveniently be applied with an
electric soldering iron. A disk of tinfoil, of 5 cm diameter, shall be lightly
greased to ensure adhesion and placed on the centre of the other end of
the specimen, and the pick-up unit shall be placed with the diaphragm
as close as possible to the foil but the pick-up unit shall not be allowed to
touch the tinfoil or the specimen. If a variable air-gap exciter is used,
this shall be mounted in a similar manner to the pick-up, using a disk of
tinfoil. The exciter unit shall be driven by the variable frequency
oscillator and the oscillations received by the pick-up unit shall be
amplified by the audio-frequency amplifier and applied to the indicator
in such a manner ast o show the amplitude of the oscillations received.
2021
IS:516
-
1956 FIG.4A RRANGEMENT OF SPECIMEN FOR THE DETERMINATION OF MODULUS OF
ELASTICITY BY ELECTRODYNAMIC METHODIS : 516 - 1959
The frequency of excitation shall be varied until resonance is obtained in
the fundamental mode of longitudinal vibration. The frequency shall be
recorded as the natural frequency of the fundamental mode of
longitudinal vibration.
NOTE — Resonance is indicated by a maximum deflection of the indicator, but
several maxima may be obtained, and experience is necessary to know which is the
maximum required. Frequencies within ±10 percent of the expected value, which
may be calculated from the formula given in 10.6 should be investigated. Values of
the modulus of elasticity range from1.4×10 5kg/sqcm for low-quality concretes at
early ages to 5×105kg/sqcm for high-quality concretes at greater ages. This
represents a frequency range of125000/ l cycles per second to 225000/l cycles per
second, where l is the length of the specimen in cm. It is usually possible to obtain
resonance also at the frequency of the first harmonie which is twice the
fundamental frequency and these two conditions are normally the most well
defined.
10.5Measurements — The following measurements shall be made on
the specimen:
a)Weight — The wet specimen shall be weighed to an accuracy of 0.25
percent.
b)Length — The length of the specimen shall be determined to an
accuracy of±1mm, the average being taken of at least four
symmetrically placed measurements.
c)Depth and Breadth — The average depth and breadth of the
specimen shall be determined to an accuracy of ±0.2mm, the
average being taken in each case of at least six measurements
spaced equally along the length of the specimen.
10.6Calculation — The density of the wet concrete shall be calculated
from the formula:
106·
W
w = ---------------------
lb· · d
10.6.1The dynamic modulus of elasticity shall then be calculated to the
nearest1000kg/sqcm from the formula:
E=4.083×10 –9n2l2w
where
E = dynamic modulus of elasticity in kg per sq cm,
n = natural frequency of the fundamental mode of longitudinal
vibration of the specimen, in cycles per second,
w = density in kg per cu m,
W = weight in kg of the specimen,
l = length in cm of the specimen,
b = breadth in cm of the specimen, and
d = depth in cm of the specimen.
22IS:516-1959
10.7Number of Specimens — At least three specimens shall be tested
for each age of test.
10.8Report — The following information shall be included in the report
on each specimen:
a)identification mark,
b)date of test,
c)age of specimen,
d)curing conditions,
e)average dimensions of specimen,
f)weight of wet specimen,
g)natural frequency of the fundamental mode of longitudinal
vibration of specimen, and
h)dynamic modulus of elasticity.
23Bureau of Indian Standards
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Review of Indian Standards
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This Indian Standard has been developed by Technical Committee :BDC 2 and amended by CED 2
Amendments Issued Since Publication
Amend No. Date of Issue
Amd. No. 1 Incorporated earlier
Amd. No. 2 July 1991
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4911.pdf
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IS : 4911- 1986
Indian Standard
GLOSSARY OF
TERMS RELATING TO BITUMINOUS
WATERPROOFING AND DAMP-PROOFING
OF BUILDINGS
( First Revision )
Waterproofing and Damp-Proofing Sectional Committee, BDC 41
Chairman Representing
PROF M. S. SHETTY Ministry of Defence ( Engineer-in-Chief’s Branch )
Members
LT-COL V. K. KANITKAR ( Alternate to
Prof M. S. Shetty )
SHRI R. C. AROKA Hindustan Petroleum Corporation Ltd, Bombay
DR MOHAMMED ASLAM Central Building Research Institute ( CSIR ),
Roorkee _
SHRI S. S. CHANDOK Central Public Works Deoartment. New Delhi
SURVEYOR OF WORKS ( NZ ) ( Alternate )
SHRI T. CHOUDHUKY National Test House. Caicutta
SHRI S. S. DAS GUPTA Indian Oil Corporation Ltd. Bombay
SHRI D. S. GRUMMAN Roofrite Private Limited, New Delhi
SHRI K. K. LAL ( Alternate )
SHRI A. D. GUPTA Fertilizer ( Planning and Developmtnt ) India Ltd,
Dhanbad
SHRI M. S. GTJPTA Roof Waterproofing Company, Calcutta
SERI S. N. DUTTA’GUPTA Bharat Petroleum Corporation Ltd, Bombay
SHRI A. D. NAYAK ( Alternate )
SHRI S. K. JAIN Hoechst Dyes & Chemicals Ltd, Bombay
SHRI K. A. T. VARQHESE ( Alternate )
SHRI M. B. JAYWANT Synthetic Asphalts, Bombay
SHRI S. K. KARAMCHANDANI Union Carbide India Ltd, Calcutta
SHRI V. NIJRAVAN ( Alternote )
SHRI M. R. MALYA In personal capacity (Flat No. 3, Panorama, 30 Paii
Hill Road, Bombay 400005 )
SHRI S. P. MODI Engineers India Limited, New Delhi
SHRI A. G. POL Public Works Department, Government of
Maharashtra, Bombay
SHRI R. P. PUNJ Lloyd Bitumen Products, Calcutta
SHRI M. M. MATHAI ( Alternate )
( Continued on paae 2 )
@ Copyright 1987
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Art.IS : 4911- 1986
( Continued fromp age1 )
Members Representing
SHRI T. K. ROY Shalimar Tar Products ( 1935 ) Ltd, Calcutta
SHRI B. K. BAATTACHARYA ( Alternate )
SRRI A. SEN GUPTA Ministry of Railways, Calcutta
SENIOR DEPUTY CEIEF ENGINEER Public Works Department, Government of
( BUILDING ) Tamil Nadu, Madras
SUPERINTENDING ENGJNEER
DES~QN CIRCLE ( Alternate )
SRRI A. SHARIF FGP Limited, Bombay
SHRI G. K. TA~IAR ( Alternate )
CAPT ASHOK SH.V~TRY Onsar Chemical Pvt Ltd, Bombay
SHRI S. K. BANERJEE ( Alternate )
SHRI Y. S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SRASHI KANT ( Alternate )
PROF C. G. SWAMINATHAN Central Road Research Institute ( CSIR ),
New Delhi
SHRI Y. G. GOKHALE ( Alternate )
SHRI G. RAMAN, Director General, BIS ( Ex-o&cio Member )
Director ( Civ Engg )
SHRI M. SADAGIVAM
Assistant Director ( Civ Engg ), BISIS:4911- 1986
Indian Standard
GLOSSARY OF
TERMS RELATING TO BITUMINOUS
WATERPROOFING AND DAMP-PROOFING
OF BUILDINGS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 4 July 1986, after the draft finalized by the
Waterproofing and Damp-Proofing Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 Bitumen has been extensively used for waterproofing and damp-
proofing of buildings. Considerable development has been made in the
efficient handling and application of bituminous materials for water-
proofing and damp-proofing purposes. As there are number of technical
terms in use in the field of bituminous waterproofing, it was felt that
standardization of terminology would be useful to engineers, architects
and contractors connected with waterproofing and damp-proofing
works.
0.3 This standard was first published in 1968. The revision of this
standard has been taken up to incorporate additional terms and to keep
it in line with IS : 334-1982 ‘Glossary of terms relating to bitumen and
tar’.
0.4 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 basing the standard on
the following publications:
BS 2717 : 1956 Glossary of terms applicable to roof coverings.
British Standards Institution.
ASTM Designation : D 1079-79 Standard definitions of terms
relating to bituminous, roofing, waterproofing and bituminous
materials. American Society for Testing and Materials.
3LS:4911-1986
1. SCOPE
1.1 This standard covers definitions of terms relating to bituminous
waterproofing and damp-proofing materials used in building construction.
2. DEFINITIONS
A
Adhesion - The property by means of which a material in a liquid or
semi-solid form adheres or sticks to the surface of a solid body.
Alligatoring - The cracking of the surfacing bitumen on a built-up roof,
producing a pattern of cracks similar to an alligator’s hide; the cracks
may not extend through the surfacing bitumen.
Apron - Bitumen felt or bitumen mastic applied vertically to the fascia
or overhang of a roof.
Ash - Inorganic residue remaining after ignition of combustible
substances.
Asphalt - A natural or artificial mixture in which bitumen is associated
with inert mineral matter. The word ‘asphalt’ should always be quali-
fied by indication of its origin or nature.
Asphalt, Mastic - An intimate mixture of mineral fillers, well graded
sand and/or stone chippings with a hard grade of bitumen, cooked and
laid hot manually by means of a wooden float. The mixture settles to
a coherent voidless and impermeable solid or semi-solid mass under
normal temperature conditions.
B
Bay- This part of an area to which waterproofing is applied in one
continuous operation. The term is not applied to part of a roof area
laid in a narrow width.
Bitumen - A black or dark brown non-crystalline solid or viscous
matelial having adhesive properties, derived from petroleum either by
natural or refinery processes and substantially soluble in carbon-
disulphide or carbon tetrachloride or trichloroethylene.
Bitumen Blown or Oxidized - Bitumen, the properties of which are modi-
fied by blowing air through it, at a comparatively high temperature.
Bitumen Cutback - Bitumen, the viscosity of which is reduced with a
volatile diluent, usually a petroleum distillate.
a) Cutback, Rapid Curing - Bitumen, which has been blended with a
naphtha type of distillate.
b) Cutback, Medium Curing - Bitumen which has been blended with
a kerosene type of distillate.
4IS : 4911- 1936
C) Cutback, Slow Curing - Bitumen, which is blended with or con-
taining a higher viscous oil than in medium or rapid curing
cutback.
Bitumen Emulsion - A liquid product in which a substantial amount of
bitumen is dispersed in a finely divided condition in an aqueous medium
containing an emulsifier and a stabilizer.
Bitumen Felts - A sheet or fabric which is saturated with a suitable
bitumen or bituminous material. There are the following types:
a>
Bitumen Felt ( Fibre Felt ) - In this class the fibre felt base is
saturated with a suitable bitumen. There are the following
types:
1) Coated and sanded bitumen felt - In which the base is coated
with oxidized bitumen and surfaced on each side with a
dressing of fine sand.
2) Mineral-surfaced bitumen felt - In which the base is coated
with oxidized bitumen. The upper surface is finished with
talc or fine sand.
3) Reinforced bitumen felt - In which the base is coated with
oxidized bitumen on both sides and a layer of suitable
organic or inorganic mat is embedded in the felt to
strengthen it.
4) Sanded bitumen felt - In which the base is surfaced in each
side with a dressing of fine sand.
5) Saturated bitumen felt - This felt has no bituminous coating
and no surface dressing is necessary.
6) Self-jnished bitumen felt - In which the base is coated with
oxidized bitumen and surfaced on each side with a dressing
of finely divided talc.
b) Fluxed Pitch Felts - In this class the fibre felt base is saturated
with a suitable fluxed coal tar pitch. These are of‘ the following
types:
1) SandedJIuxed pitch felt - In which the base is coated with
fluxed coal tar pitch and surfaced on each side with a dress-
ing of sand.
2) Saturatedjuxed pitch felt - This felt has no coating and no
surface dressing is necessary.
5IS : 4911 - 1986
c) Impregnated Flax Felts and Hair Felts - In this class the water-
proofing material is either fluxed coal tar pitch, brown wood tars,
wood pitches of similar materials. The fol!owing, types are in
this class:
1) Impregnated pax felt ( black and brown ) - In which the base
consists of jute flax or similar long staple vegetable fibres
loosely felted together.
2) Impregnated hair felt ( black and brown ) - In which the base
consists of a mixture, of suitable animal hair. There may
also be a proportion of jute or other vegetable fibres in
brown impregnated hair felt.
d) Bitumen felt ( Asbestos base ) - In this class the base consists of a
sheet of asbestos fibre containing not less than 80 percent of
asbestos and is saturated with a suitable bitumen.
1) Saturated bitumen asbestos felt - This felt has no bitumen
coating and no surface dressing is necessary.
2) Self--finished bitumen asbestos felt - In which the base is coated
with oxidized bitumen and surfaced on each side with a
dressing of finely divided talc.
Bitumen, Industrial - Also known as blown or oxidized bitumen, needed
for a variety of industrial applications.
Bitumen, Mastic - An intimate mixture of mineral fillers, well graded
sand and/or stone chippings with a hard grade of bitumen, cooked and
laid hot manually by means of a wooden float. The mixture settles to a
coherent, voidless and impermeable solid or semi-solid mass under
normal temperature condition.
Bitumen Primer - A low viscous binder made from bitumen, usually by
mixing it with light diesel oil or furnace oil, and is applied cold over
non-bituminous surface for arresting dust, filling capillary voids and for
serving as a bond with the superimposed layer.
Bitumen, Straight Run - Bitumen obtained as the end product or residue
from refining of crude petroleum.
Bitumen, Steam Rejned - Residue distillation of crude petroleum process
further with the help of steam to a specified viscosity or penetration.
Bituminous - Containing or treated with, bitumen, tar or other similar
materials.
Bituminous Grout - A bituminous material 01‘ a mixture of bituminous
material and fine mineral aggregate, when poured hot will flow into
place without mechan:cal mampulation.
6IS :4911- 1986
Blinding Screed - Cement Mortar laid on top of hard core in order to
smooth off its surface for laying membrane damp-proofing materials
thereon to prevent the membrane from getting punctured by projections.
Blocks - Bitumen mastic cast in various shapes to form sold cakes, in
sizes convenient for handling.
Bonding Compound - Bitumen melted and applied hot, or other suitable
bituminous compound for fixing the first layer of the felt to the base
and subsequent layers or felt, together.
Built-up Roojing - .4 continuous, semi-flexible, membrane consisting of
plies of saturated felts, coated felt fabrics or mats assembled in place
with alternate layers of bitumen, and surfaced with m,ineral aggregate
bitumen materials.
c
Capillary Break - A space left between two surfaces to prevent capillary
action.
Capillary Rise of Moisture - The rise of moisture through the capillaries
of an intervening porous material without the aid of hydrostatic pressure.
Cap Sheet - The top layer of mineral surfaced bitumen felt when
employed in built-up roofing.
Cauldron - A cylindrical steel vessel fitted with a fire-box and used at
the site of works for the purpose of remelting bitumen mastic prior to
laying, generally applied to a plant which is not mechanically agitated.
Check Fillet ( Water-Check ) - A kerb formed of concrete or timber
covered by bitumen felt or bitumen mastic on a roof surface to control
rain water.
Cloutnails - Nails with large flat heads for fixing felts,
Coal Tar - A dark brown to black cementitious material produced by
the destructive distillation of coal.
Coal Tar Felt - A felt saturated with refined coal tar.
Coal Tar Pitch - The black or dark brown, solid or semi-solid, fusible,
and agglomorative residue remaining after partial evaporation or
fractional distillation of coal tar.
Coat - A single layer of bitumen or bitumen mastic of indefinite area
but applied to a specified thickness.
Coating Compound - A mixture of bitumen and mineral filler used for
coating the saturated fibre felt.
Collar - A formation of bitumen felt or bitumen mastic around a pipe
or other projection through a roof, ensuring a watertight joint.
7IS :4911-1986
D
Dam+ProoJing - Treatment of a surface or structure to resist the
passage of water in the absence of hydrostatic pressure.
Dressing Compound - Any bituminous material used hot or cold for top
dressing the exposed surface of the bitumen felt.
Drip - A strip of roofing felt of metal fixed under or between the layers
of the roof covering at eaves or verges and turned down, or the under-
cut edge of an apron.
Duct&Q - The property by which a material can be drawn out without
breaking, for it is measured by the distance in millimetres to which it
will elongate before breaking, when two ends of a briquette specimen
of the material of the specified from the cross-section are pulled apart
under water at a specified speed and temperature.
E
Eaves - The lower or draining edge of a roof.
F
Fall - The slope of a flat room or a gutter
Fibrous Glass Mat - A thin flexible uniformly bonded mat, composed of
chemically resistant borosilicate staple glass fibres, distributed in a
random open porous structure, bonded with a thermosetting resin.
Fillet - A triangular strip of mortar or concrete or masonry applied
at abutments, top edges, under verges and in similar positions to make
the angle waterproof.
Fine Mineral Surfacing - Water insoluble inorganic mineral material more
than 50 percent of which passes 500-micron IS Sieve which are used on
the surface of roofing.
Flashing - A strip of impervious material, usually metal, used to exclude
water from the junction between a roof covering and another part of
the structure:
4 Apron Flashing - A flashing the lower edge of which is lapped
over the roof covering.
b) Cover Flashing - A flashing used in conjunction with other
components, such as soakers, the vertical parts of which it
overlaps.
4 Eaves Flashing - A metal strip with a welted edge or a rein-
forced felt strip dressed into an eaves gutter.
8IS :4911-1986
d) Raking Flashing - A flashing used to cover an inclined inter-
section when the top edge is secured into a chase cut parallel to
the top surface of the roof covering.
e) Stepped Flashing - A flashing used to cover an inclined inter-
section its upper edge being shaped to step up from course to
course of brickwork or masonry and secured into the horizontal
joints.
Flash Point - The lowest temperature at which the vapour of the
material can be ignited momentarily in air by a flame under specified
conditions of test.
Flat Roof - A practically level roof surface with only a small slope for
purpose of draina. ge; the term is used in contrast with ‘pitched or sloped
roof’.
Float - A flat faced tool, with a handle, used for spreading and finishing
the surface of bitumen mastic.
Flush Finish - The trimming of roofing felt to eaves or verges where a
drip is not required.
Flux - A bituminous material used as good stock for further processing
and as a material to soften other bituminous material.
G
Gauges - Wooden or metal strips temporarily fixed to assist in the
spreading or laying the bitumen mastic to the required contour and
thickness.
H
Hardness JVumber - The hardness number is the figure denoting the depth,
in tenths of a millimetre, to which a flat-ended indentor pin in the form
of a steel rod 6.35 mm diameter will penetrate the mastic under a load
of 31.7 kg applied for one minute, the temperature being maintained at
35 f 0’5°C or 45 * 0’5°C as specified.
Hip - The meeting line of two inclined roof surfaces which meet at a
salient angle.
Hip Capping - An additional strip of bitumen felt fixed as a protective
finish to the hip.
I
Isolating Membrane - Bitumen felt or other suitable material used to
isolate bitumen mastic covering from the roof structure.
9IS : 4911 - 1986
L
Lap - The extent by which the abutting edges of bitumen felts overlap
each other.
Lapped Joint - A joint formed by over-lapping adjoining bitumen felts.
Layer - A single thickness of bitumen felt or bitumen.
M
Mechanical Mixer - A machine, fitted with a fire-box and a power unit
to provide mechanical agitation, used for the purpose of remelting
bitumen mastic. The machine is generally built in the form of a trailer
vehicle.
Membrane - Any functionally continuous flexible structure of felt or fabric
and bituminous cemeting material used for roofing or waterproofing.
Mineral Granules - Granular inorganic mineral material ( medium or
coarse sand, graveI, chippings, etc ) more than 50 percent of which is
retained on the 500-micron IS Sieve.
Mineral Stabilizer - Water insoluble inorganic fine mineral material all
of which will pass 150-micron IS Sieve used in admixture with solid or
semi-solid bituminous materials.
Mineral Surfaced Roojing - Felt or fabric saturated with bitumen, coated
on one or both sides with a bituminous coating and surfaced on its
weather side with mineral granules.
Mopping - The method of application of hot bitumen compound by
means of mops and brushes. There are four ways of mopping.
a) Solid - A continuous coating;
b) spot - Bitumen is applied in roughly circular areas, generally
about 460 mm in diameter, leaving a grid of unmopped,
perpendicular areas;
4 Strip - Bitumen is applied in parallel bands, generally 200 mm
wide and 300 mm apart; and
4 Sprinkle - Bitumen is shaken onto the substrate from a broom
or mop in a random pattern.
Mopping Coat - A heavy application of bituminous material applied
hot with mop or mechanical application to structural surfaces or saturated
felts in waterproofing and membrane roof construction.
10IS : 4911-1986
P
Penetration - A measure of hardness or consistency of the bitumen. It is
the vertical distance traversed by a standard needle entering the material
under specified conditions of standard load, time and temperature; and
is expressed in tenths of millimetre.
Pitch - The angle of inclination with the horizontal of the rafters or
base surface on which the roof coverings are laid.
Pitch Roof - A roof the pitch of which is greater than 10” to the
horizontal.
Ply - A layer of felt in a built-up roofing membrane; a four-ply
membrane has at least four plies of felt at any vertical cross section cut
through membrane.
Pouring and Rolling - The method of application of hot bitumen com-
pound by pouring in advance of the roll of roofing felt when laying.
R
Reinforcement - Bitumen coated plain expanded metal lathing used for
laying bitumen mastic to vertical or sloping surfaces.
Retaining Kerb - A kerb, usually of metal, fixed at eaves or verges of
roofs to act as a stop for the surfacing.
Ridge - The meeting line of two inclined surfaces at the apex of a roof.
Ridge Capping - An additional strip of bitumen felt fixed as protective
covering at a ridge.
Roof Finish - The top part of a flat roof which contributes protection
and durability to it, without itself being a structural or supporting
element in the roof.
Roojkg Felt - A sheet of felted or woven fibres rendered partially or
completely impervious to water by treatment with bituminous materials.
Rubbing - The process by which the top coat of bitumen mastic is given
a malt surface finish by the use of fine sand.
S
Saturunt - Bitumen or coal tar pitch used during the manufacture of
roofing felt for saturating the base fabric before the coating process.
Saturated - A term describing a membrane which is filled as completely
as practicable with bituminous material.
Sealing Compound - A liquid or semi-liquid bituminous material applied
hot or cold, used for sealing the laps of felts.
11IS:4911- 1986
Skirting ( Upstand ) - The portion of roof covering turned up against a
vertical surface ( but not necessarily tucked into a groove ).
Smooth Surfaced Roojng - Felt or fabric saturated with bitumen, coated
on both sides with a bituminous coating and surfaced with fine mineral
surfacing.
Softening Point - The temperature at which a standard ball passes
through a sample of bitumen in a mould and falls through a height of
25 mm, when heated under water or glycerene at specified conditions
of test.
Surfacing - A protective covering of gravel or tiles, etc, laid on top of
the built-up roofing.
T
Tar - A viscous material having adhesive properties, obtained from the
destructive distillation of certain types of organic material. The word
‘tar’ shall be preceded by the name of the material from which it is
produced, that is, coal, shale, peat, etc. Its mode of production shall
also be indicated.
Tuck-in - That portion of the roofing felt, skirting or cover flashing
tucked into a chase.
Turn up - See ‘Skirting ( Upstand )‘.
U
Underlay - A layer of bitumen-saturated felt or other material used
below the first coat of bitumen mastic when the waterproofing treatment
is to be isolated from the roof structure.
V
, Vapour Barrier - Roofing felt or other impervious material, laid below
roof insulation to prevent transmission of moisture into the insulation.
Viscosity - The property of a liquid by which it resists flow due to
internal friction and is measured by the ratio of the shearing stress to
the rate of shear.
W
Water Barrier - A kerb, raised above the roof surface and covered by
the built-up roofing to control rain water.
Water Content - The proportion of water present in a material expressed
as a percentage by weight of the material.
Water Drip - A finish at eaves or verges formed by a strip of roofing
felt.
Waterproojng - The treatment bf a surface or structure to prevent the
passage of water under hydrostatic pressure.
12
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9901_8.pdf
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IS : 9901 ( Part VIII ) - 1981
Indian Standard
MEASUREMENT OF SOUND INSULATION IN
BUILDINGS AND OF BUILDING ELEMENTS
PART VIII LABORATORY MEASUREMENTS OF
THE REDUCTION OF TRANSMITTED IMPACT NOISE BY
FLOOR COVERINGS ON A STANDARD FLOOR
Acoustics Sectional Committee, LTDC 5
Chairman
DR M. PANCHOLY
Emeritus Scientist
National Physical Laboratory
New Delhi
Members Representing
DR K. ACHYUTHAN Ministry of Defence ( R & D )
SHRI R. S. VOHRA ( Alternate )
SHRI SANDEEPA HUJA Ahuja Radios, New Delhi
SHRI S. P. JERATH ( Alternate )
COL T. R. BHALOTRA Ministry of Defence ( DGI )
LT COL KISHANL AL ( Alternate )
DR A. F. CHWGAR National Physical Laboratory ( CSIR), New Delhi
DR P. N. G~JPTA Department of Electronics, New Delhi
SHRI TEK CHANDANI( Alternate )
SHRI R. K. JAIN Electronic Component Industries Association
( ELCINA ), New Delhi
SHRI L. K. VI~HWANATH( Alternate )
SHRI K. S. KALIDAS Railway Board ( Ministry of Railways)
SHRI V. JAYARAMAN( Alternate )
SHRI J. S. MONGA Botton Industrial Corporation, New Delhi
SHRI M. S. MONCA ( Alternate )
SWRI B. C. MUKHERJEE National Test House, Calcutta
SHRI J. K. BHATTACHARYA( Alternate )
DR ( KUMARI) SHAILAJAN IKAM All India Institute of Speech & Hearing, Mysore
SHRI K. D. PAVATE Central Electronics Engineering Research Institute
( CSIR ), Pilani
SHRI M. R. KAPOOR ( Alternate )
SHRI A. V. RAMANAN Films Division, Bombay
RESEARCHE NGINEER Directorate General of All India Radio, New Delhi
( Continued on page 2 )
0 Copyright 1982
INDIAN STANDARDS INSTITUTION
-This publication is protected under the Indian Copyright Act ( XIV of 1957 ) and
,.~n,.,4..r+;nn~;n .. .h..l,s-.sA . .n -s.+h .\..., ...r_P.,ns,(,In m+..r:+.I..- :+r~-,~"-:^^:^-^PIL^IS : 9901 ( Part VIII ) - 1981
(Continuedfrom page 1 )
Members Representing
SHRI SARWANK UMAR Directorate General of Civil Aviation, New Delhi
SHRI K. CHANRACHUDAN( Alternate )
Sum M. SHANKARAL~NCAM ’ Directorate General of Sup_p_l ies & Disp_o sals, . New
Delhi
SHRI R. S. ARORA ( Alternate )
SHRI M. N. SHUKLA Posts&d Telegraphs Board, New Delhi
SHRI S. K. TANDON ( Alternate )
SUPERINTENDENT SURVEYOR OF Central Public Works Department, New Delhi
WORKS ( FOOD )
SHRI L. K. VISHWANATH Peico Electronics & Electricals Ltd, Bombay; and
The Radio Electronics and Television Manu-
facturers’ Association, Bombay
&RI K. D’SA ( Ahnate )
SHRI R. C. JIUN, Director General, IS1 ( Ex-ojicio Member )
Head ( Electronics )
Secreiky
SHRI PAVAN KUMAR
Assistant Director ( Electronics ), IS1
2IS : 9901 ( Part VIII ) - 1981
Indian Standard
MEASUREMENT OF SOUN-D INSULATION IN
BUILDINGS AND OF BUILDING ELEMENTS
PART VIII LABORATORY MEASUREMENTS OF
THE REDUCTION OF TRANSMITTED IMPACT NOISE BY
FLOOR COVERINGS ON A STANDARD FLOOR
0. FOREWORD
0.1 This Indian Standard ( Part VIII ) was adopted by the Indian Stand-
ards Institution on 3 December 1981, after the draft finalized by the
Acoustics Sectional Committee had been approved by the Electronics
and Telecommunication Division Council.
0.2 The purpose of this standard is to establish a method for determining
the noise reducing value of a floor covering under standard test conditions.
The test is limited to the specification of procedures for the physical measure-
ments by means of an artificial source ( standard tapping machine ) under
laboratory conditions and is not concerned with the subjective significance
of the results.
0.3 This standard, which covers laboratory measurements of the reduction
of transmitted impact noise by floor covering on a standard floor is one
of the series of Indian Standards on measurement of sound insulation in
buildings and of building elements. Other standards in this series are:
Part I Requirements for laboratories
Part II Statement of precision requirements
Part III Laboratory measurements of airborne sound insulation
of building elements
Part IV Field measurements of airborne sound insulation between
rooms
Part V Field measurements~of airborne sound insulation of facade
elements and facades
Part VI Laboratory measurements of impact sound insulation of
floors
Part VII Field measurements of impact sound insulation of floors.
3IS : 9901 ( Part VIII ) - 1981
0.4 While preparing this standard, assistance has been derived from ISO/
DIS 14O/VIII ‘Measurement of sound insulation in buildings and of building
elements: Part VIII Laboratory measurements of the reduction of trans-
mitted impact noise by floor coverings on a standard floor’, issued by the
International Organization for Standardization.
0.5 In reporting the result of a test made in accordance with this standard,
if the final value observed or calculated, is to be rounded off, it shall be
done in accordance with IS : 2-1960* .
1. SCOPE
1.1 This standard Part ( VIII ) specifies a method for measuring the
acoustical properties of floor coverings from the viewpoint of reducing
impact noise transmission.
1.2 This standard is applicable to all floor coverings, whether single or
multi-layered, as installed on a standardized floor structure. In the case
of multi-layered coverings, they may be factory-assembled or assembled
at the test site. The test method applies only to laboratory measurement.
It does not contain any provision that permits an assessment of the effective-
ness of a floor covering in situ.
2. TERMINOLOGY
2.0 For the purpose of this standard, the terms and definitions given in
IS : 1885 (Part III/S ec 8 )-1974t and IS : 9901 ( Part VI )-1981: shall
apply in addition to the following terms.
2.1 Reduction of Impact Sound Pressure Level ( Improvement
of Impact Sound Insulation ) - For ~a given frequency band ( octave
or third-octave ), the reduction in normalized impact sound pressure
level resulting from installation of the test floor covering. This quantity is
denoted by A L:
aL=( L, ),--L,
where
(&I)0 = normalized impact sound pressure level in the receiving
room in the absence of floor covering; and
L, = normalized impact sound pressure level when the floor
covering is in place.
*Rules for rounding off numerical values ( revised ) .
tElectrotechnica1 vocabulary: Part III Acoustics, Set 8 Architectural acoustics.
ZMeasurement of sound insulation in buildings and of building elements: Part VI Labora-
tory measurements of impact sound insulation of floors.
4IS : 9901 ( Part VIII ) - 1981
NOTE- Ifthe receiving room absorption is unchanged during the test, it is assumed
that the reduction in impact sound pressure level is equivalent to the reduction in
normalized impact sound pressure level. This applies especially in the case of a test
on a small specimen when only one microphone position in the receiving room
could be used.
3. EQUIPMENT
3.1 The standardized impact sound source, that is, the tapping machine,
should conform to IS : 9901 ( Part VI )-1981*. Only metal-tipped hammers
should be used.
3.2 Further the equipment shall be suitable for meeting the requirements
of 5.
4. TEST ARRANGEMENT
4.1 General Arrangement
4.1.1 Two vertically adjacent rooms are used, the upper one being
designated the “source room” and the lower one the “receiving room”.
They are separated by a standard floor on which the floor covering under
test is installed. The airborne sound insulation between source room and
receiving room must be such that the level of airborne sound transmission
from source room to receiving room will be at least 10 dB below the level
of transmitted impact sound in each frequency band [see IS : 9901
( Part I ) - 1981t 1.
4.2 Details of Test Arrangement
4.2.1 Source Room
4.2.1.1 The size and shape of the source room are not important.
4.2.2 Receiving Room
4.2.2.1 The receiving room should meet the requirements of IS : 9901
(Part I ) - 1981t.
4.2;3 Test Floor
4.2.3.1 The floor on which the test coverings are to be installed should
consist of a reinforced concrete slab of thickness 120+20 mm. It should be
homogeneous and of uniform thickness. The surface area, viewed from the
receiving room, should be at least 10 m2. On the source room side, the
permissible test area for installation of floor coverings of category 1
( see 4.3.3 ) will be the region at least 0.5 m from the edges of the floor slab.
*Measurement of sound insulation in buildings and of building elements: Part VI labora-
tory measurements of impact sound insulation of floors.
TMeasurement of sound insulation in buildings and of building elements: Part I
Requirements for laboratory
5IS:99Ql(PartVlIX)-1981
4.2.4 Condition of Floor Surface
4.2.4.1 The surface of the test floor should be perfectly flat ( to+ 1 mm
in a horizontal distance of 200 mm ), and sufficiently hard to endure the
impacts of the tapping machine. If a screed is applied to the surface of the
test floor, it should adhere perfectly at all points, and should not chip,
crack or become pulverized.
4.3 Preparation and Installation of Test Specimens
4.3.1 Classijcation - Depending upon the type of floor covering, the
test specimens should be samples which are either slightly larger than the
tapping machine or of room size.
4.3.1.1 Category 1 ( Small Specimens ) - This category includes flexible
coverings ( plastics, rubber, cork, matting, or combinations thereof ), which
may be installed loosely or adherently to the floor surface. The method of
installation should be described clearly in the report.
4.3.1.2 Category II ( Large Specimens ) -This category includes rigid
homogeneous surface materials or complex floor coverings of which at least
one constituent is rigid. The assembled floor covering may be tested under
load. In this case, the average load should be 100 kg/m2 (see for example,
Fig. 1 ).
4.3.1.3 Category III ( Stretched Materials ) - This category includes
flexible coverings which cover the floor from wall to wall. Large specimens
should be tested, but loading is not required.
4.3.1.4 Materials of uncertain classijcation - In the case of uncertainty
as to the appropriate category for a material, the testing laboratory will
decide whether small or large specimens will be tested.
4.3.2 Installation
~4.3.2.1 Adhesive mounting - Coverings to be mounted with adhesive
should be installed with great care, normally with adhesive covering the
entire surface. If the adhesive is applied in isolated patches, the exact
procedure should be described. The manufacturer’s instructions for use of
the adhesive should be followed, especially with regard to the amount
and the open-time. The type of adhesive and the open-time should be
reported.
4.3.2.2 Curing period prior to test - Coverings such a concrete floating
slabs cast in place should not be tested until after the customary curing
period, for example, three weeks for ordinary concrete.
6IS : 9901 ( Part VIII )‘- 1981
B B
300kg 3OOkg
nn
I
100kg 1 1 100 kg f
II
B B
The weights might be concrete blocks of approximately 50 kg each and of dimensions
290 mm x 290 mm x 280 mm. Rectangles labelled A are panels supported on four legs of
dimensions 50 mm x 50 mm and supporting six weights; rectangler B represent two super-
posed loads.
FIG. 1 TYPICAZ,L OADINGA RRANGEMENFTO RC ATEGORYI I FLOORC OVERINGS
( see 4.3.1.2 )
7IS : 9601 ( Part VIII ) - 1981
4.3.3 Site and &umber of Specimens
4.3.3.1 Category I - Three samples ( see 4.2.3 ), preferably of different
production runs but from the same source, should be installed. Each sample
must be large enough to support the whole impact machine.
4.3.3.2 Categories II and III - The specimen should cover the whole
surface from wall to wall, or in any case at least IO_mZ with a minimum
dimension of 2.3 m.
4.4 Influence of Temperature and Humidity-Generally, and cer-
tainly in the case of surfaces whose acoustical properties are likely to depend
on either temperature or humidity, the temperature at the centre of the
upper floor surface and the humidity of the air in the source room should
be measured and reported. The floor temperature thus observed should
preferably be in the range 27&2X.
5. TEST PROCEDURE AND EVALUATION
5.1 Generation of Sound Field
5.1.1 The impact sound shall be generated by the tapping machine
( see 3 ). The position of the tapping machine shall be in accordance with 5.5.
5.1.2 On the bare floor slab or on a floating floor, the duration of measure-
ments should be sufficiently brief so that the surface is not damaged.
5.1.3 On a resilient surface, the measurements should not begin until
after the noise level has become steady.
5.2 Measurement of Impact Sound Pressure Level
5.2.1 The impact sound pressure level in the receiving room should
be an average obtained by using a number of fixed microphone positions
or a continuously moving microphone with an integration of ~2.
5.2.2 When in any frequency band the sound pressure level in the
receiving room is less than 10 dB above the background level, then the
background level should be measured just before and after the determina-
tion of sound pressure level due to the sound source and a correction as
given in Table 1 shall be applied.
5.2.3 The above corrections, if any, are to be made to the individual
readings.
5.2.4 If the difference is less than 3 dB, that is, the impact sound pressure
level is less than the background level, a precise value of the impact sound
pressure level cannot be determined.
8IS : 9901 ( Part VIII ) - 1981
TABLE 1 CORRECTION TO SOUND PRESSURE LEVEL READINGS
( Clause 5.2.2 )
DIFFERENCE BETWEEN SOUND PRESSURE CORRECTION TO BE SUBTRACTED FROM
LEVEL MEAWRED WITH TAPPING MACHINE SOUNDP RESSUREL EVEL MEASUREDW ITH
OPERATING AND BACKGROUND LEVEL TAPPING MACHINEO PERATINGT O OBTAIN
ALONE SOUNDP REWJRE LEVEL DUE TO TAPPING
MACHINE ALONE
dB dB
3 3
4 to 5 zn
6 to 9 1
5.2.5 The indicating device should be designed to determine rms values
of the sound pressure or corresponding pressure levels. If a sound level
meter is used, it should conform to IS : 9779-1981* for precision sound
level meters. It is recommended to use the meter response “slow”. The
complete measuring system including the microphone shall be calibrated
before each series of measurements to absolute values for measurements
in diffuse sound fields.
5.3 Frequency Range of Measurements
5.3.1 The sound pressure level should be measured by using third-
octave or octave band filters. The discrimination characteristics of the
filters should be in accordance with IS : 6964-19737.
5.3.2 Third-octave band filters having at least the following centre
frequencies should be used:
100 125 160 200 250 315 400 500 630 800
1000 1250 1600 2000 2500 3150Hz
5.3.3 If octave band filters are used, as a minimum the series beginning
with centre frequency 125 Hz and ending at 2 000 Hz should be used.
NOTE 1 - Use of lower frequency is dependent on the distribution of natural
frequency.
NOTE 2 - The minimum reverberation times for the empty room are adjusted
to a volume of 180 m3. For other volumes, these times should be multiplied by
the factor ( V/180) l/3 ( V being the volume of the room expressed in cubic
meters ) except at high frequencies, where the air absorption is the predominant
factor influencing the decay rate.
*Specification for sound level meters.
tspecification for octave, half-octave and third-octave band filters for analysis of sound
and vibrations.
9IS : 9901 ( Part VIII ) - 1981
5.4 Measurement and Evaluation of the Equivalent Absorption Area
5.4.1 The correction term of equation (2) containing the equivalent
absorption area should be evaluated from the reverberation time measured
according to IS : 8225-1976* and using Sabine’s formula:
0.163 V
A=7
where
A =equivalent absorption area in square metres,
V =receiving room volume in cubic metres,
I =the reverberation time in seconds.
( See Note in 2.1 )
5.5 Position of the Tapping Machine
5.5.1 Adjustment of the Tapping Machine
5.5.1.1 For each machine position, on bare floor or on the floor cover-
ing, the machine should be adjusted to have a free fall of 40 mm, when
situated on a floor covering specimen, the hammers should touch the
specimen at least 100 mm from the edges.
-NOTE- If the tapping machine is placed on a very resilient layer, hard pads
may be necessary under the supports of the tapping machine to guarantee 40 mm
for the fall of the hammers.
5.5.2 Materials of Category I
5.5.2.1 The impact machine should be placed successively on each
specimen of floor covering, being wholly on the sample in each case, and
on the bare floor slab on either side of the sample and as close to it as possible,
the axis of the hammers being always parallel to the long dimension of
the sample ( see Fig. 2 ).
5.5.2.2 For each specimen of floor covering, the impact noise level
corresponding to the bare floor is the arithmetic mean of the levels deter-
mined for the two machine positions on either side of the specimen.
NOTE-When the impact levels are measured at a single point only in the
receiving room, the measurements should be made within a sufficiently short
time so that there will be no variation in equivalent absorption area of the receiving
room during measurements.
*Method of measurement of absorption coefficients in a reverberation room.
10IS : 9901 ( Part VIII ) - 1981
TEST SPECIMEN
The small circles mark the positions where the hammers of the tapping machine should
strike the bare floor or the test specimens respectively.
FIG. 2 TYPICAL TEST ARRANGEMENTF OR SAMPLESO F CATEGORYI
FLOOR COVERINGS
5.5.3 Materials of Categories II and III
5.5.3.1 The impact machine should be placed successively on the
bare floor and on the floor when entirely covered by the floor covering.
Machine locations should not be too close to the edges ( minimum 0.5 m )
nor in a corner of the room.
5.5.3.2 Each set of measurements ( bare floor and covered floor )
should be made with as many machine positions as are necessary to yield
a reliable mean value; in any case the number of positions should be not
less than three.
11IS : 9901 ( Part VIII ) - 1981
5.6 Measurement Procedure
5.6.0 A test procedure which complies with this standard should be
determined.
5.6.1 The necessary criteria which affect the repeatability of the measure-
.
ments are shown below:
4 Number and sizes of diffusing elements, where used;
b) Minimum distances between microphone and room boundaries;
C) Number of microphone positions or in the case of a moving
microphone, the traversing path;
4 Averaging time of the levels; and
e) Method of determining the equivalent absorption area, which
involves a number of repeated readings in each position.
5.6.1.1 An example of typical test conditions is given in Appendix A.
6. PRECISION
6.1 It is required that the measurement procedure should give satisfactory
repeatability. This can be determined in accordance with IS : 9901
( Part II )-I981 * and should be checked from time to time, particularly
when a change is made in procedure or instrumentation.
NOTE- Numerical requirements for repeatability are under consideration pending
further experience with this test procedure.
7. EXPRESSION OF RESULTS
7.1 For the statement of the test results, the reduction in impact sound
pressure level due to the floor covering under test should be calculated
according to 2.1 and given for all frequencies of measurement in the form
of a curve. Also the normalized impact sound pressure level of the bare
floor used in the test should be stated in the same manner.
7.2 The band width used for the measurement and for the presentation
shall be stated in every graph or table.
7.3 For graphs with the level in decibels plotted against frequency on a
logarithmic scale, the length for a 10 : 1 frequency ratio should be equal
to the length for 10 dB or 50 dB on the ordinate scale.
*Measurement of sound insulation in buildings and of building elements: apart II State-
ment of precision requirements.
12IS:9901(PartVIII)-1981
8. TEST REPORT
8.1 The test report should state:
a) Name or organization that has performed the measurements;
b) Date of test;
c) Size and shape of receiving room, construction and thickness
of the walls;
d) Dimensions of the test floor,
e) For the floor covering, the layers of multi-layered coverings and
the adhesives, the names and addresses of the manufacturers,
the commercial designation, and the source of supply of the
sample used in the test;
f) Detailed description, including the type, the mass, surface
dimensions and thickness ( under load where specified, see 4.3.2.1)
of the test specimens, with appropriate drawings where neces-
sary;
g) Method of mounting, with particular reference to the adhesive,
its mass per unit area and open-time, and in the case of floating
slab floors the curing time for the concrete;
h) Temperature and humidity of the source room;
j ) Number and location of microphones;
k) Number, location and installation time of the loads, where-used;
m) Band width ( octave or third-octave ) of filters used in the test;
n) Mass and number of supports of the tapping machine;
p) A statement as to whether the test specimen suffered visible
damage during the test ( for example compaction ) ;
NOTE - It is desirable that the tested specimen be retained in the laboratory
for subsequent inspection.
q) Reduction in impact sound pressure level due to the floor covering
under test, as a function of frequency;
r) Normalized impact sound pressure level of the bare floor used
in the test, as a function of frequency;
s ) Brief description of details of procedure and equipment ( see
3 and 5.6 ) ;
t ) Certification of the testing agency; and
u) The following statement: “The results are based on tests made
with an artificial source under laboratory conditions”.
13IS:99Ol(PartVIII)-1981
APPENDIX A
(Clause 5.6.1.1 )
TEST PROCEDURE
A-l. EXAMPLE OF A TEST PROCEDURE
A-l.1 Where the receiving room is substantially rectangular with a volume
of about 50m3 it will contain at least three randomly orientated diffusing
elements or an equivalent area of rotating vane, the former having a typical
edge length of l-2 m each. The diffusers should not be suspended from the
ceiling under test.
A-l.2 The conditions of placement of the tapping machine and specimen
are clearly stated in 5.5.1, 5.5.2 and 5.5.3. It is required that two different
random microphone positions are used for each of the three tapping posi-
tions, each reading from each position having an averaging time of 5 s in
each frequency band, No microphone position should be nearer than 0.7 m
to the room boundaries or diffusers.
A-l.3 As an alternative, the sound field sampling procedure can be carried
out using a rotating microphone device having a sweep radius between
1 m and 1.5 m. In this case, the plane of the traverse is inclined in relation
to the room boundaries and the device should have an averaging time
equal to the traverse time, which should be a minimum of 30 s.
A-1.4 The equivalent absorption area should be determined from readings
taken using three microphone positions with two reverberation time
analyses at each position.
14
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1367_e_2.pdf
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IS 1367( Part 14/Sec 2 ) :2Q02
ISO 3506-2:1997
m14?+$TvluRa*~tid *tif?m-JJlwl
3T331712RzrRzrl
( R%?i’?7jg?m )
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 14 MECHANICAL PROPERTIES OF CORROSION-RESISTANT
STAINLESS-STEEL FASTENERS
Section 2 Nuts
Third Revision)
(
ICS 21.060.20
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 2002 Price Group 7Bolts, Nuts and Fasteners Accessories Sectional Committee , BP 33 —
NATIONAL FOREWORD
This Indian Standard (Part 14/See 2) (Third Revision) which is identical with ISO 3506-2:1997 ‘Mechanical
properties of corrosion-resistant stainless-steel fasteners—Part 2: Nuts’ issued by the International
Organization for Standardization (ISO) was adopted by the Bureau of Indian Standards on the
recommendation of the Bolts, Nuts and Fasteners Accessories Sectional Committee and approval of
the Basic and Production Engineering Division Council.
This standard was originally published in 1961 and subsequently revised in 1967 and 1984. The last
revision was in conformity with ISO 3506:1979. Consequent upon the revision of ISO 3506:1979 into
three parts, the Committee decided to revise this Indian Standard into three sections aligning them with
ISO 3506-1:1997, ISO 3506-2:1997 and ISO 3506-3:1997 respectively.
In view of the above, IS 1367(Part 14) has been splitted into three sections by adopting Part 1, Part 2
and Part 3 of ISO 3506 respectively. The other two sections.of this part are given as under:
IS 1367(Part 14/Sec 1) :2002 Technical supply conditions for threaded steel fasteners:
Part 14 Mechanical properties of corrosion-resistant stainless-steel
fasteners, Section 1Bolts, screws and studs (third revision)
IS 1367(Part 14/Sec 3) :2002 Technical supply conditions for threaded steel fasteners:
Part 14 Mechanical properties of corrosion-resistant stainless-steel
fasteners, Section 3Set screws and similar fasteners not under tensile
stress (third revision)
The text of ISO Standard has been approved as suitable for publication as Indian Standard without
deviations. Certain terminology and conventions are, however, not identical to those used in Indian
Standards. Attention is drawn especially to the following:
a) Wherever the words ‘International Standard’ appear referring to this standard, they should
be read as ‘Indian Standard’.
b) Comma (,) has been used as adecimal marker while in Indian Standards, the current practice
is to use a point (.) as the decimal marker.
Inthis adopted standard, reference appears to certain International Standards for which Indian Standards
also exist. The corresponding Indian Standards which are to be substituted in their place are listed
below along with their degree of equivalence for the editions indicated:
International Standard Corresponding Indian Standard Degree of
Equivalence
1s068-1 :’) IS 4218(Part 1): 2001 ISO General purpose metric Identical
screw threads :Part 1 Basic profile (second revision)
IS0261 :’) IS 4218(Part 2): 2001 LSO General purpose metric do
screw threads: Part 2 General plan (second revision)
ISO 262:1) IS 4218(Part 4): 2001 ISO General purpose metric do
screw threads: Part 4 Selected sizes for screws, bolts
and nuts (second revision)
ISO 272:1976 IS 9519:1980 Dimensions for width across flats for Technically
hexagon bolts and nuts equivalent
(Continued on third cover)
II Since published in1998.IS 1367 (Part 14/See 2) :2002
ISO 3506-2:1997
Indian Standard
TECHNICAL SUPPLY CONDITIONS FOR
THREADED STEEL FASTENERS
PART 14 MECHANICAL PROPERTIES OF CORROSION-RESISTANT
STAINLESS-STEEL FASTENERS
Section 2 Nuts
ThirdRevision)
(
1 scope
This part of ISO 3506 specifies the mechanical properties of nuts made of austenitic, martensitic and ferritic grades
of corrosion-resistant stainless steels when tested over an ambient temperature range of 15 “C to 25 ‘C. Properties
will vary athigher or lower temperatures.
Itappliesto rwts
— with nominal thread diameters (d)upto and including 39 mm;
—
of triangular ISO metric threads with diameters (d) and pitches in accordance with ISO 68-1, ISO 261 and
ISO 262;
—
of any shape;
— with width across flats as specified in ISO 272;
—
with nominal heights greater than or equal to 0,5 d.
Itdoes not apply to nuts requiring properties such as
— locking abilities;
—
weldability.
This part of ISO 3506 does not define corrosion or oxidation resistance in particular environments.
The aim of this part of ISO 3506 is a classification into property classes of corrosion resistant stainless steel
fasteners. Some materials can be used at temperatures down to -200 ‘C, some can be used at temperatures up to
+800 “C in air. Information on the influence of temperature on mechanical properties isfound in annex D.
Corrosion and oxidation performances and mechanical properties for use at elevated or sub-zero temperatures must
be the subject of agreement between user and manufacturer in each particular case. Annex Eshows how the risk of
intergranular corrosion atelevated temperatures depends onthe carbon content.
All austenitic stainless steelfasteners arenormally non-magnetic inthe annealed condition; after cold working, some
magnetic properties may beevident (seeannex F).
2 Normative references
The following standards contain provisions which, through reference in this text, constitute provisions of this part of
ISO 3506. At the time of publication, the editions indicated were valid. All standards are subject to revision, and
parties to agreements based on this part of ISO 3506 are encouraged to investigate the possibility of applying the
most recent editions of the standards indicated below. Members of IEC and ISO maintain registers of currently valid
International Standards.
1
\IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
ISO 68-1 :—1),ISO general purpose screw threads - Basic profile - Part 1:Metric screw threads.
ISO 261:—2), /S0 genera/ purpose metric screw threads - General plan.
ISO 262:—s), ISO general purpose metric screw threads - Selected sizes for screws, bolts and nuts.
ISO 272:1982, Fasteners - Hexagon products - Widths across f/ats.
ISO 898-2:1992, Mechanical propetiies of fasteners - Part 2: Nuts with specified proof load values - Coarse thread.
ISO 898-6:1994, Mechanical propetiies of fasteners - Part 6: Nuts with specified proof load values - Fine pitch thread.
ISO 3651-1 :—a~, Determination of resistance to intergranular corrosion stainless steels - Part 1: Austenitic and
ferritic-austenitic (duplex) stainless steels - Corrosion test in nitric acid medium by measurement of loss in mass
(Huey test).
ISO 3651 -2:—5), Determination of resistance to intergranular corrosion stainless steels - Part 2: Ferritic, austenitic
and ferritic-austenitic (duplex) stainless steels - Corrosion test in media containing sulfuric acid.
ISO 6506:1981, Mets//ic materiak - Hardness test - Brine// test.
ISO 6507-1:1997, Metallic materials - Hardness test- Vickers test- Part 1:Test method.
ISO 6508:1986, Metallic materials - Hardness test-Rockwell test (scalesA- B- C-D-E-F-G - H- K).
3 Designation, marking and finish
3.1 Designation
The designation system for stainless steel grades and property classes for nuts is shown in figure 1.The designation
of the material consists of two blocks which are separated by a hyphen. The first block designates the steel grade,
the second block the property class.
The designation of the steel grade (first block) consists of the letters
A for austenitic steel or
C for martensitic steel or
F for ferritic steel
which indicate the group of steel and a digit which indicates a range of chemical compositions within this steel
group.
The designation of the property class (second block) consists of 2 digits for nuts with the height m>0,8 d (style 1)
which indicates 1/10 of the stress under proof load and 3 digits for nuts with the height 0,5 d< mc 0,8 d (thin nuts),
the first digit indicating that the nut has a reduced Ioadability and the following two digits 1/10 of the stress under
proof load,
NOTE — For the definition of style 1for nuts see ISO 898-2:1992, annex A.
1) To be published. (Revision ofISO 68:1973)
2) To be published. (Revision ofISO 261:1973
3) To be published. (Revision ofISO 262:1973),
4) To be published. (Revision ofISO 3651-1:1976)
5) To be published. (Revision ofISO 3651-2:1976)
2
\ .,
‘..IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
Examples for the designation of material:
1) A2-70 indicates:
austenitic steel, cold worked, minimum 700 N/mm’ (700 MPa) stress under proof load (nut of style 1).
2) C4-70 indicates:
martensitic steel, hardened and tempered, minimum 700 N/mm’ (700 MPa) stress under proof load (nut of
style 1).
3) A2-035 indicates:
austenitic steel, cold worked, minimum 350 N/mmz (350 MPa) stress under proof load (thin nut).
XST
Steel group’)
Stee( grade’) A=I l-ht-lc 3
Property class f-l
Nutssty~e1 50 70 80 50 70 110 50 70 80 45 60
Thinnuts 025 035 040 025 035 055 025 035 OLO 020 030
I I I l-l-d I I I I
soft Cold- High- Soft Hardened Soft Hardened Hardened soft CoLd-
worked strength and and and worked
tempered tempered tempered
1) The steel groups and steel grades classified in figure 1 are described in annex A and specified by the chemical
composition given intable 1.
2) Low carbon stainless steels with carbon content not exceeding 0,039’o may additionally be marked with an L.
EXAMPLE: A4L -80
Figure 1- Designation system for stainless steel grades and property classes for nuts
3.2 Marking
Only if all requirements in this part of ISO 3506 are met, parts shall be’ marked and/or described according to the
designation system described in 3.1.
3.2.1 Nuts
Marking is mandatory on nuts with nominal thread diameters d= 5 mm and shall be marked with the steel grade
and property class in accordance with 3.1, figure 1 and figure 2 and with the manufacturer’s identification mark,
provided this is possible for technical reasons. Marking of only one nut face is acceptable and shall be only by
indentation when applied to the bearing surface of the nuts. Alternatively, marking on the side of the nuts is
permissible.
When the marking is made with grooves (see figure 2) and the property class is not indicated, property class 50 or
025 will apply.
3IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
o
1)
\
X’fz
{Q
C1-025
@@
\,
2) 31
QI @
ti
Nuts style 1 Thin nuts
1) manufacturer’s identification mark
2) steel grade
3) property class
Marking with material designation and manufacturer’s identification mark
/+2 /44
sisthe width across flats
Alternative groove marking (forA2 and AAsteel grades only)
NOTE — For marking of left-hand thread, see ISO 898-2.
Figure 2— Marking of nuts
3.2.2 Packages
Marking with the designation and manufacturer’s identification mark is mandatory on all packages of all sizes.
3.3 Finish
Unless otherwise specified, fasteners in accordance with this part of ISO 3506 shall be supplied clean and bright. For
maximum corrosion resistance passivation is recommended.
4 Chemicalcomposition
The chemical compositions of stainless steels suitable for fasteners in accordance with this part of ISO 3506 are
given in table 1.
{
The final choice of chemical composition within the specified steel grade is at the discretion of the manufacturer
unless by prior agreement between the purchaser and the manufacturer.
4
\IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
In applications where risk of intergranular corrosion is present, testing in accordance with ISO 3651-1 or ISO 3651-2
is recommended. [n such cases, stabilized stainless steels A3 and A5 or stainless steels A2 and A4 with carbon
content not exceeding 0,03 % are recommended.
Table 1— Stainless steei grades - Chemical composition
Chemical composition
Group Grade ‘Y. (m/vr) 1) Notes
c Si Mn P s Cr Mo NI I Cu
Austenitic Al 0,12 1 6,5 0,2 0,15 to0,35 16to 19 0,7 5to 10 1,75 to 2,25 2)3) 4)
A2 0,1 1 2 0,05 0,03 15t020 — 5) 8to 19 4 7)8)
A3 0,08 1 2 0,045 0,03 17to 19 — 5) 9to 12 1 9)
A4 0,08 1 2 0,045 0,03 16to 18,5 2t03 lo to 15 1 8)10)
A5 0,08 1 2 0,045 0,03 16to 18,5 2t03 lo,5to 14 1 9)10)
Martensitic cl 0,09to 0,15 1 1 0,05 0,03 ll,5to 14 — 1 — 10)
C3 0,17 to 0,25 1 1 0,04 0,03 16to 18 — 1,5 to 2,5 —
C4 0,08 to 0,15 1 1,5 0,06 0,15 to 0,35 12to 14 0,6 1 — 2)10)
Ferritic F1 10,12 1 1 0,04 0,03 15to 18 _ 6) ‘1 . 11)12)
NOTES
1 A description of the groups and grades of stainless steels also entering into their specific properties and application is given in
annex A.
2 Examples for stainless steels which are standardized inISO 663-13 and inISO 4954 are given inannexes Band Crespectively.
1) Values are maximum unless otherwise indicated.
2) Sulfur may be replaced by selenium.
3) Ifthe nickel content isbelow 8%, the minimum manganese content must be 5%
4) There isno minimum limit tothe copper content provided that the nickel content isgreater than 8%.
5) Molybdenum may be present atthe discretion ofthe manufacturer. However, iffor some applications limiting ofthe molybdenum
content isessential, this must be stated atthe time ofordering bythe purchaser.
6) Molybdenum may be present atthe discretion ofthe !manufacturer.
7) Ifthe chromium content isbelow 17%, the minimum nickel content should be 12%.
8) Foraustenitic stainless steels having amaximum carbon content of0,03 %, nitrogen may be present toamaximum of0,22 %.
9) Must contain titanium >5 xC upto 0,8 % maximum for stabilization and be marked appropriately in accordance with this table, or
must contain niobium (columbium) and/or tantalum > 10xCup to 1,0 % maximum for stabilization and be marked appropriately in
accordance with this table.
10) At the discretion of the manufacturer the carbon content may be higher where required to obtain the specified mechanical
properties atlarger diameters, but shall notexceed 0,12 ‘%for austenitic steels.
11) May contain titanium >5 xCupto 0,8 % maximum.
12) May contain niobium (columbium) and/or tantalum > 10x C upto 1% maximum.
5 Mechanical properties
The mechanical properties of nuts in accordance with this part of ISO 3506 shali conform to the vaiues given in
table 2 or 3.
For acceptance purposes the mechanical properties as given inthis ciause appiy and shaii be tested as follows:
- hardness test, according to 6.1 (only grades Cl, C3 and C4, hardened and tempered);
- proof load test, according to 6.2.
5IS 1367 (Part 14/See 2) :2002
1S0 3506-2:1997
Table 2— Mechanical properties for nuts - Austenitic grades
Stress under proofloed
Rangeof
%
Group Grade Property clasa threed
min.
diemeter
Nlmmz
Nutsstyle 1 Thin nuts d Nuts style 1 Thin nuts
(m>0,8 d) (0,5 d s m<0,8 d) mm (m> (3,8d) (0,5 d < m<0,8 d)
Al 50 025 s 39 500 250
Austenitic A2, A3 70 035 ~241) 700 350
A4, A5 80 040 <24 1) 800 400
1) For fasteners with nominal thread diameters d>24 mm tha mechanical properties shall be agreed upon between user and
manufacturer and marked with grade and property class according tothis tabla.
Table 3 — Mechanical properties for nuts - Marfer’wific and ferrific grades
Sfressunderproof Iood
Property class 5P
Group Grade min. Herdness
Nlmmz
Nuts style 1 Thin nuta Nuts style 1 Thin nuts
(m> (),8d) (0,5d<m<0,8d) (m> (),8 d) (0,5 d< m<0,8 d) HB HRC HV
cl 50 025 500 250 147to209 — 155to220
70 — 700 — 209t0314 20to34 220to330
Martensitic 1101) 055 1) 1100 550 — 36to45 350to440
C3 80 040 800 400 228 to 323 21 to 35 240 to 340
C4 , 50 . 500 — 147 to 209 — 155 to 220
70 035 700 350 209 to 314 20 to 34 220 to 330
45 020 450 200 128 to 209 — 135 to 220
Ferritic F1 2)
60 030 600 300 171 to 271 — 180 to 285
1) Hardened and tempered at a minimum tempering temperature of275 “C. I
2) Nominal thread diameter d s 24 mm.
6 Test methods
6.1 HardnessHB,HRCorHV
The hardness test shall be carried out in accordance with ISO 6506 (HB), ISO 6508 (HRC) or ISO 8507-1 (HV). In the
case of doubt, the Vickers hardness test isdecisive for acceptance.
The test procedure shall be as specified in ISO 898-2 and ISO 898-6.
The hardness vaiues shall be within the limits given intable 3.
6.2 Proofload
The test procedure and criteria shali. be in accordance with ISO 898-2 and ISO 898-6.
‘1
6IS 1367 (Part 14/See 2) :2002
ISO 3506-2:1997
Annex A
(informative)
Description ofthe groupsand grades ofstainlesssteels
A.1 General
In ISO 3506-1, ISO 3506-2 and ISO 3506-3 reference is made to steel grades Al to A5, Cl to C4 and F1 covering steels
of the following groups:
Austenitic steel Al to A5
Martensitic steel Cl to C4
Ferritic steel F1
Inthis annex the characteristics of the above mentioned steel groups and grades are described.
This annex also gives some information on the non-standardized steel group FA. Steels of this group have a
ferritic-austenitic structure.
A.2 Steel group A (austenitic structure)
Five main grades of austenitic steels, Al to A5, are included in ISO 3506-1, ISO 3506-2 and ISO 3506-3. They cannot
be hardened and are usually non-magnetic. In order to reduce the susceptibility to work hardening copper may be
added to steel grades Al to A5 as specified intable 1.
For non-stabilized steel grades A2 and A4 the following applies.
As chromic oxide makes steel resistant to corrosion, low carbon content is of great importance to non-stabilized
steels. Due to the high affinity of chrome to carbon, chrome carbide is obtained instead of chromic oxide which is
more likely at elevated temperature. (See annex E.)
For stabilized steel grades A3 and A5 the following applies.
The elements Ti, Nb or Ta affect the carbon and chromic oxide is produced to itsfull extent,
For offshore or similar applications, steels with Cr and Ni content at about 2094. and Mo at 4,5 Y. to 6,5 ‘Yo are
required.
When risk of corrosion is high experts should be consulted.
A.2. 1 Steel grade Al
Steel grade Al is especially designed for machining. Due to the high sulfur content the steels within this steel grade
have lower resistance to corrosion than corresponding steels with normal sulfur content.
A.2.2 Steel grade A2
Steels of grade A2 are the most frequently used stainless steels. They are used for kitchen equipment and apparatus
for the chemical industry. Steels within this grade are not suitable for use in non-oxidizing acid and agents with
chloride content, i.e. swimming pools and sea water.
A.2.3 Steel grade A3
Steels of grade A3 are stabilized “stainless steels” with properties of steels in grade A2.
A.2.4 Steel grade A4
Steels of grade A4 are ‘(acid proof steels”, which are Mo alloyed and give considerably better resistance to corrosion.
A4 is used to a great extent by the cellulose industry as this steel grade is developed for boiling sulfuric acid (thus
7..
..
IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2: 1997
given the name “acid proof”) and is, to a certain extent, also suitable in an environment with chloride content. A4 is
also frequently used by the food industry and by the ship-building industry.
A.2.5 Steel grade A5
Steels of grade A5 are stabilized “acid proof steels” with properties of steels in grade A4.
A.3 Steel group F (ferritic structure)
One ferritic steel grade (Fl) is included in ISO 3506-1, ISO 3506-2 and ISO 3506-3. The steels within grade FI cannot
be hardened normally and should not be hardened even if possible in certain cases. The FI steels are magnetic.
A.3. 1 Steel grcrde F1
Steel grade F1 is normally used for simpler equipment with the exeption of the superferrites which have extremely
low C and N contents. The steels within grade F1 can, if need be, replace steels of grades A2 and A3 and be used at
higher chloride content.
A.4 Steel group C (martensitic structure)
Three types of martensitic steel grades, Cl, C3 and C4, are included in ISO 3506-1, ISO 3506-2 and ISO 3506-3, They
can be hardened to an excellent strength and are magnetic.
A.4. 1 Steel grade Cl
Steels within grade Cl have limited resistance to corrosion. They are used inturbines, pumps and for knives.
A.4.2 Steelgrade C3
Steels within grade C3 have limited resistance to corrosion though better resistance than Cl. They are used in
pumps and valves.
A.4.3 Steel grade C4
Steels within grade C4 have limited resistance to corrosion. They are intended for machining, otherwise they are
similar to steels of grade Cl.
A.5 Steel group FA (ferritic-austenitic structure)
Steel group FA is not included in ISO 3506-1, ISO 3506-2 and ISO 3506-3 but will most probably be included in the
future.
Steels of this steel group are the so-called duplex steels. The first FA steels to be developed had some drawbacks
that have been eliminated in the recently developed steels. The FA steels have better properties than steels of the
types A4 and A5 especially as far as strength is concerned. They also exhibit superior resistance to pitting and crack
corrosion.
Examples of composition are shown intable A.1
Table A.1 — Ferritic-austenitic steels - Chemical composition
Chemicel composition I
Group (mlmj
Y.
c Si Mn Cr Ni Mo N
max.
Ferritic- 0,03 1,7 1,5 lr3,5 5 2,7 0,07
austenitic 0,03 <1 <2 22 5,5 3 0,14
8
\IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
Annex B
(informative)
Stainless steel composition specifications
(Extract from ISO 683-13:1986)
9
\
\.Table B.1
Chemical composition 1)
Type2) % (mlm) Fastener grade
ofsteel c Si Mn P s N Al Cr Mo N@ Ni Se Ti Cu identification 4}
max. max. max. min.
Ferritic steels
8 0,08 max 1,0 1,0 0,040 0,030 max. — — 16,0to 18,0 — — 1,0max. — — — F1
8b 0,07 max. 1,0 1,0 0,040 0,030 max. — — 16,0to18,0 — — 1,0max. — 7X% C< 1,0 –- F1
9C 0,08 max. 1,0 1,0 0,040 0,030 max. — — 16,0to 18,0 0,90to 1,30 — 1,0max. — — — F1
F1 0,025 max.5) 1,0 1,0 0,040 0,030 max. 0,025 max.5) — 17,0to 19,0 1,75to2,50 —6) 0,60 max. — _ 6) _ F1
Martensit icsteels ~
3 0,09 to 0,15 1,0 1,0 0,040 0,030 max. — — ll,5to 13,5 — — 1,0 max. — — — cl ..
7 0,08 to 0,15 1,0 1,5 0,060 0,15 to 0,35 — — 12,0 to 14,0 0,60 max.7) — 1,0 max. — — — C4
4 0,16 to 0,25 1,0 1,0 0,040 0,030 max. — — 12,0 to 14,0 — — 1,0 max. — — — cl
9a o,lotoo,17 1,0 1,5 0,060 0,15 to0,35 — — 15,5 to 17,5 0,60 max.7) — 1,0 max. — — — C3
9b 0,14 to 0,23 1,0 1,0 0,040 0,030 max. — — 15,0 to 17,5 — — 1,5 to 2,5 — – — C3
5 0,26 to 0,35 1,0 1,0 0,040 0,030 max. — — 12,0 to 14,0 — — 1,0 max. — — — cl
Austeniti csteels
10 0,030 max. 1,0 2,0 0,045 0,030 max. — — 77,0 to 19,0 — — 9,0 to 12,0 — — — A28)
11 0,07 max. 1,0 2,0 0,045 0,030 max. — — 17,0 to 19,0 — — 8,0 to 11,0 — — — AZ
15 0,08 max. 1,0 2,0 0,045 0,030 max. — — 17,0 to 19,0 — — 9,0 to 12,0 — 5x% C< 0,80 — A39)
16 0,08 max. 1,0 2,0 0,045 0,030 max. — — 17,0 to 19,0 — 10X% C==1,O 9,0 to 12,0 — — — A39)
17 0,12 max. 1,0 2,0 0,060 0,15 to 0,35 — — 17,0 to 19,0 — 10) — 8,0 to 10,0 11) — — — Al
13 0,10 max. 1,0 2,0 0,045 0,030 max. — — 17,0 to 19,0 — — ll,oto 13,0 — — -– A2
19 0,030 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,0 to 2,5 — ll,oto 14,0 — — — A4
20 0,07 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,0 to 2,5 — 10,5 to 13,5 — — — A4
21 0,08 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,0 to 2,5 — ll,oto 14,0 — 5x YoCS 0,80 — A59)
23 0,08 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,0 to 2,5 10XYOC==I,O ll,oto 14,0 — — — A59)
19a 0,030 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,5 to 3,0 — ll,5to 14,5 — — — A4
20a 0,07 max. 1,0 2,0 0,045 0,030 max. — — 16,5 to 18,5 2,5 to 3,0 — ll,oto 14,0 — — — A4
10N 0,030 max. 1,0 2,0 0,045 0,030 max. 0,12 to 0,22 — 17,0 to 19,0 — — 8,5 to 11,5 — — — A2
19N 0,030 max. 1,0 2,0 0,045 0,030 max. 0,12 to 0,22 — 16,5 to 18,5 2,0 to 2,5 — 10,5 to 13,5 — — — A48)
19aN 0,030 max. 1,0 2,0 0,045 0,030 max. 0,12 to 0,22 — 16,5 to 18,5 2,5 to 3,0 — ll,5to 14,5 — — — A48)
1) Eiements not quoted in this table shall not be intentionally added to the steel without the agreement of the purchaser, other than for the purpose of finishing the heat. All
,,/
.. reasonable precautions shall betaken to prevent the addition, from scrap orother material used in manufacture, ofsuch elements which affect the hardenability, mechanical properties
and applicability.
2) The type numbers are tentative and will be subject toalteration when the relevant International Standards have been established.
3) Tantalum determined as niobium.
4) Not part ofISO 683-13.
5) (C+ N) max. 0,040% (m/m).
6) 8x (C + N) < (Nb +Ti) s 0,80 Y. (rrdm).
.
7) After agreement atthe time ofenquiry and order the steel maybe supplied with aMo content of0,20 to0,60% brdm).
8) Excellent resistance to intergranular corrosion.
9) Stabilized steels.
10) The manufacturer hasthe option ofadding molybdenum upto0,70 % (mfm).
11) The maximum nickel content ofsemi-finished products for fabrication into seamless tubes maybe increased by0,57. (m/m).
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snoitangised
ehT.2
CS/71
ClfOSl
llA
.taeh
eht
gnihsinif
rof
naht
rehto
,resahcrup
eht
fo
tnemeerga
eht
tuohtiw
leets
eht
ot
dedda
yllanoitnetni
eb
ton
dluohs
elbat
siht
ni detouq
ton
stnemelE
)
seitreporp
lacinahcem
tceffa
hcihw
stnemele
fo
,erutcafunam
ni
desu
slairetam
rehto
ro
parcs
morf
,noitidda
eht
tneverp
ot
nekateb
dluohs
snoituacerp
elbanosaer
.ytilibacilppa
dna
.4594
OSIfo
trap
toN
)
.noisorroc
ralunargretni
ot ecnatsiser
tnellecxE
)IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2: 1997
Annex D
(informative)
Mechanical properties at elevated temperatures; application at low temperatures
NOTE — If the bolts, screws or studs are properly calculated the mating nuts will automatically meet the requirements.
Therefore, inthe case of application at elevated or low temperatures, it issufficient to consider the mechanical properties of bolts,
screws and studs only.
D.1 Lower yield stress or stress at 0,2% permanent strain at elevated temperatures
The values given in this annex are for guidance only. Users should understand that the actual chemistry, loading of
the installed fastener and the environment may cause significant variation. If loads are fluctuating and operating
periods at elevated temperatures are great or the possibility of stress corrosion is high the user should consult the
manufacturer.
For values for lower yield stress (ReL)and stress at 0,2% permanent strain (RP0,2)at elevated temperatures in % of
the values at room temperature, see table D.1.
Table D.1— Influence of temperature on R~Land R~,z
I I
ReL and RP0,2
Steel grade
%
Temperature
+ 100”C +200“c +300“c +400“c
A2A4 85 80 75 70
cl 95 90 80 65
C3 90 85 80 60
1 1 I
NOTE — This applies to property classes 70 and 80 only,
D.2 Application at low temperatures
For application of stainless steel bolts, screws and studs at low temperatures, see table D.2.
Table D.2 —Application of stainiess steel bolts, screws and studs at low temperatures
(austenitic steel only)
Steel grade Lowerlimitsofoperafionai temperature atcontinuous operation
A2 I - 7r)rl“c
bolts and screws}) -60 “C
A4
studs -200 ‘c
1)inconnection with the alloying element MO the stability of the austenite isreduced and the transition
temperature isshifted to higher ;alues if a high degree” of deformation during manufacturing of the I
fastener isapplied.
i2
‘\\IS 1367 (Part 14/See 2] :2002
ISO 3506-2:1997
Annex E
(informative)
Time-temperature-diagram of intergranular corrosion in austenitic stainless steels,
grade A2 (18/8 steels)
Figure E.1 gives the approximate time for austenitic stainless steels, grade A2 (18/8 steels), with different carbon
contents inthe temperature zone between 550 “Cand 925 “C before risk of intergranular corrosion occurs.
c=0,08
~-
? !,1 I
+
, C=0,06
/
c=0,05
/
(
=1
—~c=o,
-+
60( ‘“m
12s 1min
-
0,2 0,5 1 5 10 50 100 500 1000
Time,min
Figure E.1
\ ..IS 1367 (Part 14/Sec 2) :2002
ISO 3506-2:1997
Annex F
(informative)
Magnetic propertiesfor austenitic stainless steels
All austenitic stainless steel fasteners are normally non-magnetic; after cold working, some magnetic properties may
be evident.
Each material is characterized by its ability to be magnetized, which applies even to stainless steel. Only a vacuum
will probably be entirely non-magnetic. The measure of the material’s permeability in a magnetic field is the
permeability value pr for that material in relation to a vacuum. The material has low permeability ifp, becomes close
tel.
EXAMPLES
A2: pr=l,8
A4: /lr= 1,015
A4L: V,= 1,005
Fl: pr=5
14
\\
\IS 13,67 (Part 14/Sec 2) :2002
ISO 3506-2:1997
Annex G
(informative)
Bibliography
[1] ISO 683-13:1986, Heat-treated steels, alloy steels and free cutting steels – Part 73: Wrought stainless steeLs.6)
[2] ISO 4954:1993, Steels for cold heading and cold extruding.
6) International Standard withdrawn.
15(Continued from second cover)
International Standard Corresponding Indian Standard Degree of
Equivalence
ISO 898-2:1992 IS 1367(Part 6): 1994 Technical supply conditions for Identical
threaded steel fasteners: Part 6Mechanical properties
and test methods for nuts with specified proof loads
(third revision)
ISO 898-6:1994 IS 13096:2000 Fasteners—Hexagon nuts with do
specified proof load values—Fine pitch thread—
Mechanical properties (first revision)
1S0 6506:1981 IS 1500: 1983 Method for Brinell hardness test for Technically
metallic materials (second revision) equivalent
ISO 6507-1:1997 IS 1501(Part 1): 1984 Method for Vickers hardness do
test for metallic materials : Part 1 HV 5 to HV 100
(second revision)
ISO 6508:1986 IS 1586:2000 Method for Rockwell hardness test for do
metallic materials (Scales A-B-C-D-E-F-G-H-K, 15N,
30N, 45N, 15T, 30T and 45T) (third revision)
The concerned Technical Committee has reviewed the provisions ofthe following ISO Standards referred
in this adopted standard and has decided that they are acceptable for use in conjunction with this
standard:
/S0 Standard Title
ISO 3651-1 :1) Determination of resistance to intergranular corrosion stainless steels—Part 1:
Austenitic and ferritic-austenitic(duplex) stainless steels—Corrosion test innitric acid
medium by measurement of loss in mass(Huey test)
ISO 3651-2:2) Determination of resistance to intergranular corrosion stainless steels—Part 2:
Ferritic, austenitic and ferritic-austenitic(duplex) stainless steels —Corrosion test in
media containing sulfuric acid
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)’.
II TObe published (Revision of ISO 3651-1:1 976).
Z)TObe published (Revision of ISO 3651-2:1976).
‘\\-.—
Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of /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 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 (0266).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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Headquarters:
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Telephones: 3230131, 3233375, 3239402 (Common to all offices)
Regional Offices: Telephone
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Printed at Simco Printing Press, Delhi
|
10084_2.pdf
|
IS 10084 ( Part 2 ) : 1994
DESIGN OF DIVERSION WORKS - CRITERIA
PART 2 DIVERSION CHANNEL AND OPEN CUT OR CONDUIT
IN THE BODY OF DAM
UDC 627.47 : 624.04
Q BIS 1994
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARO
NEW DELHI 110002
February 1994 Price Group 3Diversion Works Sectional Committee, RVD 7
FOREWORD
This Indian Standard ( Part 2 ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Diversion Works Sectional Committee had been approved by the River valley
Division Council.
Prior to the commencement of actual construction of any work in the bed of a natural river, it
becomes obligatory in most cases to exclude temporarily the river flow away from the proposed
work area during the construction period, so as to permit the work to be done in the dry or
semi-dry areas. Diversion works provide working area free from water and river flow for cons-
tructing hydraulic structures. These works, as far as possible, are so designed that when the
diversion needs are over, these may be utilised partially or fully in the main projects as spillways,
bottom outlets, irrigation outlets, head race or tail race tunnels. The method and magnitude
of diversion works will depend primarily upon the cross section of the valley, the type of dam,
diversion discharge and the bed material in the river. However, in some specific cases, the
choice of a dam may depend on diversion arrangement, for example an earth dam is not feasi-
ble where diversion works cannot prevent overtopping of the dam.
Part 1 of this standard covers the criteria for design of coffer dams of different types, namely
masonry/concrete/colloidal concrete, earthen, rockfill, steel and timber coffer dams. The pas-
sage for diversion of water can be broadly classified into three categories, namely open channel,
open cut or conduit in the permanent works and tunnels. Part 2 of this standard has been
prepared to cover the design criteria for diversion channel and open cut or conduit in the body
of the dam. Part 3 of this standard will cover the design criteria for tunnels.IS lOO84 ( Put 2 ) : 1994
Indian Standard
DESIGN OF DIVERSION WORKS - CRITERIA
PART 2 DIVERSIO~N CHANNEL AND OPEN CUT OR CONDUIT
IN 1HE BODY OF DAM
1 SCOPE 4.1.1 Diversion Channels for Masonry/Concrete
Dams
This standard covers the criteria for design of
open channel and open cut or conduit in the Concrete or masonry dams could be allowed
body of the dam as diversion works. to get overtopped during floods when construct-
ion activity is not in progress. The resulting
2 REFERENCES damage is -either negligible or could be
The following Indian Standards are necessary tolerated without much concern. Therefore,
adjuncts to this standard: it is customary to adopt diversion flood which
is just adequate to be handled during non-
IS No. Title monsoon season, when construction activity
of the dam is continued. Generally the largest
4410 Glossary of terms relating to observed non-monsoon flood or non-monsoon
( Part 12) : 1973 river vallev moiects : Part 12
flood of 100 year return period is adopted as a
Diversion &&ks
diversion flood. This is generally a small fraction
of the design flood of the spillway and, there-
12966 Code of practice for galleries
fore, diversion channel required to handle this
( Part 2 ) : 1990 and other openings in dams:
flood is obviously small. Advantage is also
Part 2 Structural design
taken of passing the floods over partly com-
13912 : 1993 Closure of diversion channel pleted dam or spillway blocks, thereby
and open cut or conduit in keeping the diversion channel of relatively
the body of the dam - smaller size. In such a case a small excavated
Code of practice channel either in the available width of the
river or one of the banks of the river proves
to be adequate. Construction sluices are
3 TERMINOLOGY
located in such excavated channels which allow
For the purpose of this standard, the definitions passage of non-monsoon flows without hind-
given in IS 4410 ( Part 12 ) : 1973 shall apply. rance to the construction activity. Such
sluices are subsequently plugged tihen the dam
4 OPEN CHANNEL has been raised to adequate height. If the
pondage is not allowed even when the dam has
4.1 At sites where diversion of flow through been raised to sufficient height, the river out-
tunnels or close conduits is not possible ( due
lets are often provided in the body d the non-
to topographical considerations ) or proves to
overflow or overflow dam to pass the non-
be uneconomical, diversion through excavated
monsoon flows which later on are kept for
channels called diversion channels is effected.
permanent use after completion of cpnstruction.
Diversion channtls are often classified accord-
If the diversion channel is excavated on one
ing to the type of diversion namely, single
of the river banks, it is possible to use the same
stage or multiple stage diversion scheme. In
for locating an irrigation outlet, a power house
the former which is more suitable for narrow
or a spillway depending upon the magnitude and
valleys, the same set of diversion channel and
purpose of the project. Figures 1 and 2 show
coffer dams is utilised throughout the period of
typical layouts of diversion channel for
construction. In the latter, which is generally
masonry/concrete dams in narrow and wide
suitable for wide valleys, the channels and
rivers.
coffer dams are shifted from place to place in
accordance with phasing of the work. A more
4.1.2 Diversion Channel for EarthlRockfiN Dams
useful classification, however, is based on the
type of the dam to be constructed namely 4.1.2.1 Earth or rockfill dams should not
diversion channel for masonry or concrete normally be allowed to be overtopped by floods
dams and that for the earth or rockfill dams. during construction. Therefore, it is impera-
The following guidelines are followed for their tive to ensure that the hi~ghest water level,
design. -_ either during diversion of ntin-rhon<oon flowsIS 10084 ( Part 2 ) : 1994
CONSlRUCllON SLUICES
FIG. 1 DIVERSIONC HANNELF OR CONCRETB/MASONRYD AM IN A WIDE RIVER
2 DIVERSION CHANNEL
PLAN 3 U/S COFFER DAM ( ROCK FILL]
L u/s TOE WALL
5 D/S COFFER DAM f ROCK FILL 1
MWL _-D URIN __G _ --_ DIVERSION --____ 6 O/S TOE WAU
7 DAM (CONCRETE OR MASONRY 1
CKS WITH TEMP
SECTION
FIG. 2 DIVERSIONC HANNEL FOR CONCRETE/MASONRYD AM IN A NARROWR IVER
2IS 10084 ( Part 2 ) : 1994
or passage of monsoon floods is lower than channels may be without protective lining on
top level of the dam during construction. the sides, they are protected at a subsequenr
Capacity of the diversion flood should be stage when utilised for spillway or power
worked out on the basis of the standard house tail race channel. Figure 3 shows typical
‘Design Flood for River Diversion Works- example of diversion channels for earth/rock
Guidelines ( under preparation )‘. Because fill dam project, in a narrow river channel.
of the large volume of flood to be negotiated
and the fact that earth dams are generally 4.1.2.2 In a wide river channel, provided the
located in the main river gorge, diversion height of the earth dam is small enough, diver-
channels have to be excavated on one of the sion could be managed by a temporary channel
river banks in the case of narrow valleys. The involving a gap through earthfill dam while the
layout and principal dimensions, specially the remainder of the embankment is being
cross-section of the diversion channel is constructed ( see Fig. 4 ). Before the stream
governed by several considerations such as is diverted, the foundation required for the
topography, volume of flood to be handled, dam should be completed in the area where
water levels during passage of monsoon and the temporary opening will be left through
non-monsoon floods in consonance with rais- embankment. This preparation would include
ing of the dam and requirement of excavated excavation and refilling of a cut-off trench, if
material from diversion channel for use in one is to be constructed. The stream is then
constructing earth dam, etc. The coffer dams channelised through this area after which the
in such a case which form integral part of the foundation work in the remainder of the stream
earth or rockfill dam in the finally completed bed is completed. The portion of the embank-
stage, are also not allowed to be overtopped ment on either side of the diversion opening
( though a few examples exist when earth or may then be completed. The side slopes of
rockfill dams have been allowed to be over- the opening should not be steeper than 4
topped during diversion~with special protection vertical to 1 horizontal to facilitate filli~ng up
on their slopes with concrete blocks or gabions, of the gap at the end of the construction period
etc ). Because of the considerable expenditure and to decrease the danger of cracking of the
and time involved in the construction of diver- embankment due to differential settlement.
sion channel for earth dams, these channels The flat slope also provides a good bonding
are designed to be useful for other purpose surface between the previously constructed
also such as spillway tail channel or power embankment and the material to be placed.
house tail channel. Although, initially such The bottom level of the temporary channel
FIG. 3 DIVERSIONC HANNELF OR EARTH/R•C KPILLD AM IN A NARROW RIVERC HANNEL
3IS 10084 ( Part 2 ) : 1994
through embankment should be the same as the work to continue uninterruptedly.
the original stream bed, so that erosion in the Provision of a fair weather channel also
channel will be minimised. The width of the facilitates placing construction sluices
opening will depend on the magnitude of the within the dam body so that diversion
diversion flood and consideration of the equip- of the fair weather flow could be con-
ment capabilities for filling the gap which veniently handled even after raising of
would be available. The average rate of the dam to a considerable height ( see
embankment placement should be such that Fig. 3 ). Likelihood of silting up of the
the gap could be filled faster than the water fair weather channel by the monsoon
rise in the reservoir. Care should be exercised floods should, however, be kept in
during filling of the gap so that the quality of mind.
the work is not sacrificed due to exigencies of
4 When the dam is raised and operation
the situation. This is ~of great importance
of construction sluices becomes difficult,
because frequently the diversion gap is in the
diversion of non-monsoon flows could
area where the dam would be of maximum
be effected through river outlets pro-
height. Special attention should also be given
vided in the body of the spillway or dam,
to bonding of the newly placed material with
Often these outlets are used for irrigation
earthfill previously placed.
outlets after completion of the dam.
4.2 Design Considerations e) Although diversion of flow through open
channel is for temporary use, the require-
The following points should be considered in
ment of diversion continues for some
the design of open channel for diversion:
years. In such a condition, it becomes
a>A lthough the alignment of the diversion necessary to ensure equitable distri-
channel is governed by topography, bution of discharge across the width of
circular alignment is by far the most the diversion channel. For this purpose
efficient alignment. The radius of the groynes or spurs could be effectively
circle should be 3 to 5 times the bed width used to ensure satisfactory flow condi-
of the channel to obtain equitable flow tions in the diversion channel (see
across the channel. However, radius as Fig. 3 ).
small as twice the bed width may also be
,~f) For the diversion channel excavated in
adopted because of the restraints due to
overburden, it is also necessary to ensure
other considerations.
that the banks are not eroded due to
W Channels are designed on the basis of flood flows. While provision of a spur
Manning’s formula, after adopting could help ensuring concentration of
suitable value of rugosity coefficient discharge in the central portion of the
depending on site conditions. The channel with minimum velocities along
velocity in the unlined section should the banks, it nevertheless requires
not exceed 5 m/s. In lined channels protection to avoid erosion of the banks.
velocity may go up to 15 m/s. If the diversion channel is to be utilised
c>I t is also advantageous to provide a fair as spillway channel or power house tail
weather flow channel within the diver- race channel, the protection measures
sion channel so as to restrict the non- are designed such that those could be
monsoon flow through the fair weather useful during permanent stage also. In
channel thus keeping the rest of the other cases, pitching with stones, rip
diversion channel high and dry to enable rap or gabions is. normally adopted.
Fret. 4 DIVERSONT HROUGHA GAP IN THEE ARTHD AM IN A WIDE RIVBR’_~HANNEL
4,IS 10084 ( Part 2 ) -: 1994
4.3 Model Studies be worked out according to standard design
criteria. The diversion conduit would nor-
4.3.1 Hydraulic model studies for evolving
mally be a rectangular conduit with height/
suitable arrangement of the diversion through
width ratio of 1*5/1*0 to 2.0/1*0. It would be
open channel are almost indispensable. The
desirable to flare the downstream end of the
model studies help deciding the most efficient
conduit to reduce the discharge intensity.
alignment of the diversion channel, heights of
Structural design of conduit should be done
the upstream and downstream coffer dams,
according to IS 12966 ( Part 2 ) : 1990.
protection measures for the coffer dams if they
are to be overtopped, flow conditions in the If the conduit/sluice is used as a permanent
diversion channel and protection measures for structure, permanent gates and hoisting arrange-
the diversion channel depending on its utility ment should be provided. In ease the conduit/
during diversion as well as during permanent sluice is to be closed after diversion, there is
stage. The discharging capacity of partly no necessity of providing a gate in the bod~y of
constructed spillway blocks could only be the sluice but a bulk-head gate on the upstream
assessed through model studies as no accurate with proper guidance for closing purposes may
theoretical approach is still available for such a be provided. The permissible velocity in the
complex three dimensional flow situation. conduit may be limited to 20 m/s. It is neces-
sary to see that diversion channels and diversion
5 OPEN CUT OR CONDUIT tunnels are steel lined from intake to end of
transition to avoid damage to the invert and
5.1 The river floods may be so large that pro-
sides due to rolling boulders, if carried in
vision of diversion passages even for average
rivers.
floods may be highly expensive. The only
alternative is to have them passed over or
The pressure fluctuations under transient flow
through the dam, although this does apply
conditions should be -examined closely. It
mostly to cortcrete dams. Smaller floods oc-
should also be ensured that change from free
curring during non-monsoon period are handled
surface to pressure flow take place smoothly.
by temporary low level outlets works, permanent
outlets works or other diversion arrangements The conduit should preferably be in the non-
while the mo:rsoon floods are passed by over overflow block of the dam close to the spillway
topping certain dam blocks purposely left at low portion. Proper care should be taken for the
level than others. dissipation of the energy atthe outlet of the
diversion conduit.
5.2 The capacity of diversi on arrangement
should be worked out on the basis of the stan- 6 CLOSURE
dard ‘Design Flood for River Diversion Works-
Guidelines ( under preparation )‘. The conduit When diversion channel and open or conduit
for diversion arrangement has to be designed in the body of the dam are no longer required
normally as an outlet sluice in the body of the for construction purpose, they should be closed
dam, that is, the reinforcement details should as recommended in IS 13912 : 1993.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 stadardization, 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 Additions’.
This Indian Standard has been developed from Dot : No. RVD 7 ( 88 ).
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 [33101 31
NEW DELHI 1~10002 1 331 13 75
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola C 37 8499, 37 85 61
CALCUTTA 700054 37 86 26, 37 86 62
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Northern
: SC0 445-446, Sector 35-C CHANDIGARH 160036 153 23 84
I
235 02 16, 235 04 42
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Branch : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR
LUCKNGW. PATNA. THIRUVANANTHAPURAM.
Printed at Printwell Printers, Aliparh, India
|
10135.pdf
|
IS:10135 - 1985
Indian Standard
CODE OF PRACTICE FOR
DRAINAGE SYSTEM FOR GRAVITY DAMS,
THEIR FOUNDATIONS AND ABUTMENTS
First Revision )
(
Dams ( Overflow and Non-overflow ) Sectional Committee, BDC 53
Chuirman Representing
SHRI V. B. PATEL Irrigation Department, Government of Gujarat,
Gandhinagar
Members
SHRI R. K. BHASIX Bhakra Beas Management Board, Nangal Township
SHRI J. S. KHURANA ( Altcrnalc )
SERI H. S. BOAT In personal capacity ( No. 599, 10th Cross, Jayanagar,
Bangalore )
SHILI M. V. BRAISE Tata Consulting Engineers, Bangalore
SBRI R. SIVASANKAR ( Alternate )
SHRI B. K. CHADHA Consulting Engineering Services ( India ) Private
Ltd, New Delhi
P~OF HARI KRISHNA ( Alternate )
PROF M. C. CHATURVEDI Indian Institute of Technology, New Delhi
CHIEF ENGINEER, THEIN DAM Irrigation Department, Government of Punjab,
DESIGN Chandigarh
DIRECTOR ( DAM ), TREIN DAM
DESIGN ( Alternate )
SHRI C. ETTY DARWIN In personal capacity ( Muttada P. O., Trivandrum )
SHRI B. Dass Irrigation and Waterways Department, Government
of West Bengal, Calcutta
DIRECTOR Central Water and Power Research Station, Pune
SHRI S. L. MOKHASRI ( Alternate )
DIRECTOR ( E&RDD-I ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( E&RDD-I ) ( Alternate )
DIRECTOR, INSTITUTE OF HYDRA- Public Works Department, Government of Tamil
ULICS & HYDROLOGY, POONDI Nadu, Madras
SUPIRINTENDINQE NGINEER
SHRI MD~;rts,‘,~~~$cte 1
. . . Hindustan Construction Company Ltd, Bombay
SHRI K. MADHAVAN Central Water Commission, New Delhi
DIRECTOR ( C&MDD-I ) ( Alternate )
( Continued on page 2 )
@ C@yright 1986
INDIAN STANDARDS INSTITUTION
1
This publication is protected under the Zndian Copyright Act ( XIV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act. IIS :10135 - 1985
( Continued ffamp age 1 )
Members Representing
SHRI S. P. MATHUR Major, Medium and Minor Irrigation Department,
Government of Madhya Pradesh, Bhopal
SHRI A. M. NAYAK ( Alternate )
SHRI RAMABHADRAN NAIR Kerala State Electricity Board, Trivnndrum
OFFICER-ON-SPECIAL DUTY, Irrigation Department, Government of Andhra
APERL Pradesh, Hyderabad
SUPERINTENDINGE NQINEER
( DAMS ) ( CD0 ) ( Alternate )
SHRI RAM IQBAL SINUH Irrigation Department, Government of Uttar
Pradesh, Lucknow
SHRI BISHAM LAL JATANA ( Alternate )
SHRI T. RAN~ANNA Karnataka Power Corporation Ltd, Bangalore
REPRESENTATIVE Institution of Engineers ( India ), Calcutta
SECRETARY Central Board of Irrigation and Power, New Delhi
DIRECTOR ( CIVIL ) ( Alternate )
S~ERINTENDIN~ ENQINEER Irrigation Department, Government of Gujarat,
(CDO) Gandhinagar
UNIT LEADER ( C ) ( Alternate )
SUPERINTENDINQE NGINEER Irrigation Department, Government of Maharashtra,
(MD),CDO Bombay
SHRI G. RAMAN, Director General, IS1 ( Ex-o$rccio Member )
Director ( Civ Engg )
SHRI K.K. SHARMA
Joint Director ( Civ Engg ), IS1
Masonry and Concrete Dams Subcommittee, BDC 53 : 1
Convener
DR B. PANT Water Resources Development Training Centre,
University of Roorkee, Roorkee
Members
ADDITIONALC HIEF ENGINEER Irrigation Department, Government of Uttar
Pradesh, Lucknow
d ~%. ?‘%., A Indian Institute of Technologv_., , New Delhi
SHRI R. K. BHASIN Bhakra Beas Management Board, Nangal Township
SHRI K. K. KHOSLA ( Alternate )
SHRI H. S. BHAT In personal capacity ( ivo. 599, 10th Cross, Jayanagar,
Bangalore )
CHIEF ENGINEER, CD0 Irrigation Department, Government of Andhra
Pradesh, Hyderabad
OFFICER-ON-SPECIAL DUTY,
APERL ( Alternate )
SHRI C. ETTY DARWIN In personal capacity ( Muttada P. O., Trivaadrum )
DIRECTOR I C&MDD-I ) Central Water Commission. New Delhi
DEPCT; DIRECTOR ( C&MDD-I ) ( Alternate )
( Continued on page 12 )
2IS : 10135- 1985
Indian Standard
CODE OF PRACTICE FOR
DRAINAGE SYSTEM FOR GRAVITY DAMS,
THEIR FOUNDATIONS AND ABUTMENTS
( First Revision )
0. FOREWORD
0.1 This Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 20 November 1985, after the draft finalized by
Dams ( Overflow and Non-overflow ) Sectional Committee had been
approved by the Civil Engineering Division Council.
0.2 A dam constructed across any stream disturbs the natural drainage -
surface and sub-surface. The seepage water inside the body and founda-
tions of the dam should be disposed of to enhance the safety factor of
the structure. Hence, a well planned drainage system is essential.
0.3 During operation of the dam, a watch should be kept on the
prevailing uplift pressures so as to assess the adequacy or otherwise of
the drainage provided.
0.4 It is necessary to observe and study the quantum of seepage from
various sources individually as well as collectively with respect to data
on rainfall, reservoir level, etc, and to take remedial measures in case of
abrupt departures from the normal.
0.5 This standard was first published in 1982. Many technical comments
were received since then. The present revision is being issued to take
care of these comments. Important modifications incorporated in this
revision include:
4 Provision of water seal to prevent entry of air in drainage holes
for minimizing formation of calcium carbonate and thereby
reducing choking of drainage holes; and
b) Addition of criteria to determine the necessity of providing a
drainage gallery.
3IS : 10135 -“I985
1. SCOPE
1.1 This code prescribes general requirements and methods of drainage
in and around a gravity dam, its foundations and abutments. It does
not cover drainage requirements for energy dissipation devices, chutes
and training walls. It may be supplemented by specific requirements
to suit the site conditions.
2. CLASSIFICATION
2.1 Drainage is the safe disposal of surface and seepage water in the
abutment, foundation and the- body of the dam. The drainage is thus
classified into the following four categories:
a) Surface drainage,
b) Sub-surface drainage,
c) Internal drainage of the dam, and
d) Foundation drainage.
Although foundation drainage forms a part of the sub-surface
drainage, yet for the purpose of this standard, it has been covered under
a separate sub-head due to its importance.
3. REQUIREMENTS AND METHODS OF DRAINAGE
3.1 Surface Drainage - All open surfaces in the vicinity of the dam
shall be provided with adequate drainage. For this purpose open
surface channels shall be so designed and laid as to drain off the area
effectively and carry away the surface run-off into the reservoir upstream
of the dam or into the river downstream of the dam. The service roads
and other approach roads leading to dam shall have proper camber
and longitudinal slopes for catch water drains. The water from these
catch drains shall be collected at suitable intervals depending on topo-
graphy, rainfall, etc, and led away into the natural drains away from the
dam. The roadway, the ducts for electric cable, the crane rail recesses
and any other recesses provided at the top of the dam shall be drained
through pipes of at least 100 mm diameter.
3.2 Sub-surface Drainage - This shall be provided for the following
purposes, if necessary:
a) Protection of slopes, and
b) Drainage of abutments.
3.2.1 Protection of Slopes - In some river valley projects, the hill slopes
in the vicinity of abutments need to be protected against likely slips.
This sh-all be done by either providing a combination of concrete
cladding/shotcreting and drainage holes or any other suitable
4IS : IO135 - 1985
arrangement or by providing drainage holes only. Provision of non-return
valves, Lvhich allow water to flow towards the reservoir area or hill slopes
in the vicinity of abutment only, shall be made in the drainage holes.
3.2.2 Drainage of Abutments - The drainage gallery may be extended
into the abutment rock, together with provision of cross tunnels,
as drainage tunnels, if necessary, for ensuring the stability of abutment
blocks or the abutment.
3.3 Internal Drainage of Dam - Internal drainage of a gravity dam
usually comprises porous concrete drains/formed drains at the contrac-
tion joints and in the body of the dam.
3.3.1 Vertical drains at contraction joints shall be provided to intercept
the seepage water through the joint and such seepage water shall ulti-
mately be let out into the drainage gallery system. For water stops to
be provided reference may be made to ‘Indian Standard code of practice
for water stops at transverse contraction joints in masonry and concrete
dams’ ( under preparation ).
3.3.2 The internal drainage of concrete/masonry dam shall be provid-
ed with 200 mm dia vertical drains or uniformly inclined ( till they
meet the gallery ) at 3 m centre to centre. For masonry dams these
shall be of precast porous concrete while for concrete dams these shall be
formed drains. These shall convey the seepage water through the body
of the masonry/concrete dam to drainage gallery system. Suitable water
seal to prevent entry of air may be provided at the discharge end of the
drainage pipe in the gallery. For masonry dams, the drains shall be of
porous concrete blocks while for concrete dams, they shall be formed
drains.
3.3.3 A typical detail of porous concrete drain is shown in Fig. 1. The
porous concrete drain shall conform to the following requirements:
a) The drain shall consist of precast porous concrete blocks of size
400 x 400 x 200 mm with a circular hole of 200 mm dia in the
middle;
b) The porous concrete shall be of 1 : 5 proportion by mass, that
is, one part of cement to 5 parts of 20 to 5 mm size aggregate
( conforming to IS : 383-1970* ); and
c) When tested for permeability with 200 mm thick slab of this
concrete under a head 100 mm, the discharge shall not be less
than 30 litres/min/mz.
3.3.4 Formed drains for concrete dams are formed during construc-
tion of dam by use of suitable forms.
*Coarse and fine aggregates from natural sources for concrete ( second revision) .
5’ OF DAM
-a
M.W.L. *DETAIL A
-----_--_ --_ _ ---. ;I
jj
FR.L. II
-- -- -_ -_ -._ 1; ! ‘1
cp 200 mm POROUS CONCRETE
II DRAINS/FORMED DRAINS
II @ 3000 mm C/C
AX!S OF 11
DAM, II
VENTILATION PIPE
4 IF PROVIDED)
WATER STOPS
AT JOINTS-
CONNECTION
TO CONTRACT10 I-
JOINT TRAP
DRAIN
L&_
G.L
4
:!
II
JL-CUI~AIN
/I GROUT HOLE
IA
FIG. 1 POROUSC ONCRETED RAIN/FORMEDD RAIN ( Continued )
6IS: 1013!5-1985
TOP OF DAM -
COUNTERSUNK
COUPLING- _I ..I.*-
CAST IN SITU
CEMENT CONCRETE
6 mm THICK STEEL
INTERNAL, 0300
EX_TER_N AL)W_ELD_ED
0 STEEL PIPE
POROUS CONCRETE
BLOCK 61D O x L._O_O
WITH A CIRCULAR
HOLE 9 200
1 B Detail A
All dimensions in millimctres.
FIG. 1 POROUSC ONCRETE DRAIN/FORMEDD RAIN
3.4 Foundation Drainage Gallery - The main aim of a foundation
drainage gallery is to collect seepage water from foundation and the body
of the dam. Besides, it provides space for drilling and grouting the
foundations and inspection of dam structure.
3.4.1 The upstream face of the gallery shall be located at a minimum
distance of 5 percent of the maximum reservoir head or 3 m from the
upstream face, whichever is more. A supplementary drainage gallery is
sometimes provided towards the toe. For layout and size of gallery,
reference may be made to ‘Indian Standard Code of practice for galleries
and other openings in dams: Part 1 General requirements’ (under
~repardtion ) .
3.4.2 Various galleries in the dam and tunnels in the abutments
receive water from drainage holes, joint drains, formed drains/porous
concrete drains, seepage, grouting operations, washing and cleaning, fire-
fighting, spring leaks, etc. This water should be drained away under
gravity with a slope not flatter than 1 in 1 000. The water collected in
the galleries/tunnels below the general downstream level shall be led into
one or two sumps provided and pumped out.
7IS : 10135 - 1985
3.4.3 Gallery shall invariably be provided in the body of the dam
where height of the structure above normal foundation level is more than
10 m ( measured up to crest level in the case of overflow portion of the
dam ). For dams with heights below 10 m, the designer should consider
the provision of gallery keeping in view factors like foundation condition
and height of water retained.
3.5 Foundation Drainage - Foundation drainage provides a means to
relieve the uplift under the dam foundations. This drainage is accomp-
lished by a line of holes drilled from the foundation gallery into the
foundation rock. The size, spacing and depth of these holes are assumed
on the basis of physical characteristics of the foundation rock, foundation
condition and depth of storage of the reservoir. The diameter of the
hole is generally J’VX drill which is 75 mm. The spacing of the hole may
be kept as 6 m centre to centre. The depth of the holes may be kept
between 20 and 40 percent of the maximum reservoir depth and between
30 and 75 percent of the curtain grouting depth for preliminary
design. The actual spacing and depth may be determined on the basis
of geological conditions. These should be further reviewed and holes
provided at closer intervals or further deepened on the basis of actual
observations after the reservoir is filled. To facilitate this, additional
nipples/pipes shall be embedded in the gallery concrete. The drainage
holes of 75 mm diameter are drilled through 100 mm diameter pipe
embedded in the masonry/concrete portion. When drainage holes are
drilled through soft foundations for the drainage of shear zones, faults, etc,
a perforated pipe should be placed in the drainage holes and the space
between walls of hole and this pipe should be filled with pea gravel. This
arrangement would avoid caving-in of walls and the holes could be
got washed, if required.
3.5.1 Drainage holes should be drilled after all foundation grouting
has been completed within a minimum horizontal distance of 15 m. The
drainage holes shall be drilled, through the drainage, gallery, through
previously installed metal pipe extending down to the foundation rock.
Additional drainage holes or curtain grouting shall be provided, if uplift
pressures higher than designed values are observed. After drilling, the
pipes shall be plugged at top and seepage water from the hole shall be
taken off at a T-joint and let to the gutter of gallery ( see Fig. 2 ).
3.5.2 Besides the foundation drainage gallery, the drainage holes shall
be drilled through tunnels in the foundation and abutments, Spacing
and depth of the holes shall depend on the geology.
3.5.3 Where cross galleries, additional foundation galleries and drifts
are introduced, necessary drainage arrangements should also be
considered and provided.
3.5.4 The seepage water from drainage hoies should be monitored
from consideration of quantity, contents of fines and chemicals and
remedial action taken, if warranted.
8IS : 10135 - 1985
A
I-
Q 200 POROUS CONCRETE/ @200 POROUS COHCRETE/
7 I- FCRMED DRAINS r@ 3000 c/C FORMED DRAINS 8 1000 CfC
;; i
e 200 STEEL PIPE jj b 200 POROUS CONCRETE/
(1000 LONG) FOAM0 ORAINS ‘@ 3000 C/C 2 W0 A0 TEx Rl0 0 TIGR HE TD UC PE AR C KINGW ITH 2 W0 A0 TEx Rl0 0 TIGR HED T UC PE AR C KINGW ITI4
-y 200x100 REDUCER WITH.
I! WATER TIGHT PACKING
/
/-- y@ 100 BENT PIPE ,
CONNECTED TO
REDUCER BY
6 100 HO COUPLING Q 100 G.I PIPE
0.1. PIPE
I
1
0 100 HALF
ROUNO DRAIN I *
____ 8’ ,-I DRAINAGE
GUTTER ._ __ _ a _____-- ‘.J;_: 1 _’ _ ___-- G _U _T _T _E _R __ -,
t--------- . .-_-
C loo PERFCRATED STEEL -.- -.
PIPE Ca3000 C/c
VIEW AA
(ALTERNATIVE NC, 1J VIEW AA
6’ APPROX (ALTERNATIVE No 21
1O’APPROX
WATER SEAL DETAILS
All dimeruiom in millimetrcs.
2A Foundation Drainage Gallery ( in Rock )
FIG. 2 Foum~~ioli DRAINAGE GALLERY : Confinitc~ )
9As in the Original Standard, this Page is Intentionally Left BlankIS : 10135- 1985
YJ s’c_ .(
*. . .. .I
+ 56 pB:pACK SfEEL -. . . :‘r :”
” ;: ;i’. ,,
rGALLERY FLOOR h
FOI
PEA-GRAVEL FILLING
(WHERE NECESSARY 1
9 25 PERFORATED PI
ORAINAGE HOLE
26 Foundation Drainage Pipe ( in Soft Foundation 1
All dimensions in millimetres.
FIQ.2 FOUNDATIOND RAINAGE GALLERY
11 .
IIS :10135- 1985
( Continuedf rom page 2 )
Members Reprercnting
DIRECTOR ( T&P ) Irrigation Department, Government of Punjab,
Chandigarh
DIRECTOR ( SPILLWAY & POWER
PLANW ) ‘( Alternate )
DR A. K. MULLICK Cement Research Institute of India, New Delhi
SHRI N. K. JAIN ( Altrmatc )
SHRI RAMABRADRAN NAIR KeraIa State Electricity Board, Trivandrum
SHRI M. P. BHARATHAN ( Alternate )
SUPERINTENDINQE NGINEER,C D0 Irrigation Department, Government of Gujarat,
Gandhinanar
UNIT LEWDER ( C ) ( AZtcmatc )
SUPERINTENDINQE NQINEER Irrigation Department, Government of Maharnshtra,
( MD ), CD0 Bombay
SHRI P. R. TONQONKAR In personal capacity ( Shirsh Co-obsratiuc Housing
Society, Veer Savarkar Marg, Bombay )
12
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8477.pdf
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IS : WI- 1985
Indian Standard
METHODS FOR
-DETERMINATION OF BITUMEN CONTENT IN
LAMINATED JUTE BAGS
( First Revision )
Chemical Methods of Test Sectional Committee, TDC 5
Chairman Representing
DR ( KUMARI ) M. D. BHAVSAR Silk and Art Silk Mills’ Research Association,
Bombay
Members
SHRI JAMSHEDD . ADRIANVALA The Tata Mills Limited, Bombay
DR V. G. AGNIHOTRI National Peroxide Limited, Bombay
SHRI A. K. BANDOPADHYAY Ministry of Defence ( DGI )
KUMARI L. C. PATEL ( Alternate )
SHRI P. K. BASU Directorate General of Supplies and Disposals
( Inspection Wing ), New Delhi
SHRI A. K. SAIGAL ( Alternate )
SHRI M. L. BEHRANI Ministry of Defence ( R & D )
SHRI N. KASTURIA ( Alternate )
SHRI C. BHATTACHARYA Indian Petrochemicals Corporation Limited,
Vadodara
SHRI D. K. CHATTOPADHYAY ( Alternate )
DR D. K. DAS National Test House, Calcutta
SHRI N. C. CHATTERJEE( Afternate )
SHRI K. S. DESIKAN Office of the Textile commissioner, Bombay
SHRI PAUL LINGDOH ( Alternate )
DIRECTOR, WEAVERS’ SERVICE Development Commissioner for Handlooms,
CENTRE, BOMBAY New Delhi
SHRI M. D. DIXIT The J3;3:;; Textile Research Association,
SHRI D. K. SINHA ( Alternate )
DR V. G. KHANDEPARKAR Cotton Technological Research Laboratory
( ICAR ), Bombay
DR B. R. MANJUNATHA Intexa India, Bombay
SHRI SUNIL S. MEHTA Silk and Art Silk Mills’ Association, Bombay
( Continued onpage 2 1
@ Copyright 1986
INDIAN STANDARDS INSTLTUTION
1T he publication is protected under the Indian Copyright Act ( XlV of 1957 ) and
reproduction in whole 01 in part by any means except with written permissionof the
/publisher shall be deemed to be an infringement of copyright under the said Act.IS-: 8477- 1985
( Continuedfrom page 1)
Members Representing
DR A. K. MUKHERJEE Indian Jure Industries’ Research Association.
DR ( SHRIMATI ) U. NANDURKAR Wool Research Association, Bombay
DR S. N. PANDEY Cotton Technological Research Laboratory
( ICAR 1, Bombay
KUMARI I. G. BHATT ~( Alternate )
DR ( SHRIMATI ) G. R. PHALGUMANI Textiles Committee, Bombay
SHRI P. R. V. RAMANAN Central Excise and Customs ( Ministry of
Finance \. New Delhi
SHRI P. K. KHERE ( Alternate )
SHRI M. S. RATHODE National Textile Corporation, New Delhi
SHRI P. P. CHECKER (Alternate )
REPRESENTATIVE Crescent Dyes and Chemicals Ltd, Calcutta
SHRI S. R. ANANTHAKRISHNAS ETTY Binny Limited, Madras
DR M. G. MODAK ( Alternate )
SHRI J. J. SHAH The Bombay Millowners’ Association, Bombay
SHRI JAMNADASK . SHAH The Arvind Mills Limited, Ahmadabad
SHRI K. G. SHAH Ahmedabad Manufacturing and Calico Printing
Co Ltd, Ahmadabad
DR J. I. SETALWAD ( Alternate )
SHRI S. S. TRIVEDI Ahmedabad Textile Industrys’ Research
Association,+Ahmadabad
SHRI J. N. VOHRA Punjab State Hosiery and Knitwear Develop-
ment Corporation Ltd, Chandigarh
SHRI P. T. BANERJEE( Alternate )
SHRI R. I. MIDHA, Director General, IS1 ( Ex-officio Member )
Director ( Tex )
Secretary
SHRI M. S. VERMA
Assistant Director ( TEX ), IS1
Chemical Test Methods Subcommittee, TDC 5 : 14
_
Convener
SHRI S. S. TRIVEDI Ahmedabad Textile Industries’ Research
Association, Ahmadabad
Members
SHRI D. K. JAIN ( Alternate to
Shri S. S. Trivedi )
DR V. G. AGNIHOTRI National Peroxide Limited, Bombay
SHRI A. K. BANDOPADHYA Ministry of Defence ( DGI )
KUMARI L. C. PATEL ( Alternate )
SHRI K. S. DESIKAN Office of the Textile Commissioner, Bombay
SHRI PAUL LINGDOH ( Alternate )
DR B. L. GHOSH Indian Jute Industries Research Association,
Calcutta
DR K. P. DAS ( AItcrnnte )
DR ( SHRIMATI ) U. NANDURKAR Wool Research Association, Bombay
SHRIMATI G. P. RANE ( Alternate )
( Continued on page 8 ~)
2IS :8477- 1985
Indian Standard
METHODS FOR
DETERMINATION OF BITUMEN CONTENT IN
LAMINATED JUTE BAGS
(First Revision)
0. FOREWORD
0.1T his Indian Standard ( First Revision ) was adopted by the Indian
Standards Institution on 15 November 1985, after the draft finalized by
the Chemical Methods of Test Sectional Committee had been approved
by the Textile Division Council.
0.2 Jutebags laminated with craft paper or polyethylene film using
bitumen as the bonding material are extensively used these days for
packing materials like pesticides, fertilizers, etc. This method was
evolved for determining the amount~of bitumen used for bonding the
liner and the jute fabric as its quantity is important for the performance
of the laminated jute bag. The standard has been revised to include a
more simplified method based on conditioning of the test specimens in a
desiccator containing saturated solution of sodium nitrite.
0.3 Method 1 based on conditioning of the test specimens in a standard
atmosphere or in a conditioning chamber is time consuming and
requires the use of conditioning chamber. Method 2 based on condi-
tioning of the test specimens in a desiccator containing saturated solution
of sodium nitrite is easier and cheaper and does not require a special
instrument for conditioning of the test specimens.
0.4 In reporting the result of a test made in accordance with this
standard, if thee final value, observed or calculated is to be rounded off,
it shall be done in accordance with IS : 2-1960*.
1. SCOPE
1.1T his standard prescribes two methods for determination of bitumen
content in laminated jute bags.
*Rules for rounding off numerical values ( revised ).
3IS: 8477 -1985
2. PRINCIPLE
2.1 A~specimen of laminated fabric of known mass is taken and the
liner is removed by dipping in a suitable solvent and then the fabric
portion is extracted in Soxhlet apparatus. From the mass of the initial
piece, liner and extracted fabric, the bitumen content is calculated.
3. SAMPLING
3.1 Lot - The quantity of laminated jute bags purporting to be of one
definite type and quality delivered to a buyer against one despatch note
shall constitute a lot.
3.2 The sample shall be so drawn as to be the representative of the lot.
The sample drawn in accordance with the procedure laid down in the
material specification or as agreed to between the buyer and the seller
shall be taken as representative of the lot.
4. PREPARATION OF TEST SPECIMEN
4.1 From the sample, cut four pieces of 100 mm X 100 mm taking one
piece from the area near the mouth, the other from the area close to the
bottom and two pieces from the middle portions of the bag. The pieces
shall be taken in such a way that they contain spot application portion
in case the bitumen is applied off-set.
5. METHOD 1
5.1 Conditioning of Test Specimens
5.1.1 Before testing, condition the specimens to moisture equilibrium
in standard atmosphere at 27 & 2°C temperature and 65 + 2 percent
relative humidity (see also IS : 6359-1971” ).
5.1.1.1 When the test specimens have been left in such an atmos-
phere for at least 24 hours in such a way as to expose, as far as
possible, all portions of the specimens to the atmosphere, they shall be
deemed to have reached moisture equilibrium.
5.1.2 In case arrangements are not there for conditioning the test
specimens in standard atmosphere, these may be conditioned in a
conditioning chamber and mass determined immediately after the
removal of the test specimens from the conditioning chamber.
_____~__ ___
*Method for conditioning of textiles.
4JS : 8417 - xx35
5.2 Apparatus and Reagents
5.2.1 Soxhlet Apparatus
5.2.2 Weighing Balance - with an accuracy up to 1 mg.
5.2.3 Solvent - Light petroleum or any other suitable solvent such as
trichloroethylene or perchloroethylene.
5.3 Procedure
5.3.1 Take the conditioned test specimens and determine their collective
mass to the nearest milligram.
5.3.2 Wash all the specimens with the solvent ( see 5.2.3 ) and care-
fully separate the liner pieces. Wash the liner pieces with solvent to
remove adhering traces of oil and bitumen.
5.3.3 Dry the liner pieces in air and determine their collective mass to
the nearest milligram ( see Note ).
NOTE - If the liner pieces are made of craft paper, these shall be conditioned
before determining their collective mass.
5.3.4 Take the four fabric pieces obtained after the removal of liner
pieces from the test specimens and place them in a thimble of the Soxhlet
apparatus. Take about 400 ml of the solvent in the extraction flask.
Extract the pieces for 14 to 2 hours at a rate of about 6 cycles per hour.
Take out the fabric pieces and let the solvent evaporate.
5.3.5 Condition the fabric pieces as given in 5.1.1 or 5.1.2 as the case
may be, and determine their collective mass to the nearest milligram.
5.3.6 Calculate the quantity of bitumen per square metre as given
in 7.1 and 7.1.1.
6. METHOD 2
6.1 Apparatus and Reagents
6.1.1 Soxhlet Apparatus
6.1.2 Weighing Balance - With an accuracy up to 1 mg.
6.1.3 Desiccator - Suitable size, charged with saturated solution of
sodium nitrite at 27 h 2°C.
6.1.4 Sohant - Light petroleum or any other suitable solvent such as
trichloroethylene or perchloroethylene.
5IS:8477 -1985
6.2 Procedure
6.2.1 Condition all the test specimens ( see 4.1 ) in the desiccator
charged with saturated solution of sodium nitrite at 27 + 2°C for at
least 24 hours in such a way that the fabric side of each specimen is
exposed to theair inside the desiccator.
62.2 Remove all the specimens from the desiccator and immediately
determine their collective mass to the nearest milligram.
62.3 Wash all the specimens with the solvent ( see 6.1.4 ) and care-
fully separate the liner pieces. Wash the-liner pieces with solvent to
remove adhering traces of oil and bitumen.
6.2.4 Dry the liner pieces in air and determine their collective mass
to the nearest milligram ( see Note under 5.3.3 ).
6.2.5 Take the four fabric pieces obtained after the removal of the
liner pieces from the test specimens and place them in the thimble ofthe
Soxhlet apparatus. Take about 400 ml of the solvent in the extraction
flask. Extract the fabric pieces for 14 to 2 hours at a rate of about
6 cycles per hour. Take out the fabric pieces and let the solvent
evaporate.
62.6 Place the fabric pieces in the desiccator charged with saturated
solution of sodium nitrite at 27 & 2°C for at least 24 hours exposing
both sides of each fabric piece as far as possible to the air inside the
desiccator.
6.2.7 Remove the fabric pieces from the desiccator and immediately
determine their collective mass to the nearest milligram.
6.2.8 Calculate the quantity of bitumen per square metre as given
in 7.1 and 7.1.1.
7. CALCULATION
7.1 Calculate the quantity of bitumen per square metre by the following
formula :
X=25[a -_(b + c + d)lglma
where
X = mass of bitumen per square metre of the laminated
fabrics;
a = combined mass of the conditioned test specimens;
B = combined mass of the liner pieces;
6IS : 8477 - 1985
c = combined conditioned mass of the extracted fabric
pieces; and
d = correction factor for oil content of the fabric.
7.1.1 Calculate the value of d by the following formula:
CXY
d=
100
where
c = combined conditioned mass of the extracted fabric
pieces; and
y = oil content percentage of the fabric as specified in the
material specification, on conditioned mass basis ( see
Note ).
NOTE - Generally five percent oil content on conditioned mass basis is used
for hessian and double-warp thread fabrics made of jute. For other fabrics use
the value as given in the material specification based on conditioned mass. Five
percent of oil content on conditioned mass corresponds to six percent of oil
content on dry de-oiled material basis.
8. REPORT
8.1 The report shall include the following information:
a) Type of material;
b) Bitumen content per square metre; and
c) Method of bitumen application, namely, continuous or off-set
bonding.IS : 8477- 1985
( Continuedfrom page 2 )
Members Representing
DR ( SHRIMATI ) G. R. PHALCUMANI Textiles Committee, Bombay
SHRI J. J. SHAH The Bombay Millowners’ Association, Bombay
SHRI JAMNADASK . SHAH Raipur Manufacturing Co Ltd, Ahmadabad
SHRI ISHWARBHAI M. PATEL ( Alternate )
I SHRI KANUBHAI M. SHAH SLM-Maneklal Industries Ltd, Bombay
DR G. S. SINGH Raymond Woollen Mills Ltd. Thane
SHRI J. K. BANERJEE ( Alternate )
SHRI K. S. TARAPOREWALA Silk & Art Silk Mills’ Research Association,
Bombay
SHRI S. VARADARAIAN The Bombay Textile Research Association,
Bombay
8
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6461_4.pdf
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IS : 6461 iPart IV1 - 1972
( RcnNiied 1997)
Indian Standard
GLOSSARY OF TERMS RELATING TO
CEMENT CONCRETE
PART IV TYPES OF CONCRETE
( Third Reprint APRIL 1999 )
UDC 001*4 : 66fjW2
B,UREAU OF INDIAN STANDARDS
MXNAK RHAVAN, 9 BAHADUR SHAH ZAFAA MARG
NEW DELHI 110002
Gal July 1972IS t6461 (Part IV) -1972
Indian Standard
GLOSSARY
OF TERMS RELATING ‘I’(.I
CEMENT CONCRETE
PART IV TYPES OF CONCRETE
C/wirn7an 11’rfiririnllv~
DF. 11. c. vlsvEs\rAR.4Y\ Cemrnt Rc.c:irch Iz,s[itute of I,:,!ia, F(c.v: Ilcil]i
‘\ Ir?nbrr,r
DR A. S. BIC.ADURI N<Lti[,nal -1’cstI~OUSC, C:li~Lltt3
SHRI 1;.K. 11.AMACXI.\~~RA~(A/fcra/e )
SHR.If]. K. CHATTERJI CctltraI Building Resrarch It,stitutc ((SIR ).
Roorkcc
DR S. S. ll~IIsI (A/ferrrat#)
DIRiZCrOR Ccntr:~l Road Rcscwch Ins[it,.l:e ; CSIR ). A’cw
Delhi
DR R. K. GIIOSH (Altwrral? )
DIR13C~OR(CSIVIRS ) Central \Vater & Power Comrn,ssion, Nciv Il=lhi
D~PIJTY DIRECTOR (CSMRS ) (Altemaie )
SImI K. C. (;IIOSAL A.lokudyog Services Ltd, Ne\v Delhi
SHRI A. K. BIYWAS(.4/ferncfr )
DR R. K. GHrMF~ Indian Roads Congress, New Delhi
DR R. R. H.kmnirwkur The Associated Cement Companies I,td. Bombay
SHRI P. ,J.JAGUS(Alternate)
JOINT Dm~crorr, STANDARDS Research, Designs & Stall r!ards 0rganiz8ti,!l
(B&S) Lucknow
DEPUTY DIRECTOR, STANDARDS
(B & S) (Alternate)
SHRI S. B. .Josm S. B. Joshi & Co Ltd, Bombay
SHRr M. T. KANSE Directorate General of Supplies & Disposals
%IRr KARTTK PRASAD Roads \\’ing, Ministry of ‘~ransport & Shipping
S~~RrS.L. KATHURIA (.l/ternate )
(
SHRI S. R. KULKARNI hf. N. Dastur & Co (Private ) Ltd, Calcutta
SHRI M. A. MEHTA The Cuncrcte Ass{,elation of In(lia, Bonlbay
SNRI O. MUTHACHEN Central Public TVorks Depmtmcnt
SUPERINTENLNNG ENGINEER,
2NDCIRCLE (Alternate)
SHRI ERACH A. NADIRSHAH The Institution of Engineers (India ), Calcutta
SrrRrK. K, NAMBIAR In personal capacity (‘Ranmnalaja ‘ ll,,4F&t
Crescent Park Road, Grrndhinagar,
Madras 20)
BRm NARESH PRASAD Engineer-in-Chief’s Branch, Army EIeadquar erl
CoL J. M. ToLANr (Akwrate )
(Continued on@age 2)
—
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
I,
,IS: 6461(Part IV) -1972
(Continued from page 1)
Members Re@esenting
PROPG. S. RAMASWAMY Structural Engineering Research Centrc (CSIR ),
Roorkee
DR N. S. BHAL(Affernafe )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRIRAVINDERLAL (Alternate ~
SIrRXG. S. M. RAO Geological Survey of India, Nagpkr
SHRIT. N. S. RAO Gammon India Ltd, Bombay
SHRIS. R. PINHEIRO(.Ilternate
SECRETARY Central Board of Irrigation & Power, New Delhi
bHRIR. F’.SHARMA Irrigation & Power Research Institute, Amritsar
SHRIMOHINDrZRSIINGH(Alternate) -
SHRIG. B. SINGH Hindustan Housing Factory Ltd, New Delhi
-SHRIC. L. KASLIWAL(Alt~rnate )
SHRIJ. S. SINGHOTA BeasDesigns Organization, Nangal Township >
SHRIA. M. SXNCAL(Alternate )
SHRXK. A. SUBRAMANIAM The India Cements Ltd, Madras
SHRIT. S. RAMACHANDRAN(Alternate)
SHRIL. SWAROOP Dalmia Cement (Bharat ) Ltd, New Delhi --
SHRIA. V. RAMANA( Alternate )
SHRID. AJITHASIMHA, Director General, \JjIS(Ex-oficio Member )
Director (Civ Engg )
Secretary
SHSU~. R. T.+NEJA
Deputy Director (Civ Engg ), BIS
Concrete Subcommittee, BDC 2:2
Corwener
.’
SHRIS. B. JOSHI S. B.Joshi & Co Ltd, Bombay
Members
DRS. M. K. CHETTY Central Building Research Institute (CSIR ),
Roorkee
SHRIC. A. TANEJA(Alternate)
SHRIB. K. CHOKSI In personal capacity (‘ Shrikunj’ Near Parkash
[
Housing So.cie~, Athwa Lines, Surat 1)
D~Pu-m DXRECTORS,TANDARDS Research, Designs & Standards Organization,
(B&S) Lucknow
I
ASSISTANTDXRECTOR,STANDARDS
~lR~C$o~/C ) (Alternate)
Engineering Research haboratorids, Hyderabad
DIRECTOR(C & MDD ) Central Water & Power Commission, New Delhi
DEPUTYDIRECTOR(C & MDD )
(Alterrm!e )
SHRIV. K. G}IANEKAR Structural Engineering “Research Centre (CSIR ),
Roorkee
SHRIA. S.“PRASADARAO (Alternate)
SHRI K. C. GHOSAL Alokudyog Services Ltd, New Delhi
SHRIA. K. BISWAS(Alternate)
SHRIV. N. GUNAJI Buildings & Communications Department, Bombay
SHRIP.J. JAGUS The Associated Cement Companies Ltd, Bombay
((2rfzlirsuedonpage 14)
2
IIS : 6461 ( Part IV) - 1972
Indian Standard
GLOSSARY OF TERMS RELATING TO
CEMENT CONCRETE
PART IV TYPES OF CONCRETE
0. FOREWORD
0.1 This Indian Standard ( Part IV ) was adopted by the Indian Standards
Institution on 25 February 1972, after the draft finalized by the Cement
and Concrete Sectional Committee had been approved by the Civil
Engineering Division Council.
0.2 Cement concrete is one of the most versatile and extensively used buil-
ding materials in all civil engineering constructions. There are a number
of technical terms connected with the basic materials for concrete, as well
as the production and use of concrete which quite often require clarification
to give precise meaning to the stipulations in the standard specifications,
codes of practices and other technical documents. It has, therefore, be-
come necessary to standardize the various terms and definitions used in
cement and concrete technology and thus avoid ambiguity in their inter-
pretations. The Sectional Committee has, therefore decided to bring out
a series of glossaries of terms relating to concrete and concrete materials.
0.3 For convenience of reference, this glossary of terms has been grouped
into the following twelve parts:
Part I Concrete aggregates
Part II Materials ( other than cement and aggregate )
Part III Concrete reinforcement
Part IV Types of concrete
Part V Formwork for concrete
Part VI Equipment, tools and plant
Part VII Mixing, laying, compacting, curing and other construction
aspects
Part VIII Properties of concrete
Part IX Structural aspects
Part X Tests and testing apparatus
Part XI Prestressed concrete
Part XII Miscellaneous
3I§ I 6461 ( Part IV ) 0 1972
0.3.1 111 addition to the abovr, two separate standa.rds have beei~
br ~,ll#lil 011t ror1cernin.g terminology relating to hydraulic cemenl
:rnd pozzolanlc materials. These standards are IS : 4845-1968* anr
IS : 4305-l 9677.
0.4 ln the formulation of this standard due weightage has been given tc
i,:!c rnaticmal co-ordination among the standard and practices prevailing
111r litl’ercrrt countries in addition to relating it to the practices in the fielc
il1 rlltq c:O:i!~it~). ‘l‘lris has been met by deriving assistance from the follow
I!?< i.~~ll)li,~:lLiori~:
1% 2787 1i I56 Glossary of terms for concrete and reinforced concrete
St-itish Standards Institution.
BS 4340-1961 Glossary of formwork of terms. British Standardc
Institution.
ASTM Designation: C 125 11efinitions of terms relating to concrete
aggregate. American Society for Testing and Materials.
AC:1 No. SP-19 i 1967 ) C, ement and concrete terminology. Americar:
Grncrete Institute.
AC1 6 17-1968 Recommended practice for concrete formwork
American Concrete Institute.
I. SCOPE
I .I ‘i’his starrdsrd ( Part IV ) covers definitions of terms relating to differen
t yl)es of cement concrete.
2. DEFINITIONS
2.0 I:, tr the purpose of this standard, the following definitions shall appls j
2.1 Aerated Concrete -A lightweight product consisting of portlant
c <‘llic:rlt, c~i3r:ciit-silica, cement-pozzolana, lime-pozzolana, or lime-silic:
lr,r\tex, <,I pastes containing blends of these ingredients and having a homo
r:+~r~l‘ou> void or cell structure, attained with gas-forming chemicals o
l;,._~~n~g agents ( for cellular concretes containing binder ingredients othe
rl~dr!. or ir? addition to portland cement, autoclave curing is usuall:
i>io)~..J ;.
2,Z .A&-Biowr~ Mortar - Mortar or concrete conveyed through a host
:zsi3! 1” ,~i~x’t:~d at high velocity on to a surface; also pneumatically appliec
.!!,,i raz 0: c,*lnc.rete, sprayed mortar and gunned concrete ( see also dry-mi
4IS:6461(PartIV)-19z
shotcrete; gunite; and wet-mix shotcrete, pneumatically applied
mortars ).
2.3 Autoclaved - Steam curing of concrete products, sandlime brick,
asbestos cement products, hydrous calcium silicate insulation products,
or cement in an autoclave at maximum ambient temperatures generally
between 170 and 215°C.
2.4 Boron Loaded Concrete - High-density concrete including a boron-
containing admixture or aggregate, such as mineral colemanite, boron
frits, or boron metal alloys to act as a neutron attenuator.
2.5 Build-Up - Gunning of shotcrete in successive layers to form a thicker
mass.
2.6 Cast-in-Place - Mortar or concrete which is deposited in the place
where it is required to harden as part of the structure, as opposed to pre-
cast concrete.
2.7 Cast-in-Situ - See2 .6.
2.8 Castable Refractory - A packaged, dry mixture of hydraulic cement,
generally calcium-aluminate cement, and specially selected and propor-
tioned refractory aggregates which, when mixed with water, will produce
refractory concrete or mortar ( see also 2.82 ).
2.9 Cast Stone- Concrete or mortar cast into blocks or small slabs in
special molds so as to resemble natural building stone.
2.10 Cellular Concrete - See 2.1.
2.11 Cellular Construction - See 2.32.1.
2.12 Central-Mixed Concrete - Concrete which is completely mixed in
a stationary mixer from which it is transported to the delivery point.
2.13 Closed-Circuit Grouting -- Injection of grout into a hole inter-
secting fissures or voids which are to be filled at such volume and pressure
that grout input to the hole is greater than the grout take of the surround-
ing formation, excess grout being returned to the pumping plant for re-
circulation.
2.14 Colloidal Concrete - Concrete of which the aggregate is bound by
colloidal grout.
2.15 Colloidal Grout - A grout which has artificially induced cohesive-
ness or ability to retain the dispersed solid particles in suspension.
2.16 Concrete, Aerated - Concrete made very light and cellular by the
addition of a prepared foam or by generation of gas within the unhardened
mixture.
5IS:9+91 )d~JtIA(’I6fZ
z-1~ Doubxa3ac aausa - umala 3ouyu!u% e ru~u~muu OJ AOIPS*
*
2.18 ~oum.a~a6 aJb-de3qap - v ,:oumaia ru!xim.a snq!aul[d PIL 10 qa
3ouso[!pelap ou[(1 qX qae'AX ~?tumpx%
2.16 3ouox.a)a ~ZW--V 3ou3Jala DOUW!U~U~ e[et.iia dlodoJl !OouJ~OJJ?~J*
2r o)=ou3Jaa~ac ~oaxuap - s22 t*Ig‘
z*z~ ~ouoaa3a ~aauo~~~qq -Dou3rala sniieq[a 30~ nsa es e Ma3n.!u%
m.Je3a yu~sq 10 JEOOJS‘ xuepa Mflq sda3!v[[d sa[aaiap e%ia8e~a oJsn!jeq[a
yeelpuass' snpeaa laxlma' eup der.ya[a syeda*
2~2 ~mraa~ac HWAA --3ouma)a OJ axDadyoue[[X ~I!@ nu!J ~.a~+~‘
nsnzt[[d oqlzpuap qd nsa 0~ yaeAXMa!@ e3B.a!2elas‘ nsap asdaD!v[[A JOJ
lep!ei!ou sq!a[pu%C
t‘~g 3ouw?a~b H$iq-aausqX - 3oumala OJ axaadpow[[X y$y nuq
Ma@.Il' nsne[[d oqle!uap qil nsa oJyaeAirMa!8yl e8.8Ja8?Pas' nsap asdaa!e[[A
JOJ Jepreyou sq!a[pu.& )s30 trt(*
t'tf ~ou3~3W ~~?$wa&v-- Dou3Jala oj snqsi2w!v[[L [OMaJ nufl
Ma!Syl ~yeu lys~ ruepa goru G.eiia[ 0~ wrsyap woua*
Z'~S 3owra$% ~ess -yuX Ao[nrua 033ouDJala 3es?-ru-d[eDa )Sauax.e[[il
es e ~uouo[!lq!~ sqn~>ma nsne[[L !wo~dox.epuB e g!By dlododpou oJ[v&a
~oe~sae~&.a8e~a eup e [OM naxuaul aoulaul( ?tup !ulaupap 10 sas!sl Edd[!ap
[oeps qil A!Jlna OJ !IS ruessf !I !s p!sy~w ~r.01u olqaJ 4das OJ 3ouzJaJa
qaaensa ~JS puuaus!ous 81a 03snDy ruk+lnpa FS 10 labn!la ~qe) ruaestn.as
qa leyau )0 3oda M!J~ lqa 8auaJepou OJ qael eup ellaupew Ao[nrua
,:yeuSas*
trg ~ouaiaa~3% ~o-guass- vaoua~a~a ruixlma 3ouQ!u!uB[vl[a OJ uoyua
eI&.a3&a*
t’tf gouma)aC Nopmud -3ou)c.ala M!J~ e s[nwd OJ ;zc INIL OJ [a%
2'28 ~OU3J~~% NOI.UXt~ ~3+~,---~0W.a~a qeA!U8. e nU!J Ma$& OJ
addzox?uwla[d z poo ~S/xus ruvpa ~!)q ei&a8alas OJ~QILW[ Ma~Sy~*
.
t't6 30u3ra*ac dv.a~~s*- Dou3JaJa 3291 a[saMqala lysu TIS yue[ dosIl!ou
!u lqa s)x.nwn.a* v[so qubMU es .onlap 3owc.a3a )s22 Z*s6(*
Z.g0 ~ousra)% dradssqaep- Dou3Jala dJopn3ap qL d[w!uB 3ow.sa
eBG.aSe)a !u v jo~ru 3rwp [elaJ fufaal!u %.zt dov[oup ,:aruaul-sttup &_on9
ns~w[[dMi~q !tpu_pxw.as‘ 10 y[[ lqa Ao!ps*
~’EI 3om1.a~a‘ dx.adI83ap-y%I.a~B)a - TT Z’CO‘
2~2 ~on3~a~ai aaapX=Mqap --Dou3z.a3a pa[!Aalap e3 s!la 0x. ru~o lya
dnlaqesaJ‘s AaqrD[ aFII e d[wpa aoup!~!ou eup xab+tu8 uo Jnx.lyaa lJae)-
uaul qaJor.a qayx%i d[eDa p!II lya dosrl!ou !U Mq!3q !l IS 10 sa~eup qe~paw
9IS : 6461 ( Part IV ) - 1972
2.32.1 Centrally-Mixed Concrete - Concrete produced by completely
mixing cement, aggregates, and water at a stationary central mixing plant
and delivcrcd in containers fitted with agitating devices, except that when
so agreed to between the purchaser and the manufacturer, the concrete
may be transported without being agitated.
2.32.2 Truck-Mixed Concrete - Concrete produced by placing cement
and aggregates in a truck-mixer at the batching plant, the addition of
water and the mixing being carried out entirely in the truck-mixer eilher
during the journey or on arrival at the site of delivery. No water shall
be added to the aggregate and cement until the mixing of concrete
commences.
2.33 Concrete, Refractory - Concrete having refractory properties,
usually made with calcium-aluminate cement and refractory aggregate
and suitable for use even at temperature above 1 000°C.
2.34 Concrete, Reinforced - Concrete containing reinforcement and
d_&g;ed on the assumption that the two materials act together in resisting
2.35 Concrete, Spun - Concrete compacted by centrifugal action, for
example, in the manufacture of pipes.
2.36 Concrete, Structural - Concrete used to carry structural load or
to form an integral part of a structure; concrete of a quality specified for
structural use; concrete used solely for protective cover, fill, or insulation
is not considered structural concrete.
2.37 Concrete, Structural Lightweight - Structural concrete made
with lightweight aggregate; the unit weight usually is in the range of
1 440 to 1 850 kg/ms.
2.38 Concrete, Terrazzo - Marble-aggregate concrete that is cast-in-
place or precast and ground smooth for decorative surfacing purposes on
floo.rs and walls.
2.39 Concrete, Transit-Mixed - Concrete, the mixing of which is
wholly or principally accomplished in a truck mixer.
2.46 Concrete, Translucent - A combination of glass and concrete used
together in precast or prestressed panels.
2.41 Concrete, Vacuum - Concrete from which water is extracted by a
vacuum process before hardening occurs.
2.42 Concrete, Vibraied - Concrete compacted by vibration during
and after placing.
2.43 Containment Grouting - Injection of grout, usually at relatively
low pressure, around the periphery of an area which is subsequently to be
7IS : 6461( Part IV ) - 1972
grouted at greater pressure; intended to confine subsequent grout injection
within the perimeter.
2.44 Contraction-Joint Grouting - Injection of grout into contraction
joints.
2.45 Control-Joint Grouting - See 2.44.
2.46 Cyclopean Concrete - Mass concrete in which large stones, each
of 50 kg or more, are placed and embedded in the concrctc as it is
deposited; the stones are called ‘ pudding stones ’ or ‘ plums ‘, preferably
not less than 15 cm apart and not closer than 20 cm to any cxposcd surface
( see also 2.101 ).
2.47 Dense Concrete - See 2.17.
2.48 Dry-Mix Shotcrete - Pneumatically conveyed shotcrete in which
most of the mixing water is added at the nozzle ( see also 2.88 ).
2.49 Dry Pack-To forcibly ram a moist Portland-cement-aggregare
mixture into a confined area; also the mixture so placed.
2.50 Dry-Packqd Concrete -See 2.18.
2.51 Dry-Tamp Process -The placing of concrete or mortar by ham-
mering or ramming a relatively dry mix into place.
2.52 Expansive-Cement Concrete ( Mortar or Grout ) - A concrete
( mortar or grout ) made with expansive cement.
2.53 Fat Concrete-See 2.19.
2.54 Flash Coat - A light coat of shotcrete used to cover minor blemish-
ed on a concrete surface.
2.55 Gas Concrete - Lightweight concrete produced by developing
voids with gas generated within the unhardened mix ( usually from the
action of cement alkalies on aluminium powder used as an admixture ).
2.56 Granolithic Concrete - See 2.21.
2.57 Ground Wire - Small-gauge high-strength steel wire used to establish
line and grade as in shotcrete work; also called alignment wire or screed
wire.
2.58 Grout - Mixture of cetientitious material and aggregate to which
sufficent water is added to produce pouring concistency without segregation
of the constituents, or mixtures of other compositions, such as containing
PVC or epoxy resin or sodium silicate, but of similar consistency.
2.59 Grouted-Aggregate Concrete - Concrete which is formed by inject-
.ing grout in*o previously placed coarse aggregate ( see 2.30 ).
8IS : 6461 ( Part IV ) - 1972
2hO Gun Finish - Undisturbed final layer of shotcrete as applied from
nozzle, without hand finishing.
2.61 Gunite ( Trade Name ) -- Method of applying dry-mix shotcrete.
2.62 Gunning Pattern - Conical outline of material discharge steam in
shotcrete operation.
2.63 Heat-Resistant Concrete - Any concrete which will not disinte-
grate when exposed to constant or cyclic heating at any temperature below
which a ceramic bond is formed, that is, below about 1 000°C.
2.64 Heavy Concrete - See 2.22,
2.65 Heavyweight Concrete - See 2.23.
2.66 High-Density Concrete - See 2.23.
2.67 High-Early-Strength Concrete - Concrete which, through the use
of high-early-strength cement or admixtures, is capable of attaining specified
strength at an earlier age than normal concrete.
2.68 Ilmenite - A mineral, iron titanate ( FeTiO, ) which in pure or
impure form is commonly uyed as aggregate in high density concrete.
2.69 Impending Slough - The consistency obtained with shotcrete
containing the maximum amount of water that can be used without flow or
sag after placement.
2..70 Insulating Concrete - Concrete having low thermal conductivity;
used as thermal insulation.
2.71 Lean Concrete - Concre;e of low cement content.
2.72 Lightweight Concrete - See 2.24.
2.73 Liquid-Volume Measurement - Measurement of grout on the basis
of the total volume of solid and liquid constituents.
2.74 Mass Concrete-See 2.25.
2.75 Monolithic Concrete L Concrete caSt hith no joints other than con-
struction joints.
2.76 Nailable Concrete - Concrete, usually made with a suitable light-
of
weight aggregate, with or without the addition sawdust, into which nails
can be driven.
2.77 Non-Air-Entrained Concrete - Concrete in which neither an air-
entraining admixtuic nor air-entraining cement has been used.
2.78 Normal-Weight Concrete - See 2.28.
2.79 No-Slump Concrete - See 2.27.
9IS : 6461 ( Part IV ) - 1972
2.80 Open-Circuit Grouting - A grouting system with no provision for
recirculation of grout to the pump.
2.81 Oversanded-- Containing more sand that would be necessary to
produce adequate workability and a satisfactory condition for finishing.
2.82 Packaged Concrete, Mortar, Grout - Mixtures of dry ingredient5
in packages, requiring only the addition of water to produce concrete,
mortar, or grout.
2.83 Packer - A device inserted into a hole in which grout is to be inject-
ed which acts to prevent return of the grout around the injection pipe;
usually an expandable device aEtuated mechanically, hydraulically, or
pneumatically.
2.84 Pass - Layer of shotcrete placed in one movement over the field of
operation.
2.85 Pavemknt, Concrete - A layer of concrete over such areas as roads,
sidewalks, airfields, canals, playgromlds, and those used for storage or
parking.
2.86 Perimeter Grouting - Injection of grout, usually at relatively low
pressure, around the periphery of an area which is subsequently to be
grouted at greater pressure; intended to confine subsequent grout injection
within the perimeter ( see 2.43 ).
2.87 Plain Concrete - Concrete with reinforcement; or concrete that
does not conform to the definition of reinforced concrete.
2.88 Pneumatically Applied Mortar - Mortar or concrete conveyed
through a hose and projected at high velocity on to a surface; also known
as air-blown mortar; also pneumatically applied mortar or concrete, sprayed
mortar and gunned concrete ( see also 2.48, 2.61, 2.166 and 2.128 ).
2.89 Pozzolanic Cement Concrete -- Concrete having pozzolana partly
substituted for its cement, the pozzolana content being not less than 16
percent of.the combined weight of cement plus pozzolana.
2.90 Prepacked Concrete - See 2.31.
2.91 Preplaced-Aggregate Concrete - See 2.31.
2.92 Preshrunk Concrete
a ) Concrete which has been mixed for a short period in a stationary
mixer before being transferred to a transit mixed.
b) Grout, mortar, or concrete that has been mixed 1 to 3 h before
placing to reduce shrinkage during hardening.
10IS :9)91 ) d-3 IA ( -16L2
6E dnPPI%
e( dI.O3aSS oj !upm@ ~owde~~!ou !u ruo~~m. OJ umala qil nsa oj v
lm_ud!uS xop* l
q( nupas!leqla dlvDawau1 ojsqow.ala Myala!u e~r. dJassnr.a !s pamam-
ap eup M?rJaJ 3ou)aul !s !xm.a?tsap*
6* dnxudap 3ouma$a - aoumala ~qq !s u.ausdoJ1ap lyl.o%.y yosa OJ
!da gk utaeus ojv dnxude
66IS : 6461 ( Part IV ) - 1972
2.108 Sloughing - Subsidence of material from a vertical surface of newly
gunned shotcrete generally due to the use of an excessive amount of mixing
water ( see also 2.103 ).
2.109 Slugging - Pulsating and intermittent flow of shotcrete material
due to improper use of delivery equipment and materials.
2.110 Sounding Well- A vertical conduit in the mass of coarse
aggregate for preplaced aggregate concrete, provided with continuous or
closely spaced openings to permit entrance of grout; the grout level is
determined by means of a float on a measured line.
.,
2.111 Sprayed Mortar i- Mortar or concrete conveyed through a hose
and projected at high velocity onto a surface; also known as air-blown
mortar; also pneumatically applied mortar or concrete, sprayed mortar
and gunned concrete ( see also 2.48, 2.61 and 2.129 ).
2.112 Spun Concrete -See 2.35.
2.113 Structural Concrete - See 2.36.
2.114 Structural Light Weight Concrete - See 2.37.
2.115 Terrazzo Concrete - See 2.38.
2.116 Tesserae .- Small pieces of marble tile or glass used in mosaics.
2.117 Time of Haul - In production of ready-mixed concrete, the period
from first contact between mixing water and cement until completion of
discharge of, the freshly mixed concrete.
2.118 Transit-Mixed Concrete - See 2.39.
2.119 Translucent Concrete - See 2.40.
2.120 Tremie Concrete - Concrete placed by means of a tremie.
2.121 Tremie Seal - Concrete placed under water by means of a tremie
in a cofferdam or caisson so that it can be dewatered after the concrete
hardens.
2.122 Truck-Mixed Concrete -See 2.39.
2.123 Undersanded - With respect to concrete, containing an insufi-
cient proportion of fine aggregate to produce optlmuti properties in the
fresh mixture, especially workability and finishing characteristics.
2.124 Unreinforced Concrete - See 2.87.
2.125 Vacuum Concrete - Concrete from which water is extracted by a
vacuum process before hardening occurs,
12IS:6461(PartrV)-1972
2.126 Venetian -A type of terrazzo topping in which large chips are
incorporated.
2.127 Vermiculite Concrete - Concrete in which the aggregate consists
of exfoliated vermiculite.
2.128 Vibrated Concrete - Concrete compacted by vibration during
and/or after placing.
2.129 Wet-Mix Shotcrete - Shotcrete wherein all ingredients, including
mixing water, are mixed in the equipment before introduction into the
delivery hose; it may be pneumatically conveyed or moved by displacement.IS : 9V91 ) d-3 IA ( -16ft
c
!.BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402 Fax :+ 91 011 3234062,3239399, 3239382
E -mail : bis@vsnl.com. Internet : http://wwwdel.vsnl.net.in/bis.org
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 770032
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 323 76 17
*Eastern : l/14 CIT Scheme VII, V.I.P. Road, Kankurgachi, CALCUTTA 700054 337 86 62
Northern : SC0 335336, Sector 34-A, CHANDIGARH 160022 60 36 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
tWestem : Manakalaya, E9, MIDC, Behind Marol Telephone &change, 632 92 95
Andheri (East), MUMBAI 400093
Branch Offices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 360001 5501346
$Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 639 49 55
BANGALORE 560058
Commercial-cum-Office Complex, Opp. Dushera Maidan, E=5 Arera Colony, 72 34 52
Bittan Market, BHOPAL 462016
62/63, Ganga Nagar, Unit VI, BHUBANESWAR 751001 40 36 27
Kalai Kathir Building, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 28 88 01
Savftri Complex, 116 G.T. Road, GHAZIABAD 201001 71 1998
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GLNVAHATI 781003 541137
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 320 10 84
E-52, Chiiranjan Marg, C- Scheme, JAIPUR 302001 37 38 79
117/418 B, Sarvodaya Nagar, KANPUR 206005 21 68 76
Seth Bhawan, 2nd Floor, Behind leela Cinema, Naval Kishore Road, 21 8923
LUCKNOW 226001
NIT Building, Second Ffoor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 28 08
Institution of Engineers (India) Building, 1332 Shivaji Nagar, PUNE 411005 32 36 35
‘Sm House’3rd Floor, Bhaktinagar Circle, 80 Feet Road, 36 85 86
RAJKOT 360002
T.C. No. 14/1421, University P. 0. Palayam, THIRUV ANANTHAPURAM 695034 32 21 04
*Sales Cffice is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
tSales Dffice is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Dffice is at ‘F’ Block, Unity Buiktlng, Narashimaraja Square, 222 39 71
BANGALORE 560002
Dee Kay Printers, New Delhi, India
|
228_2.pdf
|
IS .: 228 (Part 2) - 1987
( Reaffirmed 1997 )
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 2 DETERMINATION OF MANGANESE IN
PLAIN-CARBON AND LOW ALLOY STEELS
BY ARSENITE METHOD
( Third Revision >
( Second Reprint NOVEMBER 1998 )
UDC 66914+669’15-194.2 : 543 [ 546711 ]
0 Copyright 1987
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
NEW DELHI IlOO
Gr 2 August 1987IS : 228 ( Part 2 ) - 1987
Indian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 2 DETERMINATION OF MANGANESE IN
PLAIN-CARBON AND LOW ALLOY STEELS
BY ARSENITE METHOD
( Third Revision)
Methods of Chemical Analysis of Ferrous Metals
Sectional Committee, SX1DC 2
Chairman Reprasenfing
DR C. S. I’. IYER Bhabha Atomic Research Centre, Bombay
Members
SHRI G. M. APPA~~AO Stce~~;;a~ori(y of India Ltd ( Bhilai Steel Plant ),
SERI R. D. AQABWAL ( Altrrnatr )
SHBI S. V. BHAQWAT Khandclwal Fcrro Alloys Ltd, Nagpur
SHRI D. N. GUPTA ( Allcrnala )
SHRI P. CHAKRA Indian Metals & Ferro Alloys Ltd, Koraput
CHEMIST & METALLURGIST Ministry of Transport ( Department of Railways )
AESIST~NT RESEARCH OBPICER
(MET-2) RDSO, LUCKNUW
( Allrrnafc )
CHIEF CHEMIST Tata Iron & Steel Co Ltd, Jamshedpur
ASSISTANT CHIEF CHEMIST( Alternate )
SHRI M. K. CJXAKRAVARTY Ministry of Defence (DGI)
SHRI P. K. SEN ( Allernale )
DR M. M. CHAKRABORTY Indian Iron & Steel Co Ltd, Burnpur
SHRI M. S. CEATTERJEE( Alternate )
SHRI C. K. DIKSHIT Ordnance Factory Board ( Ministry of Defence ),
Calcutta
SHRI S. N. MOITRA ( Altrrnafr )
SHRI V. B. KEANNA Directorate General of Supplies & Disposals,
New Delhi
SHRI. J. N. MUKHERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
( Continued on pug’ 2 )
Q Gpyright 1987
BUREAU 3F 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 wirh written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.IS : 228 ( Part 2) - 1987
( Continued from page 1 )
Members Reprcrcnting
SHRI P. NARAIN Mahindra Ugine Steel Co Ltd, Bombay
SHRI G. R. SAR~A ( Altrmote )
SHRI N. P. PANDA he1 Authority of India Ltd (Rourkela Steel
Plant ), Rourkela
SBRI B. MAHAPATRA ( Altrmott )
DR L. P. PANDEY National Metallurgical Laboratory (CSIR),
Jamshedpur
DR D. C. PRASHAR National Physical Laboratory (CSIR j,
New Delhi
SHRI J. RAI ( Altrrnafr )
SABI G. RAJA~AO Ferro Alloys Corporation Ltd, Shreeramnagar
SHRI K. RAMAKRISENAN Essen & Co, Bangalore
DR J. RAJARAM (Alternate )
SHRI A. P. SINEA Steel Authority of India Ltd ( Bokaro Steel
Plant ), Bokaro
SHRI K. ANNIAH ( Aknotr )
SHRI N. V. SUBBARAYAPPA Visvesvaraya Iron & Steel Ltd, Bhadravati
DR P. SUBRAHMANiAM Defence Metallurgical Research Laboratory,
Hyderabad
SHRI T. H. RAO ( Alternote )
DR CE. VENKATESWAHLU Bhabha Atomic Research Centre, Bombay
SHBI K. RAOHAVENDRAN, Director General, BIS ( Ex-ojicio Member)
Director ( Strut & Mer )
Secrrtar)
SHRI M. L. SRARMA
A:sirtant Director ( Metals ), BIS
Ferrous Metals Analysis Subcommittee, SMDC: 2 : 3
COtlV~flCf
DR C. S. P. IYER Bhabba Atomic Research Centre, Bombay
Membrrs
SHRI S. BASKARAN Bharat Heavy Electricals Ltd, Hyderabad
SHRI MATA SARAN ( Altcrnatc I )
SBRI B. RAHA (Alternate II )
SEIRI ff. P. BOSE St-eel Authority of India Ltd ( Bbilai Steel Plant ),
Bhilai
SHRI E. M. V~RQEESE ( Alternate )
CHIEF CHEMIST Tata Iron & Steel Co Ltd, Jamshedpur
ASSIS~~ANT CHIEF CHBMIST ( Alternate )
DB M, M. CHAKBABORTY Indian Iron & Steel Co Ltd, Burnpur
SHRI L. N. Dlra ( ~~ternotr )
SERI H. K. DAS Steel Authority of India Ltd (Zourkela Steel
Plant ), Rourkela
SHRI K. BISHNOI ( Altcrnntc )
SHRI .4. K. GUPTA National Physical Laboratory (CSIR ),
New Delhi
( Continurd en pags 8 )
2IS:228(Part2)-1987
lndian Standard
METHODS FOR
CHEMICAL ANALYSIS OF STEELS
PART 2 DETERMINATION OF MANGANESE IN
PLAIN-CARBON AND LOW ALLOY STEELS
BY ARSENlTE METHOD
( Third Revision)
0. FOREWORD
0.1 This Indian Standard ( Part 2 ) ( Third Revision ) was adopted by
the Indian Standards Institution on 16 *January 1987, after the draft
finalized by the Methods of Chemical Analysis of Ferrous Metals
Sectional Committee had been approved by the Structural and Metals
Division Council.
0.2 IS : 228, which was issued as a tentative standard in 1952, and
revised in 1959, covered the chemical analysis of pig iron, cast iron and
plain carbon and low alloy steels. For the convenience it was decided
to publish a comprehensive series on chemical analysis of steels
including high alloy steels. Accordingly, revision of IS : 228 -was
taken-up again and new series on methods of chemical analysis of steels
including high alloy steels was 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 : 228-1959* version has
been retained for the analysis of pig n-on and cast iron till a separate
standard for analysis of pig iron and cast iron is published.
0.2.1 This revision of IS : 228 (Part 2)-1972t has been undertaken
on the basis of experience gained during the implementation of the
standard by the manufacturers and testing laboratories.
0.3 In this revision major modifications are:
a) modification of method for dissolution of low alloy steels, and
*Methods of chemical analysis of pig iron, cast iron and plain carbon and low-alloy
steels ( revised ).
tMethods for chemical analysis of steels: Part 2 Determination of manganese in
plain-carbon and low alloy steels by arsenite method ( second revision ).IS : 228 ( Part 2 ) - 1987
b) inclusion of reproducibility of the method at the various
levels of rnanganese content.
0.4 Photometric method for determination of manganese up
to 2 percent has been covered in IS : 228 (Part 12 )-1976*.
0.5 In reporting the result of a test or analysis made in accordance
with this standard, if the final value, observed or calculated, is to be
rounded off, it shall be done in accordance with IS : 2-1960f.
1. SCOPE
1.1 This standard ( Part 2 ) covers method for the determination of
manganese in plain carbon and low alloy steels by arsenite method.
2. SAMPLING
2.1 The samples shall be drawn and prepared as prescribed in the
relevant Indian Standard.
3. QUALITY OF REAGENTS
3.1 Unless specified otherwise, analytical grade reagents and distilled
water (see IS : 1070-1977 )$ shall be employed in the test.
4. DETERMINATION OF MANGANESE ( 0’1 TO 1’5 PERCENT )
IN PLAIN CARBON AND LOW ALLOY STEELS BY THE
ARSENITE METHOD (IN ABSENCE OF TUNGSTEN )
4.1 Outline of the Method - Manganese is oxidized, in presence of
silver nitrate, to permanganic acid by ammonium persulphate and
titrated with sodium arsenite solution.
4.2 Reagents
4.2.1 Dilute Nitric Acid I : 2 (lJ/lJ).
4.2.2 Phosphoric Acid - 85 percent.
4.2.3 Dilute &iphuric Acid - 1 : 4 (I,‘I,).
*hlvthods for rhr~ntcal anal\sis of sterlr: Part 12 Dvt. rrninarion of manganese by
pe$indate ( phwometric ) nlethtid in luw and high alloy steels ( for manganese up
to 2 percent ) ( 11c0nd rcuision ).
~liulea for rounding off numerical valets (ruircd).
tS;p-ciclration for wa!cr for ~rnrral laboratoq use ( src0ndrcuion j.IS : 22% ( Part 2 ) - 1987
4.2.4 Concentrated .Nitric Acid - Relative density 1’42 (conforming to
IS : 264-1976* ).
4.2.5 Ammonium Persulphate Solution - Freshly prepared, 10 percent
(&).
4.2.6 Silver Ntrate Solution - 1 percent (m/v).
4.2.7 Sodium Chloride Solution - 1 percent (m/v).
4.2.8 Standard Sodium Arsenite Solution - Take 1’6 g of arsenious oxide
in a 800-ml beaker. Add 10 g of sodium carbonate and 500 ml of
water in the beaker and heat at low temperature until the solution is
comlrlete. Filter the solution through a filter pad in a bottle and
make up the volume of the solution to 2 litres by addition of water.
Shake the bottle vigorously. Standardize the arsenite solution as
in 4.3 against 0’2 g of steel sample (having approximately similar
composit’ion as the sample under test ) of known manganese content.
4.2.8.1 Adjust the strength of the sodium arsenite solution in such
a way that each millilitre of the solution will be equivalent
to il.1 iwlcc*nt manganese when 0.2 g of sample is taken.
4.3 Procedure
4.3.1 J)issolution
4.3.1.1 P!ain carbon .rteel- Take 0’2 g of an accurately weighed
sample in a 250-ml conical flask. .4dd 10 ml of dilute nitric acid
and 3 to 4 ml of phosphoric acid, and heat to dissolve the sample, boil
to expel oxides of nitrogen and dilute to 100 ml.
4.3.1.2 Low al& steel -Take 0’2 g of an accurately weighed
sample in a 2X)-ml conical flask. Add 20 ml sulphuric acid and 2-3 ml
of phosphoric acid. Heat until the reaction ceases. Add concentrated
Iritlic acid drop by drop until the dissolution is complete, boil off
niLrolls fumes and dilute to 100 ml with water.
4.3.2 Add 20 ml of ammonium persulphate solution and boil. After
f<:\\,m inutes of boiling, when the solution becomes clear, add 10 ml of
solver nitrate and allow the colour of permnnganic acid to develop.
Boil to destroy the excess of pcrsulphate. Cool quickly to room
Ic~rnperaturt~
-
*Sptcification for nitric acid ( .trcondrcui.rion ),IS:228(Part2)-1987
4.3.3 Add 10 ml of sodium chloride solution to precipitate silver
chloride. Titrate rapidly the permanganic acid with standard sodium
arsenite solution until the pink colour is discharged.
5. CALCULATION
5.1 Calculate the manganese content of the steel as follows:
Manganese, percent = -CApxB x 100
where
A - volume of standard sodium arsenite solution used for
titration,
B = maganese equivalent of standard sodium arsenite
solution in g/ml, and
C = mass in g of sample.
5.2 Reproducibility
a) &-0’01 percent for manganese content below 0’06 percent,
b) f0.02 percent for manganese content between 0.06 to
1 percent, and
c) f0’03 percent for manganese above 1 percent.
APPENDIX A
( CZause0 .2 )
IS : 228 Methods for chemical analysis of steels:
(Part 1 )-1972 Determination of carbon by volumetric method
( for carbon > 0’1 percent ) ( second revision )
( Part 2)-1972 Determination of manganese in plain carbon and
low alloy steels by arsenite method ( second revision )
( Part 3 )-1972 Determination of phosphorus by alkalimetric method
( second revision )
( Part 4 )-1974 Determination of carbon by gravimetric method
( for carbon > 0’ 1 percent ) ( second revision )
6IS : 228 ( Part 2 ) - 1987
( Part 5 )-I974 Determination of nickel by dimethylglyoxime
( gravimetric ) method ( for nickel > 0’5 percent ) (second
revision )
( Part 6 )-1974 Determination of chromium by persuiphate
oxidation method ( for chromium > 0’5 percent ) (second
revision j
( Part 7 )-1974 Determination of molybdenum by a-benzoinoxime
method ( for molybdenum > 1 percent ) (second revision)
(Part 8)-1975 Determination of silicon by the gravimetric method
( for silicon > 0’1 percent ) ( second revision)
(Part 9 )-1975 Determination of sulphur in plain carbon steels by .
evolution method (second revision )
( Part 10 )-1976 Determination of molybdenum by thiocyanate
( photomewic ) method ( for molybdenum up to 1 percent )
in low and high alloy steels ( second revision)
( Part 11 )-1976 Determination of silicon by photometric method in
carbon steels and low alloy steels ( for silicon 0’01 to 0’05
percent ) ( second revision )
(Part 12)-1976 Determination of manganese by periodate
( photometric) method in low and high alloy steels ( for
manganese up to 2 percent ) ( second revision )
( Part 13 )-1982 Determination of arsenic
7IS : 228 ( Part 2 ) - 1987
Members Rcprcrcnting
SHYII J. MIJKEERJEE Steel Authority of India Ltd (Durgapur Steel
Plant ), Durgapur
STIRI P. K. BANERJEE ( Alfrrnotc )
SARI P. NARAIN Mahindra Ugine Steel Co Ltd, Bombay
SHRt G. R. SARMA ( ~hrnafc )
SHRI R. S. NITH Steel Authoritv of India Ltd (Bokaro Steel
Plant ), Bokaro
Sa~r N. GUNDAPPA ( Alternote )
DR L. P. PANDEY National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI G. RAMDAY Visreyvaraya Iron & Steel Ltd, Rhadravati
SHRI R. D. VANDRIWALLA ltalab Pvt Ltd, Bombay
SHRI J. C. Dey ( Altematc )
8BUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131 I 323 3375,323 9402 Fax :+ 91 11 3234062,3239399, 3239382
E - mail : bisind @ del2.vsnl.net.ir-r Internet : http://wwwdel.vsnl.net.in/bis.org
Central Laboratory : Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 91-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617
*Eastern : l/14 CIT Scheme VII, V.I.P. Road, Kankurgachi, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 803843
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 23523 15
TWestem : Manakalaya, E9, MIDC, Behind Mar01 Telephone Exchange, 832 92 95
Andheri (East), MUMBAI 400093
Branch OHices:
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 550 13 48
$Peenya Industrial Area, 1 st Stage, Bangalore-Tumkur Road, 839 49 55
BANGALORE 560058
Commercial-cum-Office Complex, Opp. Dushera Maidan, Arera Colony, 72 34 52
Bittan Market, BHOPAL 462016
62/63, Ganga Nagar, Unit VI, BHUBANESHWAR 751001 40 36 27
Kalai Kathir Building, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 91-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 91-71 1998
53/5 Ward No.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 566508
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 320 10 84
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 38 79
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval ffishore Road, 21 89 23
LUCKNOW 226005
NIT Building, Second Floor, Gokulpat Market, NAGPUR 440010 52 51 71
Patliputra Industrial Estate, PATNA 800013 26 28 08
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 411005 32 36 35
Sahajanand House’ 3rd Floor, Bhaktinagar circle, 80 Feet Road, 268586
RAJKOT 360002
T.C. No. 14/l 421, University P. 0. Pafayam, THIRUVANANTHAPURAM 695034 3272 15
*Sales Cffice is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUlTA 700072
tSales Cffice is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
SSales Cffice is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
F’rinted at Dee Kay Printers, New Delhi-l 10015, India.
|
10434_1.pdf
|
IS 10434(Part 1) :2003
*m
Tiwl-w, hwT* (-dww
WFTmf * IJI
I
mTliMmw%it@’n
( H7TJpl%wr)
Indian Standard
INSTALLATION, MAINTENANCE AND
OBSERVATION OF DEFORMATION
MEASURING DEVICES IN CONCRETE AND !
MASONRY DAMS — GUIDELINES
. ..
*,.*
PART 1 RESISTANCE TYPE JOINTMETERS
..s . *62
First Revisio; )
(
ICS 93.160
0 BIS 2003
BUREAU OF IN DIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARC
l NEW DELHI 110002
April 2003 Price Group 6Hydraulic Structures Instrumentation Sectional Committee, WRD 16
FOREWORD
This Indian Standard (Part 1)(First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Hydraulic Structures Instrumentation Sectional Committee had been approved by the Water
Resources Division Council.
To minimize cracking, large straight gravity and arch gravity dams are made in blocks, separated from each
other by transverse and longitudinal contraction joints. To restore the dam to its monolithic state for integrated
behaviour, contraction joints are grouted with cement grout. Grouting of joints is done when the joints have
opened tomaximum. Measurement ofjoints movement during grouting operation will indicate how much grout
should be pumped into the joints.
Measurements ofjoint movements subsequent to the completion of the grouting of contraction joints, provides
information regarding the behaviour of the grouted joints.
Surface measurements and joint movements will be useful for watching shearing movement of joints. These
measurements can bedone with mechanical strain gauges applied togauge inserts. However, full reliance cannot
be placed on the surface measurements as all parts ofjoints do not open at the same time and not even the same
amount. Internal joint movement may, therefore, also need to be measured. Vibrating wires type jointmeters
for measurement ofjoint movement at the surface and in the interior of concrete and masonry dams are being
separately covered.
This standard has been published in two parts. Part 2of the standard covers foundation deformation measuring
devices.
This standard was first published in 1982. This first revision is being taken up to incorporate the knowledge
gained during the use of the standard. In this revision reference clause has been added and some addition has
been made in the method of installation of resistance type jointmeter.
The composition of the Committee responsible for the formulation of this standard is given at Annex E.IS 10434 (Part 1): 2003
Indian Standard
INSTALLATION, MAINTENANCE AND
OBSERVATION OF DEFORMATION
MEASURING DEVICES IN CONCRETE AND
MASONRY DAMS — GUIDELINES
PART 1 RESISTANCE TYPE JOINTMETERS
First Revision)
(
1 SCOPE One 450 conical contact point is attached to each
member. For taking measurements the conical points
This standard (Part 1)covers the details ofinstallation,
are inserted into the inserts fixed in the drilled holes
maintenance and observation of resistance type
defining apredetermined gauge length. The essential
jointmeters of tie embedded type for measurement of
features of the instrument are shown in Fig. 1A.
joint movements at the surface and in the interior of
concrete and masonry dams. NOTE —The gauge isavailable intwogauge lengths (254 mm
and 508 mm) and appropriate gauge suitable for the given
2 REFERENCES situation should beused.
The following standards contain provisions, which 3.1.2 Inserts
through reference in this text constitute provisions of
Inserts may be made ofmild steel orstainless steel, but
this standard. At the time of publication the editions
stainless steel inserts are recommended though they
indicated were valid. All standards are subject to
may be expensive. The mild steel inserts also last well
revision and parties to agreements based on this
without rusting, ifdue care is taken, such as cleaning
standard are encouraged to investigate the possibility
and greasing. Inserts of nylon or any other suitable
of applying the most recent editions of the standards
material may also be used. The insert shall have
indicated below:
conical depressions at the centre for providing line of
IS No. Title contact with the conical points and a typical insert is
6524:1972 Code of practice for installation and shown in Fig. lB.
observation of instruments for 3.1.2.1 The inserts are placed in such a position as to
temperature measurement inside indicate opening and closing movements of the joint
dams; resistance type thermometers and any sliding movement of the adjacent block.
10334:1982 Code ofpractice forselection, splicing, NOTE — Adequate protective covers over each installation of
,,,,
installation and providing protection to inserts maybeprovided toguard against damage due tomisuse.
li the open ends of cables used for 3.2 Number, Location and Layout
connecting resistance type measuring
The inserts should be installed on the surface atpoints
devices inconcrete and masonry dams
corresponding tothe locations ofjointmeters inside the
3 MEASUREMENTS OF JOINT dam. These should also befixed inside galleries across
MOVEMENTS OF SURFACE BY joints, where these are accessible and at points
DETACHABLE GAUGES corresponding to thejointmeter locations.
3.1 Prhciple and Construction 3.2.1 Where surface cracks are present and are
considered capable of influencing the structural
Measurements ofjoint movements at surface or at the
integrity ofthe dam, inserts shall also be placed across
locations accessible from galleries are made by
such cracks for observation of crack behaviour under
detachable gauges.
imposed loadings.
3.1.1 Whittemore Type Gauge
3.2.2 The arrangement for fixing the inserts across the
The gauge is a self-contained instrument consisting
joint is shown in Fig. 1C and 1D. The arrangement
essentially of two frame members bounded together
shown inFig. 1C ispreferable as itgives the width of
by two elastic hinges for parallel frictionless motion.
opening simply by the difference in readings.
1IS 10434 (Part 1) :2003
3.3 Method of Installation standard unstressed invar bar placed in the immediate
vicinity of observation station.
After the concrete is well set, holes should be drilled
carefully at specified locations. The holes shall be 3.4.1 A proforma for the record of observations is
cleaned of all loose material. The insert shall then be given in Annex A.
placed in the holes and aligned so as to be normal to
3.5 Analysis of Data
the surface of concrete in which it is being fixed. The
space around the insert shall be backfilled with Analysis ofobserved data incase of the instrument not
expansive mortar. Suitable gauges shall be used in compensated for temperature correction is made as
aligning the axes of inserts and in getting the gauge under:
length accurately.
If readings at time tlare p, and i, for the concrete and
3.4 Observations
invar and for time t2are p2and iz, the variation in the
The inserts shall be well cleaned for taking the joint opening is given by:
readings so that the instrument pins are placed in
P-p’-)(i2-i’)
‘x=
exactly the same position. The detachable gauge shall
be placed into the inserts and the readings on the dial
In the case of arrangement of inserts shown in
gauge shall be observed. In order to correct the
Fig. 1 D, measurements are made to determine the
detachable gauges for the effect of temperature
distances Al, B, and C,.
varia~ions, readings of the gauge shall be taken on a
._
.
1A Schematic View ofWhittemore Type Gauge
u
17
1B Whittemore and Marion Gauge Inserts
1C Position ofthe Gauge Inserts 1D Position ofthe Gauge Inserts
Relative to the Joints Relative to the Joints
AHdimensions inmillimetres.
FIG. 1 INSTRUMENTS FORMEASUREMENTSOFJOINTMOVEMENTSATSURFACE I
2IS 10434 (Part 1) :2003
The horizontal distance xl at time [1is obtained from 4.101.1 Construction and principle
the equation:
The meter is in the form of a long brass cylinder with
a flange at one end and athreaded hub on the other to
x,. -
fit atapped socket. In practice, the socket isembedded
and vertical distance in the concrete of a leading monolith to form the
anchorage for the meter on one side of the contraction
A;- B;+C; joint to be measured. The flange on the meter is
‘y,=
2A, engaged and held by the embedding concrete in the
following monolith on the opposite side of the joint.
where, at time tl Inside the brass case, a steel framework supports
AI= measured distance between inserts on line ceramic pulleys and a long single loop of steel wire,
parallel tojoint plane, which isheld intension bysmall coil springs. Agreater
B1= distance between upper two inserts across the part of the displacement which the meter undergoes in
joint, and use is taken up by the springs (see Fig. 2). The brass
tube iscompletely filled with acorrosion resistant oil.
Cl = distance between lower-two inserts across the
Aseparate sealing chamber isprovided forterminating
joint.
the three rubber covered conductor cables that connect
Similarly X2and y?at time tzare calculated. Between
thejointmeter to the terminal boxes in the galleries.
times [.land [~,the horizontal movement of thejoint is
M – xl and slide movement isy2–yl. The instrument is designed to take advantage of two
electrical properties of steel wire, namely, resistance
3.6 Source of Error
varies directly with temperature and resistance varies
Seating the gauge is one of the chief sources of error. directly with tension. When the ends of thejointmeter
Application of excessive longitudinal force should be are pulled apart by opening of a joint, the outer or
avoided for seating the points in the inserts. Other expansion loop elongates and increases in tension and
sources of error are the dial indicator and temperature consequently in resistance as well. At the same time,
changes. the inner orcontraction loop decreases inresistance as
itshortens. The ratio of the resistance of the expansion
4 MEASUREMENT OF INTERNAL JOINT
loop divided by the resistance of the contraction loop
MOVEMENTS BY JOINTMETERS
is used as a measure ofjoint opening. Temperature is
%1 Jointmeters measured by taking the sum of the resistances of
expansion and contraction coils.
Two kinds ofjointmeters for internal joint movement
measurements are in use: Since there may be considerable shearing or
a) Unbended resistance type, and movement incontraction joints asadjacent blocks cool
b) Vibrating wire type. at different rates, the jointmeter is designed to
withstand ashearing movement of2.5 mm byreducing
4.1.1 Unbended Resistance Type Joint meter
the frame section atthe ends to serve as elastic hinges.
(Curl.son Type)
A flexible bellows forms the central section of the
~-:--v”---- “-‘- - – 260-- —-
255 .
I, +..—....—-
II I flTAPE SLEEvING IN pLAcE 200– ----——————Y ‘“a
\,,,,,,,,,,,
57 krl~li
BRA EI ND DED ANF CA HB OR F RI LC ATSL SE TE EVI EN LG SpRIN‘ G., - MUSIC IPIANO) WIRE CO s--nI -L n---FR{.N. P.I--A--I- Ec
ND ANCHOR ~\~REo
‘ R l--3 .nU )- lC B VO B EN E RO R EU DCT CO AR
BLE
‘L
‘WHITE
TOP VIEW (INTER-COIL NOT SHOWN)
BLACK
All dimensionsinmillimetres.
FIG.2 ELASTICWIRESTRAINMETER(CARLSONTYPE)
3IS 10434 (Part 1) :2003
jointmeter to take the longitudinal and shear motions not more than 15 cm below the top of the lift
of the case without undue straining. for easy installation.
b) Screw the socket cmthe plug.
Measurements of resistance ratio and resistance are
c) When socket installation is complete, care
made by connecting the three conductor cables to the
should be taken by the workmen not to hang
binding posts of astandard wheatstone bridge, circuit
things on the socket or use itasastep ingetting
test set in specified order in accordance with the
out of the form or misuse it in any other way
manufacturer’s instructions.
as tocause misalignment. As aprecaution itis
4.2 Number and Location good practice to run a few stay wires to the
form tokeep the socket inposition and prevent
4.2.1 Number ofjointmeters required to be provided
its misalignment. The arrangement isshown in
in any given dam will depend upon the dimensions,
Fig. 3.
block layout, provision of transverse and longitudinal
d) If it is considered that for the particular con-
joints or transverse joints only, configuration of the
crete being used, the force exerted by the nails
foundation profile, presence of specially treated
in the plug and ties is greater than the bond
foundation features under the dam, and the extent to
resistance on the socket, to prevent pulling it
which measurements of joint behaviour would prove
out during form removal. The anchor should
adequate in representing the joint movements for the
necessarily be provided in the case of masonry
entire structure.
dams.
4.2.2 In the case of dams built in V-shaped canyon, e) If the cable leads are to run in the block in
jointmeters should be installed inat least three blocks, which the socket is embedded, recess should
namely, one central block representing deepest and be provided adjacent to the socket into which
maximum section of the dam, and a block each in the not less than 1mof the cable should be coiled.
abutment portions representing blocks built onsteeply
4.3.1.3 After the low block reaches the elevation in
sloping abutments. Inother cases they maybe installed
which the jointmeter itself is to be embedded, the
one in the overflow section and one in the
following procedure shall be followed:
non-overflow section or any other representative
block as may be decided. At a given elevation, the a) After the form is removed, remove the plug,
jointmeters ineach of these blocks should be installed fill greased cloth and screw in the hexagonal
at the centre of the transverse dimensions of the headed plug;
monoliths in the blocks, and should be spaced about b) Complete the lift at thejointmeter location;
15 m vertically in the height of the longitudinal and c) Dig back at the location until the plug is un-
transverse contraction joints as the grouting lifts covered leaving a small trench about 30 cm x
(zoning ofjoints byprovision ofmetal seal) are limited 30 cm;
toabout 15m inheight. This spacing may be modified d) Back out the plug and greased cloth and insert
in the top portion of the joint ifjoint height does not the jointmeter, screwing it uprigh~
permit of 15m spacing for the entire height. e) While fixing the moveable end ofjointmeter,
allowance may be given for the meter, to
4.3 Method of Installation
respond for expansion and contraction that is
4.3.1 Unbended Resistance Ty@eJoin[meter in both the directions.
f) Tie thejointmeter cable lead out of the pour (if
4.3.1.1 Prior to the embedment of the jointmeters,
cable isembedded inthe high block) and back-
each instrument should be thoroughly checked for the
fill with 75 mm maximum concrete, hand pud-
meter resistance as also for the lead resistance and
dling the concrete around the meten and
these should be entered in the proforma given in
g) Next day, splice the meter cable; and the cable
Annex B. The resistance ratios before splicing and
extension may preferably be done at the time
after splicing should also be recorded in the above
of embedment to allow observation to be
proforma.
made.
4.3.1.2 Jointmeters are supplied equipped with a
4.4 Cables and Conduits
socket which should be first embedded in the high
block. The socket is further provided with a slotted Guidelines regarding this aspect are provided in
plug in which two holes are drilled. Procedure for the IS 10334.
installation ofjointmeter atacontraction joint consists
4.4.1 Additional length of cable should be attached to
of the following steps:
the jointmeter by means of splicing, done either with
a) Nail the plug, slotted side out, to the wooden the help of electric heat vulcanizer or by applying self
form atthejointmeter location. This should be bonding tape.
4IS 10434 (Part 1) :2003
W.-?”.-.:: K* WfOODEN RECESS Box
‘~” =CABLE WRAPPED IN
x...~:~ ‘.: BURLAP ANO FRICTION
Jl\l, ,. -. .. :i.”..: b’..,.“ .*,.. . ...b., *.”.. ..”. mi-” (----- & CTA OP ILE EDFO IR NSI4 O5 Ecm REA CN ED SS
1 1 BOX. END SEALED.
Step 1 installation in High Block
J!!lHwOLE DUO AFTER COMPLETION
CABLE SPLICED OF LIFT JOINTMETER SCREWED
CABLE TIED UP OUT OF AFTER COMPLE- INTO SOCKET,AND BACKFILL
CONCRETE LIFT HEXA- TION OF LIFT PLACED BY HANO ROUND JOlN7-
GOtd HEAD PLUG HHI METER BEFORE INITIAL SET.
n f
.
[it f
h.1
a
Step 2 Preparation inLow Block Step 3 Jointmeter installation
FIG.3 JOINTMETERINSTALLATION
4.4.2 Provision of 10 percent or 1.5 m whichever is identification number marked on white tape should be
more, over the estimated length of cable should be placed around the cable near the reading end.
allowed for possible variation from selected route.
4.4.4 Provision contained in 4.3 of IS 6524 shall also
4.4.3 Each meter should be identified by a letter apply to thejointmeter installations.
prefix. The normal prefix used forjointmeter isJM-1,
JM-2, etc. After splicing, a copper band with the 4.5 Terminal Boards
instrument identification number stamped or punched
Cables shall be terminated in suitable terminal boards.
on it is crimped to the cable about 1m from the free
Jointmeter numbers shall be indicated in the terminal
end. In addition a few more marks consisting of the
boards also asdescribed in4.4.3. Ifthe terminal boards
5IS 10434 (Part 1) :2003
are to be placed inthe inspection gallery, they shall be 4.7 Sources of Error
mounted inanitch, preferably on thedownstream side.
4.7.1 Unbended Resistance Type Jointmeter
The terminal boards shall be moisture proof.
The error may be due to:
4.6 Observations
a) Presence of moisture on the terminal panels,
4.6.1 Observations of the resistance ratio and b) Loose circuit connections of the test set,
resistance of the jointmeter should be made by c) Faulty cable leads,
connecting the meter conductors (until these are d) Presence of deposit on terminal contacts, and
soldered tothe terminal contacts on terminal boards in e) Low voltage of test set batteries.
galleries) to the binding posts of the standard
4.7.2 Vibrating Wire Type Jointmeter
wheatstone bridge in the order specified by the
manufacturer. Subsequent to their terminations on the Accuracy of the reading is not impaired due to
terminal boards ingalleries, observations ofjointmeter resistance of cables. However, the test set has
should be made by connecting the jointmeter electronic circuits and the components are affected by
terminations to the test set binding posts through the temperature and shock.
test lead equipped with a female plug in socket at one
4.8 Collection of Complimentary Data
end and the individual conductors equipped with
metallic terminations for connections to the test set The following properties of the concrete or mortar in
binding post at the other end. Care should be taken to which jointmeters are embedded shall be defined:
connect the cable leads in the order specified by the
manufacturer to ensure correct and reliable a) Coefficient of thermal expansion, and
measurements. b) Autogenous growth.
4.9 Analysis of Data
4.6.2 The following reading schedule shall be
adopted: 4.9.1 Unbended Resistance Type Jointmeter
a) Immediately after embedment, Analysis ofthe data should be done by transcribing the
b) Every 3 h for the next 30 h, observed data to the ‘Jointmeter Data Sheet’ shown in
c) Every 12h for the next four days, Annex D and following the procedure given in4.9.2.
d) Once a day till the concrete temperature rises
4.9.2 The calibration data of the meter as supplied by
to a maximum (usually about two weeks),
the manufacturer shall be filled in the space provided
e) Twice weekly for the next one month,
inthe top portion of the form, against particular items.
f) Weekly for next two months or until the com-
The value of the corrected calibration constant maybe
pletion of contraction joint grouting, and
calculated by using the following equation:
@ Fortnightly afterwards.
~ _ y.C.$.89)
4.6.3 Forms of Record
Observations shall be recorded directly on the printed
where
field reading form shown in Annex C. These forms
c=
should be got printed sufficiently in advance and kept calibration constant (corrected),
ready. Duplicate copy of observations should be c= original calibration constant,
prepared simultaneously. The original should be sent y= resistance of apair of conductor cables, and
to design office, or to the office entrusted with the
R= meter resistance at O°C.
analysis of the data and the duplicate retained in the
field record office for future reference.
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IS 10434 (Part 1) :2003
ANNEX B
(Clause 4.3. 1.1)
PROFORMA FOR RECORD OF OBSERVATIONS
UNBONDED RESISTANCE TYPE JOINT METERS
PRE-EMBEDMENT TESTS
Project: ..........................................................................
Instrument No.: .............................................................Air temperature: ..............................................................
Manufacturers No.: .......................................................
Project No.: ...................................................................
Location: .......................................................................Wet bulb temperature: ....................................................
1 Resistance Before Cables Splicing:
i) White-black ii) White-green
iii) Green-black iv) Resistance one pair
2 Resistance Ratio (instrument only):
i) Direct ratio (white-green-black)
ii) Reverse ratio (black-green-white)
3 Individual Conductor Resistance:
i) Length ii) Black
iii) Green iv) White
4 Resistance of Instrument after Cable Splicing:
i) White-black ii) White-green
iii) Green-black iv) Resistance one pair
5 Resistance Ratio (instrument with cable):
i) Direct ratio (white-green-black)
ii) Reverse ratio (black-green-white)
Date of test:
Date of embedment:
Name and signature of observer
NOTES:
8““q
IS 10434 (Part 1): 2003
ANNEX C
(Clause 4.6.3)
PROJECT .......................................................................................
PROFORMA FOR RECORD OF OBSERVATIONS UNBONDED RESISTANCE TYPE
JOINTMETERS FIELD READINGS AFTER EMBEDMENT
Instrument Previous Readings Date Time Resistance Ratio Observer’s
No. Signature
Date Resistance
Ratio
JM 1
2
3
4
5
6
7
,
9IS 10434 (Part 1) :2003
ANNEX D
(Clause 4.9. 1)
PROFORMA FOR RECORD OF OBSERVATIONS DATA SHEET FOR UNBONDED
RESISTANCE TYPE JOINTMETER
Project: ................................................................ Sheet No. : ..........................................................
I Jointmeter No. : .................................................. I Location : ............................................................
Calibration data Block :Chainage and
Location: .............................................................
Meter resistance at (A)OC1)......................................[B1)] ohm
Change in temperature per ohm
change in resistance .................................................[c1)]0c
I Ratio in closed position ............................................%
Original calibration constant ....................................[D1)]mm per 0,01% ratio change
1 Calibration constant corrected for leads ..................(D) mm per O.01% ratio change
Resistance of leads at...............................................0C...............................ohm (pair)
Date Time TOMI Lead Meter Temperature Resi- Change 4Indicated Rem=arks
Resis- Resis- Resis- “C stance inRatio Move-
tance Udnce tance Ratio % ment
ohms ohms ohms % mm
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10)
Explanations forcolumnsincludinganalysis:
Col3: Total resistance of meter as measured inthe field. With a4-conductor cable the cell resistance is measured directly, and WIS
column may beleft blank.
Col4: Resistance ofthewhite andblack conductors, asmeasured directly during thesplicing operations. Asanattemative, areasonably
accurate value may bedetermined by subtracting the total resistance ofthecontraction andexpansion coils measured inseries
from thesum ofthe resistances ofthecontraction andexpansion coils measured separately.
Col5: Resistance of meter excluding cable leads. It is obtained by subtracting CO14 from co] 3 with 4-conductor cable the meter
resistance ismeasured directly.
~01 6: Temperature ofthe meter, obtained bysubtracting (B) from the cell resistanceinCO15, multiplying the difference by (C) and
adding theproduct to(A).
Col7: The resistance mtio ofthe meter asmeasured with the test set.
Co] 8: Total change inresistance ratio(CO17) from aselected initial vatue when thejoint isknown tobeclosed. Thisisusuatly taken
atabout 24hafter theconcrete/masonry has been placed. Proper algebraic sign should beshown.
c’ol9: Multiply values inCOI8 by the correlated calibration constant (D), The algebraic signs of co] 8we carried over into CO19,
positi;; values indicating anopening ofthejoint with respect tothe initial position and vice-versa.
NOTE — Since the magnitude of the thermal length changes of the meter and concrete/masonry due to changes in temperature are
significantly small relative to thejoint movements being measured and the range ofthe meter, no temperature correction is made.
Temperature data isofgeneral interest and provides ameans fordetecting faulty operation ofthe measuring point.
1)
CalibraliontiaV~ furnished bythe manufacturer.
10IS 10434 (Part 1): 2003
ANNEX E
(Foreword)
COMMITTEE COMPOSITION
Hydraulic Structures Instrumentation Sectional Committee, WRD 16
Organization Representative(s)
National Hydro ElectricPowerCorporationLtd, Faridabad SHRIBRUENDRASHARMA(Chairrnun)
AIMILLtd,NewDeihi SHRtS.P.GUFTA
SHRtS.C.JAIN(Alternate)
Bhakra Beas Management Board, Nangal Township, Punjab DIRECTOR/DAMSAFETY
EXECUTtVEENGINEER(Alternate)
Central Board ofIrrigation &Power,NewDelhi SHRIS.P.KAUSHISH
SHRIT. S.MURTHY(Alternate)
CentralBuildingResearchinstitute,Roorkee SHR1J.N.VAMH
SHRIY. PANDEY(Alternate)
CentralWater&Power Research Station, Purre sHRtMATl v. M, BENDRE
SHSUC. K. HAYATNAGARXAR(Alternate)
Central Water Commission, New Delhi DUWZTORINSTRUMENTATION
DIREOORERDD (N&W)(Alternate)
Consulting Engineering Services (1)Ltd, New Delhi SHRIS.S.NARANG
SHRIS. R.TOLEY(Alternate)
Damodar Valley Corporation Ltd, Dhanbad CHtEF~GINEER (CIVIL)
SUPERINTENDINEGNGtNEER(CIvrL)(Alterna/e)
lmcaldio-l<ite Electronics Pvt Ltd, Lucknow SHRIAMODGUJRAL
SHRISABAQAMAR(Aftemate)
lrrig~tion Department, Government ofAndhra Pradesh, Hyderabad DU?HXOR
SUPERINTENDINEGNGJNEER(DAMS)(Alternate)
Irrigation Department, Government ofMaharashtra, Nashik CHIEFENGINEER& DIRSaOR
Irrigation Department, Government ofPunjab, Chandigarh CHIEFENGINEER
DIRECTORDAM(Alrernate)
Irrigation Research Institute, Roorkee CHIEFENGINEERDESIGN
SUPERINTENDINJG3+GINEER(Alternate)
Irrigation Department, Government ofGujarat, Vadodara DIRECTOR
Karnataka Power Corporation Ltd, Karnalaka CHIEFENGINEER(CIVILDESIGNS)
PROJECTENGINEERDESIGNS(Alternate)
Kemla State Electricity Board, Kerala CHIEFENGINEER(CtvlL)
EXECUTIVEENGINEER(Alternate)
National Hydroelectric Power Corporation Ltd, Faridabad SHRtBALRAJJOSHI
SHRIN. K.JAIN(Altema?e)
Public Works Departmerr[, Government ofTamil Nadu, Tamil Nadu SHRIM. DURAIRAJ
JOINTCHIEFENGINEER(Alternate)
Sardar Sarovar Narmada Nigam Ltd, Gandhinagar SUPERINTENDINEGNGINEER(NPHW CIRCLE)
University of Roorkee, Roorkee DRNAYANSHARMA
Vasi Shums &Co Private Ltd. Mulmbai SHRIZ. M. KARACHIWALA
[31SDirectorate General SHRtS.S.SETHI,Director &Head (WRD)
[RepresentingDirectorGeneral(Ex-oficio)]
Member Secretary
SHRIMATI ROSY DHAWAN
Joint Director (WRD), BIS
11Bureau 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. WRD 16 (320
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
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F’mted atPrabhat Offset Press, New Delhi-2
|
14732.pdf
|
IS 14732 : 2000
IS0 6897 : 1984
5J?T&?m
Indian Standard
GUIDELINES FOR THE EVALUATION OF THE
RESPONSE OF OCCUPANTS OF FIXED
STRUCTURES, ESPECIALLY BUILDINGS
AND OFF-SHORE STRUCTURES,
TO GLOW-FREQUENCY HORIZONTAL
MOTION (0.063 TO 1 HZ)
ICS 13.160
0 BIS 2000
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
January 2000 Price Group 4Mechanical Vibration and Shock Sectional Committee, LM 04
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 6897:1984 ‘Guidelines for the evaluation of the response
of occupants of fixed structures, especially buildings and off-shore structures, to low-frequency horizontal
motion (0.063 to 1 Hz)’ issued by the International Organization for Standardization (ISO) was adopted by
the Bureau of Indian Standards onthe recommendation of Mechanical Vibration and Shock Sectional
Committee and approval of the Light Mechanical Engineering Division Council.
The text of IS0 Standard has been approved as suitable for publication as Indian Standard without
deviations. In the adopted standard certain conventions are not identical to those used in Indian Standards.
Attention is especially 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 isto
use a full 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
along with their degree of equivalence for the editions indicated:
lnterna tional Corresponding Indian Standard Degree of
Standard Equivalence
IS0 2631-l :1997 IS 13276 (Part 1): 2000 Evaluation of human Identical
exposure to whole body vibration : Part 1 General
requirement (first revision)
IS0 2631-2:1989 IS 13276-2:1992 Evaluation of human exposure to do
whole body vibration : Part 2 Continuous and shock-
induced vibration in buildings (1 to 50 Hz)IS 14732 : 2000
IS0 6897 ~:1 984
Indian Standard
GUIDELINES FOR THE EVALUATION OF THE
RESPONSE OF OCCUPANTS OF FIXED
STRUCTURES, ESPECIALLY BUILDINGS
AND OFF-SHORE STRUCTURES,
TO LOW-FREQUENCY HORIZONTAL
MOTION (0.063 TO 1 HZ)
0 Introduction Often the likely motion of a planned structure has to be
calculated in order to assess the probable response, to the
Until this century, buildings were seldom more than a few vibration, of those who will use the structure. The probable
storeys high and the few tall buildings which did exist were motion of a proposed structure can generally be found by
usually of a heavy gravity design which did not readily respond structural dynamics using the structure stiffness and mass, the
to wind or other forces. Also, tall buildings constructed in the wind or wind and wave spectra, the structure shape, aspect
late nineteenth century and early this century generally had ver- and roughness, and the appropriate topographical parameters.
tical load-bearing frames with massive granite infills which pro- Wind tunnel and wave tank studies using aerodynamic and
vided another generation of unresponsive buildings. fluid dynamic models can also be used to determine the likely
motion of structures.
This history of unresponsive building structures has led people
In some forms of tall building construction, poor construction
to expect buildings to provide nearly stationary accommoda-
joints allow inter-storey drift in the structure and, when assess-
tion, even under storm conditions, and the occupants of
ing the probable response of such structures, an allowance
buildings are prepared to accept only extremely low levels of
should be made for the effects of inter-storey movements.
motion.
Guidance on satisfactory magnitudes of vibration for specific
In contrast to these unresponsive structures, more modern situations is given in the annex.
buildings have tended, for reasons of economy of space, foun-
dation requirements, material outlay, speed of erection and
1 Scope and field of application
elegance, to be formed from more slender sections such that
these much lighter buildings are more responsive to dynamic
1.1 This International Standard relates to typical responses
forces than their predecessors. This International Standard
of people to the horizontal motion of structures in the
proposes magnitudes of low-frequency horizontal motion that
frequency range 0,063 to 1 Hz. The recommendations are
should produce only minimum adverse comment from people
categorized in accordance with the use of the structuresand, in
working or living in buildings.
the case of off-shore fixed structures, with the nature of work
being carried out.
Similarly, off-shore fixed structures were, until recently,
generallv of a non-habitable form or of an unresponsive design. Injury of occupants due to structural vibration is outside the
Modern mineral exploitation and production structures scope of this International Standard.
founded on the seabed are of such large proportions and sub-
ject to such extreme wind and wave action that the dynamic
1.2 Whole-body motion caused by structural vibrations
response of both the overall structures and their component
induced by infrequent external environmental forces is con-
parts has become the focus of much attention from the view-
sidered separately from whole-body motion resulting from
point of the motion transmitted to those operating and living on
structural vibrations caused by frequently occurring force
the structures. Also, although outside the scope of this Inter-
actions. Frequently occurring force actions may arise from ex-
national Standard, the structural integrity, material fatigue and
ternal sources, machinery or structure services such as
operation of off-shore fixed structures in storm conditions
elevators, fans, air conditioners, heating units and plumbing.
receive much attention. This International Standard therefore
Both perceptible magnitudes of low-frequency horizontal
proposes magnitudes of low-frequency horizontal motion
motion of structures and magnitudes likely to raise minimum
which should prove satisfactory to those living on and
adverse comment are included.
operating off-shore fixed structures. Allowances are made for
the fact that wind-and waves shall be expected to cause motion
NOTES
of~these structures which, in addition, are generally manned by
1 Visual perception of building motion, the influence of torsional
trained personnel who are prepared to accept some degree of
oscillations of structures and the effects of noise may influence the
motion so long as it does not present a health hazard or in-
subjective response to vibrations of structures but no quantitative
terfere with the efficient operation of the installation.
assessment is made.
1IS 14732 : 2000
IS0 6697 : 1964
2 Blasting, earthquakes and similar events are excluded from the return period should be used. Present shortage of data pre-
scope of this International Standard. vents the definite stipulation of acceleration/frequency curves
for storms with a return period of less than 5 years. Guidance
3 An off-shore fixed structure is one founded on the sea bed, such as
a gravity platform or a steel jacket with a piled foundation. Floating on the expected level of adverse comment for such storms is
structures, tension leg and articulated platforms are excluded from the currently limited to that given in note 3 in 3.6.
scope of this International Standard.
3.4 For off-shore fixed structures where non-routine or
4 In buildings, the response of people is for a normal adult population
skilled manual operations are carried out, the criteria for infre-
and, although it is known that levels of vibration considered acceptable
vary with age groups and sex, no definite correction factors can be put quently induced low-frequency horizontal motion of such
forward at present to adjust the acceleration magnitudes for these structures are related to the performance of those engaged in
influences. On off-shore fixed structures, the recommendations only the operations (see clause A-2).
apply to trained personnel.
3.5 The criteria for regularly occurring horizontal building
5 This International Standard applies to horizontal motion of struc-
tures as perceived by human beings in any posture, sitting, standing or motions are related to the perception thresholds of horizontal
reclining. motion for average and for sensitive humans, that is to the
average and lower thresholds.
2 References 3.6 The criteria for regularly occurring horizontal motion of
structures at frequencies greater than 1 Hz are given in
IS0 263111, Evaluation of human exposure to whole-body IS0 2631 and associated documents.
vibration - Part 1 : General requirements.
NOTES
IS0 263112, Evaluation of human exposure to whole-body 1 The buildings are assumed to be properly clad and acoustically
vibration - Part 2 : Evaluation of human exposure to vibration insulated so that significant sounds caused by the wind and by building
and shock in buildings II to 60 l-W.11 motions are minimized to the occupants. If this were not the case, the
satisfactory magnitudes may be reduced since the effect of noise on
the occupants is to influence the subjective response to the motion.
3 Response criteria 2 People long accustomed to living in some forms of low rise
buildings, such as two-storey flexible wooden frame houses, are
sometimes prepared to accept magnitudes of motion due to regularly
3.1 This international Standard considers three categories of
recurring events, such as wind action or the passage of heavy vehicles,
human response to the vibration of structures : which cause alarm in occasional visitors. Conversely, occupants of
high-rise buildings do not readily adapt to motions which cause them
a) basic threshold effects (see 3.5 and clause A.3); alarm on the first occurrence.
3 For a storm with a one-year return period which causes the
bj intrusion, alarm and fear which may be associated with magnitudes of motion recommended as satisfactory for a five-year
minor or major adverse comment levels (see 3.3, 3.4 and return period, the adverse comment level from people occupying the
notes 1 and 2 in 3.6); parts of the building where motion is greatest is estimated to be 12 %.
It is tentatively suggested that to obtain a probable adverse comment
cj interference with activities (see 3.4,3.5 and clause A.21. level of 2 % for storms with a one-year return period, the suggested
satisfactory acceleration magnitudes would be 0,72 times those for a
five-year return period.
3.2 The criterion for infrequently induced low-frequency
4 In general, it may be assumed that the motions of duration less than
horizontal building vibrations caused by storms is the alarm ex-
10 min associated with wind storms are not sufficiently severe to
perienced by the occupants of the structure [category bl impress significantly the memory of individuals. Where the exposure
above]. The level of adverse comment due to such alarm is period is shorter than 10 min. vibration amplitudes which are vividly
dependent upon the return period, the shorter the interval remembered are generally a product of seismic activity.
between occurrences the higher the level of adverse comment, 5 During the peaks of wind storms, accelerations much in excess of
and on the time over which motion of a particular intensity is the suggested satisfactory magnitudes will occur for short periods but
sustained for each occurrence. The perception of motion is these higher levels, briefly experienced, are not considered to make
assumed to be sensed through proprioceptive cues or the any great contribution to the memory of the storm except where
vestibular organs rather than through visual cues. The presence momentary vibrations are in the extreme category mentioned in note 4.
Short periods of higher acceleration which occur during the worst
of even very small torsional vibrations may greatly influence
10 consecutive minutes of the storm occurrence are accounted for in
subjects in their assessment of the acceptability of the vibration
the r.m.s. value of the vibration of the structure for the storm peak (see
of a structure (see A. 1.3 and note 2 in A.3.21.
note 1 in 4.5).
3.3 In buildings used for general purposes, the criterion is
that probably not more than 2 % of those occupying the parts 4 Measurement of motion in existing
of the building where the motion is greatest comment adversely structures
about the motion caused by the peak 10 min of the worst wind
storm with a return period of 5 years or more. In regions where 4.1 Motion measurements to determine the magnitude and
wind storm recurrence patterns are not well defined, a longer direction of the greatest horizontal acceleration should be made
1) At present at the stage of draft.
2IS 14732 : 2000
IS0 6897 : 1984
on a structural surface supporting the human body at the point the r.m.s value of acceleration within the band should be
of entry to the human subject. Under some conditions, evaluated with reference to the centre frequency of that band in
measurements may have to be made on some surface other the same manner as in 4.2.
than at the point of entry of the vibration to the human sub-
jects. In such cases, transfer functions need to be determined. NOTES
1 Evaluating the acceleration record of a structure as above, the
4.2 If it is found that vibration occurs simultaneously at
extreme magnitudes of motion referred to in note 5 in 3.6 are taken
separate discrete frequencies within the range 0,063 to 1 Hz, into account.
then the r.m.s. accelerations at these discrete frequencies
should be found by analysing a continuous record of the struc- 2 For tall buildings, the highest magnitudes of acceleration generally
tural motion during the peak ~of the storm. The highest occur near the tcp of the buildings at the first natural frequency of the
magnitude of horizontal acceleration fr.m.s.1 at each discrete structure, but the possibilitys hould not be overlooked that unaccept-
frequency found for 10 consecutive minutes of the storm peak able accelerations may occur elsewhere in such buildings in vibration
modes with higher frequencies.
can then be used to assess the probable response of occupants
to the horizontal structural motion at each discrete frequency
3 In some cases, infrasound generated by the flow of air in ducts can
considered. Vibration outside the rangeO,OSS to 1 Hz should be
induce the sensation of structural motion in the occupants of the struc-
filtered at not less than 24 d6 per octave.
ture. Care should be taken when assessing adverse comments of
occupants that a combination of motion and infrasound effects, acting
4.3 When vibration occurs at a single discrete frequency, simultaneously, have not combined to exaggerate the sensation of
then the acceleration record at that frequency should be ana- motion (see also A.1.3).
lysed as in 4.2.
4 Data measurement can be made by recording the output from
calibrated systems of accelerometers and matched amplifiers using
4.4 When horizontal motion of a structure occurs frequency-modulated tape recorders. Subsequent reduction of the
simultaneously in more than one direction, then the com- recorded data can be carried out using filters as described in 4.2 and
ponents of acceleration, in orthogonal directions, may be Fast Fourier Transform analysis equipment. To analyse even the
analysed as in 4.2 and the components added vectorially, minimum time record of 10 min, continuous averaging of record
segments will probably be necessary and for 95 % confidence of being
taking account of phase.
within 10 % accuracy at 0.09 Hz, for example, the averaging time for
one-third octave frequency analysis should be more than 200 s.
4.5 When random horizontal motion of a structure occurs in Therefore, record segments in excess of 200 s should be used in the
a narrow band concentrated in a one-third octave band or less, analysis.IS 14732 : 2000
IS0 6897 : 1984
Annex
Assessment of structural vibration with respect to human response
A.1 Assessment of infrequently induced A.3.1 The available data indicate that the lower threshold of
vibration in buildings used for general perception of horizontal motion by humans is represented by
purposes for events with duration in excess of curve 1 in figure 2. These magnitudes are appropriate for areas
10 min where an environment is required to be apparently stationary.
A.l.l Satisfactory magnitudes of low-frequency horizontal A.3.2 The average threshold of perception represents the
motion during the worst 10 consecutive minutes of a wind mean threshold of perception of horizontal motion for a normal
storm with a return period of at least 5 years, for buildings used adult population. The magnitudes suggested by curve 2 in
for general purposes, are given by curve 1 in figure 1 for the figure 2 are appropriate for special buildings where routine
probable adverse comment levels of clause 3. These values are precision work is carried out. These magnitudes are four times
for vibration in the horizontal plane of buildings or structures those given for the activities covered by curve 1 in figure 2.
and therefore for any whole-body axis depending upon
whether the human is standing, sitting or reclining. ~NOTES
1 Frequent occurrences refer to events of an everyday nature.
A.1.2 The satisfactory magnitudes of r.m.s. acceleration are
2 The perception of motion is assumed to be sensed through pro-
for discrete frequencies. If random narrow-band vibrations,
prioceptive cues or vestibular organs rather than through visual cues,
vibrations at several discrete frequencies or multi-axis vibra- Even very small rotational oscillations about a vertical axis can
tions occur, then assessment should be made in accordance significantly exaggerate the actual magnitude of acceleration acting on
with 4.2, 4.3, 4.4 or 4.5, whichever is appropriate. the subject.
A.1. .3 If a building is subject to even extremely small oscilla-
A.4 Events with duration less than 10 min
tions of rotation about a vertical axis, visual effects would exag-
gerate the sensation of motion and the satisfactory magnitudes
A.4.1 A definite procedure for assessing events of short
of acceleration would be less than those of curve 1 in figure 1.
duration can be compiled at a later date as more data become
available. It may be appropriate to commence analysis of
acceleration records of short duration events when the r.m.s.
A.2 Assessment of infrequently induced acceleration rises above that given by curve 2 in figure 2 for the
vibration of off-shore fixed structures for frequency under consideration and to terminate analysis when
events with duration in excess of 10 min the r.m.s. acceleration falls below this magnitude.
A.2.1 Satisfactory magnitudes of low-frequency horizontal
Table - Acceleration/frequency values at the
motion for off-shore fixed structures are given by curve 2 in
one-third octave points for the curves in figures 1 and 2
figure 1 for cases where work of a somewhat critical nature has
to be performed. This would be the case where a non-routine
Frequency
task has to be executed or a skilled operation has to be carried
fcentre Acceleration r.m.s., m/s2
out. Above these magnitudes of motion, it is difficult to per- frequency of
form such tasks. one-third octave
band)
Hi!
A.2.2 As may be seen, the acceleration amplitudes given by 0,063 0,081 5 0,48!3 0 0,012 6 0,056 4
curve 2 in figure 1 for the activities described in A.2.1 above are 0,080 0,073 5 0,441o 0,011 4 0,045 0
six times greater than those given by curve 1 in figure 1. 0,100 0,067 0 0,400 0 0,010 3 0,040 9
0,125 0,061o 0,366 0 0,009 2 0,037 0
NOTE - For routine tasks such as drilling, an experienced team may 0,160 0,055 0 0,330 0 0,008 3 0,033 0
often work even in the roughest conditions, the magnitude of accelera-
0,200 0,050 0 0,300 0 0,007 5 0,030 0
tion found acceptable being governed by whether the machinery will
0.259 0,046 0 0,276 0 0,006 9 0,027 0
operate and the motivation of the workers.
0,315 0,0418 0,256 0 0,006 1 0,024 0
0.m 0,037 9 0,228 0 0,005 5 0,021 9
0,500 0,034 5 0,207 0 0,004 9 0,019 8
A.3 Assessment of frequently induced 0.630 0,031 5 0,189 0 0,004 45 0,017 8
vibration in buildings used for special purposes 0.8@J 0,028 5 0,167 0 0,003 98 0,015 9
for events with duration in excess of 10 min 1,000 0,026 0 0,156 0 0,003 60 0,014 4
4IS 14732 : 2000
ISO 6697 : 1964
0,016 -
0,0125 -
0,010' I 1 I
0,0630 ,08 0,lO0 ,125 0.160 ,20 0,25 0,3150 ,40 0,SO 0,63 0,80 1,00
Frequency, Hz
Figure 1 - Suggested satisfactory magnitudes of horizontal motion of buildings used for general purposes (curve 1)
and of off-shore fixed structures (curve 2)IS 14732 : 2000
IS0 6697 : 1984
0‘W O
0,080
0,063
0,050
0,040
0,0315
0,025
0,020
0,016
0,0125
0,010
I I -I I III
0,008~
0,0063
0,0050
0,004o
0,0031 5-
0,0025 .
0,0020 '
0,0016 -
0,0012 5-
J I I I I I
otoo'o0,0603, 08 0,lO0 ,1250 ,160 ,20 0,25 0,3?50 .40 0,50 0,63 0,80 1
Frequency, Hz
Figure 2 - Average (curve 2) and lower threshold (curve 1) of perception of horizontal motion by humansIS 14732 : 2000
IS0 6697 : 1964
Bibliography
[ll ALEXANDERS .J. et a/. Studies of motion sickness : 1. The effects of variation of time intervals between accelerations upon
sickness rates. Jnl. Psychol., V.19, 1945.
/2J ALEXANDERS .J. eta/. Studies of motion sickness. Jnl. Psycho/., V.20, 1945.
r31 BENJAMIN J.R. and CORNELLC A. Probability and decision for civil engineers. McGraw-Hill Publ. Co., New York, N.Y., 1970.
[41 BLIJME J.A. Motion perception in the low-frequency range. Report No. JAB-99-47. JA Blume and Assoc. Res. Div., San
Francisco, USA, 1969.
151 CHANG F.K. Wind and movement in tall buildings. Civil Eng., V.37, No. ~8, 1967.
161 CHANG F.K. Psychophysiological aspects of man-structure interaction, Proc. Symposium eon Planning and design of tall
buildings. V.la, Lehigh Univ.. ASCE Publication, 1972.
I71 CHEN P.W. and ROBERTSON L.E. Human perception thresholds of horizontal motion. AXE Jnl. Str. Div., August 1972.
I81 COYLE D.C. Relation between motion and sensation. Civil Eng., V.1, No. 8, 1931.
[91 DIECKMANND . A study of the influence of vibration on man. Ergonomics V.3, No. 4, 1958.
[lOI ESKILDSENP .E. The world trade center - Wind effects No. 1. Oregon Research Inst., USA, 1965.
I111 ESKILDSENP .E. The world trade center - Wind effects No. 2. Oregon Research Inst., USA, 1966.
[121 FELDJ . Construction failure. John Wiley and Sons Inc., 1968 : p 151.
1131 GOTO T. Research on vibration criteria from the viewpoint of people living in high-rise buildings (part 1). Various responses of
humans to motion. Nippon Kenchiku Gakkai Rombun Hokoku-shu, 237 (11). 1976 : pp. 109-118. Translated by Canada
Institute for Scientific and Technical ~Information.
1141 HANSEN R.J., REEDJ .W. and VANMARKE E.H. Human response to wind-induced motion of buildings. ASCEJnI. Str. Div., July
1973.
[I51 IRWIN A.W. Human reactions to oscillations of buildings - acceptable limits. Build International. Applied Science
Publishers, 1975.
Cl61 IRWIN A.W. Probable occupant reaction to storm wind-induced motion of typicalmodern building designs. UK Informal Group
on Human Response to Vibration, 1975.
1171 IRWIN A.W. Perception, comfort and performance criteria for human beings exposed to whole body pure yaw vibration and
vibration containing yaw and translational components. Jnl. Sound and Vibration, V.76, No. 4, 1981.
[181 Inst. Civil Engs. Seminar. The modern design of wind-sensitive structures. Construction Industry Research and Information
Association, 1970.
1191 KHAN F.R. and PARMELEER .A. Service criteria for tall buildings for wind loading. Proc. 3rd Int. Conf. on wind effects on
buildings and structures. Tokyo, Japan, 1971.
ml PARKS D. Human reaction to low-frequency vibration. The Boeing Co., Wichita, Kansas, Documents D3-3511-1 and
D3-3512-1, 1961.
I211 Proceedings of lst-Bth annual off-shore technology conferences, /1968-19761. 6200 North Central Expressway, Dallas, Texas
75206, USA.
E21 REED J.W. Wind-induced motion and human discomfort in tall buildings 7, Research Report No. R71-42. Mass. Inst. of
Technology, USA, 1971.
[231 REED J.W., HANSEN R.J. and VANMARKE E.H. Human response to tall building wind-induced motion. Proc. Symp. on
planning and design of tall buildings. Vll, Lehigh Univ., ASCE Publication, 1972.
I241 SIMIU E., MARSHALL R.D. and HABER S. Estimation of alongwind building response. ASCE Jnl. Str. Div. July 1977.IS 14732 : 2000
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1251 SOLIMAN J.I. A scale for the degrees of vibration perceptibility and annoyance. Ergonomics V.ll, No. 2, 1969.
1261 SOLIMAN J.I. Criteria for permissible levels of industrial vibrations with regard to their effect on human beings and buildings.
Proc. Sym. on Measurement and evaluation of dynamic effects end vibrations of constructions RILEM, V. 1, 1963, pp. 111-147.
1271 STEELE J.E. Motion sickness and spatial perception - a theoretical study. Tech. report ASD-TR-61-530. Nat. Tech. Inf.
Service, USA, 1961.
1281 STEFFENS R.J. Some aspects of structural vibration. Proc. Symp. on Vibration in civil eng. British Sect. IAEE, Ed. Skipp,
Butterworths, 1966.
1291 STEWART J.D. Human perception of angular acceleration and implications in motion simulations. Jnl. aircraft, V.8, No. 4, 1971.
1301 WISS J.F. and CURTH J.L. Wind deflections of tall concrete frame buildings ASCE JnL Str. Div. July 1970.
(311 YOUNG L.R. and MEW J.L. Perception of motion in tall buildings, Report. Hansen, Halley and Biggs, Cambridge, USA, 1965.
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 stardardization, 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 04 (0244).
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 3 1,323 3315,323 94 02 (Common to all offices)
Regional Offices: Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617,3233841
NEW DELHI 110002
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CALCUTTA 700054 { 3378626,3379120
Northern : SC0 335-336, Sector 34-A,~CHANDIGARH 160022 60 38 43
{ 60 20 25
Southern : C.I.TCampus, IV Cross Road, CHENNAI 600113 235 02 16,235 04 42
( 235 15 19,235 23 15
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MUMBAI 400093 { 832 78 91,832 78 92
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PATNA. PUNE. RAJKOT. THIRUVANANTHAPURAM.
Printed at Simco Printing Press, Delhi
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3575.pdf
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2
IS 3676 : 1993
Indian Standard
BITUMEN DRUMS - SPECIFICATION .
( Third Revision )
UDC 621.798~144 ( 669.141~24 ) : 665775
0 BIS 1993
BUREAU OF INDIAN STANDARDS
MANAIC BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
December 1993 Price Group 1Metal Co.ntainers Sectional Committee, MTD 32
FOKEWORD
This Indian Standard ( Third Revision ) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Metal Containers Sectional Committee, had been approved by the Metallurgical
Engineering Division Council.
This standard was first published in 1977 and then revised in 1989. In the present revision of this
standard, the following major change has been incorporated:
Dimensions of drums and closures have been modified in line with the present manufacturing
practices in the country.
For the purpose of deciding whether a particular requirement of this standard is complied with, the
final value, observed or calculated, expressing the result of a test or analysis, shall be rounded 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.Indian Standard
BITUMEN DRUMS - SPECIFICATION
( Third Revision /
1 SCOPE
This standard covers the requirements of steel
drums, with fixed ends of nominal capacities
160 litres and 200 litres, used for packing of
bitumen having penetration value 225 and 30 503+2 (FOd 160 I DRUM )
OIJ 571.5?2 (FOR 2001 ORUM)
below.
2 REFERENCES
The follo!ving Indian Standards are necessary
adjuncts to this standard:
IS No. Title
513 : 1994 Cold roiled low carbon steel
sheets and strips (four#r
revision )
1079 : 1994 Hot rolled carbon steel sheets
strip (fifth revision )
19-l : 1984 Glossary of terms relating to
metal containers ( third
revision )
1993 : 1993 Cold reduced tinplates and
blackplates (first revision )
347i : 1963 Methods of t.est for metal
containers
All dimensions in millimetres.
3259 : 1966 Methods of sampling of FIG. 1 DIMENSIONSF OR BITUMEND RUM
metal containers
5.2 Closures
3 TERMINOLOGY
The closures shall be made from steel sheets of
For the purpose of this standard, the deflnitions nominal thickness 0.30 mm conforming to
given in IS 1394 : 1984 shall apply.. IS 513 : 1994 or tinplate conforming to IS 1993 :
1993 for crimping.
4 DIMENSIONS
6 CONSTRUCTION
4.1 Drums
6.1 The sheets after blanking, or trimming, or
The drums shall be manufactured in two sizes
both shall be free from cracks, dents, pittings,
conforming to the dimensions shown in Fig. 1.
rush and other defects.
4.2 Closure 6.2 The body side seam shall be continuously
resistance welded. The top and bottom end
The closure shall have dimensions as shown in seams shall be double seamed with five fold
Fig, 2. chimes or spiral seams. A suitable sealing
compound may be used.
5 MATERIAL
6.3 The body shall be strengthened by 12 corru-
5.1 Body and Ends
gations which shall be symmetrical to the centre
The body and ends of the drums shall be made line as shown in Fig. 1. The depth of corruga-
from steel sheets of nominal thickness 0.63 mm tion shall be measured from the top of their
conforming to IS 513 : 1994 or IS 1079 : 1994. crest to the root of their trough.
115’35755 1993
iOk-
$585+,5
/i_
I I
I
I i
I
1
CLOSURE
ASSEMBLY
All dimensions in millimetres.
FIG. 2 CLOSURE AT CBNTRB
6A The bottom and top ends may have 8.2 If there is a minor leakage found during
strengthening corrugations. leakage test it may be manually welded and the
drum shall be retested for leakage test. If the
65 CIosnre leakage is found again, the drum shall be
rejected.
The drums shall be provided with an aperture
at the centre to suit the closure. Closure shall 9 SAMPLING
be crimped on to the central aperture of the
drums by the purchaser. The assembly details Represeutative samples of the drums for tests
for closure are shown in Fig. 2. The closure regarding dimension, capacity, construction,
diameter shall be so as to fit on the drum aper- finish shall be drawn according to the provisions
ture in snug fitting position. Closure may be of IS 3259 : 1966.
supplied with the drum, as specified by the
10 MARRING
purchaser.
10.1 The drums shall be marked indelibly w&h
7 PINISH
the following partrculars:
7.1 The drums shall be new, thoroughly clean a) Indicating the source of the ma~u-
and free from rust, loose scales, moisture and facturer,
other foreign matter.
b) Year of manufacture, and
7.2 The outside surface of the drums may be c) Any other marking as agreed to between
painted or left unpainted as agreed to between the purchaser and the supplier.
the purchaser and the supplier.
10.1.1 The marking may be done by embossing
8 AIR PRESSURE TEST
on the drum ends or closure or by lithography
on the closures or by painting on the drum or
8.1 Each drum shall be subjected to the air
by any other agreed method.
pressure test according to the provisions of
TS 2471 : 1963. The drum shall not show any
11 STANDARD MARK
;ign of leakage when subjected to an internal
air pressure of 20 kPa ( O-2 kgf/cmz ) for a The drums may also be marked with the
minimum period of 5 seconds. Standard Mark.
2Standard Mark
The use of the Standard Mark Is governed by the provlslons of the Bureau of Indian
Standurdr Act, 1986 and the Rules and Regulations made thereunder. The Standard Mark on
i 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 producero may be
obtained from the Bureau of Indian Sraadards.Bureau of Indian Standards
BIS is a statutory institution established under the Bureau 01 Indian Slandar~ 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
BE 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’.
Comments on this Indian Standard may be sent to BIS giving the following reference:
Dot No. MTD 32 ( 4053 )
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 : 331 01 31, 331 13 75 ( Common to all office8 )
Regional Officer I Telephone
Central 1 Manak Bhavan, 9 Bahadur Shah Zafar Marg 331 01 31
NEW DELHI 110002 I 331 13 75
Pastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola 37 84 99, 37 85 61
CALCUTTA 700054 1 37 86 26, 37 86 62
Northern t SC0 445-446, Sector 35-C, CHANDIGARH 160036 53 38 43, 53 16 40
I 53 23 84
Southern I C. I. I’. Campus, IV 0088 Road, MADRAS 600113 235 02 16, 235 04 42
I 235 15 19, 235 23 15
Western I Manakalaya, E9 MIDC, Marol, Andheri ( a81 ) 632 92 95, 632 78 58
BOMBALB 400093 632 78 91, 632 78 92
Brancher 1 AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR.
COIMBATORE. FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD.
JAIPUR. KANPUR. LUCKNOW. PATNA. THIRUVANANTHAPURAM.
bintcd at New India Printins Prcaa. Khurlo. IndiaAMENDMENT NO. 1 APRIL 1994
TO
IS 3575 : 1993 BITUMEN DRUMS - SPECIFICATION
( Third He vision )
( Purge 1, clause 2 ) - Substitute: ‘IS 513 : 1986 Cold rolled low carbon
steel sheets and strips ( tllircl rrvision )’ for ‘IS 513 : 1994 Cold rolled low
carbon steel sheets and strips (fourth revision )’ and ‘IS 1079 : 1988 Hot rolled
carbon steel sheet and strip (fourth revision )’ for ‘IS 1079 : 1994 Hot rolled
carbon steel sheets and strip (fiff/l revision)‘.
( Pc~ge 1, cl~~m.s 5.1 rrnd 5.2 ) - Substitute ‘IS 513 : 1986’ for ‘IS 513 :
1994’ atrd ‘IS 1079 : 19XS’for ‘IS 1079 : 1994’.
(MTD31)
Reprography Unit, BE, New Delhi, IndiaAMENDMENT NO. 2 SEPTEMBER 1995
TO
IS 3575 : 1993 BITUMEN DRUMS - SPECIFICATION
( Third Revision )
( Page 2, &use 6.5, last sentence ) - Delete.
(Amendmenl No. 1, April 1994) -Withdrawn.
(MTD32)
Reprography Unit, BIS, New Delhi, India
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9401_2.pdf
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IS 9401 (Part 2) :2003
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Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS (DAMS AND
APPURTENANT STRUCTURES)
PART 2 DEWATERING
( First Revision)
ICS 93.160
0 BIS 2003
BUREAU OF IN DIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Febtwy 2003 Price Group 1Measurement of Works of River Valley Projects Sectional Committee, WRD 23
FOREWORD
This Indian Standard (Part 2) (First Revision) was adopted by the Bureau of Indian Standards, after the draft
finalized by the Measurement of Works of River Valley Projects Sectional Committee had been approved by
the Water Resources Division Council.
In measurement of quantities in construction of river valley projects a large diversity of methods exist at
present according to local practices. This lack of uniformity creates complication regarding measurements
and payments. This standard is intended to provide a uniform basis for measurement of dewatering items in
the construction of river valley projects.
This standard has been revised to incorporate the latest trend prevalent in the field. There isno ISO 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 the formulation of this standard is given in Annex A.
For the purpose of deciding whether a particular requirement of this standard is complied with, the final
value, observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance
witklIS 2:1960 ‘Rules for rounding off numerical values (revised)’. The number of significant places retained
in the rounded off value should be the same as that of the specified value in this standard.IS 9401 (Part 2) :2003
Indian Standard
METHOD OF MEASUREMENT OF WORKS IN
RIVER VALLEY PROJECTS (DAMS AND
APPURTENANT STRUCTURES)
PART 2 DEWATERING
( First Revision )
1 SCOPE 3.2 Dewatering maybe done either by manual labour
or pumps.
This Standard (Part 2) covers the method of
measurement of dewatering works in river valley 3.2.1 The unit of measurement shall be in man days
project (dams and appurtenant structures). - if dewatering is done by manual labour.
2 GENERAL 3.3 Dewatering by Means of Pumps
3.3.1 Dewatenng by means ofpumps maybe done by
2.1 In order to drain water out of the site of work and
any one of the following methods :
to maintain the site of work in a normally dry
a) Electrical pumps,
condition, where further activities of work can be
b) Diesel pumps, and
taken up during the entire period of execution of the
c) Pneumatic pumps.
work, adequate measures are required to be taken.
3.3.1.1 Itshall be ensured that pumps for dewatering
2.2 There are various methods of dewatering, such
perform in accordance with manufacturer’s
as bailing out, electro-osmosis, freezing, draining,
specifications. In the event of any of the dewatering
pumping as also well point system, constructing
pumps consume energy/fuel/air in excess of the
diversion channels/drains, coffer dams, etc. The
values specified by the manufacturer the same shall be
method of dewatering to be adopted shall have the
repaired and replaced by without delay.
approval of the Engineer-in-Charge.
3.3.1.2 Each pump installed shall undergo a weekly
2.3 Dewatering has to be done with utmost care and
trial testing to demonstrate that it is actually
caution so that there is no bailing, heaving up or
discharging the water atits rated capacity and head. If
displacement of materials below the foundation level
significant deviations (more than 10 percent below)
of structure to be newly constructed or already
are discovered the unit price for pumping through that
constructed. Lowering of water table by dewatering
pump will be proportionately reduced for the period of
shall be done gradually.
the past 7 days, or until the time of the last pump
2.4 The free water surface of depleted water table testing, whichever may apply. Where several pumps
shall not be less than 150 mm below the deepest are installed at the same site, the weighted average of
subgrade level of the structure and 1000 mm in case the capacity of all installed pumps shall be calculated
of fill placement in core trench. and the unit price proportionately reduced. The pump
capacity will be measured at the outlet of the installed
2.5 Cost of all pumping, bailing out or any other
pipeline.
works todewater the foundation area during the entire
3.3.2 The unit of measurement in case of dewatering
period of execution of work including design of
by electrical pumps shall be kilowatt-hour (Kwh).
dewatering system, cost of Iabour, machinery and
Meters shall be calibrated and tested before
equipments shall be included in dewatering.
installation and test report submitted to the
3 METHOD OF MEASUREMENT Engineer-in-Charge prior to installation.
3.1 General 3.3.3 The unit of measurement in case of dewatering
by diesel pumps shall be horsepower-hour.
3.1.1 Dewatering may be included in the item of
excavation or masonry or concrete work infoundation 3.4 The unit of me~urement incase ofdewatering by
and in such a case measurement shall not be made pneumatic pumps shall be cubic metre of air per hour
separately for dewatering. (m3/h).
1IS 9401 (Part 2) :2003
ANNEX A
(Foreword)
COMMITTEE COMPOSITION
Measurement of Works of River Valley Projects Sectional Committee, WRD 23
0rgcniza2ion Representative(s)
Tehri Hydro De, elopment Corporation, Noida SHRIKULTARSHARMA(Chairman)
Bhakra Beas Management Board, Chandigarh SUPERINTENDINEGNGINEER
SUPERINTENDINEGNGINEER(TALWARACIRCLE)(Alfernate)
Central Water Commission, New Delhi DMECTORCOSTAPPRAISAL(HW)
DIRECTORCOSTAPPRAISAL(IrrigatiOn) (Alternate)
Continental Construction (P) Ltd, New Delhi SHRIT.B.S. RAO
SHRJP.A. fiPUR (Alternate)
Ferro Concrete Co (1)Pvt Ltd, Indore SHRIMAHAWRBIDASAJGA
SHR1ASHOKBIDASARtA(Alternate)
Galmmon India Ltd, Mumbai SHR1R.D. VARANOAONKAR
SHR]V.M. DHARAP(Alternate)
Indian Institute ofTechnology, New Delhi HEAD(CIVILENGfNEERtNG)
Irrigation &Waterways Directorate, Government ofWest Bengal, SHRIH.P. CHAKRAFtARTI
Kolkata SHRIKAUSH]KCHATrERJEE(Alternate)
Irrigation Department, Government ofKerala, Trivandrum CHIEFENGJNEER(PROJEaII)
DEPUTYCHIEFENGINEER(IRRIGATION)(Aftemate)
Irrigation Department, Government ofAndhra Pradesh , Hyderabad CHIEFENOINEER
Irrigation Department, Government of Karnataka, Bangalore CHIEFENOINEER(CIVIL)
lmigation Department, Government of Maharashtra, Nagpur SUPERINTENDINEGNGINEER
Irrigation Department, Government ofRajasthan, Jaipur Smt D. C.KOTHARI
Irrigation Department, Government of Uttranchal, Debra Dun CHIEFENGINEER(YAMUNAVALLEY)
SUPERtNTENDtNEONGINEER(Akernafe)
Jaiprakash Associates Private Ltd, New Delhi SHRID.G. KADKADE
Karnataka Power Coloration Ulmited, Bangalore CHIEFENGINSER(CIVILDFSIGN)
Narrnada &Water Re~utces Departrtm~ Gov;mment ofGujarat, Gujarat SUPERINTENDIN‘&GGtNEER ‘
Nathpa Jakhri Power Corporation, Distt K]nnarsr SHRIM.P. GARG
National Hydroelectric Power Corporation Ltd, Faridabad SHRIY.R. PAIKMA
SHR1V.K. SAINt(Alternate)
Skanska Cementation India Ltmited, Mumbai SHRIP.C.THOMAS
SHRJS.N. PATJL(Alternate)
Trafalgar House Construction India Ltd, Mumbai SHRIV.V. NAYAK
SHRIA.K. MUKHERJE(EAlternate)
BIS Directorate General SHRIS.S. SETHLD1rectar &Head (WRD)
[Representing Dkector Genersd (Ex-ojjicio)]
Member Secretary
SHRIR.S.JUNEJA
Joint Director (WRD), BIS
2Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of the activities of standardization, marking and quality certification of goods
and attending to connected matters in the country.
Copyright
131Shas the copyright of all its publications. No part of these publications may be reproduced in any forlm
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), INS.
Review of Indian SVandards
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. WRD 23 ( 308 ).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
BUREAU OF INDIAN STANDARDS
Headquarters :
Manak Bhavan, 9 Bahadur Shah Zafar Marg, New Delhi 110002 Telegrams : Manaksanstha
Telephones :3230131, 3233375,3239402 (Common to all offices)
Regional Offices : Telephone
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg 3237617
NEW DELHI 110002 { 3233841
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Printed atPcabhat Offset Press, New Delhi-2
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4180.pdf
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IS : 4180 - 1967
( Reaffirmed 1997)
Indian Standard
CODE OF PRACTICE FOR
CORROSION PROTECTION OF LIGHT GAUGE
STEEL SECTIONS USED IN BUILDING
Third Reprint OCTOBER 1998
( Incorporating Amendment No. 1)
UDC 669.14-423 : 620.197
0 Copyright 1977
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 5 Feurrrory 1968IS : 4180 - 1967
Indian Standard
CODE OF PRACTICE FOR
CORROSION PROTECTION OF LIGHT GAUGE
STEEL SECTIONS USED IN BUILDING
Metal Standards Sectional Committee, SMDC 1
Chairman Representing
SHRIR.G. BHATAWADEICAR The Binani Metal Works Ltd, Calcutta
Members
ADDITIONAL CHIEF ENGINEER Central Public Works Department, New Delhi
( POSTS & TELEGRAPHY)
SUPERINTENDINGS URVEYOR OF
WORKS (I) ( Alternate )
DR U. N. BHRANY The Indian Iron & Steel Co Ltd, Burnpur
SHRI K. H. SHARMA ( Altemnate )
SHRI K. C. CHOUDHURI Ministry of Railways
SHRI V. K~MAR (Alternate I )
SHRI M. N. BHIDE (Alternate II )
SHRI B. N. DAS National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SHRI A~IL MITRA Indian Institute of Foundrymen, Calcutta
SHRI K. SRINIVASAN( Alternate )
SHIZIP . MITRA Indian Tube Co Ltd. Jamshedpur
SHRI H. K. MOHANTY Hindustan Steel Ltd, Ranchi
SHRI S. N. MUKERJEE National Test House, Calcutta
SHRI B. K. MURTHY Indian Aluminium Co Ltd, Calcutta
SHRI E. K. N. NAMBIAR Directorate General of Supplies & Disposals
( Inspection Wing )
SHRI P. G. V. RAO ( Alternate )
DR S. R. PRAMANIK hdinistry of Steel & Mines
DR E.G. RAMACHANDRAN Indian Institute of Metals, Calcutta
SHRI K. N. P. RAO The Tata Iron & Steel Co Ltd, Jamshedpur
SHRI D. V. REDDI Ministry of Defence ( DC1 )
SHRI K. P. ROY CHOWDHURY Indian Non-ferrous Metals Manufacturers’ Associa-
tion. Calcutta
SHRI C. J. SITAH Directorate Genera! of Technical Development,
New DeIhi
WC CDR M. YOGANANDAM
.~
\R esearch and Deveiopment, Ministry of Defence
SIIRI K. D. AGARWAL ( Altemare 1
DR A. K. CHATTERJEE, Director General, ISI ( Ex-o&o lVz’enzber)
Director (Strut & Met)
Secretary
SHRI P. K. JAIN
Assistant Director ( Metals ), IS1
i Continued on page 2 )
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002IS : 4180- 1967
( Continuedf rom page 1 )
Panel for Corrosion Research of Light Gauge Steel Structures,
SMDC 1/ P-3
Conwner Representing
DR B. SANYAL Defence Research Sr Development OrganizaLion,
New Delhi
Members
SHRI N. C. BAGCHI National Test House, Calcutta
DR T. BANERJEE National Metallurgical Laboratory ( CUR ),
Jamshedpur
SHRI BINAY KUMAR Bonita Chemicals, New Delhi
SHRI C. P. DE Naval Chemical & Metallurgical Laboratory,
Bombay
SHRI B. SREENIVASR AO ( Ahnate )
DEPUTY DIRECTOR( CHEM) Ministry of Railways
DR K. S. RAJAGOPALAN Central Electrochemical Research Institute ( CSIR),
Karaikudi
SHRI N. SUBRAbfANYAM(A lternate )
2IS:4180-1967
Indian Standard
CODE OF PRACTICE FOR
CORROSION PROTECTION OF LIGHT GAUGE
STEEL SECTIONS USED IN BUILDING
0. FOREWORD
0.1T his Indian Standard was adopted by the Indian Standards Institution
on 18 May 1967, after the draft finalized by the Metal Standards Sectional
Committee had been appr-ved by the Structural and Metals Division
Council.
0.2 The Indian Standards Institution took up the steel economy project at
the request of Government of India in 1950 in order to conserve steel which
was in short supply. A technical committee was set up to undertake this
work under which a number of subcommittees and panels initiated work on
specific subjects. The technical committee after detailed deliberations
formulated an Indian Standard code of practice for the use of cold-formed
light gauge steel structural members in general building construction
( IS : 801-1958 ), and also an Indian Standard specification for cold-formed
light gauge structural steel sections ( IS : 81 l-1961*) was formulated subse-
quently. The use of cold-formed light gauge structural steel sections leads
to considerable savings in steels on an average up to 40 percent. The only
drawback for extensive use of light gauge steel structures relates to the thin-
ness of members and corrosion particularly in a large country with varying
climatic conditions like India. As early as in 1957 a separate panel was set
up with a view to conducting necessary research and formulate suitable
recommendations for protection of Iight gauge steel sections. The panel
was entrusted with the work of developing accelerated tests to determine the
quality of protective scheme and also to prepare a corrosion map of this
country on the basis of corrosion potential.
0.2.1 With the active assistance of the following laboratories, a short-
term corrosion test was conducted in different parts of India:
Central Electrochemical Research Institute, Karaikudi
Defence Research Laboratory ( Materials ) , Kanpur
National Metallurgical Laboratory, Jamshedpur
National Test House, Calcutta
0.2.1.1 A long-term project on the same subject has been taken up by
the Council of Scientific and Industrial Research ( CSIR ).
*Since revised. 3IS : 4180 - 1967
0.2.2 In the formulation of this standards assistance has been derived
from SIS 135111 ‘ European scale of degree of rusting for anticorrosive
paints ’ issued by the Sveriges Standardiseringskommission ( Sweden).
0.2.3 Assistance was also received from the Indian Railways and
Messrs E.R. Joseph & Co, Calcutta.
0.3 Based on the data collected for a period of about two years, this code
on corrosion protection of light gauge steel sections for structures has been
prepared.
0.4 As degree of protection needed for any particular component is related
to the conditions of exposure and the class of steelwork, three different pro-
tective schemes have been described in 3 and 4.
0.5 The protective schemes recommended, if suitably maintained by re-
application of paint are intended to ensure a life of 60 years or more for the
light gauge structural members of permanent buildings where the permissible
working stress is far more dependent on adequate protection against rusting
than is the case for heavier sections. The schemes may also be usefully
applied to structures designed for a shorter life where it is desirable to
ensure a high recovery value for the steel.
0.6 In the case of aluminium coating, a thickness of 0.1 778 f 0.0 254 mm has
been specified in this standard based on the exposure tests conducted and
taking into consideration the lack of facilities for controlling the thicknesses
of aluminium coatings. The Sectional Committee is aware that in many
countries this thickness has been specified between 0.0 762 to 0.1 524 mm.
After the proposed long range exposure tests, the thickness now specified
will be reviewed.
1. SCOPE
1.1 The recommendations given in this code apply to light gauge compo_
nents for general building purposes fabricated from mild steel sheet or strip as
specified in IS : 1079-1963*.
1.2 The recommendations refer to mild steel reduced by cold rolling and
having thickness varying between 2 to 3.2 mm. They are not intended to
heavy structural steel work. The recommendations also apply to steel
tubes used for construction purposes.
2. GENERAL REQUIREMENTS
2.0 The guiding principles to be followed for the protection against cor-
rosion of light gauge mild steel in building are given in 2.1 to 2.8.
*Specification for hot rolled carbcn steel sheet a&i strip ( SC&G&). ( Third revision in
1373)
4IS : 4180 - 1967
2.1 All such steel parts should receive, before they leave the fabricating
works, an adequate protective treatment, for example, application of bitumen
paint or a paint primer. The selection of the treatment would depend on the
atmospheric conditions prevailing at the site of fabrication, transport and
erection. It would also depend on the interval between the fabrication and
erection and the type of the subsequent paint coat to be applied.
2.2 Steps should be taken at all stages in storage, transit and erection to
avoid damage to the protective coatings.
2.3 Resistance to abrasion and mechanical damage have an important
bearing on the choice of protective schemes for steel parts used in building.
Damaged areas should be adequately repaired on site, preferably after erec-
tion if they are accessible. When adequate precautions cannot be taken to
prevent damage, protective schemes should be selected so that local damage
will not lead to general failure of the coating.
2.4 The best procedure is to apply the protective scheme to the timshed
part, that is, after drilling, bending and welding processes have ueen com-
pleted. Overlapping surfaces occurring at riveted .joints are best protected
before they are assembled and the joint is sealed. The size and shape of
the part will have a bearing on the method of protection selected. Special
care is necessary when applying certain chemical processes to parts of
intricate shape to avoid entrapping processing solutions in the crevices.
2.5 Whatever protective scheme is used, the surface should be dry and
clean, that is, free from dirt, grease, loose or heavy scale, or rust, before
applymg the protective coating. When preparing welded assemblies
for painting, care should be taken that the area at or near welds is thoroughly
cleaned.
In the case of aluminium coating, a thickness of O-1 778 f O-0 254 mm
has been specified in this standard based on the exposure tests conducted
and taking into consideration the lack of facilities for controlling the thick-
nesses of aluminium coatings. The Committee is aware that in many
countries this thickness has been specified between 0.0 762 to 0.1 524 mm.
It is expected that as a result of the long range exposure tests, the thick-
ness now specified will be reviewed.
2.5.1 Detailed recommendations for the preparation of surfaces for
painting are given in 4.1.
2.6 It is essential to envisage each protective scheme as a whole. All treat-
ments, from those given at the fabricators’ works to the final pmtective or
decorative finish applied to the parts after installation or erection, should
form part of a co-ordinated scheme. For example, if a final coat of air-
drying paint is to be applied after erection to parts which have been stove-
painted at the works, careful consideration should be given to the selection
5IS : 4180- 1967
of both paints so as to ensure good adhesion. This also applies when seiect-
ing paints for repainting.
2.7 The durability of light gauge steelwork exposed to severe conditions of
service can only be ensured by maintaining the protective coating. Regular
maintenance by painting is, therefore, an essential requirement of the
recommendation for this class of steelwork.
2.7.1 Figure 1 ( see P 13 ) indicates the various stages of breakdown of a
painted surface and the corresponding paint values. Fig. IA indicates that the
whole surface is rusty or discoioured by rust. Fig. 1E indicates that about
half of the surface has been affected. Fig. 1K indic?tes.an apparently un-
pmaged surface. On the basis of the degree of rustmg it would, therefore,
e possihie to classify the conditions of a painted surface as Class 1,
Fig. 1K; Class 2, Fig 1J; Class 3, Fig iH, and so on according to the
increasing degree of damage suffered by the painted steel work.
2.7.2 Figure 1E illustrates Class 6 of breakdown of a painted steel surface
and repainting of light gauge steel structure should not be delayed beyond
this stage.
2.8 Based on short term data available on the performance of protective
schemes in selected environments in India it is recommended that in the case
of protective schemes comprising painting ( scheme 3 ) or phosphating foi-
lowed by painting ( scheme 2 ), repainting should be done every two years
and in the case of aiuminium coating followed by painting ( scheme 1 )
repainting may be done after about 5 years.
3. PROTECTIVE SCHEMES
3.1 Scheme 1 -- This consists of metallic coating of aiuminium followed
by painting:
a) Aluminium Coating - The surface should be grit blasted to remove
sealed rust ( No. 40 grade angular particles applied with air pres-
sure of 2-4 kg/cm is recommended ). After surface preparation,
aiuminium ( minimum 99-O percent conforming to IS : 739-1956* )
should be applied by using aiuminium wire by means of a metai-
iizing gun. Sprayed aiuminium should have a thickness of
O-1 778 f O-0 254 mm.
b) Painting - Painting will consist of one primer coat of paint con-
forming to IS : 2074-1962t and two finishing coats of paint conform-
ing to IS : 123-1962$.
*Specification for wrought aluminium and aluminium alloys wire (for general
engineering purposes ). I Since revised ) .
tSpecification for ready mixed paint, red oxide-zinc chrome, priming.
fSpecification for ready mixed paint, brushing, finishing, semi-gloss, for general purposes.
63.2 Scheme 2 - This consists of a pnosphate coating followed by painting:
a) Phosphate Coating-A phosphate coating in accordance with
IS : 3618-1966* ( Classes B and C ).
b) Painting - Three coats of paint consisting of one coat of primer
( IS : 2074-1962t ) and two coats of finishing paints ( IS : 1%
1962$ ) respectively ( see 4.2 and 4.3 ).
3.3 Scheme 3 - This consists of painting with one coat of primer conform-
ing to IS : 2074-1962t and two coats of finishing paint conforming to
IS : 123-1962$.
4. PAINT SYSTEM
4.1 The protection given by painting depends not only on the composition
and quality of paints used, but also on the method of application and
specially on the method of surface preparation. In general, the effectiveness
of a painting scheme is increased when it is applied over a metal coating.
Painting of metal coatings is advantageous because it provides marked
resistance to mechanical damage to shop coats broken during transit, storage
and erection until the final coats of paints are applied. In addition the
life of painting scheme over a metal coating is expected to be longer than
that over bare steel.
4.2 Correct surface preparation is essential for success with any protective
scheme. Most metal coatings will not adhere to steel at all unless the mill-
scale is entirely removed. Paint should never be applied to dirty or greasy
surface. Where paint is to be applied to bare steel that has rust or carries
objectionable scales, a satisfactory surface for painting may be obtained by
mechanical methods such as grit or shot blasting or by pickling. Particular
care is necessary to adjust the operating conditions properly when blasting
heavily rusted steel. Otherwise, the abrasive may drive the rust into the
pits instead of removing it from them. Moreover, it is always essential
to dust down the surface after blasting by brushing or vacuum-cleaning, or
with an air blast.
4.2.1 The paint may be applied directly without special surface pre-
treatment to metal spray coatings. Where good adhesion is to be obtained
metallic coatings require degreasing followed by surface pre-treatment.
4.3 Total thickness of the dry paint film is an important factor and it is
vital that this should be adequate for the purpose in hand. Where cir-
cumstances permit, full use should be made of non-destructive thickness
*Specification for phosphate treatment of iron and steel for protection against corrosion.
tspecification for ready mixed paint, red c+de-zinc chrome, priming.
Sspecification for ready mixed paint, brushing, finishing, semi-gloss, for general purposes.
7IS : 4180 - 1967
testers to check the thickness of individual coatings and of the complete
painting scheme. The thickness of a single coat is affected by the type of
paint and by the method of application. But so far as practicable this should
be not less than 44-54 g/m2 for primer grade and 54-68 g/ma for each coat of
finished paint.
4.3.1 Blasting inevitably roughens the surface and due allowance should
be made in the painting schedule for the additional paint needed to fill
in the depressions.
5. RECOMMENDED SCHEMES OF PROTECTION FOR VARIOUS
CONDITIONS OF EXPOSURE
5.1 The recommended schemes of protection for various conditions of
exposure are shown in Table 1.
TABLE 1 PROTECTIVE SCHEMES RECOMMENDED FOR LIGHT GAUGE
STEEL FOR VARIOUS CONDITIONS OF EXPOSURE
SL No. CONDITIONS OP EXPOSURE PROTECTIVE %XiEYE
RECOMMENDED
(1)
i) Fully exposed outdoors under severe conditions, as Scheme 1
industrial or sea-board atmospheres
ii) Fully exposed outdoors in less sever’ conditions, as Scheme 1 or 2 according
in rural, urban, mildly corrosive marine atmos- to the estimated severity
pheres and where severity of corrosion corres- of the conditions
ponds to indoor conditions
iii) Outdoors but sheltered from the weather
iv) Exposed indoors to polluted atmospheres where
condensation may occur
v) Exposed indoors to dry and unpolluted atmospheres . Scheme 3
vi) Steelwork used indoors for non-structural purposes
readily accessible for repainting and replace-
ment and not exposed to severely corrosive
conditions
5.2 Basis of Recommendation - When selecting the appropriate grade
of protection attention should be given to the severity of the exposure condi-
tions. The recommendations made for the protection of steelwork used
8
-IS : 4180 - 1967
outdoor are based on the results reported from the outdoor exposure tests
carried out at various centres in India and also on considerable experience of
the protective scheme in United Kingdom and many other countries,
gained both by research and by observations of their behaviour in service.
5.2.1 In decreasing order of severity the types of outdoor exposures may
be broadly classified as follows:
a) Industrial and heavily polluted urban atmospheres - Conditions adjacent
to or within factories of the heavy engineering or chemical indus-
tries or buildings in central areas of manufacturing towns.
b) Marine atmospheres-The severity of exposure in a marine at-
mosphere may vary considerably. When steel is subjected to
actual wetting by the sea or continuous salt spray as in sea-board
conditions for both the rate of corrosion is high; conditions inland
in non-industrial districts within a few miles of the coast, although
still classified as marine, may be relatively mild,
c) Urban atmospheres - Conditions in extensive built-up areas of a
residential character or associated only with clean industries not
producing atmospheric pollution.
d) Rural atmospheres - Conditions in country districts away from
large towns and industrial districts and free from usual sources of
atmospheric pollution.
5.2.2 A guide to the relative corrosiveness of outdoor atmospheres in
various parts of India and of the world for bare steel is given in Table 2.
6. DESIGN AND CONSTRUCTION
6.1 When designing buildings, attention should be given to avoiding features
conducive to corrosion since the protective schemes that have been recom-
mended may prove inadequate if associated with poor design, either of the
component itself or of the structure as a whole.
6.1.1 Buildings should be designed to avoid internal condensation, which
might occur in roof spaces and wall cavities if thermal conditions and ventila-
tion were not carefully controlled. The presence of moisture, which is
frequently contaminated by dissolved impurities from the atmosphere, is a
major threat to the durability of iight gauge steelwork. Wherever possible,
use should be made of overhangs, weatherings and flashings made of durable
materials to protect the exposed steelwork from the weather. Adequate
facilities for draining rainwater from the steelwork should always be provided.
Ledges, ridges, crevices and protuberances, such as nuts, bolts and rivet
heads, should be avoided so far as possible, or designed to prevent retention
9IS : 4180 - 1967
TABLE 2 CORROSION RATES OF MILD STEEL EXPOSED OUTDOORS AT
VARIOUS SITES
( Cluusc 5.2.2 )
CORROSIORNA TES
ST.~TION ATMOSPHERE I A .
Outdoor Indoor _
Fully Exposed ( Stevenson’s
mm/ year Screen )
mm/year
India
Bombay Coastal, tropical, hot humid, 0.0 787 0.0 259
industrial-cum-marine
Calcutta Tropical, hot, humid, industrial 0.1 293 0.0 295
Cochin Coastal, hot, humid, marine. 0.0 890 0.0 269
Delhi Subtropical, humid, urban 0.0 051 -
Jamshedpur Tropical, industrial 0.0 178 -
Kaupur Subtropical, humid, semi- 0.0 25 1 0.0 047
industrial
Karaikudi Tropical, rural, inland 0.0 091 -
Madras:
30 m from sea Tropical, marine 0.1 981
854 m from sea do 0.1 341
Mandapam Camp:
410 m from sea do 0.0 566 0.0 220
46 m from sea do o-3 950 0.0 826
Balasore:
20 m from sea Marine 0.1 220 -
38 m from sea Marine o-0 902 0.0 107
Bhavnagar Tropical, savana 0.0 127 0.0 038
Tczpur Humid, subtropical 0.0 422 0.0 178
0th.V COUfltries
Apapa, Nigeria Tropical, marine o-0 279
,+o, Nigeria Tropical, inland 0.0 127 -
Basrah Subtropical, dry 0.0 152 -
Congella, Durban Marine, industrial 0.1 143 -
Khartoum Tropical, dry 80 025 -
Lagos light house beach Troptc%l,, surface-beach 0.0 200
Llanwetyd wells Rural 80 635
Sheffield (University) Industrial 81 143 -
10Is:4180-1967
ofw ater. Precautions should be taken to render joint and cover strips water-
tight by careful sealing. Ingress of moisture from roofing, outside walls,
cladding and windows should be prevented. The design of building should,
where practicable, admit of easy access to the metal surfaces for repainting.
6.1.2C ertain other factors depending on the location of steelwork should
also be borne in mind by the designer since they will have to be taken into
account when selecting the protective scheme. For example, light gauge
steel, such as metal trim that is in contact withbuilding materials containing
chlorides or sulphates, may be exposed to exceptional corrosion risks under
damp conditions. In the presence of moisture, gypsum plaster will attack
bare steel, and alkaline materials, such as lime mortar and certain cements,
will corrode metallic coatings of lead, zinc and alumin;um besides being
injurious to oil paints. Where such contacts are unavoidable, the application
of a thick coat of bituminous paint or mastic asphalt will provide adequate
protection for most practical purposes.As in the Original Standard, this Page is Intentionally Left BlankBUREAU OF INDIAN STANDARDS
Headqriarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI i 10002
Telephones: 323 0131,323 3375, 323 9402
Fax : 91 113 234062,91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
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RegiQnal Offices:
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*Eastern : l/14 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCUTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
t Western : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
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$ Peenya Industrial Area, 1s t Stage, Bangalore-Tumkur Road, 839 49 55
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Gangotri Complex, 5th Floor, Bhadbhada Road, T.T. Nagar, BHOPAL 462003 55 40 21
Plot No. 62-63, Unit VI, Ganga Nagar, BHUBANESHWAR 751001 40 36 27
Kalaikathir Buildings, 670 Avinashi Road, COIMBATORE 641037 21 01 41
Plot No. 43, Sector 16 A, Mathura Road, FARIDABAD 121001 8-28 88 01
Savitri Complex, 116 G.T. Road, GHAZIABAD 201001 8-71 19 96
53/5 Ward No. 29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 541137
58-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 20 10 83
E-52, Chitaranjan Marg, C-Scheme, JAIPUR 302001 37 29 25
117/418B , 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 800613 26 23 05
Institution of Engineers (India) Building 1332 Shivaji Nagar, PUNE 41 iO05 32 36 35
TC. No. 14/1421, University P.O. Palayam, THIRUVANANTHAPURAM 695034 621 17
‘Sales Office is at 5 Chowringhee Approach, P.O. Princep Street, 27 IO 85
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
*Sales Offlce is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Printed at Simco Printing Press, Delhi
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3861.pdf
|
IS 3861:2002
m’lfh?wm-
Wlai$-fwQT, *a*Ma
Indian Standard
METHOD OF MEASUREMENT OF PLINTH,
CARPET AND RENTABLE AREAS OF BUILDINGS
(Second Revision )
ICS 91.060.01; 91.200
..
>,
@BIS 2002
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
May 2002 Price Group 2Methods of Measurement of Works of Civil Engineering ( Excluding River Valley Projects ) Sectional
Committee, CED 44
FOREWORD
This Indian Standard ( Second 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.
Different methods for calculating plinth/carpet areas of buildings were being followed by various departments.
This standard was, therefore formulated in 1966 to provide abasis for uniform method of measurement of such
areas of buildings. First revision of the standard was brought out in 1975 to include rentable area of the
buiIding on the basis of recommendations of Central Public Works Department; also, provisions relating to
cubical contents were deleted as these are generally not followed.
This second revision of the standard has been taken up in light of experience gained with the use of the
standard and feedback received from time to time. Following are the principal modifications incorporated in
this revision:
a) the list of the items whose areas can not be clubbed together has been made more exhaustive by
including additional items where it was found desirable to measure their areas separately;
b) the areas to be included in case of verandah, balcony and alcove for measurement of plinth area have
been detailed;
c) provision for measurement of areas of walls owned jointly by different owners has been added, for the
purpose of measurement of plinth area; and
d) details on various types of internal shafls/ducts, for the purpose of inclusion of their areas in the
calculation of plinth areas has been made exhaustive.
This standard disallows the use of non-standard terminologies like super built areas.
The composition of the Committee responsible for the formulation of this standard is given in Annex A.
For the purpose of deciding whether aparticular requirement of this standard iscomplied with, the final value,
observed or calculated, expressing the result of a test or analysis, shall be rounded off in accordance with
IS 2: 1960 ‘Rules for rounding off numerical values ( revised )’. The number of significant places retained
in the rounded off value should be the same as that of the specified value in this standard.&
-
IS 3861:2002
Indian Standard
METHOD OF MEASUREMENT OF PLINTH,
CARPET AND RENTABLE AREAS OF BUILDINGS
(Second Revision )
1 SCOPE 2.8 Porch
This standard covers method of measurement of Itisacoveredstructuresupportedonpillarsorotherwise
plinth, carpet and rentable areas of old and new for the purpose of pedestrian or vehicular approach
buildings. to abuilding.
2 TERMINOLOGY 3 GENERAL
2.0 For the purpose of this standard, the following 3.1 Linear measurement shallbemeasured tonearest
definitions shall apply. 0.01 m, and areas shall be worked out to the nearest
0.01m2.
2.1 Plinth Area
3.2 Theareasofeachofthefollowing categories shall
Plinth area shall mean the built-up covered
be measured separately and shall not be clubbed
measured atthe floor level ofthe basement orof any
together:
storey (see 4 ).
a) Basement;
2.2 Carpet Area
b) Floor without cladding (stilted floor);
Carpet area shall mean the floor area of the usable
rooms atany floor level (see 5). c) Floorsincludingtopfloorwhichmaybepartly
covered;
2.3 Rentable Area
d) Mezzaninefloorincludingadditional floorfor
Rentable area shall mean the carpet area atany floor
seating in assembly building/theatre,
level including areas as detained in6.
auditorium, etc;
2.4 Balcony
e) Garage;
Ahorizontal projection with ahand-rail, balustrade
9 Accommodation for service staffi
or aparapet, to serve aspassage or sitting out place.
g) Stair cover (mumty );
2.5 Mezzanine Floor
h) Machine room;
Anintermediatefloorinbetweentwomainfloorshaving
minimum height of2.2 mfrom the floor andhaving a -0 Porch; and
proper and permanent access to it.
k) Towers, turrets, domes projecting above the
NOTE— Where rules of the local bodies permit terrace level atterrace.
intermediate floor ofminimum 1.8mclear height, these
be also considered asmezzanine floor for thepurpose 4 MEASUREMENT OF PLINTH AREA
of measurement.
4.1 Plinth area shall be the built up covered areas
2.6 Stair Cover (Mumty ) measuredforthecategories mentioned in3.2 andshall
include such areas asgiven in4.1.1 and exclude the
Itis a structure with a roof over a staircase and its
areas given in 4.1.2.
landing,builttoenclose onlythestairsforthepurpose
of providing protection from weather and not used 4.1.1 For the purpose ofplinth area, following shall
for human habitation. be included:
2.7 Loft a) Area ofthe wall atthe floor level excluding
plinth offsets, if any; when the building
Astructure providing intermediate storage space in
consists of columns projecting beyond
between two main floors without having apermanent
cladding, the plinth area shall be taken up
access and at a height not less than 2.0 m from the
to the external face of cladding ( in case of
floor below.
1IS 3861 :2002
corrugated sheet cladding outer edge of a) Door and other openings in the wall;
corrugation shall be considered );
b) Pillars, intermediate pillars, supports orany
NOTE — In case.acommon wall isownedjointly other suchobstruction within the plinth area
by two owners, only half the area of such walls irrespective oftheir location;
shall be included in the plinth area of oneowner.
c) Pilaster along wall exceeding 300 cm2 in
b) Shafts forsanitary,watersupply installations,
area;
garbage chute,telecommunication, electrical,
fire fighting, air-conditioning and lifts; d) Flues which are within the wall;
c) Stair case; e) Built-incupboard,almirahandshelfappearing
within aheight of2.2 mfrom floor; and
d) In case of open verandah with parapets:
o Fire place projecting beyond the face ofthe
1) 100percentareasfortheportionprotected
wall inliving orbed room.
by the projections above, and
5.1.2 The following shall be excluded from the wall
2) 50 percent area for the portion
area:
unprotected from above.
a) Pilaster along wall notexceeding 300 cm2in
e) 100percent area ofthe balcony protected by
area, and
projection above and 50 percent area ofthe
unprotected balcony; and b) Chullah platform projecting beyond the face
ofthewall.
9 Incaseofalcove madebycantilevering aslab
beyond external wall: 5.2 The carpet area shall be the area worked out as
in5.1 excluding the area ofthe following portion:
1) 25 percent of the area for the alcove of
height upto 1m, a) Verandah;
2) 50 percent of the area for the alcove of b) Corridor and passage;
height more than 1mand upto 2m,and
c) Entrance hall and porch;
3) 100percent ofthe area forthe alcove of
d) Staircase and stair-cover ( mumty )
height more than 2m.
(see Note);
4.1.2 The following shallnotbeincluded intheplinth
e) Shaft and machine room for lift;
area (see 2.1 ):
f) Bathroom and lavatory;
a) Area of loft;
@ Kitchen and pantry;
b) Area of architectural band, cornice, etc;
h) Store;
c) Area of vertical sun breaker or box louver
projecting outandotherarchitecturalfeatures, Jo Canteen;
forexampleslabprojection forflowerpot,etc;
k) Air-conditioning duct and plant room; and
d) Open platform;
m) Shaft for sanitary/water supply installations
e) Terrace; andgarbagechute,electrical andfirefighting,
air-conditioning, telecommunication, lift.
O Open spiral/service stair cases; and
NOTE — In a hall or basement, areas of portion I m
g) Areaofmumty,machineroom,towers,turrets,
beyond last stepshall bepart of the staircase.
domes projecting above terrace level.
5.2.1 The carpet areas of category mentioned
5 MEASUREMENT OF CARPET AREA in3.2 b), e), g), h), k) and m) are not required to be
calculated.
5.I From the plinth area asworked out in4,the area
of the wall shall be deducted ( see also 5.1.1, 5.1.2 6 MEASUREMENT OF RENTABLE AREA
and 5.2 ). Thickness of wall shall be inclusive of
finishes. 6.1 Residential Buildings
NOTE — The various dimensions couldbemeasured 6.1.1 Therentable areashallbecarpet areaasworked
out in5but shall further include the following:
internally or externally.
5.].1 The following shall be included in the wall a) The carpet area of kitchen, pantry, store,
area: lavatory, bath room; and
2IS 3861:2002
b) Fifty percent ofcarpet area ofunglazed and 6.2 Non-Residential Buildings
100percent ofglazed verandah.
The rentable area shall be carpet area asworked out
6.1.1.1 Itshall, however, exclude thecarpet area in 5 increased by the carpet area of the canteen
of the covered portion of the building specified including store, kitchen and pantry attached to it.
in 5.1 such as storage space on top landings of
6.2.1 It shall, however, not include carpet areas of
staircase, under first landing andwaist slab on floor
bathroom and lavatory.
one.
6.2.2 While accounting the rentable area for the
6.1.2 While accounting the rentable area for
category mentioned in3.2 b), one-fourth carpet area
category mentioned in3.2 b), one-fourth carpet area
shall be accounted for.
shall be accounted for.1S3861 :2002
ANNEX A
( Foreword)
COMMITTEE COMPOSITION
Methods of Measurement of Works of Civil Engineering
(Excluding WaterResources Development Division) Sectional Committee, CED 44
Organ izalinn Representative(s)
In Personal Capacity ( B-X/, 809{,Vasant Kunj, New Delhi ) SHRIO. P.Gorx ( Chairman )
Builders Association of India, Mumbai SHIGB. G. AHUIA
Calcutta Port Trust, Kolkata SHRIBINAYKUMARRAY
SHR[AMARNATHRAY(Alternate )
Central Public Works Department, New Delhi SUPt]RINT~NDINtEiN~IN~ER( S & S )
EXtZUTW~ENCiINEER( S & S ) (Alternate )
Central Water Commission, New Delhi DtR~CTOR(COSTENGINEERHYDROPOWER)
Dnwcmm ( COSTENGINEERIRRIGATION)
(Alternate )
Coal India Limited, Kolkata CHIIT ( CIVIL ENGINIXR-iRRIGATION)
SHIUS. K. MITRA(Alternate )
Engineers India Limited, New Delhi SHRIA. K. TANMN
Engineer-in-chief’s Branch, New Delhi SHRIJ. S. KHANNA
SHRIG. S. MEHTA(Alternate )
Gammon India Limited, Mumbai SHRIA. D. ALAWANI
SHRiS. N. SANYAL(Alternate )
Haryana Irrigation Department, Manimajra CHW EN~INFiIIK( R & D )
SUIWRINT~NtNNGENGtNEER(Alternate )
Hindustan Steel Works Construction, Kolkata SHRID. M. RAO
SHR1S. K. SAGAR(Alternate )
[n Personal Capacity (MD/70, Sector C, Aliganj, Lucknow DRR. B. SINGH
~261)&? )
In Personal Capacity ( E-39A, East qfKailash, New Delhi SHRIBAI.IHRV~RMA
I1OO6I )
In Personal Capacity ( Ist,flmm 1/1801 Chitranjan Park, SHRIR. P.LAHIRI
New Delhi 110019 )
Indian Roads Congress. New Delhi Smu DEtWAKNARAYAN
SHR[PRAtSHATKRISHNA(Alternate )
Institution of Surveyors, New Delhi SHRIK. S. KHARI
M. N. Dastur & Company Limited, Kolkata SHRIN. K. BASU
SHRIS. K. GUHA(Alrernate )
Ministry of Surface Transport ( R. W. ), New Delhi SHRIS. C. SHARMA
SHRIA. S. SRWASTAVA(Alternate )
Public Works Department, New Delhi CHUZFENtNNEH?
Public Works Department, Navi Mumbai SHRIP. K. NINAVE
SUPERiNTENIXNGErw3tm3R ( 13UlLDINCi)
(Afrernate )
BIS Directorate General Smu S. K. JAIN,Director and Head(CivEngg )
[Representing Director General ( Ex-o~ficio ) ],
Member-Secretary
SHRIR. K. GUrTA
Joint Director ( Civ Engg ), BIS
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
BIShasthecopyright of all itspublications. No part of these publications maybe reproduced inany form without
the prior permission in writing of BIS. This does not preclude the free use, inthe course of implementing the
standard, of necessary details, such as symbols and sizes, type or grade designations. Enquiries relating to
copyright be addressed to the Director (Publications), BIS.
Review of Indian Standards
Amendments are issued to standards astheneed arises onthe basis ofcomments. Standards are also reviewed
periodically; astandard along with amendments isreaffirmed when such review indicates that nochanges 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. CED 44 ( 5230 )
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: 3230131,3233375,3239402 (Common to all offices)
Regional Offices: Telephone
Central: Manak Bhavan, 9Bahadur ShahZafar Marg 3237617
NEWDELHI 110002 { 3233841
Eastern: 1/14C.1.T.Scheme VII M,V.I.P.Road, Kankurgachi 3378499,3378561
KOLKATA700054 { 3378626,3379120
Northern: SCO335-336, Sector34-A,CHANDIGARH 160022 603843
{ 602025
Southern: C.I.T.Campus, IVCross Road, CHENNAI 600113 2541216,2541442
{ 2542519,2541315
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MUMBAI400093 { 8327891,8327892
Branches : AHMADABAD. BANGALORE. BHOPAL. BHUBANESHWAR. COIMBATORE.
FARIDABAD. GHAZIABAD. GUWAHATI. HYDERABAD. JAIPUR. KANPUR.
LUCKNOW.NAGPUR.NALAGARH.PATNA.PUNE.RAJKOT.THIRUVANANTHAPURAM.
PrintedatNew India Printing Press, Khurja, India
|
9013.pdf
|
IS:9013-1978
( Reaffirmed 1992 )
Indian Standard
METHODOFMAKING,CURINGANDDETER-
MINING COMPRESSIVESTRENGTHOF
ACCELERATED-CUREDCONCRETE
TESTSPECIMENS
( Fourth Reprint DECEMBER 1998 )
( IncorporatingA mendment No. 1)
UDC 666.97.035.5 : 620.173
0 Conright 1998
RUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 3 April 19791s 89 013- 1978
Indian Standard
METHOD OF MAKING, CURING AND DETER-
MINING COMPRESSIVE STRENGTH OF
ACCELERATED-CURED CONCRETE
TEST SPECIMENS
Cement and Concrete Sectional Committee, BDC 2
Chairman Repwcnting
Da H. C. VISVE~VABAYA Cement Research Institute of India, New Delhi
MSrnbnS
ADDITIONAL DI~ECTOI~, STAXDAEDLI Research, Designs & Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
DEPUTY DIREC~OI~. STanDnRmf
( B & S ) ( A~M~G )
SHRI K. C. AQQAR~AL Hindurtan Prefab Ltd, New Delhi
Snur C. L. KA~LIWAL ( Ahrnafc )
SHBI B. C. BANRR JEE Cement Corporation of India Ltd, New Delhi
SHRI A. U. RlJr~srw3IlaNI ( Affcraufe)
SIIBI K. P. BAXEIIJEE Larsen 8 Toubro Ltd, Bombay
SURI HAIIIEH N. MALANI ( Aifurmfe)
SHItI R. N. BANSAL Beas Designs Organization, Nangal Township
SHI‘I T. C. CARo ( .i~ferTUlfe )
DR N. S. &AL Stru;~ct;~e~gineering Research Centre ( CSIR ),
CHIEF ENGINEER ( PROJXTS ) Irrigation Department, Government of Punjab,
Chandigarh
DI~IZCTOR. IPRI (Aifcmufc)
DIIOXTO~ ( CSMRS ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( CSMRS ) ( A&m& )
ENOINEER-IN-CHIEF Central Public Work Department, New Delhi
SUPEBINTEIDINO ENQXNEER,
DELHI CEXTRAL CIBCLE No. 2 (Alfun&)
SHBI AMITABHAGHO~H National Test Iioure, Calcutta
SHEI E. K. RAMACEANDMN ( Ahmuh)
(Cohuudenpppr2)
0 Copyright 1998
BUREAU OF INDIAN STANDARDS
This publication is protected under the Indian Copyright Act (X!V 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.ISr!WS-1978
( Confiausdfromf igs 1 )
Msl?&U Representing
DR R. K. Gnoert Central Road Research Institute (CSJR ), New
Delhi; and Indian Roads Congress, New Delhi
Sartx Y. R. PAULL ( AIfnaufc I ) Central Road Research Institute ( CSIR ), New
Delhi
SHRI M. D I N AX A B A N Cent;)athpd Research Institute ( CSIR ), New
( Alfnnate II )
SH~I B. R. GOVIND EnginEer-in-Chief’s Branch, Army Headquarters,
New Delhi
SERI G. R. MI~CHANDANI ( Alternate )
Sam A. K. GUPTA Hyderabad Asbestos Cement Products Ltd,
Hyderabad
DR R. R. HATTIAN~ADI The Associated Cement Companies Ltd, Bombay
SHRI P. J. JA~UE ( Altaauta )
DR IQBAL ALI Engineering Research Laboratories, Hyderabad
Srrlta M. T. KANEE Directorate General of Supplies & Disposals,
New Delhi
SHRI S. R. KIJLKABNI M. N. Dastur & Co ( Pvt ) Ltd, Calcutta
SHBI S. K. LAIiA The Institution of Engineers ( India ), Calcutta
SH~I B. T. UNWALLA ( Alfcmatr )
DR MOHAN Ru Cent~~or~;~lding Research Institute ( CSIR ),
DR S. S. REHSI ( Altcrnafc )
SERI K. K. NAMBIAR In ersonal capacity (‘Ramaaalaya’ II Firsf
8 mctnt Park Road, Gandhinagar, Adyar, Madras )
DR A. V. R. RAO National Buildings Organization, New Delhi
SHRI K. S. SRINIVASAN ( Affernafc )
Sanr R. V. CHALAPATHI RAO Geological Survey of India, Calcutta
SHRI S. ROY ( Alfmatr )
SHRI T. N. S. RAO Gammon India Ltd, Bombay
SEI%IS . R. PINliEIEO ( Alternate )
SECRETARY Central Board of Irrigation and Power, New Delhi
DEPUTY SECXETARY ( I ) ( Alfsmafs )
SHRI N. SEN Roads Wing, Ministry of Shipping and Transport
SHRI J:R. K. PRASAD ( Altmafe)
SHRI K. A. Subramaniam The India Cements Ltd, Madras
SHRI P. S. RA~~ACHANDRAN( AIfernata )
S u P n R I N T E N D I N Q ENQINEER Public Works Department, Government of
( DEEI~NE) Tamil Nadu, Madras
EXECUTIVE EN~INBER ( SM&R
DIVISION ) ( Alternate )
SHRI L. SWAROOP Dalmia Cement ( Bharat ) Ltd, New Delhi
SHRI A. V. RAMANA ( Alkmatc)
SERI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI T. M. MENON ( Alternate)
SHRI D. AJITHA SIXHA, Director General, IS1 ( Ex-O@J Member )
Director ( Civ Engg )
scrrckng
SERI M. N. NEELAKANDHAN
Assistant Director ( Civ Engg ), IS1
( Conrinud on page 12 )
2IS t 9013- 1978
Indian Standard
METHOD OF MAKING, CURING AND DETER-
MINING COMPRESSIVE STRENGTH OF
ACCELERATED-CURED CONCRETE
TEST SPECIMENS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institution
on 30 November 1978, after the draft finalized by the Cement and Concrete
Sectional Committee had been approved by the Civil Engineering Division
Council.
0.2 Traditionally, quality of concrete in construction works is calculated
in terms of its 28 days compressive strength. This procedure requires 28
days of moist curing before testing, which is too long a period to be of any
value for either concrete construction control or applying timely corrective
measures. If after 28 days, the quality of concrete is found to be dubious,
it would have considerably hardened by that time and also might have
been buried by subsequent construction. Thus replacement of the concrete
mass of questionable attributes becomes very difficult and often impracti-
cal. On the other hand, if the concrete is found to possess excessive strength
than required, it would be too late to prevent wasteful use of cement on
uneconomical mix proportioning. Hence, standard 28 days cube testing
of concrete is not feasible for quality control.
0.3 What is essentially needed for assessing quality of controlled concrete
is an acceptance test which can supply results, while the concrete is still
accessible and sufficiently green to make its removal practicable, that is,
within about 24 hours after casting. With the assistance of reliable test
methods employing accelerated curing techniques, it is now possible to test
the compressive strength of concrete within a short period and thereby to
estimate whether it is likely to reach the specified strength at 28 days or
not.
0.4 The need for having a reliable and fast method for evaluating
controlled concrete in the field using accelerated curing technique was
recognized by Cement and Concrete Sectional Committee and as a result,
the Committee decided to evolve a standard method of determining
318 J 9013 - 1978
compressive strength of test specimens cured by accelerated curing
methods.
0.5 This standard lays down the method of making, curing and testing in
compression concrete specimens cured by two accelerated methods namely
warm-water method and boiling-water method. The method laid down
in this standard may be used for quality-control purposes, or for the
prediction of normal strength of concrete at later ages, by the use of an
appropriate correlation-curve obtained by testing normally-cured and
accelerated cured concrete specimens of the mix proportion and materials
to be used at the site. Such correlation-curves prepared on the basis of
some case studies have been given in Appendix A. In this standard, the
method of test has been so defined as to be readily applicable to the
majority of test specimens made on construction sites and to give results
of low variability.
0.8 High pressure steam curing is also used as an accelerated-curing
method, but has not been covered due to its inherent limitations in appli-
cation. However, this method may be useful for internal quality control
purposes under special circumstances.
0.7 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
the country. Assistance has also been rendered by the researches
conducted by Cement Research Institute of India, New Delhi.
0.8 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated, express-
ing the result of a test or analysis, shall be rounded off in accordance
with 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 method for making, curing and testing in
compression, specimens of concrete stored under conditions intended to
accelerate the development of strength.
The following two methods of accelerated curing have been covered
in this standard:
a) Warm-water method, and
b) Boiling-water method.
*Rules for rounding off numerical values ( revised ).
4IS I 9013 - 1978
2. APPARATUS
2.1 Mould - The mould shall conform to IS : 516-1959*.
2.2 Mould Cover Plate - Each mould shall be provided with a flat steel
cover plate, rigid enough so as to avoid distortion during use and of
dimensions such that the plate completely covers the top edge of the
mould.
2.3 Curing Tank
2.3.1 The curing tank shall be constructed from any material of
suitable strength that will resist the effects of corrosion. The internal
dimensions of the tank shall be adequate to accommodate the required
number and size of the test specimens such that test specimens can be
easily removed.
2.3.2 The tank shall contain sufficient water and be controlled so that
the temperature of the water around the specimens immersed in the tank
is maintained at the desired level at all times except for a period not
exceeding 15 minutes immediately after the immersion of a freshly made
specimen into the tank.
2.3.3 A typical diagrammatic layout of a tank suitable for accelerated
curing of test specimens is given in Fig. 1.
3. PREPARATION OF TEST SPECIMENS
3.1 The preparation of test specimen including sampling of materials,
preparation of materials, proportioning, weighing, mixing, testing for
workability, choice of the size of test specimens, compacting, and capping
of specimen shall be in accordance with IS: 516-1959*, if tests are
intended to draw correlation curve between the results from compressive
strength tests on specimens cured by normal curing method and accelerated
curing method.
3.2 If the tests are intended for control purposes, sampling shall be done
in accordance with IS : 1199-1959t and choice of the size of test specimens,
compacting, and capping of specimen shall be in accordance with
IS : 516-1959*.
3.3 Immediately after moulding, each specimen shall be covered with a
steel plate thinly coated with mould oil to prevent adhesion of concrete.
4. ACCELERATED CURING BY WARM WATER METHOD
4.1 After the specimens have been made, they shall be left to stand
undisturbed in their moulds in a place free from vibration at a temperature
*Methods of tests for strength of concrete.
*Methods of sampling and analysis of concrete.
5SWITCH GEAR
AND FUSES
I\\ L a
DRAIN TAP/
NOTE- The dimensions (I, band c of curing tank suitable for accommodating twelve, 150 mm cubes are 1.60 m,
050 m and 0.65 m respectively.
Fro. 1 DIAGRAMMATILCA YOUTO F SUITABLEC URINGT ANKof 27 f 2°C for at least one hour, prior to immersion in the curing tank.
The time between the addition of water to the ingredients and immersion
of the test specimens in the during tank shall be at least 14 hours but shall
not exceed 34 hours.
4.2 The specimens in their moulds shall be gently lowered into the curing
tank and shall remain totally immersed at 55 f 2°C for a period of not
less than 19 hours 50 minutes. The specimens shall then be removed from
the water, marked for identification, removed from the mouldr and
immersed in the cooling tank at 27 f 2°C before the completion of
20 hours 10 minutes from the start of immersion in the curing tank. They
shall remain in the cooling tank for a period of not less than one hour.
NOTE- For control purposes, the above time tolerances may IX relaxed and
an appropriate correction factor applied.
5. ACCELERATED CURING BY BOILING WATER METHOD
5.1 After the specimens have been made, they shall be stored in a place
free from vibration, in moist air of at least 90 peqcent relative humidity
and at a temperature of 27 f 2’C for 23 hours f 15 minute from the
time of addition of water to the ingredients.
5.2 The specimens shall then be gently lowered into the curing tank and’
shall remain totally immersed for a period of 3# hours f 5 minutes. The
temperature of the water in ihe curing tank shall be at boiling ( 100°C )
at sea level. The temperature of water shall not dro more than
3°C after the specimens are placed and shall return to go iling within
15 minutes.
NOTE - In confined places the temperature of the water may be kept just below
the boiling point to avoid excessive evaporation.
5.3 After suiing for 3) hours f 5 minutes in-the curing tank, the specimen
shall be. removed from the boiling water, removed fro&e moulds and
cooled -by immersing in cooling tank at 27 f 2°C for 2 h.
6. TE6TING
6.1 The specimens shall be tested in accordance with IS : 516-1959*.
6.2 In the warm water method specimens shall be tested while still wet,
not more than 2 hours from the time of immersion in the coolitlg tank
6.3 In the boiling water method, the age at the time of test shall be 28;
hours f 20 minutes.
*&4etbodr of tests for strength of concrete.
77. CALCULATION
7.1 The calculation of compressive strength shall be done in accordance
with IS : 5161959”.
8. REPORT
8.1 The following information shall be included in the report on each test
specimen :
4 Identification mark (including the size and type ) of test speci-
mens and date of casting;
b) Date and time of test and age of specimen;
4 Particulars of concrete from which test specimen was made;
4 Method of compaction;
4 Size of specimen;
f-1 Mass of specimen;
g) Defects, if any, in specimen;
h) Time of adding water to concrete materials;
j> Time of making test specimen;
4 Time of immersion of test specimen into curing tank;
4 Time of remova of test specimen from curing tank;
4 Time of immersion of test specimen into cooling tank;
P) Time of removal of test specimen from cooling tank;
9) Thermographic record of temperature of water in curing tank;
r ) Maximum load at crushing;
s) Compressive strength; and
t) Description of fractured face.
9. PRECAUTIONS
9.1 The following precautions shall be taken :
a) The curing tank shall be cleaned and the water renewed periodi-
cally so as to prevent accumulation of detritus which may impair
the heating or circulating system.
b) The use of boiling water imposes the need for safety measures to
prevent scalding or eye-burns, resulting from sudden escape of
steam, upon opening the cover. Also care shall be exercised when
immersing the specimens to avoid splashing of hot water.
*Methods of tests for strength of concrete.
8c) Strict attention shall be given to the protection and storage oft&
specimens during tAe initial period of curing.
d) Suitable safety devices and indicators shall be provided with the
set up. A separate panel or switch-board shall be provided
incorporating the thermograph and related heating equipment
controls.
10. INTERPRETATION OF RESULTS
10.1 Since strength requirements in existing specifications are not based
upon accelerated curing, results from this method in checking the com-
pliance of specified strengths at later ages shall be applied with great
caution.
10.2 The results can be used in rapid assessment of variability for process
control and signalling the need for indicated adjustments.
10.3 The magnitude of the strength values from strength tests is influenced
by the specific combination of materi& Therefore the use of the results
from either conventional tests at any arbitrary age or those from this
method shall be supported by experience or correlations developed for the
existing local conditions and materials ( see Appendix A ).
APPENDIX A
( ClausesO. and 10.3 )
CORRELATION OF RESULTS FROM COMPRESSIVE STRENGTH
TESTS ON SPECIMENS CURED BY NORMAL AND
ACCELERATED CURING METHODS
A-l. Accelerated curing of concrete hastens the process of hydration of
cement and as a result, a substantial proportion of the strength to be
attained in 28 days under normal curing conditions is achieved within a
shorter time. The rate and extent of hydration of cement under a parti-
cular curing regime depend mainly upon the chemical composition of
cement, water-cement ratio and mix proportions, which are considered to
be important parameters in the correlation of results from compressive
strength tests on specimens cured by accelerated curing method and normal
curing method.
The accelerated curing regime, in itself, is another variable in that
the higher temperature employed may alter the morphology of the hydra-
tion products apart from thermally activating the chemical reactions of
hydration of cement,
9IS t 9019 - i978
A-2. The variability arising from the curing regime to be adopted, is
eliminated by standardizing them, as is-done in this standard. Figures 2
and 3 (see Note ) show typical results on the correlation of compressive
strength of concrete specimens normally cured and accelerated-cured by
the Boiling Water Method and the Warm Water Method respectively. It
is found that a correlation exists between the results obtained on concrete
specimens, cured by accelerated method and cured by normal method, for
mixes employing different materials and mix proportions. It is also found
that the strength of concrete after accelerated curing ( by either method)
is of the order of 50 percent of that obtained on normally cured, 28 days
old specimens. When results of concrete with specific ingredients and mix
proportions are considered, the dispersion of results is considerably
CURING CYCLE \3*5hZ 5min
I I I I
10 20 30 40 50 60 :
ACCELERATED STRENGTH N/mn?-R.
Fro. 2 TYPICAL RELATION BETWEEN ACCELERATEDA ND 28-DAY
COMPRESSIVSET RENCJTHO F CONCRETE( BOILINGW ATER METHOD)
10IS I 9919 - 1978
reduced, and the coefficient of variation of results from accelerated curing
methods may, in that case, be expected to be of the same order as
obtained in normally cured, 28 days conventional tests. Although the
tests have shown that the correlation between results from accelerated
curing method and normally cured 28 days conventional tests is not
materially affected by the chemical composition, fineness and strength of
cements, the mix proportions or use of some indigenous admixtures, it is
preferable to establish the actual correlation under site conditions for the
specific materials and mix proportions to be adopted, for use in each case.
NOTE-The typical correlationc urves given in Fig. 2 and 3 are based on a
rerieso f testsc onducteda t the Cement ResearchI nstituteo f India, New Delhi.
70
REGRESSION EQUATION
R26=12*65+Ra
1.5 TO 3.5h ---w -1h
ACCELERATED STRENGTH N/mr/-Ra
Fm. 3 TYPICAL RELATIONB ETWEENA CCELERATEDA ND ~~-DAY
COMPRESSIVEST RENGTHO F CONCRETE( WARM WATER METHOD )
11ts I 9913 - 1978
( C0tiinudfrom @ge 2 )
Concrete Subcommittee, BDC 2:2
Mtmbers
Swm C. R. ALIMCHANDANI Stup Consultants Ltd, Bombay
SHRI M. C. TANDON ( Aitmate)
SHRI D. CHAKRAVARTY Engineers India Ltd, New Delhi
D E P u T Y DIRECTOR, STANDARDS Research Designs and Standards Organization
(B&S) ( Ministry of Railways ), Lucknow
ASSISTaNT DIRECTOR,
STANDARDS ( M/C ) ( Alternate)
DIRECTOR Engineering Research Laboratories, Hyderabad
DIRECTOR ( C & MDD ) Central Water Commission, New Delhi
DEPUTY DIRECTOR ( C & MDD )
( Alnmatc )
SHRI V. K. GHANEKAE Struc;oylkrtgineering Research Centre ( CSIR ),
Sanr A. S. PRASADA RAO ( Alfcmnte )
Dn R. K. GROSH Central Road Research Institute (CSIR ), New
Delhi
SRRI M. R. CHATTERJEE ( Alfanate )
SHRI V. K. GUPTA Engineer-in-Chief’s Branch, Army Headquarters,
New Delhi
SHRI S. V. TI~ARE ( Alternate )
Snnr J. S. HIN~ORANI Associated Consulting Services, Bombay
SHRI A. P. REMEDIOS ( Altanntc )
SIIRI P. J. JA~WS The Associatd Cement Companies Ltd, Bombay
Suar M. R. VINAYAKA ( A&male )
SHXI G. C. MATIZUR National Buildings Organization, New Delhi
Snnr G. T. BHIDE ( Alternate)
SHRI K. K. NAI+~BIA~ In personal capacity ( ‘ Rammalaya ’ II First
Crescent Park Road, Gandhinogar, Adyar, Madras )
SHRI N. S. RAMASWAMY Roads Wing ( Ministry of Shipping and
Transport )
SHRI R. P. SIKI~A ( Alfemate )
S~IRI T. N. S. RAO Gammon India Ltd, Bombay
SHRI S. R. PINHEIRO ( Alfcrnate )
SBRI M. P. GAJAPATHY RAO Public Works and Housing Department, Bombay
SUPERINTENDING E N Q I N E E R, Central Public Works Department, New Delhi
DELHI CENTRAL CIRCLE No. 2
SHRI S. G. VAIDYA ( Alfcrnate )
DR C. A. TANEJA Central Building Research Institute ( CSIR ),
Roorkee -
SHRI B. S. GUPTA ( Altemate)
SHRI B. T. UNWALLA The Concrete Association of India, Bombay
SHRI T. M. MENON ( Altmtatc)
DR H.C. VISVESVARAYA Cement Research Institute of India, New Delhi
DR A. K. MULLICK ( Altematc)
12BUREAU OF INDIAN STANDARDS
Headquarters:
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131, 323 3375,323 9402
Fax : 91 11 3234062,91 11 3239399,91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory: Telephone
Plot No. 20/9, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 32376 17
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f Western : Manakalaya, E9, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices:
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$ Peenya Industrial Area, 1st Stage, Bangalore-Tumkur Road, 839 49 55
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Plot No. 62-63, Unit VI, Ganga Nagar, BHUBAWESHWAR 751001 40 36 27
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LUCKNOW 226001
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Patliputra Industrial Estate, PATNA 800013 26 23 05
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BANGALORE 560002
Printed al Simco Printing Press. Delhi
|
3025_12.pdf
|
UDC 628’11.3 : 531’750 ( Second Reprint DECEMBER 1992 ) IS : 3025 ( Part I2 ) - 1983
.
Indian Standard .
METHODS OF SAMPLING AND TEST (PHYSICAL AND
CHEMICAL) FOR WATER AND WASTE WATER
PART I2 DENSITY
( First Revision )
1. Scope- Prescribes a method for determination of density, using density bottle. This is
applicable for all types of waters.
2. Principle -Determination of density is based on determination of the mass of a known volume
of sample at a given temperature. Density should be determined at the same temperature at w hit
glassware in use is calibrated ( 27°C ).
3. Interferences- Suspended matter Interferes and is removed by filtration or centrifugation.
Evaporation losses should be kept to the.minimum during the operation.
4. Apparatus
4.1 Density Bottle - 50 ml capacity.
4.2 Balance - Capable of weighing the density bottle to the nearest 0’1 mg.
4.3 Water-Bat,h -Constant temperature 27 f 05°C.
5. Procedure -Adjust the temperature of the sample to 27 f 0’5°C. Fill the tared bottle with
sample. Stopper and wipe it. Weigh the bottle to the nearest 0’1 mg. If a constant temperature
bath Is not available, record the temperature with an accurate thermometer and obtain value of
relative density for that temperature from Table 1.
6. Calculations -Calculate the density of the sample as follows :
D I- MC
V
where
3
D = density of the sample at 27”C, g/ml;
M - mass of sample in the density bottle, g;
V = volume of density bottle, ml; And
C = correction factor for temperature.
Noto -When measurements are made at 27”C, C = 1.
For other temperatures.
c _ Relatlvo density at 27°C
Relative denLlty at test temperature
7. Report- Report density to three decimal places in terms of grams per millilltre at specified
temperature.
8. Precision and Accuracy - Precision and accuracy depend, to a large extent, on the density
bottle and the balance.
Adopted 30 December 1933 @ August 1935, BIS or 1
I I
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAi-lADUR SHAH ZAFAR MAHG
NEW DELHI 110002IS : 3025 ( Part 12) - 1983
TABLE 1 DENSITY OF WATER AT DIFFERENT TEMPERATURE
( Clause 5 )
Temperature Density Temperature Density
“C giml “C g/ml
0 O-99987 65 0.980 59
3.98 1'00000 70 0.9778 1
5 0.99999 75 0.97489
10 0'99973 80 0'97183
15 0.99917 85 0'96865
18 O-99862 90 0'96534
20 0'99823 95 0'96192
30 0'99567 100 0'95838
35 O-99406
38 0'592 99
40 0'99224
45 0'99025
50 3'98573
55 0'98573
60 0'96324
Note - The temperature Of maximum density for pure water, free from air = 3.9BcC (277-Q K ).
EXPLANATORY NOT,E
Density is the mass of substance per unit volume at a specific temperature and relative
density is the mass of a volume of the substance compared to that of an equal volume of water.
Density is used in computation where results are expressed in terms of parts per million ( ppm ).
Concentration in terms of = C_oncentration in terms of mg/l
~_____ ~_
parts per million ! ppm ) Density
2
Reprography Unit, BIS, New Delhi, India
|
3025_50.pdf
|
IS3025 (Part 50):2001
(m ~pi%wl)
Indian Standard
METHODS OF SAMPLING AND TESTS
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTE WATER
PART 50 JAR TEST (COAGULATION TEST)
(First Revision )
ICS 13.060.50; 13.060.60
G BIS 2001
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
March 2001
Price Group 3Water Environment Protection Sectional Committee, CHD 12
FOREWORD
This Indian Standard (Part 50) (First Revision) was adopted by the Bureau of Indian Standards, atler the draft
finalized bytheWater Environment Protection SectionalCommittee hadbeenapproved bytheChemical Division
Council.
The impirical procedure isused to determine the optimum dosage of coagulant and/or coagulant aids andpH
ofcoagulation for agiven water orwastewater for removal ofturbidity, colour, dissolved minerals, phosphorus,
etc.
These data can not be quantitatively obtained from atheoretical understanding of the problem and analysis of
waterorwastewater. During operation ofatreatment unit, itisessential toperform jar testasoften asnecessitated
by changes incomposition of wastewater.
The technical committee responsible for formulation ofIS 3025:1964 ‘Methods ofsampling andtest(physical
and chemical) for water used in industry’ had decided to revise the standard and publish it in separate parts.
This test method is one among the different parts being published under IS 3025 series of standards.
The composition of the committee responsible for preparation of this standard isgiven in Amex C.
In reporting the result of atest or analysis made inaccordance with this standard ifthe final value, observed or
calculated, istoberounded off, itshallbedone inaccordance with IS 2: 1960‘Rulesforrounding offnumerical
values (revised)’.IS 3025 (Part 50) :2001
Indian Standard
METHODS OF SAMPLING AND TESTS
(PHYSICAL AND CHEMICAL) FOR WATER
AND WASTE WATER
PART 50 JAR TEST ( COAGULATION TEST)
(First Revision )
1 SCOPE temperature increase, there may be some gas release
due to which coagulated floes may float.
This standard prescribes the method of determining
optimum dosage of coagulant (single/mixed) 5.1.3 Testing Period
coagulant aids and the optimum pH of coagulation
Biological activity or other factors may alter the
forremoval ofturbidity andcolourcausedbycolloidal
coagulation characteristics of water on prolonged
andnon-settleable particles followed bysedimentation
under quiescent condition. standing. To control this the sampling and testing
period should be kept as minimum as possible and
2 REFERENCES time shall be recorded.
The Indian Standards listed in Annex A contain
6APPARATUS
provisions which through reference in this text,
constitute provision of this standard. At the time of 6.1 Multiple Stirrer
publication, the editions indicated were valid. All
6.1.1 A multiple stirrer with continuous speed
standards are subject to revision and parties to
variation from 20to 150rpm shallbeused(seeFig 1).
agreements based on this standard are encouraged to
investigate the possibility of applying the most recent 6.1.2 Thestirring paddles shallbelight,non-corrosive
editions of the standards. and having same configuration. An illuminated base
is advisable to see the floe formation clearly. At the
3 TERMINOLOGY
same time, it isto be noted that the illumination will
For thepurpose ofthis standard, the definitions given not contribute any heat to the system, since heat can
inIS 7022 (Part 1)and 7022 (Part 2) shall apply. counteract on normal settling tendencies.
NOTE—Themaintenanceofconstantandreproduciblestirring
4OPERATING VARIABLES
condition isofprimeimportanceincoagulationtest.Thebasic
4.1 The following primary variables are required to requirementisformaintainingtwospeedsofstirring,afastspeed
forinitialadditionandmixing(flashmix30seconds)ofcoagu-
be investigated.
lantandaslowspeedcapableofpromotingenicient flocculation
4.1.1 Chemical Additives (20minutes).Astirringspeedofabout200rpmisfoundtogive
adequatemixingaodaspeedof20rpmforsatisfactoryflocculation
4.1.2 Temperature forawiderangeofwaatewaters.
4.1.3 pH 6.2 Other Equipments
4.1.4 Order of Addition and Mixing Conditions 6.2.1 Beakers or Jars — 1000 ml capacity.
5 INTERFERENCES 6.2.2 Stop Watch
5.1 The possible interference of optimum jar test 6.2.3 pH Meter
conditions are asgiven below.
6.2.4 Turbidi~ Meter
5.1.1 Temperature Change
7 REAGENTS
Temperature control is very important since thermal
and convection currents may occur during the test 7.1 Quality of Reagents
which interferes with the setting of coagulated
Unless specified otherwise, pure chemicals and
particles.
distilled water(seeIS 1070)shallbeemployed intests.
5.1.2 Release of Gases
NOTE — ‘Purechemicals’ shallmeanchemicals thatdonot
containimpuritieswhichaffecttheresultsofanalysis.
Due to chemical reaction, mechanical agitator or
1IS 3025 (Part 50) :2001
i
ER
Alldimensionsinmillimetres.
Fm. 1BEAKEdJAR TESTAPPARATUS
7.2 Chemical Solutions 7.2.2 The volume of an 5?4.stock solution required to
be added to a dose of d mg/1 to a volume Vml of
7.2.1 Stocksolutions ofcoagulant, coagulant aidsand
sample is:10x Vx dml. Coagulant aids areavailable
other chemicals (see Annex B, for information) shall
inpowder andliquidform. Whenpowder aidsareused
be prepared at concentrations such that quantities
for making reagents, care should be taken to add the
suitable for use injar test canbe measured accurately
powder tothedistilled water andnotinreversed order.
and with ease (see Table 1).
The dissolution time may vary from several minutes
to several hours. For this, the manufacturer’s
Table 1Stock Solutions for Coagulation Test
instructions should be strictly followed.
Chemicals Concentrations Prepare Remarks
of Stock Fresh 8 SAMPLING
Solutionof solution
Suspension After Sampling shall be done in accordance with IS 3025
(Part 1).
(1) (2) (3) (4)
Aluminiumsulphate 1% (0.08%) 1month — 9PROCEDURE
[AI,(S04),.16H,0] Ahuniniunr
9.1Collect 10litres of sample tobetested and store it
Ferricsulphate 1% (0.2%) 1week Renewstock
(preferably) ina 10litrepolyethylene aspirator.Before
[Fe,(S04)3.9H,0] Iron solution,if
itbecomes taking sample for test, put the aspirator on its aids
opslcwent and roll itbackward and forward vigorously to make
Solublestarch 0.5Y. 2days Dilute 10 ithomogeneous.
timesimme-
diatelybefore 9.2 Using 1000 ml.measuring cylinder, measure 800
use ml sample into 1000 ml tall form beakers and place
them inposition inmultiple stirrer, taking caretokeep
Polyacrylamide 0.5% 1week Solution
derivatives shouldbeat a minimum of 5 mm gap between the stirrer blade
least1day and the inner surface of the beaker.
old.Dilute10
timesimme- 9.3 Take afiulher 250 ml ofsample anddetermine its
diately,before pH, turbidity and colour.
w
9.4 Transfer the required volumes of coagulant into
Sulphuricacid 0.1N 3months
the coagulant vessels using a graduated pipette of
(H,S04)
10ml.
Sodiumhydroxide O.lN 1month —
(NaOH) 9.5 Switch the stirrer on to fast, measure the
Fullersearth 0.5% 3months Shakewell, temperature in one of the beaker and add coagulant
beforeuse afler stirring vigorously for at least one minute. Start
2IS 3025 (part 50) :2001
the stop watch on adding the coagulant. Quickly rinse each jars 1 and 4, 2 and 5 and 3 and 6 are treated
the coagulant vessels with distilled water and add the simultaneously and compared.
rinsings to the beakers.
11 REPORTING
9.6 C)neminute after adding the coagulant switch the
Record the data in the following manner and report
stirrer to slow and observe beakers carefully, noting
the optimum values:
thetimetaken forpin-point (justvisible) floetoappear
ineach beaker. Sample..........................pH ...................Date..............
9.7 After 15 minutes of slow stiming switch off the Location...............Colour...............Temperature .........
stirrer and carefully remove the beakers from the
Sample Size........................
stirring apparatus. Allow themtostandfor 15minutes
then carefully decant 150 to 200 ml of supematzint 123456
from each beaker inclean beaker or flask. Adecanted
Chemical, mg/1
sample isnearly always satisfactory but occasionally
itmaybe found tohave smallamount offloethattends Flash mix time, minutes
to float. In such situation collect supematant sample Slow mix speed, rpm
at adepth of 30-40 mm using glass syphon. Slow mix time, minutes
Temperature, “C
9.8 Mix samples prior to turbidity measurement [see
IS 3025 (Part 10) :1984]. Measure the colour [see Time of first floe
IS3025 (Part 4) : 1983]turbidity andpH [seeIS3025 formulation, minutes
(Part 11): 1983] of the samples within 3 hours and Setting rate
tabulate results. Turbidity, NTU
9.9 Repeat these steps with different concentration of Colour
chemicals, different flash mix speed and different pH
settling time to arive at the optimum conditions. NOTES
OptionalpH, ifnot already known, forthe coaguhmts 1Test forresidual chemicals inthetreatedwatermayalsobe
of interest, may be determined by conducting test at conductedapartfmmnormalparameters.
various pH. 2Thetimesgivenareillustrativeonly.Thespeedofthemixand
timemaybealteredasperspecificcondhions.
10 REPRODUCIBILITY
To demonstrate reproducibility duplicate set of three
ANNEX A
(Clause2)
LIST OF REFFERED INDIAN STANDARDS
IS No. Title ZSNo. Title
1070:1992 Reagent gradewater—Specification
(Part 11):1983 pH value(@f revision)
(first revision)
(Part 21): 1983 Totalhardness fjirst revision)
3025 Methods of sampling and tests
7022 Glossary of terms relating to water,
(physical and chemical) for water
(Part 1): 1973 sewage and industrial effluents and
and wastewater
wastewater, Part 1
(Part 1): 1986 Sampling (third revision)
7022 Glossary ofterms relating to water,
(Part 4): 1983 Colour (first revision)
(Part 2): 1979 sewage and industrial effluents and
(Part 10):1984 Turbidity (first revision)
waste water, Part 2IS 3025 (Part 50) :2001
ANNEX B
(Clause 7.2.1)
LIST OF COAGULANT, COAGULANT AIDS AND OTHER CHEMICALS
B-1 PRIME COAGULANT d) Calcium hypochlorite (CaOCl,.4 H,O)
e) Sodium hypochlorite (NaOCl)
a) Aluminium sulphate [A12(SOJ~.16H20]
b) Ferric sulphate [l?e,(SO,),.9 H20] B-4 ALKALIES *
c) Ferric chloride (FeClj.6 HZO)
a) Calcium carbonate (CaC03)
d) Ferric sulphate (FeSO,.7 H,O)
b) Dolomitic lime (50 percent CaO, 40 percent
e) Magnesium carbonate (MgCOJ.3 H20)
MgO)
f) Sodium aluminate (NaAIO,)
c) Hydrated lime [Ca(OH)2]
B-2 COAGULANT AIDS d) Magnesium oxide (MgO)
e) Sodium carbonate (Na2C0,)
a) Activated silica
f) Sodium hydroxide (NaOH)
b) Anionic poly electrolytes
c) Cationic poly electrolytes B-5 WETTING AGENTS
d) Nonionic polymer
a)Bentonite
B-3 OXIDISIN~ AGENTS b) Kaolin
c) Other clays and minerals
a) Chlorine (C12)
b) Chlorine dioxide (C1O,) B-6 OTHER CHEMICAL
c) Potassium permanganate (KMnOQ)
Activated carbon (powdered)
ANNEX C
(Foreword)
COMMITTEE COMPOSITION
Water Environment Protection Sectional Committee, CHD 12
Chairman Representing
SwuD.K.Biswas Central PollutionControlBoard,Delhi
DkP.K.MATHUR BhabhaAtomicResearchCentre,Mumbai
DRT.N.MAHADAVEN(Alfemafe)
StIRIIMRAXURRAHMAii Central MechnicalEngineeringResearchInstitute,Durgapor
SHRIB. RUJ(Alternate)
SHIUA.K.GUPTA BharatHeavyElectrical Ltd,Haridwar
SHNN.G.SRIVASTAV(AXfernafe)
DRP.S.RAMANATHAiN GhardaChemicalsLtd,Mrdraraahtra
DRS.R.JAKALI(Alternate)
StmR,A.RAMAiNUJAM CentralLeatherResearchInstitute,Chennai
SHRIN.SAMIVELU(,4//ema[e)
StuuS.K.JAIii DepartmentofIndustrialDevelopment,MinistryofIndustry,GovtofIndia,NewDelhi
SHRIAXILJAm EngineersJndiaLtd,Gurgaon
EJR(Ms) B.SWAMIXATHAN TheFertilisersAssociationofIndia,NewDelhi
DRS.NAK~(A[/ernute)
(Coufinued onpage 5)
4IS 3025 (Part 50) :2001
(Conlinuedfrotn page 4)
Mevnbers Representing
DRS.D.MACHIJAN CentralPollutionControlBoard,Delhi
DRR.C.TJUVEDI(Alternate)
SHRISATrhDERKUMARMEHJU ABBAlstomPowerIndiaLtd,WeatBengal
SHRISUBRATOKWR BASU(Afternate)
SHFUBA~{JLB.DAVE }iinduatarrLeverLtd,Mumbai
SHRIU.P.SmGH(Ahemafe)
D~AXILB}{MKER lCM& Mumbai
StewB.B.NAILNLA(Alternate)
DRK.R.P.SINGH IndustrialToxicologyRe.searehCentre,LUC!UJOW
DRKRISHNAGOPAL(Alternate)
SHRIM.N.VYAS IndianPetmChemicalsCmpnLa VadodWGujarat
DRJ.D.DESAI(Ahemafe)
DRV.K.Vmm ShriramInstituteforlnduatrialResearch,Dellsi
SHRJM.S.DHINGRA(Alternate)
DRM.P.SINGH Indian0]1CorporationLtd,Faridabad
DRA.S.MATHuR(A/temate)
DRP.S.Mmw.m CentralsoilSalinityResearchInstitute,Kamal
SHRPI.M.KH~OERXA TataChemicalsLtd,Gujarat
SHRIJ.M.KHAN(Alfernate)
SHR!SUiWLSACHDWA ThermaxLimited,Pune
SHIUS.S.BAS.\RGEKA(RA1/emate)
SHRIA.K.JINDAL ThermaxFujiElectricLtd,Pone
DRS.K.GHOSH NationalInstituteofOccupationalHealth,Ahmedabad
SHR1S.B.SAHAY NationalllmrrnalPowerCorpnLtd,WestBengal
SHRIR.L.SRJVASTAV(AAItemate)
SHRIS.M.SHINGOTZ NationalCouncilforCementandBuildhg Materials,NewDelhi
SHRIV.P.CHATTERJ(EAElternate)
DRG.K.GLJREJA ThermaxLimited(CII),Prme
SHRIS.K.CHOPRA(A/temate)
DRS.K.KAPOOR DRDO,Newllelhi
DR(SHRIMATIK)SHIPRAMISHRA(Alternate)
SHKIM.R.RAJPUT RegionalLabourInstitute,Kanpur
DKS.N.BA~ERJEE(Alternate)
SHRID.K.DUA PunjabPollutionControlBoard,Punjab
DR(SHRJMATHI.)K.PARWAN(AAlternate)
I@Ri2ii3TAM TheDharamaiMorarjiChemicalCoLtd,Mumbai
IndianMeteorologicalDepartment,SafdarjungAirport,NewDelhi
DRDrPAKCHAKRABDRTY WestBengalPollutionControlBoard,Calcutta
DRUJJALMuxmum (Alternare)
@’RESENTAmTi MahamahtraStatePollutionCentralBo@ Mumbai
SHPJS.BALMCRISHNAN TamilNaduPollutionContd Board,Chenoai
SHRJA.K.SAXENA NationalproductivityCouncil,NewDelhi
SHRIM.A.PATIL(Alternate)
l&R~~TAm DepartmentofRuralDevelopment,NewDelhi
REpJ03EWAlWE ParrchayatRajDepartment,Hydembad
DRC.M.AGRAWAL DircetorateGeneralofHealthServices,NewDelhi
SHRJ.&SHOKBHATLA MinofEnvironment&Foresta,NewDelhi
DRS.P.PANDE WaterTechnologyEngineeringDIV,Nagpur
RiTT@EhTAIWS RDSO,MinistryofRadway,Lucknow
SHJLJA.K.DEY CentralFuelResearchInstitute,Dhanbad
SHRIM.M.MALHOTRA, DirectorGeneral,BIS(Ex-oflcioMember)
Director(Chem)
Member-Secretary
DRR.K.SJNGH
AddlDircetor(Chem),BIS
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 conmwed 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 Doc : No. CHD 12 (292).
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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4332_6.pdf
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IS : 4332 ( Part VI ) - 1972
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART VI FLEXURAL STRENGTH OF SOIL-CEMENT USING
SIMPLE BEAM WITH THIRD-POINT LOADING
Soil Engineering Sectional Committee, BDC 23
Chair?nsn Representing
PROF DINESFI MOHAN Cent~~or~e;iiding Research Institutes / 1’41I ? ;,
Members
SHRI D. R. NARAFIARI (Ahmate to
Prof Dinesh Mohan )
PROP ALAM SIB~H University of Jodhpur, Jodhpur
Da A.1 BAXERJEE Cementation Co Ltd, Bombay
SHRI S. GUPTA ( Alternate )
SHRI B. B. L. BHATNAQAR Land Reclamation, Irrigation & Power Research
Institute, An-&tsar
SERI K. N. DADINA In personal capacity ( P-820, flew Alipore, Culcuttu 53 )
&IRI A. G. DA~TI~AR Hindustan Construction Co Ltd, Bombay
SHRI R. L. DEWAN Bihar Institute of Hydraulic & Allied Research,
Khagaul, Patna
DR G. S. DHII.LON Indian Geotechnical Society, New Delhi
DIRECTOR (CENTRAL SOIL Central Water & Power Commission, New Delhi
MEOHANIOS RESEARCH
STATION )
DEPUTY DIHECTOH ( CEN-
TRAL SOIL MEC~ANXCS
RESEARCH STATION ) ( Alternate
PROB R. N. D~~RA In d.I an Institute of Technology, New Delhi
SRRI S. K. GULATI ( Altrrnote)
SARI B. N. G~PTA Irrigation’ Research Institute, Roorkee
JO~;~D;RECTOR RESEARCH (FE), Railwav Board ( Ministry of Railways )
DEPUTY DIRECTOI~ RE-
SEARCH (SOIL MECHA-
NICS ), RDSO ( Alternate )
SHRI S. S. JOSEI En,o:leer-in-Chief’s Branch, Army Headquarters
SERI S. VARADARAJA ( Alternate )
Sam I. P. KAPILA Central Board of Irrigation & Power, New Delhi
SERI G. KURCKELMANN Rodio Foundation Engineering Ltd; and Hazarat &
Co, Bombay
&RI A. H. DIVANJI ( Alternate)
‘( Continued on page 2 )
INDIAN STANDARDS INSTITIJTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHIIS:4332 (Part VI)-1972
( Confinurd from page I )
Mrmbrrs Rcpresenh~
SHRI 0. P. M *I.uom 4 Public Works Department, Government of Punjab
SRRI M. A. MEHTA Goncrete Association of India, Bombay
SIIICI T. M. MENQN ( .4itemnte )
SHRI T. K. NA’PARAJAN Centr;je,pd Research Instirute ( CSIR ).. New
Str~tr RAVINIIKI: Lnr. National Buiidings Organization, New Delhi
Sn~tr S. H. B.~I,A~ITAN~ANI ( Mtnnotr )
~~ICHII.::,.‘4,, C)FFI,:IGIL Ruildings Sr Roads Research Laboratory? Public
Works Department, Government of Punjab
Rr SIARCH OFFICE IL Xngineering Research Laboratories, Hyderabad
DIG SHAMBiIRll I)HAKASH University of Roorkee, Roorkee
SHRI S. N. SI~NlI.4 Roads Wing ( Ministry of Shipping & Transport )
SHRI A. S. Rrsn~or ( Ahrnolc )
SUPERINTRN~)IN(~ EN~~NEF:II Concrete & Soil Research Laboratory, Public Works
( PLANNINO AND DEsIoN Department, Government of Tamil Nadu
cII:cI,o )
EXE~I:‘I’IVI~ ENOINT~:FX ( IN-
ct4 .t~~+ts, Sl~tr, MF:~‘I~ANICS
& RESKAKCH DIVIAION ) ( Allnnatc )
SHRI c. G. sWAMINATHAN Institution of Engineers ( India ), Calcutta
SHRI H. C. \71.:I:MA All India Instruments Manufacturers & Dealers
Association, Bombay
Srrnr S. R. TAI,PAT)W ( Alkrnak )
SHRI H. .C. VKIIM.\ Public Works Department, Government of Uttar
Pradesh
%tnr D. C. CHATUR~KDI ( illlhnatr )
SHRI 1). AJlTtU SIMHA, Director Genwal, IS1 ( I%-.r_ofic,Zrofo hr )
Director ( Civ EnKg )
Soil Tcstirlc Proccdwcs and Equipment Subcommittee, ISIX 23 : 3
University ofJodhpur. Jodhpur
011 II. K. BHANI)AI:I Central Road Research Institute ( CSIR ), Xew
Delhi
Ytrl:~ T. S. BIIARGAVA Roads Wing ( Ministry of Shipping & Transport j
SiC I<, .i. S. l<ISHN(,I ( ;lilerft& )
SUKl 1:. L.. 11r:wAN Bihar Institute of Hydraulic & Allied Research,
Khagaul, Patna
( Contiwcd on page 12 j
2IS : 4332 ( Part VI ) - 1972
Indian Standard
METHODS OF TEST FOR STABILIZED SOILS
PART VI FLEXURAL STRENGTH OF SOIL-CEMENT USING
SIMPLE BEAM WITH THIRD-POINT LOADING
0. FOREWORD
0.1 This Indian Standard ( Part VI ) was adopted by the Indian St;lndards
Iustitution on 31 January 1972, after the draft tinalizetl by, the Soil Engi-
ueerinq Sectional Committee had been approved by the Civil Engineerinq
Division Council.
0.2 Soil stabilization is the alteration of any property of a soii to improve
its engineerirq perki)rmance. There are several methods of stabilizatios
and these may be broadly c’lassified on the basis of treatment given to the
soil ( for example. dewatering and compaction ), process involved ( for
example, thermal, and ckctrical ), and on additives employed (for
exam[)le. asphalt and cement ). The choice of a particular method
depends on tile characteristics of the problem on hand. For studying
in the laboratory the methods and effects of stabilization, certain standard
methods of test for the evaiuation of properties of stabilized soils and
their analysis are required. ‘I’he required standards on methods of test
for stabilized soils are to be published in parls and this part [ IS:4332
(I’art VI)-19?2 j iays down the procedure for determining the flexural
strength of soil-cement by the use of a simple beam with third-point
loading..
0.3 In the formulation of this standard due weightage has been given to
international q-ordination arnong the standards and practices prevailing in
different counuies in addition to relating it to the practices in the field
in this country. This 1~s been met by basing the standard on the l;Alowirrg
publications:
:iST,ZI Dl632.63 Making and curing soil-cement compression and
flexural test specimens in the laboratory. American Society for
‘resting and Materials, USA.
ASTM. Dlh35-63 Test ~for flexural strength of soil-cement using
-simple lIeam with t!Crd-point loading. American Society for
‘Testing and Materials, USA.
0.4 In reporting tlic result of a test or anai! <is mlrde ill accordance with
this standard, it the tinal value, observed OI- c.alclllated, is to be rounded
otr, it shall be dolit: in accordance with IS: ‘L-1960*IS : 4332 ( Part VI ) - 1972
1. SCOPE
1.1 This standard covers the procedure for determining the flexural
strength of soil-cement by the use of a simple beam with third-point
loading.
2. APPARATUS
2.1 For the P-reparation of Test Specimen
‘.l.l Moulds- having inside dimensions of 75 x 75 x 300 mm (Fig. 1 ).
The moulds shall be so designed that the specimen may be moulded with
its longitudinal axis in a horizontal position. The parts of the moulds
shall be tight-fitting and positively held together. The sides of the
moulds shall be sufficiently rigid to prevent spreading or warping. The
interior faces of the moulds shall be plane surfaces with a permissible
variation, in any 75 mm line on a surface, of O-05 mm for new moulds
and O-075 mm for moulds in use. The distance between opposite sides shall
be 75 i 025 mm for new moulds and 75 f 0.4 for moulds in use. oT he
height of the moulds shall be 75 ?i::: mm for both new moulds and moulds
in use. Four 1O -mm spacer bars and top and bottom machined steel plates
shall be provided. The plates shall fit the mould with a clearance
of 0.15 mm on all sides. The moulds shall be made of metal having a
Rockwell hardness between B60 and B85.
2.1.2 Sirues--O-mm, 20-mm, 4*75-mm, l*l&mm conforming to the
requirements of TS : 460- 1962*. *
2.1.3 Balances - A balance or scale of capacity 10 kg, sensitive to 5 g
(Class C beam scale of IS : 1433-1965t) and a balance of 1 kg, sensitive
to 100 mg (Class B beam scale of IS: 1433-19657).
2.1.4 Drying Oven - thermostatically controlled, capable of maintaining
a temperature of 110 * 5’C for drying moisture samples.
2.1.5 Tamping Rod-A square-end cut 12 mm diameter smooth steel
rod 500 mm in length.
2.1.6 Moist Room or Cabinet -capable of maintaining a temperature.
of 27 & 2°C and relative humidity of not less than 96 percent for moist
curing specimens.
2.2 For Testing Flexural Strength
2.2.1 ‘Testing Machine-The testing machine may be of any type having
sufficient capacity ( at least 500 kg) and control to provide the rate of
loading prescribed in 5.2. The testing machine shall be equipped with a
spherically seated head block having a bearing surface of 100 percent of
*Specification for test sieves ( wviscd) .
$Specification for beam scales ( retkrd ).
4IS : 4332 ( Part VI ) - 1972
the width of the beam but not greatly in excess of the width of the beam.
The movable portion of this block shall be held closely in the spherical
face may be rotated
seat, but the design shall be such that the bearing
freely and tilted through small angles in any direction.
k
‘.F
BOTTOM PLATE
L SPACER BAR
10 x25x10
All dimensions in milhmetres.
Fro. 1 M~ULXI FOR SOIL-CEMENT BEAM FOR FLEXURE TEST
5
cIS : 4332 ( Part VI ) - 1972
2.2.2 The third-point loading method used in making flexure tests of
soil-cement shall employ bearing blocks that will ensure that forces applied
to the beam will be vertical only and applied without eccentricity. A
diagrammatic drawing of an apparatus which satisfies this condition is
shown in Fig. 2. ‘The apparatus shall be designed to incorporate the
principles given in 2.2.2.1 to 2.2.2.4.
lOmm# STEELR 00
30m m + HALF ROUND
STEEL ROD
!--II, --A-- I/r&--
tk. 2 DIAGRAMMATIC VIEW OF APPARATUS FOR FLEX~RE TEST
OF SOIL-CEMENT BY THIRD-POINT L~ADJNC hirwson
2.2.2.1 The distance between supports and points of load application
shall remain constant for a given apparatus.
2.2.2.2 The direction of the reactions shall be parallel to the direction
of the applied load at all times during the test.
2.2.2.3 The load should be applied at a uniform rate and in such a
manner as to avoid shock.
2.2.2.4 The directions of loads and reactions may be maintained
parallel by use of linkages, rocker bearings and flexure plates. Eccentri-
city of loading can be avoided by use of spherical bearings.
3. PREPARATION OF MATERIALS
3.1 Materials shall be brought to room temperature.
8IS : 4332 ( Part VI ) - 1972
3.2 Cement-Cement shall be stored in a dry ~place, in moisture-proof
containers, preferably made of metal. The cement shall be thoroughly
mixed in order that the sample may be uniform throughout the tests. It
shall be passed through a 1*18-mm IS Sieve and all lumps rejected.
3.3 Water -The mixing water shall be free of acids, alkalies, and oils,
.and in general suitable for drinking.
s 3.4 Soil
3.4.1 The soil sample, if damp when received from the field, shall be
dried until it becomes friable under a trowel. Drying may be in air or by
use of drying apparatus such that the temperature of the sample does not
exceed 60°C. The aggregations shall be thoroughly broken up in such a
manner as to avoid reducing the natural size of individual particles.
3.4.2 An adequate quantity of representative pulverized soil shall be
sieved on the 50-mm, 20-mm and 4*75-mm sieves. Any fraction retained
on the 50-mm sieve shall be discarded. Fraction passing the 50-mm sieve
and retained on the 20-mm sieve shall be removed, and replaced with an
equal weight of fraction passing the 20-mm sieve and retained on
the 4.75-mm sieve. Soil for replacement shall be obtained from the
original sample.
NOTE - It is intended that these methods for making roil-cement specimens for
the flexure test be used primarily with soil materials having not more than 35 percent
soil retained on the 4*75-mm sieve and not more than 8.5 percent retained on the
425-micron sieve.
3.4.3 The fraction passing the 20-mm sieve and retained in the 4*75-mm
sieve shall be soaked in water for 24 hours, removed and surface dried.
The absorption properties of this fraction shall be determined in accor-
dance with IS:2386 (Part III)-1963*.
3.4.4 A 100-g sample of the soil passing the 4*75-mm sieve shall be taken
and dried in the drying oven to constant weight, and the moisture content
of the sample determined to permit calculation of the quantity of water
that shall be added to the soil-cement mixture to bring it to the proper
moisture content for moulding specimens.
3.4.5 A representative sample of sufficient quantity to make three flexure
test specimens~shall be taken of the soil passing the 4*75-mm sieve and also
of the fraction passing the 20-mm sieve and retained on the 4’75-mm sieve
prepared as described in 3.4.1, 3.4.2 and 3.4.3.
*Methods of test for aggregates for concrete: Part III Specific gravity, density, voids,
absorption and bulking.
7IS t 4332 ( Part VI ) - 1972
3.5 Weighing Materlals -The designed quantities of soil passing the
4*75-mm sieve and of aggregate passing the 20-mm sieve and retained on
the 4.75~mm sieve shall be weighed to the nearest 5 g. The designed quan-
tity of cement shall be weighed to the nearest gram and the designed
quantity of water shall be measured to the nearest millilitre.
4. PREPARATION OF TEST SPECIMEN
4.1 Mixing Materials
4.1.1 General- Soil-cement shall be mixed either by hand orin a suitable
laboratory mixer in batches of such size as to leave ten percent excess
after moulding test specimens. This material shall be protected against
loss of moisture, and a representative part of it shall be weighed and dried
in the drying oven tu constant weight to determine the actual moisture
content of the soil cement mixture. When the soil-cement mixture contains
aggregate retained on the 4.75-mm sieve, the sample for moisture determi-
nation shail weigh at least 500 g and shall be weighed to the nearest gram.
If the mixture does not contain aggregate retained on the 4.75-mm sieve,
the sample shall weigh at least 100 g. and shall be weighed to the nearest
0.1 g.
4.1.2 Hand Mixitz,g--The batch shall be mixed in a clean, damp, metal
pan or on top of a steel table, with a blunt brick-layer’s trowel, using~the
following procedures:
a>
Calculated amount of water to give moisture content 2 percent less
than the required final moisture content should be added to the soil
passing 4.75mm IS Sieve, thoroughly mixed and kept in a sealed
container to avoid moisture loss overnight for uniform distribution
of moisture.
b) The additional water required for bringing the moisture to the
required level should be calculated. The calculated weight of the
moist soil and cement required for making the specimens should be
mixed thoroughly. The remaining quantity of water to make up
to ‘the required moisture content of the soil-cement mixture should
be added and thoroughly mixed.
cl The saturated surface-dry coarse fraction of the soil shall be added
and the entire batch mixed until the coarse fraction is uniformly
distributed throughout the batch.
4.1.3 Machine Mixing - The sequence specified for hand mixing shall be
followed. To eliminate segregation, machine-mixed soil-cement shall be
deposited in a clean, damp-metal pan and remixed by trowel.
NOTE - The operation of mixing arid compacting test specimens shall be con&
nuous and the elapsed time between the additmn of water and final compaction shall
not exceed 30 minutes.
8IS : 4332 ( Part VI j - 1972
4.2 Size of Specimens - Flexure test specimen-s shall be rectangular
beams with a length as tested at least 50 mm greater than three times the
depth. This procedure provides for beams 75 x 75 x 300 mm. bnt the
same procedure may be used for moulding smaller or larger specimens.
4.3 Moulding Specimens
4.3.1 The lest specimens shall be formed with the longitudinal axis hori-
zon tal. The mould parts shall be lightly oiled and assembled with sides
and ends separated from the base plate by the IO-mm spacer bars, one
placed at each corner of the mould.
4.3.2 Divide into three equal batches a predetermined weight of rtniform-
ly mixed soil-cement to make a beam of the designed density. Place one
batch of the nl‘aterial in the mould and level by hand. When the soil-
cement zontains aggregfite retained on the 4.3%mm sieve, carefully spade
the mix around the Sides of the mould with a thin spatula. Compact the
soil-cement initially from the bottom up by steadily and firmly forcing ( with
little impact ) a square-end cut 12 mm diameter smooth steel rod repeated-
lye, through the mixture from the top down to the Ijoint of refusal.
Approximately 90 roddings distributed uniformly over the cross-section of
the monld are required; take care so as not to leave holes in clayey
soil-cement mixtures. Level this layer of compacted soil-cement by hand
and place and corn~act layers tyo and three in an identical manner. The
specimen at this tinle sMl be approximatelv 95 nlm high.
_,
4.3.3 Place the top plate of the mould in position and tcmovc the spacer
bars. Obtain. final compaction with a static load applied by the compres-
sion machine or Compression frame until the height of‘ 75 mm is: reached.
4.3.4 Immediately after compaction, carefully dismantle the mould and
remove the specimen onto a smooth, rigid wood or sheet metal pallet.
NOTE - A suggested method for removing the specimen from the mould is to
remove first the top and then the sides and end plates of the mould. The specimen is
then resting on the bottom plate of the mould. The flat face of a carrying pallet is then
placed against one side of the specimen and then the bottom mould plate, the specimen,
and the pallet-are rorated 90” so that the specimen rests on its side on the pallet.
The bottom mould plate is then carefully removed.
4.4 Curing the Specimens - Cure the specimens on pallets in the moist
room and protect from free water' for the specified moist curing period.
Generally the specimen will be tested in the moist condition directly after
removal ~from the moist room.
N0TE - Other conditioning proctsdures, such as soaking in water, air drying or
oven drying, alternate wetting and drying, or altcrllare freezing and thawing, may be
specified after an initial molrt curing period. Curing and conditioning procedures
shall be given in detail in the report.
!3IS : 4332 ( Part VI ) - 1972
4.4.1 Flexural. test of moist cured .specimens shall be made as soon as
practicable after rembving from the moist room, and during the period
between removal from the ,moist room and testing, the specimens shall be
kept, moist by d wet burlap or blanket covering.
4.5 Report-The report on the preparation of specimens shall include
the following:
a) Gradation of soil as received and as used in making specimens,
b) Specimen identification number,
c>
Designed moisture content,
d) Designed oven-dry density,
e>
Designed cement content,
f-1A ctual moisture content,
g) Actual oven-dry density,
h 1 Actual cement content, and
j) Details of curing and conditioning periods.
5. PROCEDURE FOR FLEXURAL TEST
5.1 Turn the specimen on its side with respect to its mnulded position
(with the original top and bottom surfaces as moulded perpendicular to
the testing machine bed,) and centre it on the lower half-round steel
supports, which shall have been spaced apart a distance of three times the
depth of the beain. Place the load appl,ying block assembly in contact with
the upper surface of the beam at the third points between the supports.
Carefully align the centre of the beam with the centre of thrust of the sphe-
rically seated head block cit. the machine. :\s this block is brought to bear
on the beam-loading assembly, rotate its movable portion gently by hand
so that uniform seatlng is obtained.
5.2 Apply the load continuously and without shock. A screw power
testing machine, with the’ moving head operating at approximately
1.2 mm/min when the machine is running idle may be used. With
hydraulic machines adjust the loading to such a constant -rate that the
extreme fibre stress is within the limits of 7 f O-4 kq’cu>s/min. Record the
total load at failure of the specimen to the nearest 3 kg.
6. MEASUREMENTS 0-F SPECIMENS AFTER TEST
6.1 Make measurements to tlie nearest 0.2 mm to determine the avrragr
width and depth of the specimens at the section of failure.IS : 4332 ( Part VI) - 1972
7. CALCULATXONS
7.1 If the fracture occurs within the middle third of the span length,
calculate the modulus of rupture as follows:
R l P --I ( weight of beam neglected )
= bdz
1
R-b- d- s lp+ % W) ( weight of beam taken into account )
wher;e
R = modulus of rupture in kg/cm’,
P = maximum applied load in kg,
1 = span length in cm,
b = avgrage width of specimen in cm,
d = average depth of specimen in cm, and
W ‘L weight of the specimen in kg.
7.2 If the fracture occurs outside the middle third of-the span length by
hot more than 5 percent of the span length, calculate the modulus of
rupture as follows:
3Pa
R zzz --&d2.-
where
(I = distance between line of fracture and the nearest support,
measured along the cenlre line of the bottom surface of the
beam ( as tested ) .
8. REPORT
8.1 The report shall include the following:
4 Specimen preparation’ details in accordance with 4.5;
b) Specimen identification numl)ctr;
Cl Average width and depth at section of failure to the nearest
O-2 mm;
4 Maximum load, to the nearest 5 kg;
e) Modulus of rupture calculated to the nearest 0.5 kg/cm*;
f ) Defects, if any, in specimen;
s>
Age of specimen; and
h) Moisture content at time of test.
11IS-84 332 ( Part VL) - 1972
i Continued from pass 2 )
Members R+resmting
DIRECTOR (CENTRAL SOIL Central Water & Power-Commis$on, New Delhi
MEOHANIO~ R~EBEAROH
STATIOW)
DEPUTY DIRECTOR (CEN-
TRAL SOIL MZCHALNICB
RESEAROR STATION ) ( Alkmztc )
‘Sa~r H. K. G~J~A Geologists Syndicate Private Ltd, Calcutta
SHHT N. N. BHATTAC~ABYYA
( Altemat~ )
SWRI S. K. GVLFIATI Indian Institute of Technology, New Delhi
SERI S. S. Josm Engineer-in-Chief’s Branch, Army Headquarters
Sam 0. P. MALR~TRA Buildings & Road Research Leboretory, Public Works
Department, Government of Punjab
DR I. S. UPPAL ( ~~trrn&)
Sax-xD . R. NARAHARI CenttPaer~e;ilding Research Institute ( CSIR ),
SHRIG.S.JAIN (Alternate)
DR V. V. S. RAO United Technical Consultants Pvt Ltd, New Delhi
SHRI K. K. GUPTA (Altmatc)
REPRESENTATIVE Public Works Department, Government of Uttar
Pradesh
SERI H. c. VERMA Associated Instrument. Manufacturers ( India ) pvt
Ltd, New Delhi
SHRI M. N. BALK+A ( Altematc )
12
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10074.pdf
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18 I 10674 - 1982
Indian Standard
SPECIFICATION FOR COMPACTION MOULD
ASSEMBLY FOR LIGHT AND HEAVY
COMPACTION TEST FOR SOILS
Soil Engineering and Rock Mechanics Sectional Committee, BDC 23
Chairman Representing
DR JAQDISH NARAIN University of Roorkee, Roorkee
Members
ADL~ITIONALD IRECTOR, IRI Irrigation Department, Government of Bihar, Patna
ADDITIONAL DIRECTOR RE- Ministry of Railways
BEARCH ( F. E. ) , RDSO
DEPUTY DIRECTOR RESEARCH
( SOIL-MECH ), RDSO ( Alternate )
SHRI P. D. AQARWAL PubIic Works Department, Government of Uttar
Pradesh, Lucknow
DR B. L. DRAWAN ( Alternate )
PROF ALAM SIN~R University ofJodhpur. Jodhpur
COL AVTAR SIN~H Engineer-in-Chief’s Branch, Army Headquarter8
LT-COL V. K. KANITEAR ( Alternate )
CEIEB ENGINEER ( D & R ) Irrigation Department, Government of Punjab,
Chandigarh
DR G. S. DHILLON ( Alternate)
SHRI M. C. DANDA~ATE The Concrete Association of India, Bombay
SHRI N. C. DUQQAL ( Alternate)
SHRI A. G. DASTIDAR In personal capacity ( 5 Hungerford Street, 12/Z
Hungerford Court, Calcutta-7000I7 )
DR G. S. DHILLON Indian Geotechnical Society. New Delhi
DIRECTOR, IRI Irrigation Department, Government of Uttar
Pradesh, Roorkee
SHRI A. H. DIVANJI Asia Foundations and Construction ( P ) Ltd,
Bombay
SARI A. N. JANGLE ( Alternate )
DR GOPAL RANJAN University of Roorkee, Roorkee
DR GOPAL RANJAN Institutton of Engineers ( India ), Calcutta
SHRI S. GUPTA Cemindia Co Ltd, Bombay
SHRI N. V. DE SOUSA ( Alternate )
SBRI G, S. JAIN G. S. Jain & Associates, Roorkee
SHRI VIJAY K. JAIN ( Alternate )
( Continued on page 2 )
@ Copyright 1982
INDIAN STANDARDS INSTITUTION
This publication is protected under the Indian Copyright Act ( XIV of I957 ) 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: 10074 -1982
( Continued from page 1 )
MellhS Representing
SH~I A. B. JOSHI Ministry of Irrigation
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
COLM.V. KAYERKAR Ministry of Defence ( R & D )
SHRI V. B. GHORPADE ( Alternate )
SERI 0. P. MALHOTRA Public Works Department, Chandigarh Adminis-
tration, Chandigarh
SHRI D. R. NARAHAR~ Cent;oLrfeiIding Research Institute (CSIR),
SHRI B. G. RAO ( Alternate )
SERI T. K. NATEAJAN Cenreihfoad Research Institute ( CSIR ), New
DR G. V. RAO Indian Institute of Technology, New Delhi
DE K. K. GUPTA ( Alfernatc )
RESEARCH OFFICER ( B & RRL ) Public Works Department, Government of Punjab,
Chandigarh -
SHRI K. R. SAXENA Engineering Research Laboratories, Government
of Andhra Pradesh, Hyderabad
SECRETARY Central Board of Irrigation & Power, New Delhi
DEPUTY SECRETARY ( Alternate )
SHRI N. SIVAQURU Roads Wing ( Ministry of Shipping and Trans-
port )
SHRI D. V. SIEKA ( Alternate )
SHRI K.S. SRINIVASAN National Buildings Organization, New Delhi
SHRI SUN&, BERRY ( Alternate )
SHRI N. SUBRAMA~JYAX Karnataka Engineering Research Station,
Krishnarajasagar
SUPERINTENDINGE NQINEER PWD, Government of Tamil Nadu, Madras
(P&D)
EXECUTIVE ENQINEBR ( SMRD )
( Alternate )
SHRI G. RAMAN, Director General, IS1 ( Ex-@cio Member )
Director ( Civ Engg )
Secretary
SHRI K. M. MATHUR
Deputy Director ( Civ Engg ), IS1
Soil Testing Instruments and Equipment Subcommittee, BDC 23 : 6
Convener
SHRI H. C. VERMA Associated Instrument Manufacturers ( I ) Pvt
Ltd, New Delhi
Members
SHRI M. D. NA~R (Alternate to
Shri H. C. Verma )
DEPUTY DIRECTOR RESEAROEI Ministry of Railways
( SOIL MEC~ ), RDSO
DIIZECTOI~( CSMRS ) Ministry of Irrigation
DEPUTY DIRECTOR ( CSMRS )
( Alternate )
( Continued on page 11 )IS : 10074- 1982
Indian Standard
SPECIFICATION FOR COMPACTION MOULD
ASSEMBLY FOR LIGHT AND HEAVY
COMPACTION TEST FOR SOILS
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 20 January 1982, after the draft finalized by the Soil Engineering
and Rock Mechanics Sectional Committee had been approved by the
Civil Engineering Division Council.
0.2 The Indian Standards Institution has already published a series of
standards on methods of testing soils. It has been recognized that reliable
and intercomparable test results can be obtained only with standard testing
equipment capable of giving the desired level of accuracy. The Sectional
Committee has, therefore, decided to bring out a series of specifications
covering the requirements of equipment used for testing soils to encourage
its development and manufacture in the country.
0.3 The equipment covered in this standard is used for determination of
water content: dry density relation as covered in IS : 2720 ( Part VII )-
1980* and IS : 2720 ( Part VIII )-1974T.
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 of compaction mould assembly
used for determination of water content: dry density relation of soils using
light and heavy compaction.
*Methods of test for soils: Part VII Determination of water content: dry density
relation using light compaction ( second rcoision ).
iMethods of test for soils: Part VIII Determination of water content: dry density
relation using heavy compaction (first revision ).
$Rules for rounding off numerical values ( m&cd).
3!StlfMbTI-1982
2. MATERIALS
2.1 The materials of construction of the different component parts of
compaction mould assembly shall be as given in Table 1.
TABLE 1 MATERIALS OF CONSTRUCTION OF DIFFERENT COMPONENT
PARTS OF COMPACTION MOULD ASSEMBLY
PART MATERIAL SPECIFIO REQUIRE- REFERENCE TO
ivfF.NTa,I I? ANY INDIAN STANDARD
Mould, f ;; ;;is;er alloy IS : 318-1962*
Collar, IS : 29%1961t
Base plate 1 c) Mild steel$ Cadmium plated IS : 513-1973s
stay rods Mild steel Chromium plated
Wing nuts Ca;;est;el/Forged Cadmium plated
*Specification for leaded tin bronie ingots and castings ( revised ).
$Specification for brass ingots and castings (revised ).
$For short term use.
&Specification for cold rolled carbon steel sheets ( second reuision ).
3, TYPES AND DIMENSIONS
3.1 The compaction mould assembly shall be of two types ( Types 1 and
2). Dimensions of component parts of compaction mould assembly shall
be as detailed in Fig. 1 to Fig. 6. 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. CONSTRUCTION
$1 Compaction Mould - The compaction mould shall be of two types
asF;;ailed in Fig. 2. It shall be cylindrical in shape and finished smooth
The mould shall have two eyes either cast integral with the body
or weided. It shall have suitabIe seatings at the top end for positioning
the collar,
4.2 Collar - The collar shall be made from the same material as that of
the mould. It shall be made as detailed in Fig. 3. The collar shall be
cylindrical in shape and finished smooth inside. Two eyes either cast or
welded to the collar to secure it with the mould and base plate shall be
provided. It shall have a suitable seating at the lower end for sitting
flush with the mould.
*Allowable deviations for dimensions without specified tolerances (firsl rerkkn ).
4/-COLLAR
NUT
ROD
FIG. 1 ASSEMBLY
5IS, 10074 - 1982
+
A c D E
TYPE
__-
I xl!lIl mm .-___m m I mm
1 loo&o.4 ( IO6 150 112
2 150f0’4 ( 156 200 162
-
All dimensions in millimetres.
FIG 2 MOULD
6IS: lo074 9 1962
TYPE OF A c D E
MOULD mm mm mm mm
100 f 0.4 106 150 112
150 f 0’4 156 200 162
All dimensions in millimetres.
FIG. 3 COLLAR
72- TAPPED
HOLES MB
D E I P
mm mm mm I
I 1 150 112.5 150
2 200 162’5 200
I
Alld imensions in millimetres.
Frc.4 BASE PLATE (SQUARE)
81 150 I?@5 180
-
2 200 170.5 230
All dimensions in millimetres.
FIG. 5 BASE PLATE ( CIRCULAR)
?fS ; 10074 - 1982
6A Stay Rod 66 Wing Nut
All dimensions in millimetres.
FIG. 6 STAY ROD AND WINQ NUT
4.3 Base Plate - The base plate shall be made from the same material
as that of the mould. The base plate shall have a seating 3 mm deep on
top face for proper seating of mould. It shall be square in shape and
shall be as detailed in Fig. 4. Alternatively, the base plate shall be made
circular in shape as detailed in Fig. 5. It shall have two tapped and two
plain holes. The tapped holes across the corners or diameter shall
be used for fixing the stay rods ( as shown in Fig. 6A ) and the
plain holes shall be used to fix the base plate to the base of an automatic
compactor. The stay rods shall be fixed to suit the eyes on the mould
and collar and four wing nuts ( as shown in Fig. 6B ) shall be used to
tighten the mould and collar with the base plate.
5. MARKING
5.1 The following information shall be clearly and indelibly marked on
each part of equipment:
a) Name of the manufacturer or his registered trade-mark;
b) Type of material used; and
c) Date of manufacture.
5.1.1 The equipment may also be marked with the 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 ISI 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.
10rl: 16674 - 1980
( Continudfiom page 2 )
Members Representing
SH~I H. K. GUHA Geologists’ Syndicate Pvt Ltd, Calcutta
SHRI A. BHATTACHARYA ( Alternate )
SEW A. K. GUPTA Saraswati Engineering Agency, Roorkee
SHRI KAKESII GOEL ( Alternate)
SHRI S. K. GUPTA Ministry of Defence ( ENC's Branch, Army
Headquarters )
DR S. C. HANDA University of Roorkee, Roorkee
DR B. R. MALHOTRA Cent;e,hoad Research Institute ( CSIR ), New
SHRI D. S. PATHANIA Central Scientific Instruments Organization
( CSIR ), Chandigarh
SHRI Y. C. SOOD ( Alternate )
DE T. RA~AMURTHY Indian Institute of Technology, Delhi
SHIZI RESHAX SINQH Hydraulic & Engineering Instruments Company,
New Delhi
Sam JATINDER SINQH ( Alternate )
SHBI S. VENXATE~AN Cen~~rk~~Iding Research Institute (CSIR),
0
SHW M. R. SONEJA ( Alternate )
11Base 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 mol mole
Supplementary Units
Quantify Unit Symbol
Plane angle radian rad
Solid angle steradian sr
Derived Units
Qoanfify Unit Symbol Definition
Force newton N 1 N = 1 kg.m/s*
Energy joule lJ 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/n;*
Frequency hertz HZ 1 Hz = 1 c/s (s--i)
Electric conductance siemens S 1 S = 1 A/V
Electromotive force volt V 1 V = 1 W/A
Pressure, stress Pascal Pa 1 Pa = 1 N/m8
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5499.pdf
|
IS : 5499 - 1969
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF UNDERGROUND
AIR-RAID SHELTERS IN NATURAL SOIL
Functional Requirements in Building Sectional Committee.
BDC 12 ”
Chairman Representing
MAJ-GEN B. N. DAS Engineer-in-Chief’s Branch, Army Headquarter
Members
DRN.K.D. CHOUDHURY Cent;borEJding Research Institute ( CSIR ),
DRK. R.Rao( Alternate)
SHRI S. V. DESAI Bombay Munioipal Corporation, Bombay
DIREUTOR GENEBAL (ROAD Institution of Engineers ( India ), Calcutta
DEVELOPMENT)
MRSE.S.GHUYAN Indian Institute of Architects, Bombay
SHRI J. M. BENJAMIN ( Alternate )
DRK.M. VONEEINZ In personal capacity ( 32 Alipore Road, Delhi 7 )
SHRI N. MAJUMDER All India Institute of Hygiene & Public Health
( Directorate General of Health Services )
SERI A. V. RAO ( Alternate )
SHRI J. V. MEHTA Engineer-in-Chief’s Branch, Army Headquarters
SHRI S. K. GHOSE (Alternate )
SHRI 0. P. PTJRI Voltas Limited, New Delhi
SHRI RABINDER SINGH National Buildings Organization ( Ministry of
Health, Family Planning, Works, Housing
& Urban Development )
SHRI K. R. JANI ( Alternate )
SHRI B. J. RAM~AKHIANI Ministry of Labour, Employment and Rehabi-
litation L
SERI M. M. RANA Central Public Works Department
REPRESENTATIVE Directorate General of Observatories (Ministry
of Tourism and Civil Aviation )
SBRI J. D. SHASTRI Directorate General of Health Services ( Ministry
of Health, Family Planning, Works,
Housing & Urban Development )
( Continued on page 10 )
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1IS : 5499 - 1969
Indian Standard
CODE OF PRACTICE FOR
CONSTRUCTION OF UNDERGROUND
AIR-RAID SHELTERS IN NATURAL SOIL
0. FOREWORD
0.1 This Indian Standard was adopted by the Indian Standards Institu-
tion on 12 December 1969, after the draft finalized by the Functional
Requirements in Building Sectional Committee had been approved by
the Civil Engineering Division Council.
0.2 In densely populated areas considerable loss of life may be avoided
by provision of proper protective air-raid shelters. It is with this
view that this standard is being prepared to provide guidance to those
engaged in Civil Defence ~projects.
0.3 This standard is intended for use in construction of shelters in
densely populated urban areas with limited open space available.
Decisions with regard to actual locations of these shelters, competent
authority shall decide where these shelters should be located to suit
their particular requirements.
0.4 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.
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.
c
1. SCOPE
1.1 This standard lays down basic requirements of design and materials
for the construction of underground air-raid shelters in natural soil for
protection of persons against explosion of conventional bombs.
2. TERMINOLOGY
2.0 For the purpose of this standard, the following definitions shall
apply.
*Rules for rounding off numerical values ( revised ).
2IS : 5499 - 1969
2.1 Air-Raid Shelters - Any premises, structure or excavation used or
intended to be used to provide protection against hostile attack from
the air.
2.2 Underground Shelter - A shelter the floor of which is below the
surrounding ground and the level of the upper surface of its ceiling
does not protrude at any point by more than 1 ti above the level of the
surrounding ground. Shelter whose underground parts of walls are
not surrounded by a thickness of earth of at least 3 m, measured
horizontally, shall not be considered as underground shelter.
2.3 Rock -Natural solid mineral matter occurring in large masses
fragments. For the purpose of this standard, rock shall be designated
as a continuous stony layer, the inclination of whose strata does not
exceed W, and the crushing strength of which, measured on a 70-mm
side cube saturated with water, is not less than 100 kg/cm2.
2.4 Non-rocky Soil - Any soil other than defined in 2.3 shall be classi-
fied as non-rocky soil.
3. MATERIALS
3.1 For the construction of the shelters, cement may comply with the
requirements of IS : 269-1967*.
3.2 The design and construction of concrete shall conform to IS : 456-
1964t.
3.3 Reinforcement -Reinforcement steel bars shall conform to mild
steel Grade I or medium tensile steel bars conforming to IS : 432
( Part I )-19666. Steel reinforcement conforming to IS : 1786-1966s or
IS : 1139-196611 may also be used.
4. LIMITS OF ACCOMMODATION
4.1 Each shelter shall provide accommodation at the rate of 0.4 m2 per
person.
4.2 The overall net area of the shelter shall not exceed 20 m2.
4.3 The minimum height of the shelter shall be 2 m.
*Specification for ordinary, rapid-hardening and low heat Portland cement
( second revision ).
tCode of practice for plain and reinforced concrete (second revision ).
$Specification for mild steel and medium tensile steel barsand hard-drawn steel
wire for concrete reinforcement : Part I Mild steel and medium steel bars ( second
revision ).
&Specification for cold twisted steel bars for concrete.
I/Specification for hot rolled mild steel and medium tensile steel deformed bars for
concrete reinforcements ( revised ).
3IS : 5499 - 1969
4.4 Each shelter shall be designed to accommodate a maximum number
of 50 persons.
NOTE - The limit, 50 persons, has been specified to reduce the calamity risk.
4.5 As far as possible shelters should be dispersed rather than concen-
trating in one area or floor. Where owing to lack of space, it is
necessary to construct shelters in order to accommodate the maximum
number of persons in the minimum space, they should be divided by
traverses, zigzags, or doglegs into sections to accommodate not more
than 50 persons in each section.
5. ENTRANCES
5.1 Wherever possible, it is desirable to connect shelters one with
another, so that, should they be rushed and become overcrowded people
may move on to the next unit to leave space for those seeking refuge.
5.2 When trenches are connected, each connecting passageway should
be allowed to over sail past the actual corner so as to form a blast
pocket to reduce the risk of casualties in the shelter if the bomb falls
in the connecting passage. Connecting passages shall meet each other
at right angles ( see Fig. 1 ).
FIG. 1 CONNECTING PASSAGE FOR Two SHELTERS
5.3 As far as possible, the entrance to the shelter be within the build-
ing, with short, easy and direct access from every part of the building.
Steps or a slope, the inclination of which does not exceed 1 : 6, shall
4IS : 5499 - 1969
lead to the shelter. The entrance to the shelter shall be protected in
accordance with 6. The free dimensions of the entrance opening shall
not be less than l-90 m in height and 0.75 m in width.
5.4 The entrance to the shelter shall be marked by a plate on which the
following details shall be printed or painted in visible and indelible
lettering by means of signs pointing in the direction of the shelter (see
Fig. 2 ). The distance of the shelter from the sign shall be indicated
in metres on the luminous portion of the sign. The sign may be
placed at distances not more than 200 m apart. The nearest sign to
the shelter may be placed not less than 10 m away from the shelter.
ORANGE LUMINOUS COLOUR
P / / I-
cl /
1 /
LBLACK COLOUR LINDICATES DISTANCES IN METRES
FROM SHELTER
All dimensionsi n millimetres.
L
FIG. 2 SIGN FOR AIR-RAID SHELTERS
6. EXIT
6.1 Shelters shall be provided with an emergency exit in the form of a
passage. For this purpose a tunnel, tube, staircase, or any other
suitable means of egress may be adopted.
6.2 The exit as well as the passage shall be designed in such a way as
to avoid direct penetration of blast or splinters. The axis of the
passage and the axis of its opening in the shelter, shall not be co-axial.
5IS : 5499 - 1969
6.3 The free dimensions of the passage and of its opening in the shelter
shall not be less than 0.90 x O-70 m. The free dimensions of the outer
opening shall not be less than O-70 x 0.70 m, and it shall not be closer
than 2 m from the external line of the building; it shall be so built as
to avoid flooding of the shelter through the passage ( see Fig. 3 ).
HOOD IF REQUIRED c SLAa OR
200 mm BRICKWORK
OR CONCRETE
300
CONCRETE FLOOR
SECTION OF ALTERNATE ALTERNATE CROSS SECTION
EXIT END
ETAINING WALL OF
RICKWORK,CONCRETE
R SAND BAGS FILLED
SIMPLE WOODEN DOOR
ITH WEAK CONCRETE
BLAST PROTECTION MUST
BE PROVlDEb~AT OTHER END
c
OR ALTERNATIVE HAUNCHING
HALF SECTION ’ HALF SECTION
IF -EXIT CONSTRUCTED SHOWING EXIT SHOWING EXIT
ABOVE GROUND LEVEL AS CONSTRUCTED AS CONSTRUCTED
BELOW GROUND ABOVE GROUND
LONGITUDINAL SECTION LE V-E L LEVEL
OF EXIT
CROSS SECTION
Alld imensions in millimetres.
FIG. 3 EXIT PASSAGE FROM UNDERGROUND SHELTERS
6IS :‘5 499 - 1969
6.4 The opening of the shelter into the passage shall be, as far as
possible, from the entrance opening and both openings shall not be in
the same wall.
6.5 The external opening of the passage shall be fitted with a door
which it shall be possible to lock from the inside of the passage; the door
shall be a two-leaf door, opening inwards. The leaves of the door shall
ensure the ventilation of the shelter. External dqors shall also be
provided with blast proof walls to minimize the risk in case the
explosion occurs in the connecting passage.
6.6 Wherever practicable one exit to the shelter shall give access to the
apen air and shall be so situated as to be free from the danger of falling
debris.
6.7 If the entrance to the shelter is from the open air, it shall be
-suitably protected ( see Fig. 4).
Note - Hood may
be constructed of
brick or concrete
walls with RCC
slab or alternative
roofing.
ISOMETRIC VIEW OF HOOD
All dimensions in millimetres.
FIG. 4 PROTECTIONO F EXITS
6.8 The exit doors inside the shelter shall be prominently marked, for
example, with a luminous band painted on top of the exit ( see Fig. 5 ).
7. SHELTERS WITHIN BUILDING LIMITS
7.1 Location - When the shelter is built within the limits of the build-
ing, its walls shall not be closer than 2.0 m from the line of the external
walls, except in special cases authorized by the competent authority.
Where there are basements in the buildings, the shelters shall be
constructed in the basements.
7IS : 5499 - 1969
All dimensions in millimetres.
FIG. 5 INDICATING DIMENSION OF THE BAND
8. STRUCTURE
8.1 The shelter shall be monolithic, waterproof and damp-proof. All
the parts of the shelter shall be firmly bonded to each other and shall
be built from reinforced concrete complying with the requirements of 3.
Water or gas ducts shall not be contained in any part of the shelter.
Care shall be taken to avoid flooding of the shelter in case of floods.
9. WALLS
9.1 The walls of the shelter shall be not less than 30 cm thick; they
shall be calculated to resist a load caused by an external uniformly dis-
tributed pressure of 10 tons/m 2. Reinforcement shall be formed by steel
bars placed as a mesh, one mesh near each face of the wall. The
aperture of the mesh formed by the calculated reinforcement and the
distribution bars shall not exceed 15 cm, and the aperture of the addi-
tional mesh shall not exceed 20 cm. The diameter of the bars shall not
be less than 8 mm; smaller bars may be used for the additional mesh,
provided that the total weight of this mesh shall not be less than
4 kg/m2 of wall. The volume of steel in the wall, comprising the
additional mesh, shall not be less than 0.5 percent of the total volume
of the wall ( approximately 40 kg/m2 of concrete ).
9.2 Lateral Protection
9.2.1 Brickwork when used shall be reinforced for affording lateral
protection to provide resistance. to blast pressures. A minimum
reinforcement of a pair of 6 mm # bars per 45 cm run of wall shall be
provided.
NOTE - Lime mortar shall not be used for construction of shelters.
8IS :5499 - 1969
9.2.2H ollow concrete blocks, when used, shall be filled with con-
crete and reinforced as given in 9.2.1.
10. ROOF
10.1T he roof slab of the shelter shall not be less than 20 cm thick.
The slab shall be calculated to carry, in addition to its own weight, the
dead weight of any earth/gravel cover or any slab(s) built or designed
to be built above the shelter, that is, a.load of 250 kg/m2 for each slab,
in addition to a superimposed load of 1 000 kg/ma and of any concen-
trated load imposed on different slabs. The calculated reinforcement
shall be divided in such a way that the distance between two bars
will not exceed 15 cm. The diameter of the bars shall not be less than
8 mm, and the volume of the steel shall not be less than O-5 percent of
the total volume of the slab. If the slab is reinforced in a single
direction, the span shall not exceed 4 m, and when the ceiling is
crosswise reinforced, the span shall not exceed 6 m.
11. VENTILATION
11.1 Ventilation opening ( or openings) shall be provided in the
vicinity of the ceiling in order to ensure the exit of the hot air. These
openings shall be protected a~gainst blast and the penetration of splin-
ters. The hot air shall flow to the exterior of the building or to the
staircase, or exit passage. The total area of these openings shall not
be less than O-01 ms per each m3 of volume of the shelter; no opening
shall be less than 0.01 ma in area, and the least dimension of their
cross-section shall not be less than 20 cm.
12. SHELTERS IN CELLARS
12.1 Shelters, the walls of which are at a distance of more than 12 m
from the walls of the cellar, shall be considered as overground shelters.
The parts of the walls of the cellars at a level below ground shall be sur- ’
rounded by earth in a thickness, measured horizontally, of not less than
4 m. c
13. SHELTERS IN EXISTING CELLARS
13.1 All provisions of the standard except those mentioned in 10.1
are applicable.
13.2 When the ceiling of the existing cellar does not fulfil the require-
ments of 10, the walls of the shelter shall be built at a distance of not
less than 4 m from the existing walls, and the existing ceiling shall be
strutted in such a way that it shall support its own weight and the load
specified in 10. Walls shall be bonded to the ceiling of the cellar.
9IS : 5499 - 1969
14. SHELTERS BUILT OUTSIDE THE BUILDINGS
14.1 All provisions except those of 6 and 7 shall apply to shelters built
outside the limits of the buildings.
14.2 Emergency exits may not be provided when the distance between
the shelter and the walls of the surrounding buildings exceeds one third
of the height of the tallest building.
14.3 The roof of the shelter shall be covered by a layer of gravel not
less than 30 cm thick.
( Continued from page 1 )
Members Representing
SHRISAYEDS.SHAFI Institute of Town Planners ( India ), New Delhi
SHRI D. P. SHARMA ( Alternate ) c
SHRI SHAIJKAT RAI Kanvinde & Rai, New Delhi
SHRI K. C. SRIVAST-~VA Netire;& Physical Laboratory ( CSIR ), New
SHRI R. L. SURI In personal capacity ( A-116 Vasant Vihar, New
Delhi-22 )
SERI L. G. TOYE Railway Board ( Ministry of Railways )
SHRI N. V. SHASTRI ( Alternate )
SHRI R. NAQARAJAN, Director General, IS1 ( Ex-officio Member )
Director ( Civ Engg )
Secretary
Sam V. K. GOQNA
Deputy Director ( Architecture ), ISI
10
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13389.pdf
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IS 13389 : 1992
IS0 3984 : 1982
Indian Standard
ROAD VEHICLES - PASSENGER CARS - MOVING
BARRIER REAR COLLISION TEST METHOD
UDC 629’3 : 656’084 : 620’178’153’2
(EJ BIS 1992
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002 .
June 1992 Price Group 3IS 13389 : 1992
IS0 3984 : 1982
Indian Standard
ROAD VEHICLES - PASSENGER CARS - MOVING
BARRIER REAR COLLISION TEST METHOD
NATIONAL FOREWORD
This Indian Standard which is identical with IS0 3984 : 1982 ‘Road vehicles - Passenger
cars -- Moving barrier rear collision test method’ was adopted by the Bureau of Indian
Standards on the recommendation of the Automotive Vehicles Testing Performance Evalua-
tion Sectional Committee ( TED 8 ) and approval of the Transport Engineering Division
Council.
The text of IS0 Standard has been approved as suitable for publication as Indian Standard
without deviations. Certain conventions are, however, not identical to those used in Indian
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 current
practice is to use a point ( . > as the decimal marker.
ln the adopted standard, reference appears to certain International Standards for which Indian
Standards also exist. The corresponding Indian Standard which is to be substituted in
its place, is listed below along with its degree of equivalence for the editions indicated:
international Standard Correspondence Degree of
Indian Standard Equivalence
IS0 1176 : 1990 Road vehicles - IS 9211 : 1979 Dimensions and Identical
Weights - Vocabulary definitions of weights of road
vehicles
The concerned technical committee has reviewed the provisions of IS0 3784 : 1976 and
IS0 6487 : 1987, referred in this adopted standard and has decided that they are acceptable
for use in conjunction with this standard.
This Indian Standard is applicable to all types of vehicles other than two and three wheelers.As in the Original Standard, this Page is Intentionally Left BlankiS 13389 : 1992
IS0 3984 : 1982
1 Scope and field of application rail guidance system with the impact occurring after the mov-
ing barrier is released from the tow force and released from
This International Standard specifies a uniform moving barrier guidance.
rear collision test method for passenger cars, which permits the
direct comparison of results obtained in different test
3.2 Moving barrier test equipment
laboratories.
The specific moving barrier to be used shall be selected from
the following configurations :
2 References
3.21 Barrier total mass : 1 100 + 20 kg or 1 800 + 30 kg.
IS0 1176, Road vehicles - Weights - Vocabulary.
IS0 3784, Road vehicles - Measurement of impact velocity in 3.2.2 The moving barrier shall be a rigid construction sym-
collision tests. metrical about a longitudinal vertical plane, with fixed non-
steerable front and rear axles attached directly to the frame rails
IS0 6487, Road vehicles - Techniques of measurement in with no spring or other type of suspension system apart from
impact tests - Instrumentation. the tyres on each wheel.
An example of a typical construction is shown in figure 1.
3 Moving barrier collision test method
3.2.3 The moving barrier shall have a flat impact surface and
the following characteristics :
Even when simplified by the use of moving barriers, vehicle coi-
lisions are very complex and careful control of test parameters
height : 800 mm (minimum)
is required.
width : 2 500 mm (minimum)
3.1 Testing site mass distribution by axle
front : (60 * 10) %
The testing site shall be of sufficient area to provide accom-
rear : MO f 10) %
modation for the test vehicle, various items of photographic
equipment and provision for attaining the desired velocity of
the moving barrier. height of centre of gravity : 400 + 40 mm
track : 15OOf3Omm
3.1.1 The actual crash site shall be hard, of a minimum length wheelbase : 3050 f 60mm
of 15 m and horizontal (no more than 3 % slope, measured
over any.1 m length for at least 15 m in the path of the moving
The edges of the surfaces shall be rounded with a radius of cur-
barrier).
vature of 45 f 10 mm.
3.12 Provision shall be made for after-impact displacement of The impact surface shall be covered with plywood 20 * 2 mm
both the test vehicle and the moving barrier so that the test thick.
vehicle remains on the hard surface during the total time of its
deformation. Ground clearance to the lower edge of the impact surface shall
be 175 + 25 mm.
3.1.3 Provision shall be made for the proper positioning of
photographic equipment, if possible from the side, and above 3.3 Propulsion of moving ,barrier
and below the test vehicle. 9
3.3.1 At the moment of impact, the moving barrier shall be
3.1.4 The approach road Shall be straight, level, and of suf- disconnected from any external propulsion and guidance
ficient length to permit the moving barrier to be towed along a system.
3:IS 13389 : 1992
IS0 3984 : 1982
3.3.2 The attachment to the moving barrier of any external 4.4 The test vehicle shall be stationary, the parking brake
propulsion or guidance system shall not affect the moving bar- may be on or off, and the transmission may be in neutral.
rier characteristics.
5 Velocity
3.3.3 The moving barrier shall be prevented from making
subsequent impacts with the test vehicle following the initiai
impact. 5.1 The velocity of the moving barrier shall be measured prior
to impact in the manner specified in IS0 3764.
3.4 Alignment of moving barrier
5.2 The velocity at the moment of impact shall be that
specified in the appropriate test requirement and shall be ap-
3.4.1 The moving barrier shall impact the test vehicle within
proximately constant.
k 2O of the intended angle of impact.
3.4.2 The median longitudinal vertical plane of the moving 6 instrumentation
barrier shall be so aligned that, at the moment of impact, it is
not more than f 75 mm from the intended point of impact on The instrumentation used for the test shall be as specified in
the test vehicle. IS0 6467.
The measurement shall be made perpendicular to the path of
the moving barrier. 7 Jest report
The test report shall include, as a minimum, the following
information :
4 State of the test vehicle
a) description of test vehicle;
4.1 The state of the vehicle shall be that specified in the ap-
b) moving barrier mass and axle loading;
propriate standard or regulation under assessment, unless
otherwise specified.
c) total test vehicle weight and axle loading;
4.2 The vehicle weight during the test shall be “the complete
d) impact velocity;
vehicle kerb weight” defined in IS0 1176.
e) location of test devices (dummies), if used;
It is permissible to substitute for the fuel a non-flammable liquid
having a density of from 0,7 to 1.0 kg/dms. f) date of.test;
4.3 The vehicle may be drained of all or some of its g) angle of impact;
lubricants, coolant, battery acid or other fluids not essential to
the test. h) lateral alignment of moving barrier.IS 13389 : 1992
ISO3984:1982
Intended point of impact
7
\\. Median longitudinal
plane of the barrier
Figure 2 - Lateral misalignment
i - Method of measurement
6
Xcprograpny kit, BIS, Kew Delhi., InCiaBureau of Indian Standard
of
BIS is a statutory institution established under the Bureau 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 IO BIS giving the following reference:
Dot : No TED 8 ( 4986 )
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
NEW DELHI 110002 1 333311 0113 3715
Eastern : l/14 C. I. T. Scheme VII M, V. I. P. Road, Maniktola
CALCUTTA 700054 ( 3377 8845 9296,, 3377 8855 6612,
I 5533 3283 4834, 53 16 40,
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I 4411 2243 4125,, 4411 2295 1169,,
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*
Printed at Printwell Printerr. Aligarh, India
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8411.pdf
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UDC 629’113’012’656’3-87 IS: 8411.1977
Indian Standard
SPECIFICATION FOR
FOOT TYRE INFLATORS FOR
ROAD VEHICLES
1. Scope - Specifies the general requirements for foot tyre inflators for cars and trucks.
2. Nomenclature - Shal ,I be as given in Fig. 1.
CLEWS -IP IN
ovt
CLEVIS PIN HE
CYLINDER
/-
GNGER ROD
CLEWS PIN
/-
BASE PLATE
FIG. 1 NOMENCLATURE FOR FOOT TYRE INFLATORS FOR ROAD VEHICLES
3. Types
3.1 Car Type - Meant for light duty, such as for inflating the tyres of cars and other light vehicles.
3.2 Truth Type - Meant for heavy duty, such as for inflating the tyres of trucks, lorries and other
heavy vehicles.
4. Material
Component(s) Material
Cylinder and plunger rod Solid drawn brass tubes to IS: 407-1966 ’ Specification for
brass tubes for general purposes ( second revision ) ’
Plunger Vegetable tanned hydraulic leather to IS : 581-1962 ‘ Specifica-
tion for vegetable tanned hydraulic - leather ( revised) ’
I
Adopted 1 April 1977 0 August 1977, ISI
I I
INDIAN STANDARDS INSTITUTION
MANAK BHAVAN. 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 1100021S:8411-1977
Component(s) Material
Cylinder base and cylinder Grade 1, 2 or 3 brass castings to IS : 292-1961 ‘ Specification
cap plug for brass ingots and castings (revised) ’
Check valve and hose tyre Stainless steel or leaded brass alloys Type I or Type II to
connector IS : 319-1974 ’ Specification for free-cutting brass rods and
sections ( third revision) ’
Air hose Rubber with braided textile reinforcement to IS : 911-1968
‘ Specification for air hose of rubber with braided textile
reinforcement ( second revision ) ’
Spring Steel wire to IS: 4454 (Part I )-1975 ‘ Specification for steel
wires for cold formed springs: Part I Patented and cold
drawn steel wires - unalloyed ( first revision ) ’
Clevis pins Steel C40 to IS : 5517-1969 ‘ Specification for steels for harden-
ing and tempering ’
Levers Steel C40 to IS: 5517-1969
Base plate Steel to IS : 226-1975 ‘ Specification for structural steel ( stand-
ard quality ) ( fifth revision ) ’
5. Dimensions - The overall dimensions of the inflators shall be within the following limits:
Dimension Car Type Truck Type
mm mm
a) Overall length 370 400
b) Overall width 135 160
c) Overall height 140 150
6. Construction
6.1 The inflator cylinder shall be made of solid drawn brass tubing having a wall thickness of not
less than 0’8 mm. The cylinder base and cylinder cap plug shall be screwed on to the respective
ends of the inflator cylinder, An oil hole shall be provided to lubricate the plunger.
6.2 The plunger rod shall be made of solid drawn brass tubing having a wall thickness of not less
than O-8 mm. It shall have brass cap of sufficiently heavy section. The brass cap shall have a
suitable integral extension for fixing the lever by means of a clevis pin conforming to IS : 6862-1973
‘ Specification for clevis pins ’ or IS : 6863-1973 ‘ Specification for clevis pins with head ‘.
6.3 The plunger shall be cup type made of oil-treated leather and supported on each face by steel
washers not less than 2 mm thick. It shall be secured by a threaded removable steel nut and shall
not contact any position of the cylinder base at the bottom stroke.
,6.4 The cylinder shall be of sufficiently heavy section brass and shall be suitably attached to the
steel base plate.
6.5 The cylinder cap plug shall be of sufficiently heavy section brass having an integral piston rod
guide with an effective bearing length of not less than 16 mm. The top of the cylinder cap plug shall
have a deeply knurled or serrated outer surface suitable for providing a grip for its removal from the
cylinder.
6.6 The check valve body shall be either of brass or of stainless steel and may have a steel ball type
of air check. The check valve shall be in a vertical position adjacent to and parallel with the
cylinder and shall bear on a seat of the cylinder base with a fibre washer interposed between the
valve body and cylinder base. The base plate end of the valve shall have three or more exterior
stepped corrugations to grip the inside wall of the rubber hose tightly.
6.7 The rubber hose shall be of either synthetic or natural rubber and conform to IS: 911-1968.
It shall be of suitable dimensions and shall withstand a working pressure of 100 kPa. The hose
shall be connected to the check valve by means of hose clamps.
6.6 Clevis pins, wherever used shall conform to either IS : 6862-1973 or IS : 6863-1973.
6.9 The spring shall conform to IS: 7906 (Part II )-1975 ’ Helical compression springs: Part II
Specification for cold coiled springs made from circular section wire and bar ‘.
2IS:8411- 1977
6.10 The hose tyre connector shall be either of brass or of stainless steel, of two-piece construction,
arranged to permit the tyre valve end to rotate freely and provided with a substantial metal valve-core
depressor for automatically unseating the tyre valve. There shall be a hard fibre gasket at the ,
junction of the two members of the connector arranged to prevent loss of air. The hose end of the
connector shall have three or more exterior stepped corrugations to grip the inside wall of the hose.
7. Requirements
7.1 The inflator shall be easily operable by a force of 500 N ( approx) applied vertically from a
distance of 175 to 180 mm by foot.
7.2 The angle between the horizontal line and the line joining the lever pivot with the face of the
foot plate shall be between 55” and 65”.
7.3 The inflator shall be capable of resisting shocks.
7.4 A provision shall be made for the fitment of the pressure gauge to the inflator and this shall be
capable of being suitably plugged in when not in use.
7.5 A satisfactory arrangement shall be made for the lubrication of the moving parts.
8. Finish - The inflators shall be neatly finished and shall be free from unevenness, flaws, cracks
and other defects.
3. Accessories and Fitments - An appropriate pressure gauge may be provided along with each
inflator.
10. Marking
10.1 The foot tyre inflators shall be stamped with manufacturer’s name or trade-mark and the type.
The inflators may also be marked with the year of manufacture.
10.2 IS/ Certification Marking - Details available with the Indian Standards Institution.
11. Tests
11.1 Drop Test -The inflator unit shall be dropped 3 times from a height of 1 metre on to a hard
concrete surface so as to strike the base. After this test there shall be no cracks in the body of the
‘inflator unit.
11.2 Leakage Test -The inflator skirt, rubber hose and fittings shall be immersed in water and
compressed air at a pressure of 700 kPa in case of truck type and 530 kPa in case of car type inflators
shall be passed through them. No part shall show any leakage.
11.3 Displacement Test -The inflator shall be capable of developing a pressure of 700 kPa in case
of truck type and 530 kPa in case of car type by the application of normal force on theinflator pedal
by an average man.
11.4 Performance Test - The inflator shall be able to build up the specified pressure with the
number of strokes prescribed below:
Type Tyre Size NumberofStrokes Pressure Built up
kPa
Car type 7’00-15 1 750 520
Truck type 9’00-20 1 750 550
EXPLANATORY NOTE
The units of pressure given in this standard are kPa. The relationship between SI units and
technical metric units is given below:
1 kPa r! 0’01 kgf/cm2
In the preparation of this standard, assistance has been derived from the following standards:
JIS D 8001-1955 Tyre pump for automobile. Japanese Standards Association.
XX-P-746 D-1975 Pump, inflating, manual ( for rubber tyres ). US Federal Supply Service,
3
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14201.pdf
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IS 14201 : 1994
Indian Standard
PRECASTRElNFORCEDCONCRETECHANNEL
UNITSFORCONSTRUCTIONOFFLOORS
AND ROOFS- SPECIFICATION
UDC 691.328-413 : 692.41,5
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
November 1994 Price Gronp 4Housing Sectional Committee, CED 51
FOREWORD
This Indian Standard was adopted by the Bureau of Indian Standards, after the draft finalized by the
Housing Sectional Committee had been approved by the Civil Engineering Division Council.
Considerable shortage of houses in the country, which is also increasing continuously, has led to
increasing stress being laid in the development programmes of Central and State governments, on
facilitating speedy and economical construction of houses. Problem of housing being gravest amongst
the lower income groups, both rural and urban, the greatest stress is being laid on housing for these
target groups.
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 a series of standards being processed by BIS on new materials and techniques of
roof/floor construction which, when implemented, are likely to result in substantial savings in materials
and cost of construction, in addition to achieving speedy construction. The other standards in the series
are:
a) Prefabricated brick panel and partially precast concrete joist for flooring and roofing -
Specification
b) Design and construction of roofs and floors with prefabricated brick panel - Code of
practice
c)’ Design and constructiqn of floor and roof with precast reinforced channel units - Code of
practice
d) Precast reinforced concrete planks and joist for flooring and roofing - Specification
e) Design and construction of floor and roof with precast reinforced concrete planks and joist -
Code of practice
f) Precast reinforced concrete L-panel for construction of roofs - Specification
g) Design and construction of roofs using precast reinforced concrete L-panel - Code of practice
h) Construction of walls with precast concrete stone masonry blocks - Code of practice
The reinforced concrete channel units are channel ( inverted trough ) shaped precast beams which can
be used for intermediate floors and roofs supported on walls or RCC beams. There shape ensures more
area of concrete in compression zone where it is required and less area on tension side and thus they
have an efficient section. Further, being precast, use of these units also saves the cost of shuttering,
ensures better quality control on concrete and speeds up construction work.
The recommended width of the channel units has been selected keeping in view the requirements of
modular co-ordination.
Considerable assistance has been rendered in the preparation of this standard by the Central Building
Research Institute, Roorkee.
The composition of the committee responsible for the formulation of this standard is given at 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 14201 : 1994
Indian Standard
PRECASTREINFORCEDCONCRETECHANNEL
UNITSFORCONSTRUCTIONOFFLOORS
ANDROOFS- SPECIFICATION
1 SCOPE 4.1.2 Inner sides of the channel shall be kept sloping,
as shown in Fig. 2 to simplify easy demoulding. The
This standard covers the requirements for precast rein-
slope may be kept between l/8 to l/16.
forced concrete channel units having a length of up to
4.5 m used for construction of floors and roofs. 4.2 Dimensions
2 REFERENCES 4.2.1 Length
2.1 The Indian Standards listed below are necessary Length of the channel unit shall vary according to room
adjuncts to this standard: dimensions, but the maximum length of the unit shall
be restricted to 4.5 m from stiffness considerations.
IS No. Title
4.2.2 Width
432 ( Part 1) : Specification for mild steel and
1982 medium tensile steel bars and hard- The nominal width of channel unit shall be 300 or 600
mm.
drawn steel wire for concrete reinfor-
cement : Part 1 Mild steel and medium 4.2.3 Depth
tensile steel bars ( third revision ) The depth of the channel unit shall be kept either 130
456: 1978 Code of practice for plain and rein- mm or 200 mm.
forced concrete ( third revision ) 4.2.4 Thickness of Flange
1786: 1985 Specification for high strength The minimum thickness of flange shall be 30 mm for
deformed steel bars and wires for con- 300 mm wide channel units and 35 mm for 600 mm
crete reinforcement ( fhi’rd revhim ) wide channels.
490.5 : 1968 Methods for random sampling 4.2.5 Thickness of Web (Legs of Channel Unit)
14215 : 1994 Code of practice for design and The minimum thickness of the channel leg shall be not
construction of floors and roofs less than 25 mm.
with precast reinforced concrete
channel units 4.3 Tolerances on Dimensions
3 MATERIALS 43.1 Tolerances on various dimensions of channel shall
3.1 Concrete be as given below:
Dimension Tolerance
The concrete used for making precast units shall
conform to grade M 15 or higher in accordance with Length 2 5 mm
IS 456 : 1978. Coarse aggregate used for making concrete Width 2 3 mm
shall be well graded with maximum size of 12 mm.
Bow (deviation from intended f 3 mm
3.2 Reinforcement line or plane)
The reinforcing steel shall be as recommended in Twist (distance of any comer *3mm
IS 456 : 1978. from the plrcne containing other
three comers)
4 SHAPE AND DIMENSIONS
4.3.2 Squareness
4.1 Shape
4.1.1 The precast units shall be chamlel (inverted When considering the squareness of the corner, the
trough) shaped, having outer sides corrugated and longer of the two sides being checked shall be taken as
grooved at ends to provide shear key action and transfer the base line. The shorter length shall not vary in length
of moments between adjacent units (see Fig. 1 and 2). from the perpendicular by more than 3 mm.
FIG. 1 A CHANNELUNIT
1IS 14201 : 1994
_
B
15
Q DEFORMEG BAR
I-f: 55 X_ I-K3 0 _LO 30 _LO_ 30 -40 A3-0*
-CORRUGATIONS
-10mm PROJECTION
-FLAT PART
+3mm 2 LEGGED M.S. WIRE
STIRRUPS @ 300 Ck
SECTION AT BB
,CORRUGATION 20 DIA 1
I- 2651565 1Omm PROJECTIONS
4
FLAT PART
c rPROJECTION 1Omm
I
SECTION AT A A ELEVATION C
FIG. 2 TyplcAL DETAINO F CHANNn UNIT
4.3.3 Flatness and the inner trough frame. Typical sketches showing
The maximum deviation from a 1.5 m straight edge details of various components of mould are given in
Fig. 3.
placed in any position on a nominal plane surface shall
not exceed 2 mm. 6.1.2 The mould shall be made from well seasoned
timber or steel or other rigid, non-corrodible and non-
5 DESIGN DETAILS
absorbant materials such as fibre reinforced plastic. In
5.1 The channel units shall be designed in accordance case timber mould is used for the inner trough frame,
with IS 14215 : 1994. the surface shall be lined with GI sheet.
5.2 Reinforcement 6.1.3 Dimensions of the mould shall be selected
depending upon the size of the channel units. Toleran-
5.2.1 Main reinforcement of the chamiel units shall
ces on mould shall be as given below:
comprise two bars of required diameter as per the
Dimension Tolerance (mm)
design placed at the bottom of two legs of chatmel unit.
Two bars of mild steel grade I conforming to IS 432 Length f 4 mm
(Part 1) : 1982,6 mm I$ shall be provided at top corners Width and thickness *2mm
to support the stirrups (see Fig. 2). Stirrups of 3 mm Q
Warp/Bow 2 2 mm
at the rate of 300 mm c/c along the length of the chalmel
unit (see Fig. 2) shall be provided. 6.2 Manufacturing of Channel Units
5.2.2 Cover to Reinforcement 6.2.1 The inner side of the outer mould frame shall be
The minii&l cover to reinforcement shall be 1.5 mm. applied with a bond release agent and placed on a
smooth and level concrete platform on which a bond
6 MANUFACTURING OF PRECAST IJNITS
release agent has been applied.
6.1 tiould 6.2.2 The reinforcement cage shall be placed in posi-
tion. It shall be eusured that the reinfcxcernent is not
6.1.1 The mould consists of two parts - the outer frame
2IS 14201 : 1994
r
ANGLE IRON 40~40x5
FIXED ON TROUGH
MAX SPACING 1.2m c/c
rWDODEN STIFFENER LOmm THICK @ 600 mm c/c
7!i]lOtj LLONGITUDINAL
1 1 MEMBER, 50x130
50 +h
_) z L
TOP PLAN
WOODEN END PIECE
L50x130x50
CUT TO LS= SLOPE
f
SECTION AT AA
150/200
ND VIEW OF LONG: SIDE
OF MOULD
q~lurnrn tu414 25
PROJECTING NUT -
BY 25 mm Q l-2 m ClC
---r
WI 1200
I3 _l_
w50
DETALL AT A
L75X5OX5
Ml0 BOLT
;j.‘.,:,:.~.‘~:I.: i.::.:- :.:‘:;y 1. :q*.j
_(50(_ L SMOOTH LEVEL
-I ,
I SURFACED PLATFORM
SECTION f3B
FIG.3 D~vurs OF MOIJIB FOR CHANNEL um
3IS 14201 : 1994
distorted, in any way, during storage, handling, place- 8 TESTS
ment and concreting.
Tests shall be conducted on samples of the units as
6.2.3 The concrete shall be placed in the flange portion given in Annex A.
of the unit in such a way as to avoid segregation up to
9 CRITERIA FOR CONFORMITY
such a height that it achieves a thickness equal to the
flange of the unit after compaction. The concrete shall 9.1 If four out of the five samples satisfy the dimen-
then be compacted with.a plate vibrator. sional requirements given in 4.2, the lot represented by
6.2.4 The trough frame, applied with a bond release the sample shall be deemed to have passed the dimen-
agent on the outer surface (that is, the surface facing sional requirements. If more than one unit fails to
concrete) shall then be kept inside the outer frame and satisfy the dimensional requirements given in 4.2, the
the flange concrete shall be levelled by moving the lot represented by the sample shall be rejected.
trough to and fro. Afterwards the trough shall be fixed 9.2 In the deflection recovery test as per Annex A, if
in position with outer frame. the deflection 24 hours after the removal of the imposed
6.2.5 The web (leg) portion of the channel unit shall load is at least 75 percent of the deflection under the
now be filled with concrete, compacted by vibration load for 24 hours, the unit shall be deemed to have
with a plate vibrator/needle vibrator and finished level. passed the test. If the deflection recovery is less than
75 percent, the lot represented by the unit shall be
6.2.6 The trough frame may be removed gently after
rejected.
about an hour (depending upon the weather) after cast-
ing. The outer frame may also be stripped offafterabout If the maximum deflection in mm shown during 24
three hours (depending upon the weather) after casting. hours under load is less than 40 12/D, where 1 is the
The units shall be left undisturbed for about 48 hours effective span 1 in mm and D, the overall depth of the
and shall be kept wet during this period by occasional section in mm, it is not necessary for the deflection
sprinkling of water or by covering by wet gunny bags. recovery to be measured and the recovery provision
mentioned in this clause earlier will not apply.
6.3 Curing
9.3 In the failure load test as per Annex A, the unit shall
After about 48 hours the units shall be turned upside carry a load at least equal to 1.33 times the charac-
down so that the flange is brought to the top. The units teristic load to pass the test. If the load at failure is less
shall then be transported to curing yard by supporting than twice the characteristic load, the lot represented by
near the ends and stacked with the trough (flange) the sample shall be rejected.
facing up. The units shall be cured for at least 12 days
by keeping the trough filled with water and further 10 MARKING
air-cured. for another 14 days before placing it in 10.1 Each channel units manufactured in accordance
position in a building. with this specification shall legibly and indelibly
marked with the following:
7 SAMPLING
a) Identification of the source of manufacture, and
7.1 All the precast reinforced concrete units of the same b) Month and year of manufacture.
size, manufactured from similar materials and under
10.2 BIS Certification Marking
similar conditions of production shall be grouped
The components tnay also be marked with Standard
together to constitute a lot.
Mark.
7.2 Five units shall be selected at random out of a lot
10.2.1 The use of Standard Mark is governed by the
consisting of 300 units or less. For lots bigger than 300
provisions of Bureau of Indian Standards Act 1986 and
units 5 units shall be selected for every 300 units or part
the Rules and Regulations made thereynder. The details
thereof. In order to ensure randomness of selection,
of conditions under which a licence for the use of the
procedure given in IS 4905 : 1968 may be followed.
Standard Mark may be granted to manufacturers or
7.3 The sample shall be marked for future identifica-
producers may be obtained from the Bureau of Indian
tion of the lot it represents.
Standards.IS 14201 : 1994
ANNEX.4
(C lauses 8 and 9 >
TESTS FOR PREECAST REINFORCED CONCRETE CHANNEL UNITS
A-l AGE OF TESTING A-3.2 The unit shall be subjected to a uniformly dis-
tributed load equal to 1.25 times the imposed load, that is,
The precast reinforced concrete channel units shall be
1.25 times the design live load applied through loading
tested as soon as possible after expiry of 28 to 33 days
blocks of concrete or steel. Alternatively, uniform load
atier casting.
could be applied by hydraulic jacks through a self reacting
A-2 DIMENSIONAL CONFORMITY Game and a set of beams to distribute the load. The load
shall be retained for 24 hours. After recording deflection
Five samples of precast reinforced concrete channel
at the end of this period, the load shall be removed.
units selected in accordance with 7.2 shall be checked
A-3.3 Twenty four hours after removal of the load, the
fcr conformity with the shape and dimensional require-
deflection shall br ri.corded again.
ments as, given in 4. Length of the units shall be
measured with a steel tape at least 5 m long having A-4 FAILURE LOAD TEST
graduation in mm. Other dimensions shall be measured
with 1 m long steel scale having graduation in mm. A-4.1 The unit, which has passed the deflection
recovery test shall be subjected further to failure load
A-3 DEFLECTION RECOVERY TEST test. Loading shall be done uniformly through loading
blocks or through hydraulic jacks and a set of beams to
A-3.1 One unit selected at random out of the units distribute the load. If loading is done through blocks,
which have satisfied dimensional requirement as per 4.2 sufficient gap shall1 be provided between adjacent tiers
and 9.1 shall be subjected to deflection recovery test. of blocks to ensure that they do not touch each other
The precast unit shall be simply supported with a bear- even at the final stages of loading, to prevent transfer
ing of 75 mm on either end of the unit over concrete of load to supports of units through arch action.
walls with a 6 mm thick M.S. steel plate fried in level Loading shall preferably be done from an independent
at top of the wall as shown in Fig. 4. Design dead load scaffold as a safety preca:ltion.
other than due to self weight of the unit shall be applied A-4.2 The loading shall continue till the unit fails. if no
uniformly over the units through loading blocks or by failure O~YUISb y crushing for breaking of the unit, the
other means. A dial gauge having a least count of 0.02 load causing a deflectiw equal to 1 in 60 of clear span of
mm or less and a range of 50 mm or more shall be fixed thr unit shall be considered as the failure load. To check
at midspan of the unit. The dial gauge shall be adjusted that the limiting deflection is not exceeded, a steel marker
to indicate zero reading under self weight of the unit shall br i’ixed below the unit at midspan, leaving a gap o!
and applied dead load. 1 i9 60 of &Bar apau h~fore the start ol’ the lest.
INSITU COW
All dimensions in millimetres.
FIG. 4 DEFLECIIONF &COVERTYE ST
5IS 14201 : 1994
ANNEX B
( Foreword )
COMMITTEE COMPOSITION
Housing Sectional Committee, CED 51
Chairmon Representing
DR P S. A. SUNDAIWM Ministry of Urban Development, New Delhi
Members
SHR~G . R. AMBWANI Municipal Corporation of Delhi, Delhi
SHRI AROMAR RAW The Action Research Unit, New Delhi
PROFH . P. BAHARI School of Planning and Architect, New Delhi
PRoF SUBIR SAHA ( A bemate )
SH~U K. K. BHATNAWR Housing and Urban Development Corporation, New Delhi
SHRI M. N. Jo~~t.n~~~(A~flernnte)
&tar H. U. BIJLANI In penonal capacity (I, Sodhna Enclave, Pan&heel Pork, New Delhi
110017)
Sttat S. N. CHA~~RIEE Calcutta Municipal Corporation, Calcutta
CHIEF ARCHITWT Central Public Works Department, New Delhi
S~NIOR’ARCI~IXCT (H & TP- I) ( Afternate )
CHIEF ENGINEER,A UTHORITY Maharashtra Housing and Area Development Authority, Bombay
~cttim?c~, Amxotzm (Alternate )
CHIEF ENGINEER( D) Central Public Works Department, New Delhi
SUPERINTENDINGE NGINEER (D) (Alternate )
ENGMEER MEMBER, DDA Delhi Development Authority, New Delhi
SHR~ Y. K. GARG National Housing Bank, New Delhi
SHRI CHETAN VAIDYA ( Alternate )
SHRI 0. P. GAR~AU National Council for Cement and Building Materials, New Delhi
DR N. K. JAIN ( AIrernnte)
SHR~T . N. GUPTA Building Materials & Technology Promotion Council, New Delhi
SHRI HAR~INDER SIN~H Public Works Department, Government of Rajasthan, Jaipur
SHRI K. N. AFRAWAL( Alfcmate )
DR K. S. JAGMH Centre for Application of Science and Technology to Kural Areas
(ASTRA), Bangalore
DR 8. V VENKATARAMAK EDDY (Aftemote)
SHIU N. N. JAVDEKAR CIDCO, Maharashtra
SHRI P. M. DE~HPANUE( Akmzo~e )
SHRl ‘1: P. KAUAPPAN Tamil Nadu Slum Clearance Board, (;c\v~rnruent of Tamil Nadu. Ma&as
SttRt .I. BHWANESWAKAN( Aliematr )
Miss NINAKAYOOK The Mud Village Society, New Delht
Stitu A. K;M. KAtUM Housing Department, Government nfhlleghdlaya. Shilh~ug
SHRl K. K. S. KRISHNAN Department of Science & ‘l‘echnology (USI‘), New Delhi
Cb. D. V. PAIISALGIKAR 6. G. Shirke & Co, Pune
SHRI R.UA SINGtI IR<ION, New Delhi
Strut S. SELVANTHAN( Alfernute )
RR A. G. MADHAVA KAII Structural Engineering Reasearch t‘entre ((SIR), Madras
SW I. K. MANI ( Akmote)
SHRJ ‘I-. K. SAHA Engineer-in-Chief’s Branch, New Delhi
SHRI K. K. MIITAI. ( AIremare )
6IS 14201 : 1994
( Continued from page 6 )
Members R epresenting
SHRIJ . S. SHARMA Central Building Research Institute (CSIR), Roorkee
&RIB. B. GARG( Alternate)
SHRIJ . VENKATARAMAN, Director General, BIS (Ex-officio Member )
Director (Civ Engg)
Member Secretary
SHRIJ . K. PRAsAO
Joint Director (Civ Engg), BIS
Panel for Modular Coordination and Prefabrication
for Mass Scale Housing, CED 51 : P2
Convener
SHRI T. N. GUPTA Ministry of Urban Development
Members
SHRI Y. K. GARG National Housing Bank, New Delhi
SHRIS LINILB ARRY(A lternate )
SHIUM . N. JOGLEKAR Housing and Urban Development Corporation, New Delhi
PROFV . P. R+xu School of Planning & Architects, New Delhi
PROPP K. CHOUDHARY (Alternate )
SHRI G. s. RAO National Building Construction Corporation, New Delhi
REP~IZF~TATI~E M/s B. G. Shirke & Co, Pune
DR A. G. MADHAVRAA O Structural Engineering Research Centre, Madras
SHRIK . I&N, ( Alternate )
SHIUS . ROY Hindustan Prefab Ltd, New Delhi
SHRIM . K~IND~( Alternate)
SHRIJ . S. SHARMA Central Building Research Institute, Roorkee
SHRIM . P. JA~~~NG(AHl ternate)
SUPERJNTENDIENNGG INEE(RD ) Central Public Works Department, New Delhi
EXFCUTIVEEN GINEER(HQ(A) lternate )Bureau of Indian Standards
BIS is a statutory institution established under the Bureau of Indian Standards Act, 1986 to promote
harmonious development of thd activities of standardization, marking and qualit! certification of goods
and attending to connected matters in the country.
Copyright
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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 I
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 (5055)
Amendments Issued Since Publication
Amend No. Date of Issue Text Affected
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|
280.pdf
|
IS : 280 - 1978
Indian Standard
SPECIFICATION FOR
MILD STEEL WIRE FOR GENERAL
ENGINEERING PURPOSES
( Third Revision )
Third Reprint AUGUST 1997
UDC 669.141.24 - 426
0 Copyrigltt 1978
BUREAU OF INDIAN STANDARDS
MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI 110002
Gr 2 October 1986IS : 280 - 1978
Indian Standard
SPECIFICATION FOR
MILD STEEL WIRE FOR GENERAL
ENGINEERING PURPOSES
( Third Revision )
Wrought Steel Proaucts Sectional Committee, SMDC 5
Chairman Representing
DR U. N. BHRANY Modella Steel & Alloys Ltd, Bombay
Members
SHRI H. S. ASWATH Bokaro Steel Plant (\ SAIL J,.. Bokaro Steel City
S&I S. G. TUDBKAR ( Al&mats )
SHRI S. B~NERJEE Steel Re-Rolling Mills Association of India, Calcutta
Saxr S. K. Basu Guest. Keen, Williams Ltd, Howrah
SRRI A. ROYCEOWDHURY ( AItcmatc j
SHRI B. C. BISWAS National Test House, Calcutta
Sam P. K. CXAKRAVARTY Tata Iron & Steel Co Ltd, Jamshcdpur
SHRI M. C. KIJMARASWAMY ( Alternate )
SHRI G. CHATTERJEE Durgapur Steel Plant ( SAIL ), Durgapur
SHRI K. 2. IMATHEJ~( AItcrnatr )
SHRI P. K. CAATTERJEE Ministry of Defence ( DGI )
SHRI V. RA&IASWADIY( Alkmatc )
DR N. S. DATAR Rourkela Steel Plant ( SAIL ), Rourkela
SHRI K. S. SINQH ( Alternate )
DR A. Y. DECZANI Mukand Iron & Steel Works Ltd, Bombay
SHR~ R. V. PAREKR ( Alternate )
SHRX S. C. DEY Central Boilers Board
DIRECTOR ( M St C ), RDSO Ministry of Railways
JOINT DIRECTOR ( MET ),
RDSO ( Alternate )
SERI A. K. Guii.4 Directorate General of Supplies & Disposals, New
Delhi
SRRI K. M. TANEJA ( Alternate )
JO;;~$IRECTOR ( WAQOX )-I, Ministry of Railways
JOINT DIRECTOR, RS ( IRON
& STEEL ), RAILWAY BOARD
( Alternate )
( Continwd dn page 2 )
This publication is protected under the Indian Copyright Art ( XXV of 1957 ) and
reproduction in whole or in part by any means except with written permission of the
publisher shall be deemed to be an infringement of copyright under the said Act.L.-_,._____.___._._. _._ _
IS :280 -1978
( Confinued from page 1 )
Members Representing
DR V. C. KASHYAP Special Steels Limited, Bombay
SHRI S. S. MURANJAN ( Alternate )
SERI M. N. KHANNA Bhilai Steel Plant ( SAIL ),, Bhilai
SERI K. C. SOM ( Alternate )
DR D. M. LAKHIANI The Indian Iron 8: Steel Co Ltd, Burnpur
SRRI T. K. DATTA ( Alternote )
SHRI P. LAXM~NARAYANA Hindustan Shipyard Limited, Visakhapatnam
SHRI N. C. MACOTRA The Tinplate & Co of India Limited, Golmuri
SHRI P. K. BANERJEE ( Alternafe )
SERI R. C. MAHAJAN The Indian Steel & Wire Produrts Limited,
Tamsheduur
SRRI A. N. KATAIX ( Alternate ) ” .
SHRI M. K. PRAMANIE Iron & Steel Control, Calcutta
SHRI B. K. DUTTA ( Alternute )
SHRI RAGEUBIR SINC+H National Metallurgical Laboratory ( CSIR ),
Jamshedpur
SBRI D. SEN Ministry of Defcnce ( DGOF )
SHRI Y. C. SKTBRAMANY( Alternate )
SHRI L. SIKAND The Metal Box Co of India Ltd, Calcutta
S&r K. R. NARA~IMEAN ( Afternate )
SHRI A. SRINIVASULU Bharat Heavy Elcctricals Limited
SERI A. K. MITTAL ( Alternate )
SERI D. SRINIVASAN Joint Plant Committee, Calcutta
SERI B. P. GHOSH ( Alternate )
SHRI K. S. VAIDYANATIXAN M. N. Dastur & Co Pvt Ltd, Calcutta
SERI C. R. RAMA RAO. Director General, IS1 ( Ex-oficio Member )
Director ( Strut & Met )
Secretary
SHRI SRANTI SWARUP
Deputy Director ( Metals ), ISI
Panel for Steel Wires for General Engineering Purposes,
SMDC 5/P-38
Convener
Ds v. C. hS?dyAP Special Steels Limited, Bombay
Members
ADDITIONAL Curer ENQINEER Posts k Telegraphs Department, Jabalpur
SHRI K. R. BANERJEE Hindustan Wires Ltd, Calcutta
LT-COL S. K. GUPTA Ministry of Defcncc ( DC1 )
SERI M. M. L. KHUL~AR Modi Steels, Modi Nagar
Saztx V. M. KUL~ARN~ Usha Martin Black ( Wire Ropes ) Ltd, Ranchi
SSRI R. C. MAEAJAN The Indian Steel & Wire Products Ltd, Jamrhedpur
SHRI J. P. PATEL Tensile Steels Ltd, Vadodara
2IS : 280 - 1978
Indian Standard
SPECIFICATION FOR
MILD STEEL WIRE FOR GENERAL
ENGINEERING PURPOSES
( Third Revision )
0. FOREWORD
0.1 This Indian Standard ( Third Revision ) was adopted by the Indian
Standards Institution on 1 August 1978, 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 1951 and revised in 1962 and 1972.
As a result of experience gained during these years, it has been decided to
revise this standard aligning the requirements of tensile properties with
the practices being followed in the industry in this field.
0.2.1 In this revision, the tensile strength has been specified in terms of
MPa ( N/mm’), in alignment with the adoption of SI units, both
nationally and internationally.
0.3 For the purpose of deciding whether a particular requirement of this
standard is complied with, the final value, observed or calculated,
expressing the result of a test or analysis, shali 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 spccificd value
in this standard.
1. SCOPE
1.1 This standard covers the requirements for mild steel wire of
sizes 0.125 mm to 12’5 mm diameter for general engineering purposrs.
2. TERMINOLOGY
2.1 For the purpose of this standard, the definitions given in IS : 19.56
( Part V )-1975t shall apply.
lR u!es for rounding off numerical values ( revised ).
tGlossary of terms relating to iron and steel: Part V Bright steel bar and steel wire.
3IS : 280 - 1978
3. SUPPLY OF MATERIAL
3.1 General requirements relating to the supply of mild steel wire shall
be as laid down in IS : 1387-1967*.
4. MANUFACTURE
4.1 The wire shall be drawn from the wire rods conforming to IS: 7887.
1975t.
5. CHEMICAL COMPOSITION
5.1 The requirements for chemical composition for the wires shall
conform to those given in IS : 7887-1975t.
6. SIZES
S.! Mild steel wire for general engineering purposes shall be of the
following diameters:
l
mm mm mm mm mm
0125 0.315 0.80 2.00 YOO
0.140 0.355 0.90 2’24 5’60
0.160 0.400 1.00 2.50 6.30
0.180 0.450 1.12 2.80 7.10
0.200 0.500 1.25 3.15 8’00
0’224 0.560 1.40 3.55 9’00
0.250 0’630 1’60 400 10’00
0.280 0.710 1’80 4’50 11.2
12.5
6.2 Sizes other than those mentioned above shall be supplied subject to
agreement between the purchaser and the manufacturer.
7. TOLERANCES
7.1 Tolerances permitted on the diameter of wire shall be as given in
Table 1.
8. MECHANICAL PROPERTIES
8.1 Tensile Test - The tensile strength of wire when tested in
accordance with IS : 1521-1972: shall be within the limits given in
Table 2.
*General requirements for the supply of metallurgical materials (Jrrf r&ion ).
+Specification &mild stcel.wirc rods for general engineering purpoacr.
SMethods fof’tttisiic testing bf steel wire (&I revirion ).
4IS:280- 1978
TABLE 1 TOLERANCES ON DIAMETER OF WIRE
( Clourc 7.1 )
SIZE OF WIRE TOLERANCE* MAXIMUM DIF’BERENCE
BETWEEN Two READINGS
TAKEN ON ANY Two
DIAMETEBSO N THE
CROBB-SECTION
(1) (2) (3)
mm mm mm
All finishes other than ,
galvanized:
up to 0.25 f 0’01 0’01
Over 0.25 up to 050 f 0’015 0’015
over 0.50 up to 1.00 f 0’02 0.02
over 1.00 up to 1’50 f 0’03 0’03
Over 1’50 up to 2’50 f 0.04 0.04
Over 2.50 up to 5’00 * 0,05 0’05
Over 5-O f 0’06 0.06
Galvanized: All sizes f 2.5 percent with 2.5 percent with
a minimum of a minimum of
f 0’025 0’025
*The tolerancea shall be applicab!e only to coils of wire.
TABLE 2 TENSILE PROPERTIES
(CbtU68.1 )
CONDITION TENE:LE STBENQTH, Mpa
c *--_-_~
Finishes Other Than Galvanized
Galvanized
(1) (2) (3)
Annealed 500 Max 300-550
Soft drawn 550 Max
l/4 hard 450-650
l/2 hard 600.800 -
Hard 700.950 550-900
1MPa = lN/mm* = lMN/m* = 0.102 0 kgf/mm*.
NOTE - Restricted ranges of tensile strength in case of galvanized wire may
be agreed to at the time of enquiry and order.
5IS:280-1978
8.2 Wrapping Test - Wire smaller than 5 mm diameter shall be
subjected to wrapping test in accordance with IS : 1755-1961*. The
wire shall withstand without breaking or splitting being wrapped eight
times round its own diameter and subsequently straightened.
8.3 Bend Test - Wire of 5 mm diameter and over shall be subjected to
this test. The wire shall withstand being bent through an angle of 90”
round a former of diameter equal to twice its own diameter without
breaking or splitting.
9. FINISH
9.1 The wire shall have one of the following finishes as specified by the
purchaser:
4 Annealed;
b) Annealed, cleaned and limed;
4 Bright drawn;
4 Dull grey ( dry drawn );
4 Galvanized;
f) Coppered;
EdT inned; and
h) Coated and drawn ( coating may be of tin, copper or zinc ).
18. COATING TEST
18.1 The galvanized coating of steel wire shall conform to the require-
ments for any one of the types of coatings given in IS : 4826-19687 as
per agreement with the purchaser.
10.2 The coating test for finishes other than galvanized, copper coated
or tinned shall be subject to agreement between the purchaser and the
manufacturer.
11. SAMPLING
11.1 Unless otherwise agreed to, the method of drawing representative
samples of the material and the criteria for conformity shall be as
prescribed in Appendix A.
12. FREEDOM FROM DEFECTS
12.1 All finished wires shall be well and cleanly drawn to the dimensions
specified. The wire shall be sound, free from splits, surface flaws, rough
jagged and imperfect edges and other harmful surface defects.
*Method for wrapping test of wire.
tSpecificati6n for’galvanized coatings on round steel wires.
6IS : 280 - 1978
13. PACKING
13-l Each coi! of wire shall be suitably bound and fastcncd compactly.
If required by the purchaser, each coil shall be protected by suitable
wrapping.
14. MARKING
14.1 Each coil of wire shall be marked legibly with the finisfl, size of
wire, lot number and trade-mark or the name of the manufacturer.
14.2 BIS Certification Marking
The product may also be marked with Standard Mark.
14.2.1 The use of the Standard Mark is governed by the provisions of the
Bureau of Indian Standards Act, 1986 and the Rules and Regulations made
thereunder. The details of conditions under which the licence for the use of
Standard Mark may be granted to manufacturers or producers may be obtained
from the Bureau of Indian Standards.
APPENDIX A
( Clause 11.1 )
SAMPLING AND CRITERIA FOR CONFORMITY
A-l. LOT
A-l.1 In any consignment, all the coils of wire of the same grade and
diameter, manufactured under essentially similar conditions of
manufacture, shall be grouped together to constitute a lot.
A-1.1.1 Samples shall be taken from each lot and tested for conformity
to the standard.
A-2. SAMPLING
A-2.1 The number of coils to be taken from a lot shall be according to
co1 1 and 2 of Table 3. These samples shall be taken at random by
using number tables ( SCI IS : 4905.1968*).
lM ethodr for random sampling.
7IS : 280 - 1978
TABLE 3 SCALE OF SAMPLING AND PERMISSIBLE NUMBER OF
DEFECTIVES
( Ch.wr A-2.1, A-3.1 and A-3.2 )
No. OF COILS No. OF COILS FOR PERMISSIBLE I)Io. OF TESTS
IN A LOT PHYSICAL No. OF DEBEC- FOR CHEMICAL
REQUIREMENTS TIVE COILS REQUIREMENTS
(1) (2) (3) (4)
up to 25 2 0 1
26 ,, 50 3 0 1
51 ,, 150 5 0 2
151 ,, 300 8 1 2
301 and above 13 1 2
A-3. PREPARATION OF SAMPLES AND NUMBER OF TESTS
A-3.1 Tests for Physical Requirements -From the coils selected from
co1 1 and 2 of Table 3, adequate length of test piece shall be cut from
each end and subjected to physical tests, namely, size, surface condition,
tensile, bend, wrapping and coating tests. A test piece failing to meet
any one of the requirements, shall be called a defective. If the number
of defectives found is less than or equal to the permissible number of
defectives specified in co1 3 of Table 3, the lot shall be considered to
have conformed to physical requirements.
A-3.2 Tests for Chemical Requirements - Unless otherwise agreed,
the following procedure shall be followed for chemical requirements:
From those test pieces which have conformed to physical
requirements, further test pieces shall be selected at random accord-
ing to co1 4 of Table 3. These samples shall be tested for all the
chemical requirements. If a test piece fails to meet the respective
chemical requirement, it shall be called a defective. The lot shall be
considered to have conformed to the chemical requirements if all the
individual test pieces tested for chemical requirements pass the test.
A-4. CRITERIA FOR CONFORMITY
A-4.1 A lot shall be considered to have conformed to the requirements of
the specification if A-3.1 and A-3.2 are satisfied.
.F
‘
X\’ i
cBUREAU OF INDIAN STANDARDS
Headquarters
Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002
Telephones: 323 0131,323 3375,323 9402
Fax : 91 11 3234062, 91 11 3239399, 91 11 3239382
Telegrams : Manaksanstha
(Common to all Offices)
Central Laboratory : Telephone
Plot No. 20/Q, Site IV, Sahibabad Industrial Area, Sahibabad 201010 8-77 00 32
Regional Offices:
Central : Manak Bhavan, 9 Bahadur Shah Zafar Marg, NEW DELHI 110002 3237617
*Eastern : 1 I1 4 CIT Scheme VII M, V.I.P. Road, Maniktola, CALCLJTTA 700054 337 86 62
Northern : SC0 335-336, Sector 34-A, CHANDIGARH 160022 60 38 43
Southern : C.I.T. Campus, IV Cross Road, CHENNAI 600113 235 23 15
twestern : Manakalaya, EQ, Behind Marol Telephone Exchange, Andheri (East), 832 92 95
MUMBAI 400093
Branch Offices::
‘Pushpak’, Nurmohamed Shaikh Marg, Khanpur, AHMEDABAD 380001 5501348
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, BHUBANEgHWAR 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 N6.29, R.G. Barua Road, 5th By-lane, GUWAHATI 781003 54 11 37
5-8-56C, L.N. Gupta Marg, Nampally Station Road, HYDERABAD 500001 201083
E-52, Chitaranjan Marg, C- Scheme, JAIPUR 302001 37 29 25
117/418 B, Sarvodaya Nagar, KANPUR 208005 21 68 76
Seth Bhawan, 2nd Floor, Behind Leela Cinema, Naval Kishore Road, 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, Uni\~ersityP . 0. Palayam, THIRUVANANTHAPURAM 695034 621 17
*Sales office is at 5 Chowringhee Approach, P.O. Princep Street, 271085
CALCUTTA 700072
TSales Office is at Novelty Chambers, Grant Road, MUMBAI 400007 309 65 28
, $3des Office is at ‘F’ Block, Unity Building, Narashimaraja Square, 222 39 71
BANGALORE 560002
Reprography Unit, BIS, New Delhi, IndiaAMENWlENT "JO. 1 JULY 1954
TO
IS:280-1978 SPECIFICATION FOR BILD STEkL WIRE fOR
GENERAL ENGINEERIIIG PURPOSES
(ThirdR evision)
Alterations
------
(Page 6, clauses 10, 10.1 and 10.2) - Substitute
the following for the existing clauses:
'10. COATING REQUIREMENTS
10.1 The galvanized coating of hot dip galvanized steel
wire shall conform to the requirements for any one of
the types of coatings givenin IS:4 82G-1gT9t 4s agreed
between the contracting parties. The coating re-
quirements for electro-galvanized wires shall be as
agreed to between the contracting parties.
10.2 The coating requirements for 'finishes other than
hot dip galvanized shall be subject to agreement
between the contracting parties .'
(Page 6, foot-note with 't' mm&) - Substitute
the following for the existing foot-note:
ttSpecification for hot-dipped galvanized coatinrls
on round steel wires (first revision)
(MC 5) /
ReprographyU nit, BIS, New Delhi, India[’
—
AMENDMENT No. 2 APRIL 2002
TO
IS 280:1978 SPECIFICATION FOR MILD STEEL WIRE
FOR GENERAL ENGINEERING PURPOSES
(ThirdRevision)
(Page4,clause 3.1)— Substitute ‘IS 1387: 1993*’j& ‘IS 1387: 1967*’.
(Page 4, clauses 4.1and 5.1) — Substitute ‘IS7887: 1992~’~or‘IS7887:
1975j-’.
(Page 4,clause 8.1) — Substitute ‘IS 1608:1995$’ for ‘IS 1521:1972$’.
(Page 4,footnotes )— Substitute thefollowing forthe existing footnotes:
*Generalrequirementsforthesupplyofmetallurgicalmaterials(secondrevision).
Npecitication formildsteelwirerodsforgeneralengincwringpurposes(,/lrrevsitsion).
$Mecharricaitestingofmetals—Tensiletesting(secondrevision).
(Page 6,clause 8.2) — Substitute ‘IS 1755: 1983*’for ‘IS 1755: 1961*’.
[Page 6,footnote with (*) mark] — Substitute thefollowing fortheexisting
footnote:
*Methodforwrappingtestformetallicwire(first revision).
(MTD4)
Renmmmhv Ihi t RIS New Wlhi IndiaF
.
I
AMENDMENT NO. 3 NOVEMBER 2002 r
TO
1S 280:1978 SPECIFICATION FOR MILD STEEL WIRE 1,’-
FOR GENERAL ENGINEERING PURPOSES
( Third Revision)
( Page 3, clause 0.2.1 ) — Insert the following new clause after 0.2.1 and
renumber the subsequent clause:
‘0.3 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.’
(MTD4)
Reprography Unit, BIS, New Delhi, India
.,.. .,
I
,:
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